EP2956589A1 - Fondation de caissons pour ouvrage en mer - Google Patents

Fondation de caissons pour ouvrage en mer

Info

Publication number
EP2956589A1
EP2956589A1 EP14704283.2A EP14704283A EP2956589A1 EP 2956589 A1 EP2956589 A1 EP 2956589A1 EP 14704283 A EP14704283 A EP 14704283A EP 2956589 A1 EP2956589 A1 EP 2956589A1
Authority
EP
European Patent Office
Prior art keywords
tendons
foundation
concrete
vertical
gravity
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.)
Withdrawn
Application number
EP14704283.2A
Other languages
German (de)
English (en)
Inventor
Timo Mayer
Klaus Weber
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.)
STRABAG Offshore Wind GmbH
Original Assignee
STRABAG Offshore Wind 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 STRABAG Offshore Wind GmbH filed Critical STRABAG Offshore Wind GmbH
Publication of EP2956589A1 publication Critical patent/EP2956589A1/fr
Withdrawn legal-status Critical Current

Links

Classifications

    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F03—MACHINES OR ENGINES FOR LIQUIDS; WIND, SPRING, OR WEIGHT MOTORS; PRODUCING MECHANICAL POWER OR A REACTIVE PROPULSIVE THRUST, NOT OTHERWISE PROVIDED FOR
    • F03D—WIND MOTORS
    • F03D13/00—Assembly, mounting or commissioning of wind motors; Arrangements specially adapted for transporting wind motor components
    • F03D13/20—Arrangements for mounting or supporting wind motors; Masts or towers for wind motors
    • F03D13/22—Foundations specially adapted for wind motors
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F05—INDEXING SCHEMES RELATING TO ENGINES OR PUMPS IN VARIOUS SUBCLASSES OF CLASSES F01-F04
    • F05B—INDEXING SCHEME RELATING TO WIND, SPRING, WEIGHT, INERTIA OR LIKE MOTORS, TO MACHINES OR ENGINES FOR LIQUIDS COVERED BY SUBCLASSES F03B, F03D AND F03G
    • F05B2240/00—Components
    • F05B2240/90—Mounting on supporting structures or systems
    • F05B2240/95—Mounting on supporting structures or systems offshore
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/70—Wind energy
    • Y02E10/72—Wind turbines with rotation axis in wind direction
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/70—Wind energy
    • Y02E10/727—Offshore wind turbines

Definitions

  • the invention relates to a gravity foundation for an offshore structure, in particular a wind turbine, according to the preamble of claim 1.
  • Offshore structures are built in the sea, in lakes or rivers, with their foundations under the water surface supported on the ground.
  • the foundations of such offshore structures are to be interpreted in such a way that they endure the forces acting on the site and dissipate completely into the soil.
  • the foundation for example, in an offshore wind turbine except the forces introduced by the water environment must bear and derive such forces which act on the foundation via the rotor blades, the nacelle and the shaft or the mast of the wind turbine.
  • Under a gravity foundation is understood as such a foundation in which a stable foundation for offshore structures such as wind turbines is created by its own weight.
  • the gravity foundation stands at a weight of often several thousand tons free on the seabed.
  • the heavy foundation is usually prefabricated on land and transported to its final offshore location using a special construction equipment, where it is deposited on the seabed.
  • EP 2 362 090 A2 discloses an areal foundation for an offshore wind energy plant, wherein a concrete cross made of crossed concrete beams carries a shaft-shaped mast base. Both the concrete beams and the mast base consist of prestressed concrete. The load transfer into the seabed takes place in defined areas at the outer ends of the concrete foot, namely over the ends of the concrete cross. Such a gravity foundation with a surface foundation on a concrete cross, at the intersection of the mast pedestal rises, is also out
  • the simple concrete cross consists of two long concrete beams.
  • the concrete beams are designed as trough-shaped profiles, which can be filled after assembly in place with ballast material, such as sand or stones.
  • ballast material such as sand or stones.
  • the area spanned by the foundation is to be kept smaller, thereby making the concrete beams shorter and thus more cost-effective.
  • five or more beams or an outer ring may be provided, to which radial struts extend.
  • a foundation for a tower structure wherein a central base is arranged on a base plate to be arranged on the ground.
  • the foundation comprises several prefabricated or locally concreted, star-shaped ribs with a horizontal base.
  • reinforcing elements run in the longitudinal direction of the ribs to connect them with the base plate to be concreted on site.
  • the base plate has a circumferential biasing element and a plurality of radially arranged horizontal biasing elements, wherein in the base plate two layers of horizontal grid of reinforcing bars are arranged.
  • a base basket is embedded with a plurality of vertical anchor bolts. At the anchor bolt protruding from the base, the lower end of a tower is attached.
  • the present invention has for its object to provide a gravity foundation, which ensures the shortest possible working hours at the site of the installation of the offshore structure permanently secure hold for the offshore structure.
  • the foundation foot has a central substructure, which carries the concrete shaft, and a foundation plate which, with a polygonal contour, has three star-shaped load introduction areas.
  • the foundation plate consists of prestressed concrete, wherein horizontal tendons of the foundation plate are each arranged substantially perpendicular to the sides of an equilateral triangle and anchored to the edges of the foundation plate.
  • the central substructure absorbs vertical tendons of the concrete shaft.
  • the foundation foot with a polygonal foundation plate with three star-shaped load introduction areas reduces and simplifies the necessary on-site construction work.
  • the shortening of the operations during the installation of the gravity foundation creates additional possibilities in unstable weather and, in particular, expected weather-related work interruptions.
  • the foundation plate at its edge in pairs parallel anchor sections for receiving anchoring means of the horizontal Sparmglieder, each one of the parallel anchor sections lies on the sides of an equilateral triangle. In this way, a bias of the foundation plate in all directions in the plane of
  • Horizontal tendons extend perpendicular to the respective anchor portion into the interior of the foundation plate and can be reliably clamped to such a contour.
  • the foundation plate is formed hexagonal with three long and three short anchor sections each having the same length, wherein the short anchor sections form the load introduction areas of the foot foundation.
  • ballast containers are provided which are each bounded by two parallel radial walls. Due to the polygonal contour of the foundation plate, the paired radial walls not only define a respective ballast container, but create additional ballast container with each facing radial wall of an adjacent ballast container.
  • ballast containers with their respective parallel radial walls additional, by the radial walls limited space for the arrangement of ballast available. In this way, a large ballast mass can be arranged on a small area and thereby promote the stability of the gravity foundation.
  • ballast preferably geotextile sand containers are introduced. These sand containers are made of a geotextile material, which means that the material is permeable to water. Such geotextile sand containers are usually used for the insula- tion of the offshore structure and are therefore available at the installation site. Due to the maximum use of the foundation plate for the arrangement of ballast can be dispensed with hitherto required further measures to increase the mass of gravity foundation, such as loose Sandein mecaniclessness in the base or the hollow concrete shaft. This further reduces installation costs. In difficult locations, however, additional ballasting, For example, by a loose Sandein Albanyung in the concrete shaft, provide additional stability.
  • the horizontal tendons are arranged in each case in planar positions with several parallel tendons at different heights within the foundation plate, whereby a uniform and planar bias of
  • Foundation plate is guaranteed.
  • an internal prestressing with subsequent composite is used, wherein during the manufacture of the concrete structure sheaths and anchor body are installed and are retracted after hardening of the concrete strands in the cladding tubes. The strands are wedged and tensioned in the anchor bodies. After application of the desired pre-stress, the cladding tubes are pressed out with grouting mortar, a special cement suspension, thus producing a fuel-efficient bond between the strands and the concrete. In this way, the composite and at the same time a corrosion protection are provided.
  • the horizontal tendons are preferably installed along the three star-shaped axes corresponding to the load introduction areas of the foundation foot, starting from reinforced anchoring sections with minimum center distances, so that a large pretension can be applied.
  • the horizontal tendons thus extend between a respective short anchoring section, which corresponds to the load introduction area, and an opposite long anchoring section.
  • the horizontal tensioning elements are arranged in the vertical direction in such a way that the three layers of parallel horizontal tensioning elements are located at different levels in their crossing area.
  • Under pivoting is understood to mean a correspondingly curved arrangement of the tendons or the ducts before hardening the foundation slab made of prestressed concrete. Apart from the vertical Pivoting the horizontal tendons run in each of the three layers just by the foundation plate.
  • the concrete shank is formed in the region of the central substructure with a radially widened shank widening, wherein in the shank widening vertical substructure tendons are arranged internally with composite.
  • the vertical sub-base tendons are anchored to the underside of the foundation plate and provide a bias of the central substructure.
  • the shaft widening in a preferred embodiment has a cross-section corresponding to the polygonal contour of the foundation plate.
  • the vertical sub-tendons are mounted as internal tendons with composite and can be pivoted due to this design in a suitable manner and arranged according to the polygonal contour, whereby both the vertical sub-base tendons and the horizontal tendons can be arranged in the foundation plate.
  • Easy assembly of the vertical sub-frame tendons in the central substructure taking into account the tight reinforcing mesh of the horizontal tendons in the foundation slab, is when the vertical subsurface prestressing tendons are grouped into three groups, each in the corners of one through the polygonal Contour of certain triangle lie.
  • the concrete shaft and the foot base are integrally formed.
  • the integrated component with concrete shaft and foundation foot is manufactured in cast-in-situ construction, for example by filling prepared formwork. The entire component can thus be prefabricated on land and is transported in the finished state to the place of offshore assembly.
  • the vertical tendons of the concrete shaft are arranged internally with composite and passed through the central substructure, where these vertical tendons are pivoted in such a position and orientation that they form the substructure tendons. With continuous vertical tendons is thereby both the concrete shaft and
  • the vertical tendons are arranged pivoted in a portion of the concrete shaft in the direction of their group-wise arrangement and are pivoted exclusively radially in the region of the cone.
  • a precast construction wherein the concrete shaft with the shank widening is a single component.
  • the vertical tendons of the concrete shaft are designed as external tendons and arranged on the circumference of the concrete shaft.
  • the vertical tendons are anchored in the shaft head of the concrete shaft, preferably by means of multi-surface anchor bodies.
  • the anchor body of the vertical tendons are protected in the shaft head from the corrosive environment of the offshore structure.
  • the vertical tendons are advantageously pivoted from the concrete of the shaft head into the interior of the concrete shaft and are guided there as external tendons with Umlenks expediteln.
  • additional vertical sub-frame tendons are internally arranged with composite, which overlap with the external tendons of the concrete shaft.
  • the internally arranged with composite substructure tendons ensure a continuous bias of the entire component to below the foundation plate.
  • the central substructure of the foundation foot in the prefabricated construction has a ring console, which accommodates clamping anchors of the vertical tendons.
  • the ring console is arranged in the central base at a distance from the foundation plate, so that a production of the concrete shaft with vertical clamping elements and the arrangement of horizontal clamping elements in the foundation plate are possible.
  • Under claws are understood to mean components that over the level of
  • the foot of the foundation on the claws surrounding aprons which secure the Sohlfuge against under washing and erosion.
  • FIG. 1 shows a longitudinal section of an embodiment of a gravity foundation in cast-in-situ construction
  • FIG. 2 is a plan view of the central base of the gravity foundation of FIG. 1,
  • Fig. 3 is a schematic representation of the horizontal tendons in the
  • FIG. 4 is a plan view of the central base with a schematic representation of vertical tendons
  • Fig. 5 is a longitudinal section of an embodiment of a gravity foundation in prefabricated construction.
  • the same reference numerals are used for the same components.
  • Fig. 1 to 4 show a gravity foundation 1 for a wind turbine with a base 2, which stands on the seabed 3 and with a central base 4 a hollow concrete shaft 5 carries.
  • the gravity foundation 1 is made in the embodiment shown as an integral component in Ortbetonbauweise. Another embodiment with an embodiment of the gravity foundation in precast construction is explained below with reference to FIG. 5.
  • the foundation foot 2 comprises a foundation plate 6 made of prestressed concrete, which forms with a polygonal contour, which can be seen in the plan view according to FIG. 2, three star-shaped load introduction regions 7 at the outer ends of the foundation foot 2.
  • the foundation foot 2 has in the load introduction areas 7 on the underside of the foundation plate 6 projecting claws 8, which are formed in the present embodiment as foot plates.
  • the gravity foundation 1 is thus only by means of the claws 8 on the seabed 3, while the central part of the base of the foot 2, that is, the central base 4, which carries the concrete shaft 5, does not rest.
  • the gravity foundation 1 thus derives the loads from forces and resulting moments stresses on the outer claws 8 in the form of sole stresses directly into the seabed 3 from. Tilting of the gravity foundation 1 is prevented by its high weight.
  • Foot 2 further comprises the claws 8 circumferentially surrounding skirts 9, which prevent under flushing of the claws or erosion of the bottom joint.
  • the aprons 9 are made in the embodiment of steel.
  • individual claws 8 can be lifted by means of lifting injection be raised.
  • the lifting of individual claws which, due to the three-legged construction, directly affects the orientation of the plane of the surface foundation, is possible both immediately following the installation of the gravity foundation and at any time during the operational phase of the offshore structure.
  • the foundation foot 3 has radially arranged ballast containers 10 corresponding to the load introduction areas 7, which are each delimited by two radial walls 26 (FIG. 2) arranged in parallel.
  • the radial walls 26, which protrude from the foundation plate 6, also delimit secondary ballast containers 11, which lie between the load introduction regions 7.
  • the ballast container 10 and the secondary ballast container 11 are each closed by external end walls 12, which also protrude from the foundation plate 6 in the direction of the concrete shaft 5, to the outside.
  • Ballast pieces, in particular geotextile sand containers are introduced into the ballast containers 10, 11 after the gravity foundation 1 has been lowered onto the seabed.
  • a cavity 13 in the central base 4 is flooded with water and can also be filled if necessary also to increase the dead weight by means of a loose Sandein réelleung with material.
  • the concrete shaft 5, the central substructure 4 of the foundation foot 2 and the foundation plate 6 are made of prestressed concrete.
  • the concrete shaft 5 has an upper, cylindrical portion 33 and a lower, the foundation foot 3 facing, conical portion 34. Due to the conical design of the lower portion 34, the gravity foundation 1 can absorb high loads in the lower region, being significantly reduced in mass compared to a continuous cylindrical concrete shaft with a diameter matched to the loads.
  • the cylindrical portion 33 protrudes beyond the water surface 30 in the installation position of the offshore structure. in the In the embodiment shown, the cylindrical portion 33 and the conical portion 34 of the concrete shaft 5 are approximately the same length, with the conical portion 34 configured according to the expected loads.
  • the horizontal tendons 18 of the foundation plate 6 are each arranged perpendicular to the sides 19 of an equilateral triangle and anchored to the edge 20 of the foundation plate 6.
  • the foundation plate 6 has at its edge 20 in pairs parallel anchor sections 21, 22, wherein each one of the parallel anchor sections 21 lies on the sides 19 of the equilateral triangle.
  • the foundation plate 6 is formed with a hexagonal contour with three long anchor portions 21 and three short anchor portions 22 each having the same length, wherein the short anchor portions 22 form the load introduction areas 7 of the foot 2.
  • the horizontal tendons 18 are designed as internal tendons with subsequent bond and arranged in each case in planar layers 23, 24, 25 with a plurality of parallel tendons 18 at different heights within the foundation plate 6.
  • Each horizontal tendon 18 consists of a cast-in cladding tube through which one or more strands are pulled.
  • the strands of the tendons are preferably made of prestressing steel of quality Y 1860.
  • the horizontal tendons 18 are arranged at a minimum distance from each other in the respective position of several tendons 18 and thus form in the center of the foot 2 a close mesh reinforcement. In this case, fourteen tendons per leg of the foundation foot 2 have proved advantageous for an advantageous three-legged gravity foundation.
  • the anchoring sections 21, 22 are made approximately 10 cm thicker than the end walls 12 of the ballast containers 10, 11, so that the minimum edge distance in the anchoring sections 21, 22 is maintained.
  • the horizontal tendons 18 are pivoted in the region of an anchor portion 21 in the vertical direction such that they reach different axial heights within the foundation plate 6.
  • the layers 23, 24, 25 of horizontal tendons extend, apart from the pivoting in the region of the anchor portion 21, substantially horizontally through the foundation plate 6.
  • the pivoting of the horizontal tendons 18 is preferably arranged in the region of the long anchor portions 21 which the load introduction areas. 7 of the foundation foot 2 are opposite.
  • ballast containers 10 are also shown by two parallel radial walls 26, wherein the ballast containers 10 are aligned according to the load introduction areas 7.
  • the radial walls 26 protrude from the foundation plate 6 and, in addition to the radial ballast tanks 10, define secondary ballast tanks 11 in the interstices of the radial ballast tanks 10 which overlap the load introduction areas 7.
  • the concrete shank 5 is formed in the area of the central substructure 4 with a radially widened shank widening 28 which has a cross section corresponding to the polygonal contour of the foundation plate 6.
  • the central base 4 thereby closes off the ballast containers 10, 11 on their insides.
  • the concrete shaft 5 is prestressed by means of vertical tendons 14, which are anchored in the region of a shaft head 15 at the free end of the concrete shaft 5.
  • vertical substructure tendons 27 are arranged internally with composite in the region of the shank widening 28 and anchored on the underside of the foundation plate 6.
  • the concrete shaft 5 and the foundation foot 3 are made in one piece in cast-in-place construction, wherein the vertical tendons 14 of the concrete shaft 5 are arranged internally with composite and are guided by the central base 4, where they form the sub-frame tendons 27.
  • the arrangement of the vertical substructure tendons 27 is explained below with reference to FIG. 4.
  • Fig. 4 shows a plan view of the central base 4 in the direction of arrow 29 in Fig. 1, wherein the contour of the foundation plate 6 simplified for purposes of explanation without the connected ballast tank and the top view of the foundation plate is shown.
  • the vertical tendons 14 are arranged in the central base 4 as a substructure tendons 27 summarized in three groups, which are each located in the corners of a certain by the polygonal contour of the stem expansion 28 triangle.
  • the vertical tendons 14 are arranged pivoted in accordance with the concrete mass.
  • the vertical tendons 14 are in the region of the shaft head 15 and an upper portion of the concrete shaft 5 in a circular array 31 and are pivoted in their further course in the direction of the foundation plate in the hexagonal arrangement 32 shown in FIG.
  • Reinforcement mesh in which all three layers of horizontal tendons 18 overlap each other.
  • the vertical tendons 27, which extend through the central base 4 and penetrate the foundation plate 6, can thereby be arranged outside of the dense reinforcing mesh.
  • the vertical tendons 14 of the concrete shaft 5 (FIG. 1) are prefabricated, so that the entire anchoring in the region of the shaft head 15 can be pre-assembled.
  • the tension strands of the vertical tendons 14 of the concrete shaft 5 are secured by means of compression sleeves, whereby no wedge slip occurs at the fixed anchor.
  • the gravity foundation corresponds to the structure of the exemplary embodiment in cast-in-place construction according to FIG. 1 to FIG. 4.
  • Prefabricated part design are formed as external tendons and are braced over Mehr lake- anchor body 17 in the region of the shaft head 15 ', so that the vertical tendons in the interior of the shaft head 15' from the corrosion-demanding environment of the offshore structure, especially salty air, are protected.
  • the vertical tendons 14 ' are pivoted within the shaft head 15' in the interior of the concrete shaft 5 ', where they are guided as external tendons at deflection over UmlenksHencetel 35.
  • the vertical tendons 14 ' are distributed on the circumference of the concrete shaft 5' and are held by means of a ring bracket 17 in the region of the central base 4. In the area of the ring console 17 corresponding clamping anchors are provided.
  • the concrete shaft 5 ' is prestressed by means of eighty-four external tendons 14', which are anchored in the shaft head 15 '.
  • the ring console 17 is advantageously arranged approximately in the middle of the central base 4 at a distance of, for example, 3.5 meters to the foundation plate 6.
  • the ring console 17 is located above an exit height of cable protection pipes.
  • the vertical substructure tendons 27 ' are provided in addition to the external tendons 14' in contrast to the Ortbetonbau mecanic as internally arranged in composite tendons.
  • the substructure tendons 27 ' are pivoted analogously to the representation in Figure 4 and arranged in three groups corresponding to the polygonal contour of the stem widening 28.
  • sub-frame tendons 27 ' overlap the sub-frame tendons 27 'axially with the externally arranged tendons 14' in the concrete shaft 5 '.
  • twenty-four internal tendons each having twenty-two strands are used as underframe tendons 27 '.
  • the entire shaft head 15 'with the clamping devices accommodated therein is embedded in grout for reasons of corrosion protection.
  • the clamping anchor anchor the vertical tendons 27 in the central base 4 and the
  • Foundation plate 6 are preferably designed as a plate anchor.
  • the horizontal tendons 18 of the foundation plate 6 are anchored on both sides with multi-surface anchors.

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Sustainable Development (AREA)
  • Sustainable Energy (AREA)
  • Chemical & Material Sciences (AREA)
  • Combustion & Propulsion (AREA)
  • Mechanical Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Wind Motors (AREA)
  • Foundations (AREA)

Abstract

L'invention concerne une fondation de caissons pour un ouvrage en mer, en particulier une éolienne. Cette fondation est pourvue d'un socle (2) en béton précontraint, lequel porte un mât creux en béton. Le socle (2) de la fondation présente plusieurs pieds pourvus de zones d'introduction de charges situées à une certaine distance du mât en béton aux extrémités extérieures du socle (2) de la fondation, le socle (2) de la fondation portant une infrastructure centrale (4), laquelle porte le mât en béton, et une dalle de fondation (6).
EP14704283.2A 2013-02-13 2014-02-05 Fondation de caissons pour ouvrage en mer Withdrawn EP2956589A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE102013002472.2A DE102013002472A1 (de) 2013-02-13 2013-02-13 "Schwerkraftfundament für ein Offshore-Bauwerk"
PCT/EP2014/000312 WO2014124737A1 (fr) 2013-02-13 2014-02-05 Fondation de caissons pour ouvrage en mer

Publications (1)

Publication Number Publication Date
EP2956589A1 true EP2956589A1 (fr) 2015-12-23

Family

ID=50101859

Family Applications (1)

Application Number Title Priority Date Filing Date
EP14704283.2A Withdrawn EP2956589A1 (fr) 2013-02-13 2014-02-05 Fondation de caissons pour ouvrage en mer

Country Status (3)

Country Link
EP (1) EP2956589A1 (fr)
DE (1) DE102013002472A1 (fr)
WO (1) WO2014124737A1 (fr)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
ES2617991B1 (es) 2017-02-14 2018-03-27 Berenguer Ingenieros S.L. Estructura marítima para la cimentación por gravedad de edificaciones, instalaciones y aerogeneradores en el medio marino
CN113864128B (zh) * 2021-10-27 2023-06-27 上海电气风电集团股份有限公司 海上风机支撑结构以及海上风机

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE10126912A1 (de) * 2001-06-01 2002-12-19 Oevermann Gmbh & Co Kg Hoch Un Turmbauwerk aus Spannbeton
DE102005006988A1 (de) 2005-02-15 2006-08-17 Ed. Züblin Ag Flächengründung, bevorzugt aufgelöst, für Offshore-Windenergieanlage
EP2427603B1 (fr) * 2009-05-05 2018-03-14 Ahmed Phuly Engineering & Consulting, Inc. Fondation résistant à la fatigue
DE102009055175B4 (de) 2009-12-22 2011-11-10 Ed. Züblin Ag Nachjustierbare Flächengründung, bevorzugt aufgelöst, für Offshore-Windenergieanlagen

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
See references of WO2014124737A1 *

Also Published As

Publication number Publication date
WO2014124737A1 (fr) 2014-08-21
DE102013002472A1 (de) 2014-08-14

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