WO2021094339A1

WO2021094339A1 - Foundation structure for an offshore apparatus

Info

Publication number: WO2021094339A1
Application number: PCT/EP2020/081691
Authority: WO
Inventors: Daniel Bartminn; Claus Linnemann; Maria Carmen CORONEL URIONA
Original assignee: Rwe Renewables Gmbh
Priority date: 2019-11-14
Filing date: 2020-11-11
Publication date: 2021-05-20
Also published as: DE102019130703A1

Abstract

The application relates to a foundation structure (100, 200, 300, 600) for an offshore apparatus, in particular an offshore wind power apparatus, comprising: a tower section (102, 202, 302) which extends above the ground (114, 214, 314, 714) when the foundation structure (100, 200, 300, 600) is in an installed state; an anchor section (104, 204) which adjoins the tower section (102, 202, 302) and extends into the ground (114, 214, 314, 714) in the installed state, wherein: the anchor section (104, 204) has a connection region (106, 206, 306, 606) which adjoins the tower section (102, 202, 302); the anchor section (104, 204) has an anchoring region (108, 208, 308) which adjoins the connection region (106, 206, 306, 606), and a cross-sectional area (120) of the anchoring region (108, 208, 308) is smaller than a cross-sectional area (118, 218, 618) of the connection region (106, 206, 306, 606).

Description

Foundation structure for an offshore facility

The application relates to a foundation structure, in particular for an offshore device, particularly preferably an offshore wind energy device, comprising a tower section extending above a (water) ground in an installation state of the foundation structure and a tower section adjoining the tower section and in the installation state in the ground extending Ankerab cut. In addition, the application relates to methods for producing a foundation structure.

Increasingly, especially in the sea, offshore structures or offshore devices are being built. For example, offshore wind farms with a large number of offshore wind energy devices are installed to generate electrical energy or to provide electrical energy from so-called renewable energy sources. Offshore locations are usually characterized by relatively continuous wind conditions and high average wind speeds, so that so-called offshore wind farms are increasingly being built. As a rule, an offshore wind park has a large number of offshore wind energy devices, such as a large number of offshore wind turbines, measuring masts and / or at least one offshore substation, via which the offshore wind park electrically, for example, with an onshore substation or another Offshore substation or offshore converter station can be connected. An onshore substation, in turn, can be connected to a public power grid. An offshore wind turbine is set up to convert the kinetic wind energy into electrical energy. To transfer the generated electrical energy between two offshore wind energy devices or an offshore Wind energy device and an onshore device, energy cables are laid in the form of submarine cables.

In the case of offshore wind farms, but also in the case of other offshore devices, it is common practice to place offshore devices on or off with a foundation structure (e.g. monopile, tripod, tripile or jacket foundations). to anchor directly in the seabed, in particular a seabed.

A foundation structure comprises in particular a tower section and an anchor section (in particular per pile of a foundation structure). The tower section extends (essentially) upwards from the bottom of the water and is in particular at least partially formed by a tower (and / or tower element of a tower). At the end of the tower protruding out of the water, in particular an offshore device such as a platform, a gondola, etc. can be arranged. Tower and offshore device can in particular form the offshore device.

The anchor section adjoins the other end of the tower section. In particular, in the prior art, the anchor section extends downward from the bottom (surface) of the water. Here, the anchor section can be at least partially formed by an anchor pile, the (horizontal) cross-sectional area of which remains constant along the entire anchor section. In other words, from the bottom of the water, the pile diameter is kept constant according to the state of the art.

Disadvantages of such foundation structures are the high material requirements, in particular steel, which are required for the manufacture and construction of a foundation structure, and the associated costs.

The application is therefore based on the object of providing a foundation structure, in particular for an offshore device, particularly preferably an offshore Wind energy device to provide which can be manufactured with less use of material and in particular more cost-effectively.

The object is achieved according to a first aspect of the application by a foundation structure, in particular for an offshore device, particularly preferably an offshore wind energy device, according to claim 1. The foundation structure comprises a tower section extending above a ground when the foundation structure is installed. The foundation structure comprises an anchor section adjoining the tower section and extending in the ground in the installed state. The anchor section has a connection area which adjoins the tower section. The anchor section has an anchoring area which adjoins the connection area. A cross-sectional area of the anchoring area is smaller than a cross-sectional area of the connection area.

By providing, in contrast to the prior art, a foundation structure with an anchor section in which the (horizontal) cross-sectional area is reduced in the vertical direction from the (water) bottom, a foundation structure for an onshore device (such as an onshore Wind energy device), but in particular provided for offshore device, in particular an offshore wind energy device, which can be produced with less use of material and in particular more cost-effectively. In particular, it has been recognized according to the application that the material (especially the steel) of an anchor pile is not optimally used in the prior art with increasing embedment depth in the (water) soil, since the moments acting for the internal dimensioning of the pile structure with increasing embedment length or -depth decrease. However, the wall thicknesses of the hollow piles must have certain minimum wall thicknesses for reasons of buckling stability. However, by reducing the (horizontal) cross-sectional area, in particular the diameter of a pile (with increasing embedment depth) (at least once), a Foundation structure reduces the amount of steel without reducing the buckling stability of the foundation structure.

The foundation structure is preferably suitable for an offshore device. However, the foundation structure according to the application can also be used in an onshore device, such as an onshore wind energy device. In particular, the application is explained below essentially using an offshore device (and a body of water). However, the explanations can be applied to an onshore device (and a floor).

An offshore device or an offshore structure is preferably an offshore wind energy device, such as an offshore wind turbine, an offshore measuring mast or an offshore substation. Furthermore, an offshore device can be a drilling or production platform. An offshore device can comprise an offshore device which can be fastened by a foundation structure in the water floor, in particular a sea floor. An offshore device can in particular be formed by the offshore device (e.g. a platform, a gondola, etc.) and the foundation structure. A foundation structure that is frequently used is a so-called monopile, but also a tripod, tripile, etc.

A foundation structure according to the application comprises (precisely) two sections, one section, namely the tower section (in particular, the tower section) being in an installed state of the foundation structure, i.e. when the foundation structure is installed at the installation location in the water floor (or in the ground in the case of an onshore device) in the form of a tubular body), above the bottom of the water (or bottom) and a section, namely the anchor section, is arranged in the bottom of the water (or bottom). A tower can essentially form the tower section, the tower being held in the bottom of the water, in particular a seabed, by the anchor section. According to the application, the anchor section comprises two areas. A first area is a connecting area that directly adjoins the tower section. The connection area can in particular be defined in that the (horizontal) cross-sectional area (in particular a diameter) remains constant over the entire length (corresponds to the extent in a vertical direction in the installation state) and the connection area is in particular directly connected to the tower section. The (horizontal) cross-sectional area of the connecting area preferably corresponds to the (horizontal) cross-sectional area of the tower section at the level of the water floor.

A second area (directly) adjoins the connection area, namely the anchoring area. According to the application, the anchoring area has a (horizontal) (total) cross-sectional area which is smaller than the (horizontal) cross-sectional area of the connecting area. In other words, a cross-sectional area of the anchor section at a depth at a distance from the water bed surface must be smaller in comparison to the cross-sectional area of the anchor section at the level of the water bed surface.

In the present application, a cross-sectional area means in particular the horizontal area enclosed by the outer circumferential edge or outer wall of a circumferential wall (and in particular not the area enclosed by the inner circumferential edge or inner wall of a circumferential wall). In particular, the thickness of the wall does not matter.

In one embodiment, the (horizontal) cross-sectional area (in particular a diameter) of the anchoring area can remain constant over the entire length of the anchoring area (corresponds to the extension in a vertical direction in the installed state). In a preferred embodiment, the (horizontal) cross-sectional area (in particular a diameter) over the entire length of the anchoring area (corresponds to the extension in a vertical direction in the installation state) can be in steps (two or more steps) be reduced (looking in a vertical direction away from the (water) soil surface, i.e. with increasing embedment depth).

According to a first embodiment of the foundation structure according to the application, the anchoring area can be formed by (precisely) an anchor post (in the case of a monopile), which in particular is located with its predominantly vertical extension in the ground. The tower section and the connecting area can be formed by a tower (or one or more connected tower elements). This means in particular that the outer wall of the connection area can be formed by the tower or its circumferential wall.

A cross-sectional area of the anchor pile (which corresponds to the above-mentioned cross-sectional area of the anchoring area) can be smaller than a cross-sectional area of the tower (which corresponds to the above-mentioned cross-sectional area of the connection area) in the connection area. In particular, the diameter of the anchor pile can be smaller than the diameter of the tower in the area of the connection area. The diameter means in particular the distance between opposite outer walls of the tower or a pile (not the inner walls). The tower diameter in the connection area can be constant over the entire length of the connection area and / or the anchor pile diameter can be constant over the entire length of the anchor pile, the anchor pile diameter being smaller than the tower diameter.

According to a further preferred embodiment of the foundation structure according to the application, the anchoring area can be formed by a plurality of parallel anchor piles (in the case of a monopile). At least three anchor piles, for example five anchor piles, can preferably be provided. As already described, the tower section and the connecting area can be formed by a tower. A total cross-sectional area of the plurality of anchor piles (which corresponds to the above-mentioned cross-sectional area of the anchoring region) can be smaller than a cross-sectional area of the Tower (which corresponds to the above-mentioned cross-sectional area of the connection area) in the connection area. The total cross-sectional area results from the sum of the individual cross-sectional areas.

A plurality of anchor piles can have a higher rotational stiffness than a single tubular pile due to a non-circular shape.

At least two of the plurality of anchor piles running in parallel can in particular be in direct contact with one another. By using a plurality of anchor piles, each with significantly smaller cross-sections (compared to the tower cross-section in the connection area), the overall consumption of material can be reduced and the stability can be improved at the same time.

In a further embodiment it can be provided that the at least two anchor piles are arranged at a distance from one another. In particular, seen in a plan view, it can be provided that the anchor piles protrude at least partially beyond the cross-sectional area of the connecting section.

In particular, it has been determined according to the application that, given sufficiently rigid soil conditions, the individual piles act as a pile group with a greater overall rigidity than the sum of the individual rigidity would reveal.

In addition, the manufacture and transport of piles with a smaller cross section, in particular diameter, are simpler and, in particular, cheaper. In particular, an anchoring area which is formed from a pile group or pile bundle formed from individual piles has the advantage that a pipe or pile with standard diameters of up to, for example, approx. 1500 mm can be manufactured significantly more cheaply than large piles. The tower section can be formed by a tubular body.

In particular, the tower section can be formed by a plurality of largely vertical structural elements (e.g. pipe cross-sections, full cross-sections, H, 1-U profiles, etc.).

In addition, according to a particularly preferred embodiment of the foundation structure according to the application, at least one first anchor pile can have a first length and at least one second anchor pile can have a second length, the first length being greater than the second length. In other words, at least two anchor piles can be provided in one installation state, which have different embedment depths in the seabed. By using anchor piles of different lengths (or embedment depths), a step-by-step reduction of the (total) cross-sectional area of the anchoring area can be provided in a simple manner.

Furthermore, anchor piles with at least two different embedment depths can be of considerable advantage when installing the foundation structure. In particular, such a foundation structure is less sensitive to boulders or the like that may be present in the (water) soil. If a first anchor post of a group of anchor posts encounters a boulder that blocks or at least makes it significantly more difficult to drive the first anchor post deeper into the (water) soil, it may be sufficient for stability if at least one further anchor post of the group of anchor posts is adjacent can be installed to the first anchor post and can be introduced to a greater depth than the first anchor post.

In addition, when using several (small) anchor piles, the individual anchor piles at the lower end do not end perpendicular to the main direction, but some or all of the piles are bevelled so that the entirety of the anchor piles result in a pile pointed at the bottom when viewed from the side, which can be inserted into the ground with less resistance. According to a further embodiment of a foundation structure according to the application, an (upper) end of the at least one anchor pile can at least partially engage or protrude into the tower (in the area of the connecting area). This means in particular that the (lower) tower wall of the tower encloses the upper end of the anchor pile. In particular, the tower is slipped over one end of the at least one anchor post (at least in one installation state).

Preferably, according to a further embodiment, a positive connection (at least in the installed state) can be established between an inner wall of the tower and an outer wall of the at least one anchor pile (in particular the named end of the at least one anchor pile), in particular a non-positive connection, particularly preferably a materially bonded connection Connection. In particular, a non-positive connection can provide a foundation structure with sufficient structural and / or mechanical stability.

In principle, the (in particular cohesive) connection can be established in any way (at least in the installed state). According to one embodiment of the foundation structure according to the application, the connection can be a grout connection.

As already described, the parts to be connected, in this case the lower end of the tower and the upper end of the at least one anchor pile (or the end of the anchor pile group or the ends of the individual anchor piles of an anchor group) can be placed on top of one another or plugged into one another. The space between the inner wall of the tower and the outer wall of the at least one anchor pile can preferably be filled with a high-strength concrete (e.g. by a so-called cement soil mixing) - the so-called "grayed" - (when the foundation structure is installed). A very strong one Connection between the anchor pile or the group of anchor piles and the tower can be provided (at least) in the connection area of the anchor section. It goes without saying that one end of an anchor post can also (also) protrude into the tower section within the tower.

Alternatively or (preferably) additionally, the (in particular at least cohesive connection) connection can be established by at least one connecting plate. The at least one connecting plate can be attached to the inner wall of the tower and the outer wall of the at least one anchor post. In particular, the at least one connecting plate formed from metal can run in a substantially vertical plane. A plurality of connecting plates can preferably be arranged (circumferentially) between the inner wall of the tower and the outer wall of the at least one anchor pile. In particular, the at least one connecting plate can be welded to the inner wall and / or to the outer wall. A material connection can be provided.

The remaining spaces between the inner and outer walls and the connecting plates can be filled, for example, with the (water) soil material and / or with a high-strength concrete (as described above). If the connection between the inner wall of the tower and the outer wall of the at least one anchor pile is established with preferably a plurality of connecting plates, this connection can be established in advance, for example in a port (and not at an installation site).

Alternatively or additionally, the connection can be formed by a (water) soil material (in an installation state). Particularly in the case of sufficiently stiff ground conditions (and if the at least one anchor pile protrudes sufficiently far into the tower (for example between 10 and 50 m), a sufficient connection between one end of the at least one anchor pile and one end of the tower. In particular, such a connection can be established with little effort.

The area between the upper and lower cross-sectional area in the connecting area can also be filled with soil and / or filled with cement grout and / or have an elastomer-based layer in the vertical plane, which is largely circular and has a hole in the middle that is smaller or smaller is equal to the diameter of the smaller of the two adjoining elements, and is non-positively connected to at least one (either the upper or the lower) section.

According to a further embodiment, the tower) can be connected directly to at least one anchor post in a form-fitting, non-positive or material-fitting manner. In particular, if at least one anchor post is at least partially outside the circumference of the connecting area of the tower, the at least one anchor post can be connected directly to the tower, e.g. by welding or screwing in the connecting zone, the at least one anchor post and / or the tower can be structurally adapted to enable a connection, for example by removing material (e.g. in the form of a slot). In particular, this enables the said bodies to penetrate each other before the connection and / or the attachment of additional surfaces which, for example, enable a screw connection.

According to a further embodiment of the foundation structure according to the application, the length of the connection area can be between 20% and 50% of the total length of the anchor section, preferably between 25% and 40%, particularly preferably between 25% and 35% (in an installed state). In particular in the event that in an anchor section between 25% and 35% of the length is formed by the connection area and between 65% and 75% of the length is formed by an anchoring area (with a reduced cross-sectional area compared to the connection area), a sufficient structural and mechanical stability and at the same time a significant material reduction (especially steel reduction) can be achieved in a foundation structure.

Furthermore, according to a further embodiment of the foundation structure according to the application, the cross-sectional area of the anchoring area can be between 90% and 50% of the cross-sectional area of the connection area, preferably between 85% and 60%, particularly preferably between 80% and 65%. A significant saving in material can be achieved.

Another aspect of the application is a method for producing a foundation structure, in particular a foundation structure described above. The procedure includes:

Insertion of at least one anchor pile into the ground (in particular body of water), and subsequent insertion of a tower into the ground (in particular body of water) in such a way that a connection area is formed into which one end of the at least one anchor pile engages.

The method according to the application is carried out in particular at the installation site of the onshore or offshore device. At least one anchor post with a horizontal cross-sectional area smaller than the cross-sectional area can first be introduced into the (water) soil (with a certain embedment depth). If a group of anchor piles is introduced, all anchor piles of the group can in particular first be introduced into the (water) soil (each with certain minimum embedment depths).

The at least one anchor pile can be introduced into the (water) soil by sinking.

After the installation of the at least one anchor pile, the tower can be introduced into the (water) soil, in particular around the connecting area of the foundation structure. In particular, the (lower) end of the tower can be slipped over the (upper) end of the at least one anchor post (in the case of a group over all upper ends of the anchor posts). The tower is preferably slipped over the at least one end of the at least one anchor post in such a way that the at least one anchor post protrudes into the tower with a predetermined length (for example between 5 and 50 m).

According to a preferred embodiment of the method according to the application, after the tower has been introduced, a positive (preferably non-positive, particularly preferably material) connection between a tower and an anchor post, in particular an inner wall of the tower and an outer wall of the at least one anchor post, can be established, in particular by at least Partial potting of the intermediate area between the inner wall of the tower and the outer wall of the at least one anchor pile (as described above).

According to a further particularly preferred embodiment, the method can further comprise:

Providing a template with at least one opening for at least one anchor pile to be introduced,

Positioning the template on a soil surface, in particular a body of water, and

Introducing the at least one anchor post into the ground through the at least one opening.

In particular, the template, for example a plate-shaped element or a pipe segment, can have two or more openings for a corresponding number of anchor piles to be introduced. An opening can essentially (preferably slightly larger) correspond to the cross-sectional area of an anchor pile. Especially when using several anchor piles that are not yet firmly attached to the upper section of the Foundation structure are connected, a template according to the application can be used, which in particular ensures the dimensional accuracy and exact positioning of the anchor piles at the installation site.

A template can, for example, be formed from a pipe segment that has the same dimensions as the upper section of the foundation structure (or slightly smaller), i.e. as the connecting section. The template can be placed stably and vertically on the bottom of the water by means of auxiliary equipment. The anchor piles can be inserted through the template into the bottom of the water. The template can then be lifted upwards. In a further embodiment, a seal which is largely designed as an annular disk, for example made of an elastomer, can be attached to the anchoring section, for example by screwing, gluing or clamping. After the anchoring section has been introduced into the ground, the upper tower can be inserted into the anchoring section or placed over it in such a way that the attached seal at least largely prevents the ground between the anchoring section and the tower section from being flushed out.

Yet another aspect of the application is a method for producing a foundation structure, in particular a foundation structure described above. The procedure includes:

Provision of at least one anchor pile,

Deploy at least one tower, and

Establishing at least one mechanical connection between the tower and the anchor pile, in particular between an inner wall of the tower and an outer wall of the anchor pile ..

The method can in particular be carried out remotely from the installation location of the offshore device or the foundation structure for the offshore device for example in or near a port. In particular, a (lower) end of the tower can be slipped over one end of the anchor post (in the case of a group over all upper ends of the anchor posts). A non-positive connection, preferably a material connection, can then be established between the tower and the at least one anchor post. According to the previous statements, at least one connecting plate can preferably be fastened, in particular welded, between the inner wall of the tower and an outer wall of at least one anchor post. The (total) cross-sectional area of the anchor pile or the group of anchor piles can be smaller than the cross-sectional area of the tower that is slipped over the at least one anchor pile.

The features of the foundation structures and methods for producing a foundation structure can be freely combined with one another. In particular, features of the description and / or the dependent claims can be independently inventive, even with complete or partial circumvention of features of the independent claims, alone or freely combined with one another.

There are now a multitude of possibilities for designing and further developing the foundation structure and the processes according to the application. For this purpose, reference is made, on the one hand, to the claims subordinate to the independent claims, and, on the other hand, to the description of exemplary embodiments in conjunction with the drawing.

Fig. 1 is a schematic view of an embodiment of a

Foundation structure according to the present application,

Fig. 2 is a schematic view of a further embodiment of a

Foundation structure according to the present application, 3a shows a schematic partial view of a further exemplary embodiment of a foundation structure according to the present application,

3b shows a schematic partial view of a further exemplary embodiment of a foundation structure according to the present application,

3c shows a schematic partial view of a further exemplary embodiment of a foundation structure according to the present application,

4 shows a diagram of an exemplary embodiment of a method according to the present application,

5 shows a diagram of a further exemplary embodiment of a method according to the present application,

6 shows a schematic plan view of a further exemplary embodiment of a foundation structure according to the present application, and

Fig. 7 is a schematic plan view of an embodiment of a

Template that can be used in a method according to the present application.

The same reference symbols are used below for the same elements.

FIG. 1 shows a schematic view of an exemplary embodiment of a

Foundation structure 100 according to the present application for an offshore

Contraption. The following explanations can be transferred to onshore devices.

For example, the offshore device can be an offshore wind turbine.

An offshore wind turbine can have a generator that generates the kinetic Converts wind energy into electrical energy. The generator can in particular be arranged in a gondola (not shown) which is carried by the upper end of the tower 110. In particular, the offshore device can be formed by an offshore device, in the present example the nacelle, and the foundation structure 100.

In the present case, the foundation structure 100 (a monopile is shown only by way of example) is shown in an installation state. In particular, the foundation structure 100 is fastened in a water floor 114, in particular a sea floor 114, the tower 110 protruding vertically upwards (i.e. in the positive x-direction) and being partially arranged above the water surface 116, in particular the sea surface 116.

The foundation structure 100 can have two sections 102, 104, namely a tower section 102 and an anchor section 104. The tower section 102 is in particular the section of the foundation structure 100 that extends above the water floor 114, for example up to the gondola. In the case of other variants of the registration, the tower section can only extend as far as the surface of the water.

The cross-sectional area and the diameter of the tower section 102 can preferably be conically widened from the water surface 116 to the water floor surface.

The anchor section 104 extends from the surface of the body of water in the vertical direction (negative x-direction) downwards or in depth. The anchor section 104 is used to fasten the foundation structure 100 in the water floor 114, in particular for anchoring the foundation structure 100 in the water floor 114. In the present case, the anchor section 104 comprises a connection area 106 and an anchoring area 108. The connection area 106 directly adjoins the tower section 102. The anchoring area 108 directly adjoins the connecting area 106.

As can be seen, the connection area 106 has a cross-sectional area (which is indicated by an arrow with the reference numeral 118) (running horizontally, i.e. in the y direction), which remains constant over the entire connection area 106 (viewed in the vertical direction). In particular, the tower diameter 128 (approx.) Is kept constant from the surface of the water floor to the lower end of the connecting area 106.

In the present exemplary embodiment, the anchoring area 108 has a cross-sectional area (which is indicated by an arrow with the reference numeral 120) which remains constant over the entire anchoring area 108 (viewed in the vertical direction).

As can be seen, the cross-sectional area 120 is smaller than the cross-sectional area 118. In particular, the cross-sectional area 120 of the anchoring area 108 can be between 90% and 50% of the cross-sectional area 118 of the connecting area 106, preferably between 85% and 60%, particularly preferably between 80%. and 65%.

In the present case, the anchoring area 108 is formed by an anchor post 112. The anchor pile 112 can (like the tower 110) in particular be a hollow pile, the circumferential wall of which is preferably formed from metal. The tower 110 and the anchor post 112 have in particular a circular cross section 118, 120.

The diameter 126 of the anchor post 112 is kept constant from the end of the connecting area 106 to the end of the anchor post 112. The In the present case, the diameter 126 of the anchor pile 112 is smaller than the diameter 128 of the tower 110 in the area of the connecting region 106.

The connecting region 106 also has a length 124 (in the vertical direction) which is between 25% and 50% of the total length 122 of the anchor section 108, preferably between 25% and 40%, particularly preferably between 30% and 35%. In particular, the length of the connecting region 106 can be approximately 1/3 of the anchor section 104 and the length of the anchoring region 108 can be approximately 2/3 of the anchor section 104

FIG. 2 shows a schematic view of a further exemplary embodiment of a foundation structure 200 according to the present application for an offshore device. To avoid repetition, essentially only the differences from the exemplary embodiment according to FIG. 1 are described below. For the other components of the foundation structure 200, reference is made to the statements above.

The anchoring area 208 of the anchor section 204 is present in the form of a plurality of anchor piles 212.1 to 212.3 or a group of anchor piles 212.1 to 212.3. As an example, three anchor piles 212.1 to 212.3 are shown here. It goes without saying that a different number of anchor piles can also be provided (e.g. five). The anchor piles can preferably be arranged next to one another in the form of a triangle (not shown).

The anchor piles 212.1 to 212.3 are arranged adjacent to one another and run essentially parallel to one another in the vertical direction. In particular, the anchor piles 212.1 to 212.3 are arranged close to one another and contact one another. For example, an anchor post can contact at least two other anchor posts. Each anchor post 212.1 to 212.3 has a cross-sectional area 230 (again indicated by an arrow). The (maximum) (horizontally running) total cross-sectional area of the anchor section 208, that is to say the sum of the individual cross-sectional areas 230 of all anchor piles 212.1 to 212.3, is smaller than the cross-sectional area 218 of the connecting region 206.

In one embodiment (not shown), all anchor piles of a group of anchor piles can have the same length. In this case, the total cross-sectional area of the anchoring area remains constant over the entire anchoring area, viewed in the vertical direction.

In the present case, at least one first anchor post 212.1 has a first length 234 and at least one second anchor post 212.2 has a second length 236, the first length 234 being greater than the second length 236. In particular, a third anchor post 212.3 has a third length 232, wherein the third length 232 is smaller than the second length 236.

By providing at least two anchor piles 212.1 to 212.3 with a different length, starting from the (lower end of) connecting area 206, a gradual reduction of the total cross-sectional area of anchoring area 208 in the vertical direction (viewed in the negative X-direction) can be provided.

In the present case, the anchoring area 208 has a first sub-area 208.1, the total cross-sectional area of which remains constant over the entire length 232 and is formed by the individual cross-sectional areas 230 of all anchor piles 212.1 to 212.3.

A second sub-area 208.2, which directly adjoins the first sub-area 208.1, has a total cross-sectional area that is smaller than the total cross-sectional area of the first sub-area 208.1. The The total cross-sectional area of the second sub-area 208 remains constant over the entire length of the second sub-area 208.2 (length of the second sub-area = length 236 - length 232) and is formed by the individual cross-sectional areas 230 of the first and second anchor piles 212.1, 212.2.

A third sub-area 208.3, which directly adjoins the second sub-area 208.2, has a total cross-sectional area that is smaller than the total cross-sectional area of the second sub-area 208.2. The

The total cross-sectional area of the third sub-area 208 remains constant over the entire length of the third sub-area 208.3 (length of the third sub-area = length 234 - length 236) and is formed by the individual cross-sectional area 230 of the first anchor post 212.1.

In addition to a further saving in material, the described embodiment is less sensitive to boulders 211 that may be present in the water floor 214 due to the plurality of anchor piles 212.1 to 212.3 .

It should be noted that in FIG. 2 the anchor piles 212.1, 212.2 are shown in a different plane than the anchor pile 212.3 (to indicate in particular that not all anchor piles are arranged in the same plane).

FIGS. 3a to 3c show schematic partial views of exemplary embodiments of foundation structures 300 according to the present application. In FIGS. 3a to 3c, the X-axis again corresponds to the vertical direction and the Y-axis to a horizontal direction. Figures 3a and 3b show one

Cross-sectional side partial view and FIG. 3c shows a cross-sectional partial view from above. To avoid repetition, essentially only the differences from the exemplary embodiments according to FIG. 1 and FIG. 2 are described below. For the other components of the foundation structure 300, reference is made to the statements above. In the following, for the sake of a better overview, only a single anchor post 312 is shown in FIGS. 3a to 3c. It goes without saying that the following explanations can also be applied to a group of anchor piles.

As shown in FIG. 3 a, in the installation state of the foundation structure 300 shown, the tower 310 is placed over the anchor post 312. In other words, an upper end 360 of the anchor pile 312 protrudes into the interior space 350 (which is hollow in the non-installed state) of the tower 310, in particular the lower end of the tower 310.

Furthermore, a mechanical and / or structural connection between the tower 310 and the anchor post 312 is provided. In the exemplary embodiment according to FIG. 3 a, this connection is formed by the water floor material 348 of the water floor 314. In particular, a connection between the inner wall 344 of the tower 310 and the outer wall 342 of the anchor pile 312 is represented by the fact that the space 346 between the inner wall 344 of the tower 310 and the outer wall 342 of the anchor pile 312 is filled with the water bed material 348 of the water floor 314. Sufficient stability and anchoring can be achieved in this way, in particular in the case of sufficiently stiff ground conditions.

FIG. 3b shows an alternative embodiment. In the example according to FIG. 3b, the space 346 between the inner wall 344 of the tower 310 and the outer wall 342 of the anchor pile 312 is filled with a high-strength concrete 354 (e.g. by cement soil mixing). In other words, a grout connection can be established between the inner wall 344 of the tower 310 and the outer wall 342 of the anchor pile 312. Sufficiently secure anchoring can be provided. FIG. 3c shows a further exemplary embodiment. In the example shown, in particular a plurality of connecting plates 356 are fastened between the inner wall 344 of the tower 310 and the outer wall 342 of the anchor post 312. The length of a connecting plate 356 in the x direction can correspond approximately to the length that the anchor post 312 protrudes into the tower 310.

The width of a connecting plate 356 can in particular correspond to the distance between the inner wall 344 of the tower 310 and the outer wall 342 of the anchor post 312. A connecting plate 356 can preferably be welded on. Particularly preferably, the connecting plates 356 can be arranged radially evenly spaced from one another.

The remaining intermediate space 346 is in the present case filled with the water bed material 348 of the water floor 314. Alternatively or additionally, it can also be grounded.

It goes without saying that in other variants of the application, an intermediate space between the inner wall of the tower and the outer wall of the anchor pile can also be at least partially filled with another filler material, such as an elastomer, polymer, sand-clay, sand-clay mixture, etc.

FIG. 4 shows a diagram of a method for producing a foundation structure, in particular a foundation structure previously described in connection with FIGS. 1 to 3c. In a first step 401, in particular at an installation location of the foundation structure, at least one anchor pile is introduced into the bottom of the body of water (at a predetermined depth). In the case of a group of anchor piles, in step 401 all anchor piles of the group can in particular be introduced sequentially into the bottom of the water. In particular in the event that an anchor pile encounters a boulder in a group of anchor piles when it is being inserted, it cannot be driven deeper (provided a certain minimum depth has been reached and at least one further anchor pile can be inserted deeper). The at least one further anchor post can be introduced directly adjacent to the first anchor post and in particular at a greater depth.

In a step 402, a tower can then be introduced into the bottom of the water in such a way that a connection area is formed into which one end of the at least one anchor post engages or projects. In particular, in step 402 the tower can be slipped over the at least one introduced anchor post. The end of the tower can preferably be introduced into the bottom of the water, so that the connection area described is formed. Here, a cross-sectional area of the anchoring area is smaller than a cross-sectional area of the connection area.

Optionally, in step 403, after the tower has been introduced, a connection can be established between an inner wall of the tower and an outer wall of the at least one anchor pile. In particular, a preferably at least non-positive connection between the at least one anchor post and the tower can be established by at least partially grouting the intermediate area between the inner wall of the tower and the outer wall of the at least one anchor post.

FIG. 5 shows a diagram of a method for producing a foundation structure, in particular a foundation structure previously described in connection with FIGS. 1 to 3c. The method according to FIG. 5 can preferably be carried out remotely from the installation site of the foundation structure. In a step 501, an anchor pile (or a group of anchor piles) can be provided.

In step 502, at least one tower can be provided.

In step 503, at least one mechanical connection is established between an inner wall of the tower and an outer wall of the anchor pile. In particular, the tower can be at least partially slipped over the at least one anchor post and preferably at least one connecting plate can be firmly bonded between the inner wall of the tower and the outer wall of the anchor post.

Optionally, the established foundation structure can then be transported to the installation site and introduced into the bottom of the water at the installation site. Subsequently, the remaining intermediate area between the inner wall of the tower and the outer wall of the anchor pile can also be covered with soil.

FIG. 6 shows a schematic top view of a further exemplary embodiment of a foundation structure 600 according to the present application. To avoid repetition, essentially only the differences from the previous exemplary embodiments are described below. For the other components of the foundation structure 600, reference is made to the statements above.

In the example shown, three anchor piles 612.1 to 612.3 are provided. As can be seen from the top view, the anchor piles 612.1 to 612.3 are positioned in such a way that they protrude beyond the cross-sectional area 618 of the connection region 606. The total cross-sectional area of the individual cross-sectional areas 620.1 to 620.3 is here, however, smaller than the cross-sectional area 618 of the connection region 606. Furthermore, it is clear from FIG. 6 how, in particular, a cross-sectional area 618, 620.1 to 620.3 is (fundamentally) defined in the present application. The cross-sectional area is calculated according to the formula: A = Ti * d ^2/4 , where d is the diameter 670 or 672, as shown, between the outer edges or outer walls of the respective pile (and not between the inner edges or inner walls).

In the present case, the at least one anchor pile 612.1 to 612.3 can be connected directly to the tower 610, for example by welding or screwing. In the connection zone, the at least one anchor pile and / or the tower can be structurally adapted to enable a connection, for example through a prior removal of material (e.g. to form a slot). In particular, this enables the said bodies 612.1 to 612.3, 610 to penetrate each other before the connection and / or the attachment of additional surfaces which, for example, enable a screw connection. In particular, a connection can be made without connecting plates, but preferably by slitting an anchor post 612.1 to 612.3 in such a way that the connection area can be inserted into the slot and preferably welded, glued, screwed, etc.

FIG. 7 shows a schematic top view of an exemplary embodiment of a template 780 which can be used in a (previously described) method according to the present application. In particular, the method according to FIG. 4 can include the following additional steps:

Positioning the template on a soil surface, in particular a body of water, and

Introducing the at least one anchor post into the ground through the at least one opening. In particular, the template 780, preferably a pipe segment 780, can have two or more openings 782 (in the present example three openings 782) for a corresponding number of anchor piles to be introduced. An opening 782 may correspond substantially (preferably slightly larger) to the cross-sectional area of an anchor pile. Especially with the

Using several anchor piles that are not yet firmly connected to the upper section of the foundation structure during installation, a template according to the application can be used, which in particular ensures dimensional accuracy and exact positioning of the anchor piles at the installation site.

The pipe segment 780 can in particular be formed in such a way that it has the same dimensions as the upper section of the foundation structure (in particular the connection section described, which is preferably placed over it) (or somewhat smaller than the inner cross-sectional area of the connection section). The template 780 can be placed stably and vertically on the body of water 714 by auxiliary devices (not shown). The anchor piles can be inserted through the template into the body of water 714. The template 780 can then be lifted upwards. Optionally, before removing the template, a tower can be introduced into the bottom of the water in such a way that a connection area is formed into which one end of the at least one anchor post engages.

Claims

P a t e n t a n s p r ü c h e

1. Foundation structure (100, 200, 300, 600) comprising: a tower section (102, 202) extending above a ground (114, 214, 314, 714) in an installed state of the foundation structure (100, 200, 300, 600), 302), an anchor section (104, 204) adjoining the tower section (102, 202, 302) and extending in the installed state in the ground (114, 214, 314, 714), characterized in that the anchor section (104 , 204) has a connecting area (106, 206, 306, 606) which adjoins the tower section (102, 202, 302), the anchor section (104, 204) has an anchoring area (108, 208, 308) which adjoins the connecting area (106, 206, 306, 606), a cross-sectional area (120) of the anchoring area (108, 208, 308) being smaller than a cross-sectional area (118, 218, 618) of the connecting area (106, 206, 306) , 606).

2. Foundation structure (100, 200, 300, 600) according to claim 1, characterized in that the anchoring area (108, 208, 308) by an anchor post (112, 212.1, 212.2, 212.3, 312, 612.1, 612.3, 612.3) at least is partially formed, the tower section (102, 202, 302) and the connecting area (106, 206, 306, 606) is at least partially formed by a tower (110, 210, 310, 610), and a cross-sectional area (120) of the anchor pile (112, 212.1, 212.2, 212.3, 312, 612.1, 612.3, 612.3) is smaller than a cross-sectional area (118, 218, 618) of the tower (110, 210, 310, 610) in the connecting area (106, 206, 306, 606).

3. Foundation structure (100, 200, 300, 600) according to claim 1, characterized in that the anchoring area (108, 208, 308) is formed by a plurality of parallel anchor piles (112, 212.1, 212.2, 212.3, 312, 612.1, 612.3 , 612.3), the tower section (102, 202, 302) and the connecting area (106, 206, 306, 606) is formed by a tower (110, 210, 310, 610), and a total cross-sectional area of the plurality of anchor piles ( 112, 212.1, 212.2, 212.3, 312, 612.1, 612.3, 612.3) is smaller than a cross-sectional area (118, 218, 618) of the tower (110, 210, 310, 610) in the connection area (106, 206, 306, 606 ).

4. foundation structure (100, 200, 300, 600) according to claim 3, characterized in that at least one first anchor post (112, 212.1, 212.2, 212.3, 312, 612.1, 612.3, 612.3) has a first length (234) and at least a second anchor post (112, 212.1, 212.2, 212.3, 312, 612.1, 612.3, 612.3) has a second length (236), the first length (234) being greater than the second length (236).

5. Foundation structure (100, 200, 300, 600) according to one of claims 2 to 4, characterized in that one end (360) of the at least one anchor post (112, 212.1, 212.2, 212.3, 312, 612.1, 612.3, 612.3) at least partially engages in the tower (110, 210, 310, 610).

6. foundation structure (100, 200, 300, 600) according to claim 5, characterized in that between an inner wall (344) of the tower (110, 210, 310, 610) and an outer wall (342) of the at least one anchor pile (112, 212.1, 212.2, 212.3, 312, 612.1, 612.3, 612.3) a positive connection is established, in particular a force-fit connection, particularly preferably a material connection.

7. foundation structure (100, 200, 300, 600) according to claim 6, characterized in that the connection is a grout connection, and / or the connection is made by at least one connecting plate (356), wherein the at least one connecting plate (356 ) is attached to the inner wall (344) of the tower (110, 210, 310, 610) and the outer wall (342) of the at least one anchor post (112, 212.1, 212.2, 212.3, 312, 612.1, 612.3, 612.3), and / or the connection is formed by a floor material (348).

8. foundation structure (100, 200, 300, 600) according to any one of the preceding claims, characterized in that the length (224) of the connecting area (106, 206, 306, 606) between 20% and 50% of the total length (222) of the Anchor section (104, 204) is preferably between 25% and 40%, particularly preferably between 25% and 35%.

9. Foundation structure (100, 200, 300, 600) according to one of the preceding claims, characterized in that the cross-sectional area (120) of the anchoring area (108, 208, 308) between 90% and 50% of the cross-sectional area (118, 218, 618 ) of the connection area (106, 206, 306, 606) is preferably between 85% and 60%, particularly preferably between 80% and 65%.

10. A method for producing a foundation structure (100, 200, 300, 600), in particular a foundation structure (100, 200, 300, 600) according to one of the preceding claims, comprising: Insertion of at least one anchor post (112, 212.1, 212.2, 212.3, 312, 612.1,

612.3, 612.3) in a floor (114, 214, 314, 714), and then introducing a tower (110, 210, 310, 610) into the floor (114, 214, 314, 714), such that a connecting area ( 106, 206, 306, 606) is formed, in which one end (360) of the at least one anchor post (112, 212.1, 212.2,

212.3, 312, 612.1, 612.3, 612.3) intervenes.

11. The method according to claim 10, characterized in that after the introduction of the tower (110, 210, 310, 610) a connection between an inner wall (344) of the tower (110, 210, 310, 610) and an outer wall (342) of at least one anchor post (112, 212.1, 212.2, 212.3, 312, 612.1,

612.3, 612.3), in particular by at least partially graying the intermediate area (346) between the inner wall (344) of the tower (110, 210, 310, 610) and the outer wall (342) of the at least one anchor post (112, 212.1, 212.2) , 212.3, 312, 612.1, 612.3, 612.3).

12. A method for producing a foundation structure (100, 200, 300, 600), in particular a foundation structure (100, 200, 300, 600) according to one of the preceding claims, comprising:

Provision of at least one anchor post (112, 212.1, 212.2, 212.3, 312, 612.1,

612.3.612.3),

Providing at least one tower (110, 210, 310, 610), and establishing at least one mechanical connection (356) between the tower (110, 210, 310, 610) and the anchor post (112, 212.1, 212.2, 212.3, 312,

612.1.612.3.612.3).