EP4222320A1 - Semelle d'une éolienne - Google Patents

Semelle d'une éolienne

Info

Publication number
EP4222320A1
EP4222320A1 EP21787328.0A EP21787328A EP4222320A1 EP 4222320 A1 EP4222320 A1 EP 4222320A1 EP 21787328 A EP21787328 A EP 21787328A EP 4222320 A1 EP4222320 A1 EP 4222320A1
Authority
EP
European Patent Office
Prior art keywords
elements
section
abutment
foundation
layers
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.)
Pending
Application number
EP21787328.0A
Other languages
German (de)
English (en)
Inventor
Gregor Prass
Christoph Schriefer
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.)
Smart and Green Mukran Concrete GmbH
Original Assignee
Smart and Green Mukran Concrete 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
Priority claimed from DE102020125441.5A external-priority patent/DE102020125441A1/de
Priority claimed from DE102020125918.2A external-priority patent/DE102020125918A1/de
Application filed by Smart and Green Mukran Concrete GmbH filed Critical Smart and Green Mukran Concrete GmbH
Publication of EP4222320A1 publication Critical patent/EP4222320A1/fr
Pending legal-status Critical Current

Links

Classifications

    • 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
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/22—Sockets or holders for poles or posts
    • E04H12/2238—Sockets or holders for poles or posts to be placed on the ground
    • 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
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/16—Prestressed structures
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2200/00—Geometrical or physical properties
    • E02D2200/16—Shapes
    • E02D2200/165—Shapes polygonal
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2200/00—Geometrical or physical properties
    • E02D2200/16—Shapes
    • E02D2200/1685—Shapes cylindrical
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2600/00—Miscellaneous
    • E02D2600/40—Miscellaneous comprising stabilising elements
    • 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

Definitions

  • the invention relates to an anchor cage for a foundation of a wind turbine with at least one lower abutment, with at least one upper abutment, with at least one vertical connecting element between the at least one lower abutment and the at least one upper abutment, with at least one element for introducing a prestress into the at least one vertical connecting element and a foundation for a wind turbine with such an anchor cage,
  • the foundation essentially having prefabricated elements, preferably made of reinforced concrete, with a first, vertically extending section designed like a base, on which a tower of the wind turbine can be arranged, and a second substantially horizontally extending portion as a foundation body which is in contact with the ground, the first portion being located above the second portion.
  • Foundations for wind turbines are essentially designed as in-situ concrete foundations.
  • a pit is dug at the construction site, which is provided with a blinding layer.
  • the formwork and reinforcement are then erected and the whole thing filled with concrete on site.
  • a flat body is erected, if necessary with a base, see for example US 20160369520 A1 or WO 2008/036934 A2.
  • the foundations are provided with connecting means via which a tower of the wind turbine is connected to the foundation.
  • connecting means via which a tower of the wind turbine is connected to the foundation.
  • anchor rods are provided in the foundation against which a tower flange is bolted. These anchor rods can be provided in holes in the foundation or cast directly into the concrete will. If necessary, they are screwed against an abutment below. An abutment can also be provided at the top, which may hold the anchor rods in a desired arrangement. Such arrangements are also called anchor baskets.
  • US 20160369520 A1 or WO 2008/036934 A2 include a prefabricated anchor cage to enable connection to the wind turbine tower.
  • WO 2008/036934 A2 shows a combination of prefabricated elements and classic formwork/reinforcement construction. As a result, the aforementioned disadvantages are reduced only insignificantly. Further approaches for the manufacture of foundations for wind turbines from prefabricated components are shown in the prior art as follows:
  • EP 1 058 787 B1 discloses a foundation for a wind power plant in order to construct offshore wind power plants which are transported completely pre-assembled—ie including the foundation—and set down on the seabed in one piece at the erection site.
  • the foundation has individual prefabricated segments. These can be made of concrete.
  • a planar portion and a base portion are disclosed.
  • the base section consists of circular rings.
  • the flat section consists of individual basic elements with a trapezoidal base area, on which the base section is mounted vertically at the inner end, which has vertical passages.
  • the flat base sections are connected to one another by means of tongue and groove connections.
  • the base section and the flat base section are connected with a diagonal strut for reinforcement.
  • the circular segments of the base section also have vertical passages.
  • EP 1 058 787 B1 discloses a foundation made of individual prefabricated concrete parts, with a surface section and a base section, with at least these two sections being connected to one another vertically and horizontally.
  • EP 1 074663 A1 discloses a foundation for a wind turbine with a central body as a base with laterally extending star-shaped ribs/projections/beams screwed to it. ribs and central body are screwed together horizontally on site. The parts are prefabricated from concrete, among other things, and are delivered to the construction site by truck, arranged by crane and connected to one another horizontally on site using flanges and screw connections. Furthermore, anchors are necessary on the outside of the ribs in order to ensure adequate load transfer.
  • WO 2004/101898 A2 discloses a foundation for a wind turbine made of prefabricated concrete parts, with either a central body being provided to which flat bodies are screwed horizontally, or the foundation consists exclusively of components that have both a flat section and a base-like section, with these then connected horizontally to each other by screwing against flanges.
  • EP 2 182 201 A1 discloses two different foundations for a wind turbine.
  • a foundation is erected from prefabricated concrete parts after a corresponding delivery on site. Both include a planar section and a socket-like section.
  • a central body is provided.
  • the ribs/surface elements are attached to these. When assembled, the ribs form a polygonal body.
  • the central body has a projection which is embraced by a corresponding recess on the ribs.
  • the ribs are additionally locked against the central body by means of a lashing ring.
  • Anchor rods for mounting the tower are provided on the surface bodies.
  • the ribs have horizontally projecting anchor elements which, in the assembled state, extend radially into the center of the foundation.
  • Plates are provided below and above the anchors.
  • the in-situ concrete is introduced into the cavity thus formed in order to connect the anchors to one another and to form a central body.
  • the horizontal connection is simplified.
  • both the ribs and the central body has dimensions and masses that make transport complicated.
  • the connection to the tower is done with vertical anchor rods.
  • WO 2017/141095 A1 and WO 2017/141098 A1 also disclose a foundation for a wind turbine.
  • This foundation is formed from prefabricated ribbed bodies which have a base section at their inner end, on which the tower of the wind turbine is arranged.
  • the ribs radiate outward.
  • the sections between the ribs are in a further embodiment filled with plate elements which are screwed against the flanged ribs to produce a plate.
  • a steel sleeve is provided, which is connected to reinforcements provided inside the ribs and reinforcement beams provided in the inner cavity.
  • the ribs have a base plate. On which a diagonal reinforcement member and the base portion are integrally arranged.
  • the base sections are connected to one another horizontally via tongue and groove elements. Furthermore, the base sections have horizontal openings in which clamping elements are provided for horizontally connecting the base sections. Furthermore, anchor rods for connecting the tower to the foundation are cast into the base sections. Furthermore, external ground anchors are also disclosed. It is connected to the tower with cast-in vertical anchor rods.
  • WO 2019/115622 A1 and WO 2019/201714 A2 disclose the first successful foundations for wind turbines made from precast concrete parts for a steel tower and for a concrete tower for a wind turbine.
  • the foundations have two sections.
  • rib elements are provided which have a central section on which a base section is provided.
  • the tower of the wind turbine is then arranged on the base section.
  • the base section consists of individual segments that are connected to each other.
  • the rib elements and the base elements are clamped together by means of tensioning members which are provided in openings in the central section and in the elements of the base section.
  • the object of the invention is therefore to further improve the aforementioned foundations and to make them economically erectable or more erectable from prefabricated elements.
  • the object is achieved in that the at least one lower abutment and/or the at least one upper abutment is formed from at least two abutment segments arranged one above the other, and that at least one of the two abutment segments is composed of at least two abutment elements.
  • a further teaching of the invention provides that the at least one upper and/or the at least one lower abutment is designed in the form of a closed ring, preferably as a circular ring or as a polygon.
  • a further teaching of the invention provides that the at least two abutment elements are arranged butted, preferably on one level. This makes it possible to divide the abutment into several parts so that these can be transported particularly easily and at the same time can be easily erected on the construction site.
  • a further teaching of the invention provides that gaps are provided between the abutment elements arranged in abutted manner.
  • a further teaching of the invention provides that at least two abutment segments arranged one above the other are each formed from at least two abutment elements. It is advantageous that more than two, preferably 5 to 6 Abutment elements are arranged one above the other. The more layers are provided, the lower the loss of load capacity compared to a one-piece abutment. The loss is approximately 1/n, where n is the number of layers.
  • a further teaching of the invention provides that the at least two abutment segments arranged one above the other are arranged in such a way that the joints are not arranged in an overlapping manner. As a result, the performance of the abutment can be increased in a simple manner.
  • a further teaching of the invention provides that the abutment elements have at least one opening in which the at least one vertical connecting element is provided.
  • the vertical connecting means is a tensioning element, preferably an anchor rod, particularly preferably with at least one nut for introducing the pretension.
  • a further teaching of the invention provides that a bearing element is a flange plate.
  • a further teaching of the invention provides that the lower and/or the upper abutment are formed from at least two concentrically arranged abutments.
  • a further teaching of the invention provides that the at least one upper abutment is a flange of the tower of the wind turbine.
  • a further teaching of the invention provides that a foundation for a wind turbine in one of the embodiments described below has an anchor basket as described above.
  • Such a foundation is a foundation for a wind turbine, the foundation essentially having prefabricated elements, preferably made of reinforced concrete, with a first, vertically extending section designed like a base, on which a tower of the wind turbine can be arranged, and a second one in the Substantially horizontally extending section as a foundation body, which in is in contact with the ground, with the first portion being positioned above the second portion.
  • the foundation is provided in such a way that the first, vertically extending, pedestal-like section is formed from at least three layers arranged one on top of the other, of which the upper and lower layers consist of at least two ring-like layers and the middle layer consists of at least one ring-like layer is formed in that the height of the upper and/or lower layer is less than the height of the middle layer, and that the layers are braced vertically with the second section by means of at least two vertical tension members.
  • Such foundations are suitable for both concrete towers and steel towers.
  • the advantage here is that with this foundation there is no need for horizontal connecting means, with sufficient stability being provided even in extreme load situations.
  • this is achieved in particular by the upper and lower layer of at least two ring-like layers in connection with bracing by prestressed tendons.
  • such a foundation is a foundation for a wind turbine, the foundation essentially having prefabricated elements, preferably made of reinforced concrete, with a first, vertically extending section designed like a base, on which a tower of the wind turbine can be arranged, with a second substantially horizontally extending section as a foundation body in contact with the ground, comprising at least two horizontal members with at least one bearing section at its inner end, the first section being located above the at least two bearing sections of the second section, and a third Section located below the at least two bearing sections of the second section.
  • the foundation is provided in such a way that a base is provided, which is formed at least from the first, vertically extending section designed like a base, from the at least two support sections of the second section and from the third, extending section designed like a base, so that the three sections thereby form at least three layers arranged one on top of the other, of which the upper and lower layer is formed from at least two ring-like layers and the middle layer (from at least one ring-like layer is formed such that the height of the upper and/or lower layer is less than the height of the middle tier, and that the tiers are braced vertically to the second section by means of at least two vertical tendons.
  • Such foundations are also suitable for both concrete towers and steel towers.
  • the advantage here is that with this foundation there is no need for horizontal connecting means, with sufficient stability being provided even in extreme load situations. Surprisingly, this is achieved in particular by the upper and lower layer of at least two ring-like layers in connection with bracing by prestressed tendons.
  • These foundations preferably provide that the total height, for example H+1, 2xI and/or 2xJ, of the upper and lower layers is less than the height of the middle layer. As a result, an optimal load distribution in the foundation can surprisingly be achieved.
  • At least one of the layers consists of at least one prefabricated element, preferably reinforced concrete.
  • at least one of the layers consists of at least two prefabricated elements, preferably of reinforced concrete.
  • at least two adjacent layers consist of at least two prefabricated elements, preferably of reinforced concrete. This facilitates the standardized erection of the foundation and reduces the necessary number of transports to the construction site, in particular of in-situ concrete.
  • the at least two elements are arranged butted and form the ring-like layer in the vertical joints between the at least two elements without horizontal fastening means. It is advantageous that the vertical joints are provided without tension and/or that the at least two elements are arranged without contact in the vertical joints. This in turn facilitates the standardized erection of the foundation and at the same time keeps the costs low because the prefabricated components in the area of the vertical butt joints can be worked with, for example, at distances of up to 3 cm, with the tolerances customary in concrete construction during manufacture. Surprisingly it has also shown that with such an arrangement there is sufficient stability even in extreme load situations in the foundation.
  • prefabricated elements of the first and/or second section are connected to one another essentially without horizontal connecting means, preferably with a vertical spacing between the prefabricated elements.
  • the prefabricated elements of the lower and/or upper layer have reinforced reinforcement in the normal direction (tension/compression reinforcement) and/or that the prefabricated elements of the middle layer have at least one reinforced reinforcement for dissipating shear loads, particularly in the radial direction Direction, having The provision of the reinforcements in the manner described above enables a cost-effective construction of the foundation.
  • At least one horizontal joint between the prefabricated elements of the first and/or second section is arranged one on top of the other without in-situ concrete and/or mortar. It has been shown that the provision of horizontal contact of the prefabricated elements with sufficiently precise manufacture (small tolerances in the horizontal direction of the prefabricated elements) causes sufficient friction in the horizontal joints by the prestressing, so that there is sufficient stability in the foundation even under extreme conditions stressful situation is given.
  • the prestressing by the at least two tendons is designed in such a way that all horizontal joints between the layers are under pressure in every operating state and in every extreme load state of the wind turbine. This creates sufficient friction in a particularly simple manner, particularly in the horizontal joints between the prefabricated elements of the prefabricated elements, so that the foundation is given sufficient stability for the horizontal joints, even in the event of extreme loads, even without materially bonded connections.
  • At least two ring-like abutments are provided, against which the tendons act, with at least one abutment on the upper side of the first section and at least one abutment on the underside of the second or third Section is arranged.
  • at least one abutment and/or at least one abutment ring consists of at least two prefabricated elements which are arranged in abutting manner in order to produce the ring-like abutment and/or abutment ring. This facilitates the transport of the prefabricated elements.
  • At least one abutment has at least two layers arranged one above the other. This makes it possible to erect the foundation in a standardized manner depending on the prestress introduced. Furthermore, it is advantageous that the layers each have at least two elements that are arranged butted, with the joints of two layers lying directly one above the other not being arranged in alignment. This avoids costly welding work on site and reduces the construction time of the foundation. Furthermore, it is possible in a simple manner to derive the prestressing loads adequately via the abutment constructed in this way, depending on the foundation design
  • the second section is formed from at least three horizontal elements and that the horizontal elements can be arranged depending on the parameters of the tower to be erected, in particular the tower radius. It is advantageous that the horizontal elements are arranged laterally spaced apart from one another, or that the horizontal elements are arranged laterally parallel and spaced apart from one another. This makes it possible in a particularly simple manner to provide a foundation depending on the dimensions of the tower to be erected. In particular, it is possible to create foundations for different tower radii with one type of horizontal element by moving the horizontal elements in parallel accordingly.
  • the elements of the at least three layers of the first section have at least two essentially vertical openings, in each of which a tendon, preferably a threaded rod or an anchor bolt with counter elements, is arranged.
  • a tendon preferably a threaded rod or an anchor bolt with counter elements.
  • FIG. 1 shows a sectional view of a first embodiment of a foundation with a first embodiment of an anchor cage according to the invention
  • Fig. 2 is a three-dimensional view of Fig. 1,
  • Fig. 3 is a plan view of Fig. 1,
  • 5a is a plan view of arranged surface elements of the foundation
  • Fig. 5b shows a detailed view of Fig. 5a
  • 9a, 9b a top view and a side view of a cover plate
  • FIG. 10a to 10d different arrangement options to Fig. 5a. 11 shows a sectional view of a second embodiment of a foundation with a second embodiment of an anchor cage according to the invention
  • Fig. 12 is a three-dimensional view of Fig. 11,
  • Fig. 13 is a plan view of Fig. 11,
  • 1 5a is a plan view of arranged surface elements of the foundation
  • Fig. 15b shows a detailed view of Fig. 15a
  • 19a, 19b a top view and a side view of a cover plate according to the invention.
  • Fig. 20a to 20d different arrangement options to Fig. 15a.
  • 21a is a spatial view of an anchor cage according to the invention.
  • Fig. 21b shows a detailed view of Fig. 9a
  • FIG. 22 shows a top view of an upper abutment ring of the anchor cage of FIG. 9a
  • FIG. 23 shows a plan view of a lower abutment ring of the anchor cage of FIG. 9a
  • FIG. 24a shows a sectional view through the anchor cage according to the invention according to FIG. 9a
  • Fig. 24b shows a detailed view of Fig. 12a
  • 25 shows a plan view of an upper abutment ring according to the invention as an upper and/or lower connection for the tendons of the foundation according to the invention
  • FIG. 26 an abstracted three-dimensional detailed view of Fig. 27,
  • FIG. 27 shows a sectional view through an embodiment of the upper and lower abutment ring according to FIG. 25 with installed clamping elements
  • Fig. 29 is an enlarged view of section A' of Fig. 28,
  • Fig. 30 is a plan view of Fig. 28,
  • 31 shows a three-dimensional view of 5 layers arranged one on top of the other in a stepped manner
  • Fig. 32 is a sectional view B'-B' of Fig. 30,
  • FIG. 33 shows an enlarged view of a detail C' of the upper abutment of FIG. 32.
  • Fig. 34 is an enlarged view of detail D' of the lower abutment of Fig. 32
  • a first embodiment of a foundation 10 is arranged in a sectional view in a pit 101 in the ground 100, optionally on an optionally compacted blinding layer 102.
  • the foundation 10 has a first section 11 and a second section 12 .
  • a third section can optionally be provided under the second section 12, which is then preferably provided in a recess (not shown) if it should be necessary for static reasons to extend the base 20 further into the ground .
  • the first section 11 is designed as a base 20 which is made up of several layers 13, 16, 17, the layers 13, 16, 17 being made up of, for example, 5 layers 13a, 13b, 16a, 17a, 17b. If necessary, further layers can be provided.
  • the layers 13a, 13b, 16a, 17a, 17b are made up of closed base sections 14, which in turn are made up of individual base segments 33, 34, 35 (see FIGS. 6a to 8b).
  • the base sections 14 are preferably designed here as circular rings, so that the base section 11 has an interior space 15 .
  • An alternative structure, for example a polygonal structure, is possible.
  • the layers 13, 16, 17 are preferably composed of the individual layers 13a, 13b, 16a, 17a, 17b, the layers themselves being composed of base segments 33, 34, 35 that match the layers.
  • the top layer 13 has two layers 13a, 13b.
  • the upper layer 13a is composed of base segments 33 with a height H, for example according to FIGS. 6a, 6b.
  • three recesses 37 are provided on its upper side 36, into which an upper connection flange 51 of an anchor cage 50, see FIGS. 21a to 24b, can be inserted.
  • the openings 18 for the clamping elements 19 are provided in the depressions 37 .
  • a layer 13b is provided underneath, which is composed of base segments 35 (FIGS. 7a, 7b) with a height I, which are also provided with openings 18 for the clamping elements 19.
  • the height I can be identical to the height H of the base segments 34 and is preferably the same.
  • the layer 16a As the middle layer 16. This is composed of base segments 34 with a height J.
  • the base segments 34 are also provided with openings 18 for the clamping elements 19.
  • the base segments 33, 34, 35 are preferably designed very precisely with regard to the height H, I, J, ie with the smallest possible height deviations in order to have the largest possible Bearing surface of the base segments 33, 34, 35 to cause each other when they are mounted to the base 20 arranged one above the other and are biased.
  • the height H, I of the base segments 33, 35 is designed in such a way that, when installed, it is essentially only subjected to tensile/compressive loads, ie it is subjected to loads in the normal direction.
  • the reinforcement is also designed for this (not shown), which essentially consists of reinforcement in the normal direction.
  • the heights H and I are preferably the same.
  • the height J of the base segments 34 is designed in such a way that, in the installed state, it is essentially only subjected to a shearing load.
  • the reinforcement is also designed for this (not shown), which essentially consists of reinforcement in the radial direction, particularly preferably in the form of stirrups.
  • the arrangement of the segments 33, 34, 35 to ring-like layers 13a, 13b, 16a, 17a, 17b and the arrangement of layers 13a, 13b, 16a, 17a, 17b on top of each other to form the layers 13, 16, 17, which then form the base, is shown spatially in FIG.
  • the base segments 33, 34, 35 are provided butted next to one another, so that there are vertical joints 38 between them. These are preferably designed as a gap with a thickness of several millimeters, e.g. 30 mm. These vertical joints 38 are preferably not filled with mortar or cast-in-place concrete. Furthermore, preferably no horizontal connecting means are provided.
  • the vertical joints of the individual layers 13a, 13b, 16a, 17a, 17b are preferably provided in such a way that the vertical joints 38 of adjacent layers 13a, 13b, 16a, 17a, 17b are not aligned, ie are not arranged one above the other. As illustrated in FIG. 2, it is advantageous if the vertical gaps 38 are always offset by substantially the same amount in the clockwise or counterclockwise direction.
  • the base segments 33, 34, 35 have vertical openings 18 in which, during the assembly of the foundation 10, tendons 19, for example anchor rods or reinforcement rods 19 with counter elements such as nuts 21, are provided in order to Foundation 10 bias. Together with abutments 51, 54 composed of flange plates 52, 55, these form an anchor cage 50.
  • the connection adapter 53 for the tower can also be a component of the upper abutment 51 if, for example, the tower is a steel tower.
  • the second section 12 is flat. Alternatively, it can also be realized in a star shape.
  • a plan view of the foundation 10 is shown in FIG. Fig. 2 shows a three-dimensional view of the foundation 10.
  • the second section 12 is made of horizontal elements 22 in the form of rib elements. These are shown in Figures 4a to 4e. Seen from the interior 15, these extend radially outwards.
  • a base plate 23 which is designed, for example, in the shape of a trapezium, so that all assembled base plates form a polygonal surface (see FIGS. 3, 5a) which approximates a circular shape.
  • Distances B can preferably be provided between side walls 44 of the base plates 23, which distances depend on the diameter of the tower to be erected.
  • a support section 25 with a body and side walls 29 which preferably essentially corresponds to the base 20 of the first section 11 .
  • Breakthroughs 18 can also be provided in the support section 25 .
  • reinforcing bars or anchor rods 19 can be installed in the support section 25, which extend outwards from the concrete of the base-like section 25 of the horizontal element 22.
  • the base 20 with its at least one base element 14 is arranged on the support section 25 .
  • the stiffening wall 26 is arranged at right angles to the base plate, the height of which decreases towards the outer end 27 of the base plate 23, for example.
  • the base plate 23 is tapered in parallel with respect to the side surfaces 29 of the body 30 of the support section 25 .
  • the parallel taper 31 is represented by the arrow D in FIG. 4c. A reduction in material is preferably achieved as a result.
  • the body 30 has a transition region 32 with which the stiffening wall 26 is connected to the support section 25 in a reinforcing manner.
  • a distance C is preferably provided as a vertical joint 40 when the horizontal elements 22 are arranged, which is preferably designed as an air gap. This creates vertical joints 40, which are also preferably not filled with mortar or in-situ concrete. Furthermore, preferably no horizontal connecting means are provided.
  • An upwardly open cavity 28 is formed between two adjacent stiffening walls 26, into which backfill soil 104 can be introduced, as a result of which a load can be applied to the second section 12 of the foundation 10.
  • locking elements can be placed against the body 30 of the support section 25 or the transition region 32.
  • cover plates 48 (FIGS. 9a, 9b) are provided, which are placed on two adjacent base plates 23 in order to cover the distance B between two side surfaces 44, so that the bottom 104 does not get into the distance B or through the distance B can.
  • the cover plates 48 have a tapered section 49 which is adapted to the transition area 32 . Through the cover plate 48, the full load of the heap base 104 can be applied to the second section 12 by introducing it into the cavity 28.
  • the interior space 15 can be filled with fill soil 104 and covered with a cover element 103 .
  • a horizontal member 22 it is possible with a horizontal member 22 to form a second section having interior spaces 15 of different sizes by sliding the horizontal members 22 inwards or outwards along a ray emanating from the center, like this one is represented by the double arrow A in FIG. 19d. Inwards, this is limited by the fact that the side surfaces 44 of the base plates 23 of the horizontal elements 22 touch. Outward this depends on the radius 45 of the tower to be erected, which is represented by a circle 46 in FIGS. 14a to 14d.
  • the distance B is preferably the same over the entire length of the side surfaces 44 from the inner end 24 to the outer end 27, so that two side surfaces 44 are arranged parallel to one another. In this way, foundations for towers with different diameters can be erected in a simple manner, preferably with a single horizontal element 22 .
  • an anchor basket 50 is formed as a first embodiment of an anchor basket according to the invention, as shown in Fig. 21a to 24b, which consists of a upper and a lower abutment 51, 54, which are shown in Fig. 22 and Fig. 23, which are connected to prestressing elements 19, for example in the form of anchor rods or reinforcement rods and counter elements 21, for example nuts.
  • the upper and lower abutment elements 51, 54 are composed, for example, of three concentric abutment rings 51a, 51b, 51c, 54a, 54b, 54c, of which the middle abutment ring 51b preferably contains the connection adapter 53 for the tower of the wind turbine here.
  • the abutment rings 51a, 51b, 51c, 54a, 54b, 54c can be provided from individual flange plates 52, 55 which are arranged butted against one another, as is the case in FIG. 3, FIG. 21b as detail F of FIG. 21 and FIG. 24b is shown as section G of FIG. 24a.
  • several flange plates 52, 55 can be arranged one above the other.
  • the flange plates 52, 55 are preferably not welded to one another, but rest on or against one another.
  • the flange plates 52, 55 have openings 57 and can be provided with different widths and different numbers of rows of openings 57 per flange plate 52, 55.
  • the abutment ring 51b can preferably be designed integrally with the connection adapter 53 as a flange plate 52 .
  • FIG. 11 shows a second embodiment of a foundation in a sectional view in a pit 101 in the ground 100, optionally on an optionally compacted blinding layer 102 10 arranged.
  • the foundation 10 has a first section 11 which is arranged on a second section 12 .
  • a third section 12a is provided under the second section 12 and is provided in a recess 105 of the construction pit 101 .
  • the three sections 11, 12, 12a form a base 20, which in turn is made up of several layers 13, 16, 17, the layers 13, 16, 17 here being made up of 5 layers 13a, 13b, 16a, 17a, 17b, for example . If necessary, further layers can be provided.
  • the layers 13a, 13b, 17a, 17b are made up of closed base sections 14, which in turn are made up of individual base segments 33, 34, 35 (see FIGS. 16a to 18b).
  • the base sections 14 are preferably designed here as circular rings, so that the base section 11 has an interior space 15 .
  • An alternative structure, for example a polygonal structure, is possible.
  • the layers 13, 16, 17 are preferably composed of the individual layers 13a, 13b, 16a, 17a, 17b, the layers 13a, 13b, 17a, 17b themselves being composed of base segments 33, 34, 35 that match the layers .
  • the top layer 13 has two layers 13a, 13b.
  • the upper layer 13a is composed of base segments 33 with a height H, for example according to FIGS. 16a, 16b.
  • On the upper side 36 a recess 37 is provided, for example, in which a connecting flange for the tower of the wind turbine or directly the bottom segment of the tower of the wind turbine is placed (not shown).
  • the openings 18a are provided for tendons (not shown. Tower of the wind turbine.
  • openings 18 are provided for the tendons 19.
  • abutment flanges 51 are arranged on the upper side 36, for example according to FIG. 25 , against which the tendons 19 are braced via the counter elements 21.
  • a layer 13b is provided underneath, which is composed of base segments 34 (FIGS. 17a, 17b) with a height I, which are also provided with openings 18 for the clamping elements 19 and openings 18a.
  • the height I can be identical to the height H of the base segments 33 and is preferably the same.
  • the layer 16a as the middle layer 16. This is formed from the body 30 of the support sections 25 of the horizontal segments 22. These have the height K.
  • the body 30 are also provided with openings 18 for the 19 clamping members.
  • the lower tier 17 with the layers 17a, 17b formed of base segments 35 with a height J.
  • the base segments 35 are also provided with openings 18 for the 19 tendons.
  • the base segments 33, 34, 35 and the body 30 of the horizontal element 22 are preferably designed very precisely with regard to the height H, I, J, K, i.e. with the smallest possible height deviations, in order to have the largest possible contact surface for the base segments 33, 34, 35 and the Body 30 to cause each other when they are mounted to the base 20 arranged one above the other and are biased.
  • the height H, I, j of the base segments 33, 35 is designed in such a way that, when installed, it is essentially only subjected to tensile/compressive loads, ie it is subjected to loads in the normal direction.
  • the reinforcement is also designed for this (not shown), which essentially consists of reinforcement in the normal direction.
  • the heights H, I and J are preferably the same.
  • the height K of the body 30 is designed in such a way that, in the installed state, it is essentially only subjected to a shearing load.
  • the reinforcement can also be designed for this (not shown), which consists essentially of reinforcement in the radial direction, particularly preferably in the form of stirrups.
  • the arrangement of the segments 33, 34, 35 and the body 30 to ring-like layers 13a, 13b, 16a, 17a, 17b and the arrangement of layers 13a, 13b, 16a, 17a, 17b on top of each other to form the layers 13, 16, 17, which then form the base 20 is shown spatially in FIG.
  • the base segments 33, 34, 35 and the body 30 are provided butted next to each other, so that there are vertical gaps 38, 40 between them. These are preferably designed as a gap with a thickness of several millimeters, for example 30 mm.
  • These vertical joints 38, 40 are preferably not filled with mortar or cast-in-place concrete. Furthermore, preferably no horizontal connecting means are provided.
  • the vertical joints of the individual layers 13a, 13b, 16a, 17a, 17b are preferably provided in such a way that the vertical joints 38, 40 of adjacent layers 13a, 13b, 16a, 17a, 17b are not aligned, ie are not arranged one above the other.
  • the vertical gaps 38 are always offset by substantially the same amount in the clockwise or counterclockwise direction.
  • the base segments 33, 34, 35 and the body 30 have vertical openings 18 in which 10 tendons 19, such as anchor or rebars 19 are provided with counter elements such as nuts 21 in conjunction with washers 21a to the foundation during assembly of the foundation 10 to bias. Together with abutments 51a composed of flange plates 52, these form an anchor basket (not shown).
  • the connection adapter 53 for the tower can also be part of the upper abutment 51a if, for example, the tower is a steel tower.
  • the second section 12 is flat. Alternatively, it can also be realized in a star shape.
  • a plan view of the foundation 10 is shown in FIG. Fig. 12 shows a three-dimensional view of the foundation 10.
  • the second section 12 is made of horizontal elements 22 in the form of rib elements. These are shown in Figures 14a to 14e. Seen from the interior 15, these extend radially outwards.
  • a base plate 23 which is designed, for example, in the shape of a trapezium, so that all assembled base plates form a polygonal surface (see FIGS. 13, 5a) which approximates a circular shape.
  • Distances B can preferably be provided between side walls 44 of the base plates 23, which distances depend on the diameter of the tower to be erected.
  • Breakthroughs 18 can also be provided in the support section 25 .
  • reinforcing bars or anchor rods 19 can be installed in the support section 25, which extend outwards from the concrete of the base-like section 25 of the horizontal element 22.
  • the base 20 with its at least one base element 14 is arranged on the support section 25 .
  • a tower is erected using prestressing elements (not shown) and braced accordingly, then, as shown here, it is advantageous to provide a recess 30a in the body 30 in order to check the counter elements of the tower prestressing and to retension if necessary.
  • the openings 18a preferably open into the area of the recess, as shown here. Furthermore, the openings 18a are preferably provided at an angle, so that the pretensioning elements of the tower can be passed directly through.
  • the stiffening wall 26 is arranged at right angles to the base plate, the height of which decreases towards the outer end 27 of the base plate 23, for example.
  • the base plate 23 is tapered in parallel with respect to the side surfaces 29 of the body 30 of the support section 25 .
  • the parallel taper 31 is represented by the arrow D in FIG. 14c. A reduction in material is preferably achieved as a result.
  • the body 30 has a transition area 32 with which the stiffening wall 26 is connected to the support section 25 in a reinforcing manner.
  • a distance C is preferably provided as a vertical joint 40 when the horizontal elements 22 are arranged, which is preferably designed as an air gap. This creates vertical joints 40, which are also preferably not filled with mortar or in-situ concrete. Furthermore, preferably no horizontal connecting means are provided.
  • An upwardly open cavity 28 is formed between two adjacent stiffening walls 26, into which backfill soil 104 can be introduced, as a result of which a load can be applied to the second section 12 of the foundation 10. So that the cavities 28 can be filled with backfill 104 and this cannot enter the interior space 15, locking elements (not shown) can be placed against the body 30 of the support section 25 or the transition region 32.
  • cover plates 48 (FIGS. 9a, 9b) are provided, which are placed on two adjacent base plates 23 in order to cover the distance B between two side surfaces 44, so that the bottom 104 does not get into the distance B or through the distance B can.
  • the cover plates 48 have a tapered section 49 which is adapted to the transition area 32 . Through the cover plate 48, the full load of the heap base 104 can be applied to the second section 12 by introducing it into the cavity 28.
  • the interior space 15 can be filled with fill soil 104 and covered with a cover element (not shown).
  • a horizontal member 22 it is possible with a horizontal member 22 to form a second section having interior spaces 15 of different sizes by sliding the horizontal members 22 inwards or outwards along a ray emanating from the center, like this one is represented by the double arrow A in FIG. 10d. Inwards, this is limited by the fact that the side surfaces 44 of the base plates 23 of the horizontal elements 22 touch. To the outside, this depends on the radius 45 of the tower to be erected, which is represented by a circle 46 in FIGS. 10a to 10d.
  • the distance B is preferably the same over the entire length of the side surfaces 44 from the inner end 24 to the outer end 27, so that two side surfaces 44 are arranged parallel to one another. In this way, foundations for towers with different diameters can be erected in a simple manner, preferably with a single horizontal element 22 .
  • an anchor cage is formed as a second embodiment of an anchor cage according to the invention, which consists of an upper and a lower abutment 51a, which is shown in Fig 25 is formed, which are connected to tendons 19, for example in the form of anchor rods or reinforcement rods and counter elements 21, for example nuts.
  • the upper and the lower abutment element 51a are composed, for example, of an abutment ring 51b.
  • the abutment ring 51b can be provided from individual flange plates 52 which are arranged butted against one another, as is shown in FIG. 26 as an indicated anchor cage detail.
  • flange plates 52 can also be arranged one above the other, as is shown in FIGS. 26 and 27 . In this case, they are then preferably arranged in such a way that their vertical joints 56 do not overlap in adjacent layers of the flange plates 52 .
  • the flange plates 52 are preferably not welded to one another, but rest on or against one another.
  • the flange plates 52 have openings 57 and can be provided with different widths and different numbers of rows of openings 57 per flange plate 52, 55.
  • the abutment ring 51b can preferably be designed integrally with the connection adapter 53 as a flange plate 52 .
  • FIG. 28 to 34 show a further embodiment of an anchor cage 50 according to the invention, as can be used, for example, in one of the embodiments of the foundation 10.
  • FIG. 28 to 34 show a further embodiment of an anchor cage 50 according to the invention, as can be used, for example, in one of the embodiments of the foundation 10.
  • the anchor cage 50 has an upper abutment 51 and a lower abutment 54, which are connected with connecting means here preferably in the form of anchor rods 19 as tendons.
  • the anchor rods 19 here preferably have a threaded section 58 on both sides, onto which clamping elements in the form of nuts 21 can be screwed, in order to introduce a prestress into the anchor rods 19 and at the same time the abutments 51, 54 against the elements of the foundation 10, here preferably the base elements and to clamp the surface elements/rib elements or to clamp them together.
  • the upper abutment 51 is here preferably made up of 6 abutment segments arranged one above the other, here preferably in the form of abutment rings, which are each here preferably made up of 4 abutment elements, here preferably in the form of flange plates 52 .
  • the lower abutment 54 is here preferably made up of 6 abutment segments arranged one above the other, here preferably in the form of abutment rings, which are each here preferably made up of 4 abutment elements, here preferably in the form of flange plates 55 .
  • Other arrangements and numbers are possible.
  • the flange plates 52 and flange plates 55 of an abutment segment, which are arranged on one level, are arranged butted so that there are gaps 56 between the flange plates, as is shown in FIGS. 29, 30, 33, 34.
  • the flange plates 52 are preferably not welded to one another, but rest on or against one another.
  • the flange plates 52 have openings 57 and can be provided with different widths and different numbers of rows of openings 57 per flange plate 52, 55.
  • the anchor rods 19 are arranged in the openings 57 in the flange plates 52, 55.
  • the structure of the abutments 51 , 54 can be varied as required for the anchor cage 50 .
  • the upper abutment 51 can have the structure described above, or only the lower abutment 54.
  • abutment rings can also be provided concentrically in analogy to, for example, FIG. 22 or FIG. 23 in this embodiment of the anchor cage.
  • connection adapter 53 Furthermore, it is also possible to integrate a connection adapter 53 .

Abstract

L'invention concerne une cage d'ancrage pour une semelle d'éolienne comportant au moins une butée inférieure, ayant au moins une butée supérieure, ayant au moins un élément de liaison vertical entre la ou les butée inférieure et la ou les butées supérieures, et ayant au moins un élément pour introduire une précontrainte dans la ou les éléments de liaison verticaux. Selon l'invention, la ou les butées inférieures et/ou la ou les butées supérieures sont ou sont formées à partir d'au moins deux segments de butée disposés l'un au-dessus de l'autre, et au moins l'un des deux segments de butée est composé d'au moins deux éléments de butée.
EP21787328.0A 2020-09-29 2021-09-29 Semelle d'une éolienne Pending EP4222320A1 (fr)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
DE102020125441.5A DE102020125441A1 (de) 2020-09-29 2020-09-29 Fundament für eine Windkraftanlage
DE102020125918.2A DE102020125918A1 (de) 2020-10-04 2020-10-04 Fundament für eine Windkraftanlage
PCT/EP2021/076890 WO2022069603A1 (fr) 2020-09-29 2021-09-29 Semelle d'une éolienne

Publications (1)

Publication Number Publication Date
EP4222320A1 true EP4222320A1 (fr) 2023-08-09

Family

ID=78085636

Family Applications (1)

Application Number Title Priority Date Filing Date
EP21787328.0A Pending EP4222320A1 (fr) 2020-09-29 2021-09-29 Semelle d'une éolienne

Country Status (7)

Country Link
US (1) US20240003159A1 (fr)
EP (1) EP4222320A1 (fr)
AU (1) AU2021354769A1 (fr)
BR (1) BR112023005818A2 (fr)
CA (1) CA3194312A1 (fr)
DE (1) DE202021105272U1 (fr)
WO (1) WO2022069603A1 (fr)

Family Cites Families (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AU2610999A (en) 1998-02-27 1999-09-15 Bonus Energy A/S Method for installation of wind turbines at sea, fundation for wind turbines anduse of such foundation
EP1074663A1 (fr) 1999-08-06 2001-02-07 Carl Bro as Fondation de batiment, en particulier pour une structure d'une tour, turbine a vent, ou similair
DE10321647A1 (de) 2003-05-13 2004-12-02 Wobben, Aloys, Dipl.-Ing. Fundament für eine Windenergieanlage
WO2008036934A2 (fr) 2006-09-21 2008-03-27 Ahmed Phuly Système de fondation modulaire partiellement préfabriqué
DK2182201T3 (en) 2008-11-03 2016-03-21 Siemens Ag Foundation, especially for a windmill, and windmill
CN205688927U (zh) 2013-05-10 2016-11-16 艾瑞电信公司 用于单极子的底座和单极子结构
AT517959B1 (de) 2016-02-18 2017-06-15 Holcim Technology Ltd Fundament für ein Windrad
AT517958B1 (de) 2016-02-18 2017-06-15 Holcim Technology Ltd Fundament für ein Windrad
AT519190A1 (de) * 2016-09-26 2018-04-15 Holcim Technology Ltd Fundament für eine Windmühle
DE102018112857A1 (de) * 2017-12-13 2019-06-13 Universelle-Fertigteil-Fundamente GmbH Fundament für eine Windkraftanlage
CN112469864A (zh) 2018-04-16 2021-03-09 通用零件基础有限公司 用于风力机的基座

Also Published As

Publication number Publication date
CA3194312A1 (fr) 2022-04-07
BR112023005818A2 (pt) 2023-05-02
DE202021105272U1 (de) 2022-03-25
WO2022069603A1 (fr) 2022-04-07
US20240003159A1 (en) 2024-01-04
AU2021354769A1 (en) 2023-06-08

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