FOUNDATION FOR A WIND TURBINE

Abstract

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. It is provided that the at least one lower abutment and/or the at least one upper abutment is formed by 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.

Claims

1-31. (canceled)

32. An anchor cage for a foundation of a wind turbine, comprising at least one lower abutment, at least one upper abutment, at least one vertical connecting element between the at least one lower abutment and the at least one upper abutment, at least one element for introducing a prestress into the at least one vertical connecting element, wherein at least one of the at least one lower abutment or the at least one upper abutment is formed from at least two abutment segments one above the other, and wherein at least one of the two abutment segments comprises at least two abutment elements.

33. The anchor cage according to claim 32, wherein at least one of the at least one upper or the at least one lower abutment are a closed annular shape, including one of a circular ring or as a polygon.

34. The anchor cage according to claim 32, wherein the at least two abutment elements are butted together on one plane.

35. The anchor cage according to claim 33, further comprising joints between the butted abutment elements.

36. The anchor cage according to claim 32, comprising at least two abutment segments, one above the other, both formed from at least two abutment elements.

37. The anchor cage according to claim 36, wherein joints between the at least two abutment segments do not to overlap.

38. The anchor cage according to claim 32, wherein the abutment elements comprise at least one aperture for the at least one vertical connecting element.

Description

[0047] In the following, the invention is explained in more detail by means of embodiment examples in connection with a drawing. Thereby show:

[0048] FIG. 1 a sectional view of a first embodiment of a foundation with a first embodiment of an anchor cage according to the invention,

[0049] FIG. 2 a spatial view of FIG. 1,

[0050] FIG. 3 a top view of FIG. 1,

[0051] FIGS. 4a to 4e views of a horizontal element,

[0052] FIG. 5a a plan view of arranged surface elements of the foundation,

[0053] FIG. 5b a detailed view of FIG. 5a,

[0054] FIGS. 6a to 8b views of base segments in plan and as a spatial view,

[0055] FIG. 9a, 9b a top view and a side view of a cover plate, and

[0056] FIGS. 10a to 10d different arrangement possibilities to FIG. 5a.

[0057] FIG. 11 a sectional view of a second embodiment of a foundation with a second embodiment of an anchor cage according to the invention,

[0058] FIG. 12 a spatial view of FIG. 11,

[0059] FIG. 13 a top view of FIG. 11,

[0060] FIGS. 14a to 14e views of a horizontal element,

[0061] FIG. 15a a plan view of arranged surface elements of the foundation,

[0062] FIG. 15b a detailed view of FIG. 15a,

[0063] FIGS. 16a to 18b views of base segments in plan and as a spatial view,

[0064] FIGS. 19a, 19b a top view and a side view of a cover plate according to the invention, and

[0065] FIGS. 20a to 20d different arrangement options to FIG. 15a.

[0066] FIG. 21a a spatial view of an anchor cage according to the invention,

[0067] FIG. 21b a detailed view of FIG. 9a,

[0068] FIG. 22 a top view of an upper abutment ring of the anchor cage shown in FIG. 9a,

[0069] FIG. 23 a top view of a lower abutment ring of the anchor cage shown in FIG. 9a,

[0070] FIG. 24a a sectional view through the armature basket according to the invention as shown in FIG. 9a,

[0071] FIG. 24b a detailed view of FIG. 12a,

[0072] FIG. 25 a top 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,

[0073] FIG. 26 an abstracted spatial detail view of FIG. 27,

[0074] FIG. 27 a sectional view through an embodiment of the upper and lower abutment ring according to FIG. 25 with mounted tendons,

[0075] FIG. 28 a spatial view of a further embodiment of an anchor cage according to the invention,

[0076] FIG. 29 an enlarged view of a section A to FIG. 28,

[0077] FIG. 30 a top view of FIG. 28,

[0078] FIG. 31 a three-dimensional view of 5 layers of flange plates of the upper and/or lower abutment arranged in steps one above the other as shown in FIG. 28,

[0079] FIG. 32 a sectional view B-B of FIG. 30,

[0080] FIG. 33 an enlarged view of a section C of the upper abutment of FIG. 32, and

[0081] FIG. 34 an enlarged view of a section D of the lower abutment to FIG. 32.

[0082] In FIG. 1, a first embodiment of a foundation 10 is arranged in a sectional view in a pit 101 in the ground 100 possibly on a possibly compacted cleanliness layer 102. The foundation 10 has a first section 11 and a second section 12. Furthermore, a third section (not shown) may also optionally be provided under the second section 12, which is then preferably provided in a recess (not shown), if it should be necessary for structural reasons to extend the base 20 further into the ground.

[0083] The first section 11 is designed as a base 20, which is built up of several layers 13, 16, 17, wherein the layers 13, 16, 17 are built up of, for example, 5 layers 13a, 13b, 16a, 17a, 17b. If necessary, further layers can be provided.

[0084] The layers 13a, 13b, 16a, 17a, 17b are constructed from closed base sections 14, which in turn are constructed from 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, e.g. a polygonal structure, is possible.

[0085] The layers 13, 16, 17 are preferably composed here of the individual layers 13a, 13b, 16a, 17a, 17b, the layers themselves being composed of base segments 33, 34, 35 matching the layers. The uppermost layer 13 has two layers 13a, 13b. The top layer 13a is composed of base segments 33, for example as shown in FIG. 6a, 6b, with a height H. The top side 36 of these base segments 33, 34, 35 has a height H. On their upper side 36, for example, three recesses 37 are provided here, into which an upper connecting flange 51 of an anchor cage 50, see FIGS. 21a to 24b, can be inserted. In the recesses 37, the openings 18 for the tendons 19 are provided.

[0086] Below this, a layer 13b is provided, which is composed of base segments 35 (FIGS. 7a, 7b) with a height I, which are also provided with openings 18 for the tendons 19. The height I can be identical to the height H of the base segments 34 and is preferably the same.

[0087] Below this is the layer 16a as the middle layer 16, which is composed of base segments 34 with a height J. The base segments 34 are also provided with openings 18 for the tendons 19.

[0088] Provided below this is the lower layer 17 with layers 17a, 17b, which in turn are formed from base segments 34.

[0089] The base segments 33, 34, 35 are preferably very precisely designed with regard to the height H, I, J, i.e. with the smallest possible height deviations, in order to effect the largest possible contact surface of the base segments 33, 34, 35 on one another when they are mounted on top of one another to form the base 20 and are prestressed.

[0090] The height H, I of the base segments 33, 35 is designed in such a way that, when installed, it is essentially only loaded in tension/compression, i.e. it is subjected to a load in the normal direction. The reinforcement is also designed for this purpose (not shown), essentially comprising reinforcement in the normal direction. Preferably, the heights H and I are the same.

[0091] The height J of the base segments 34 is designed in such a way that it is essentially only loaded in shear when installed. The reinforcement is also designed for this purpose (not shown), essentially comprising reinforcement in the radial direction, particularly preferably in the form of stirrups.

[0092] The arrangement of segments 33, 34, 35 to form ring-like layers 13a, 13b, 16a, 17a, 17b and the arrangement layers 13a, 13b, 16a, 17a, 17b one above the other to form layers 13, 16, 17, which then form the base, is shown spatially in FIG. 2. The base segments 33, 34, 35 are provided butted next to each other so that vertical gaps 38 exist between them. These are preferably designed as gaps, for example, with a thickness of several millimeters, e.g. 30 mm. These vertical joints 38 are preferably not filled with mortar or in-situ concrete. Furthermore, preferably no horizontal connecting means are provided.

[0093] Furthermore, the vertical joints of the individual layers 13a, 13b, 16a, 17a, 17b are preferably provided such that the vertical joints 38 of adjacent layers 13a, 13b, 16a, 17a, 17b are not aligned, i.e. are not arranged one above the other. As shown in FIG. 2, it is advantageous if the vertical joints 38 are always arranged offset clockwise or counterclockwise by substantially the same value.

[0094] Horizontal joints 39 exist between layers 13a, 13b, 16a, 17a, 17b and are preferably not filled with mortar or cast-in-place concrete.

[0095] The base segments 33, 34, 35 have vertical apertures 18 in which tendons 19, for example anchor rods or reinforcement rods 19 with counter elements such as nuts 21, are provided to pretension the foundation 10 during assembly. These, together with abutments 51, 54 composed of flange plates 52, 55, form an anchor cage 50. Part of the upper abutment 51 may also be the connection adapter 53 for the tower, for example if the tower is a steel tower.

[0096] The second section 12 is flat. Alternatively, however, it can also be implemented in a star shape. A top view of the foundation 10 is shown in FIG. 3. FIG. 2 shows a spatial 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 FIGS. 4a to 4e. These extend radially outward as viewed from the interior 15.

[0097] They have a base plate 23 that is trapezoidal in shape, for example, so that all assembled base plates form a polygonal surface (see FIGS. 3, 5a) that approximates a circular shape. Alternatively, circular segments or a mixed form of circular segment and trapezoidal shape are also possible. Spaces B can preferably be provided between side walls 44 of the base plates 23, which are dependent on the diameter of the tower to be erected.

[0098] At the inner end 24 of the base plate 23, a support section 25 is provided with a body and side walls 29 that substantially preferably corresponds to the base 20 of the first section 11. Apertures 18 may also be provided in the support section 25. Alternatively, reinforcing bars or anchor rods 19 may be installed in the support section 25 in alignment with the apertures 18 in the first section 11 and extend outwardly from the concrete of the pedestal-like section 25 of the horizontal member 22. The base 20 with its at least one base element 14 is arranged on the support section 25.

[0099] Perpendicular to the base plate is the stiffening wall 26, the height of which decreases, for example, towards the outer end 27 of the base plate 23.

[0100] The base plate 23 is parallel tapered with respect to the side surfaces 29 of the body 30 of the support section 25. The parallel taper 31 is shown by the arrow D in FIG. 4c. This preferably achieves a reduction in material. 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.

[0101] Between the side surfaces 29 of the support sections 25, as shown in FIG. 5b as section E to FIG. 5a, 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 results in vertical joints 40, which are also preferably not filled with mortar or in-situ concrete. Furthermore, preferably no horizontal connecting means are provided.

[0102] An upwardly open cavity 28 is formed between two adjacent stiffening walls 26, into which backfill soil 104 can be placed, thereby providing a surcharge load on the second section 12 of the foundation 10.

[0103] To allow the cavities 28 to be filled with backfill soil 104 and to prevent it from entering the interior 15, barrier elements (not shown) can be placed against the body 30 of the support section 25 or transition area 32.

[0104] Furthermore, cover plates 48 (FIGS. 9a, 9b) are provided to be placed on two adjacent base plates 23 to cover the gap B between two side surfaces 44 to prevent the backfill soil 104 from entering or passing through the gap B. The cover plates 48 have a tapered section 49 that is adapted to the transition area 32. The cover plate 48 allows the full ballast load of the backfill soil 104 to be applied to the second section 12 by insertion into the cavity 28.

[0105] The interior space 15 may be backfilled with backfill soil 104 and covered with a cover element 103 after the foundation 10 is completed.

[0106] As shown in FIGS. 10a to 10d, it is possible to form a second section with a horizontal element 22 that has differently sized interior spaces 15 by moving the horizontal elements 22 inward or outward along a ray extending from the center point, as shown by the double arrow A in FIG. 19d. Inwardly, this is limited by the fact that the side surfaces 44 of the base plates 23 of the horizontal elements 22 are in contact. Outwardly, this depends on the radius 45 of the tower to be erected, which is shown by a circle 46 in FIGS. 14a to 14d. The gap 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 each other. Through this, foundations for towers with different diameters can be erected in a simple manner preferably with a single horizontal element 22.

[0107] For providing the necessary bracing between the layers 13, 16, 17 of the first section and the horizontal elements 22 of the second section 12, an anchor cage 50 is formed as a first embodiment of an anchor cage according to the invention, as shown in FIGS. 21a to 24b, which is formed by an upper and a lower abutment 51, 54, shown in FIG. 22 and FIG. 23, which are connected to tendons 19, for example in the form of anchor rods or reinforcement rods, and counter elements 21, for example nuts.

[0108] 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. The abutment rings 51a, 51b, 51c, 54a, 54b, 54c can be provided from individual flange plates 52, 55, which are arranged butted together, as this is shown in FIG. 3, FIG. 21b as section F to FIG. 21 and FIG. 24b as section G to FIG. 24a. Furthermore, several flange plates 52, 55 can also be arranged one above the other. In this case, these are then preferably arranged in such a way that their vertical joints 56 do not overlap in adjacent layers of the flange plates 52, 55. Preferably, the flange plates 52, 55 are not welded to each other, but lie on or against each other. The flange plates 52, 55 have apertures 57 and can be provided with different widths and different numbers of rows of apertures 57 per flange plate 52, 55.

[0109] Preferably, the abutment ring 51b may be integral with the connection adapter 53 as a flange plate 52.

[0110] In FIG. 11, a second embodiment of a foundation 10 is arranged in sectional view in a pit 101 in the ground 100, possibly on a possibly compacted cleanliness layer 102. The foundation 10 thereby has a first section 11, which is arranged on a second section 12. Furthermore, a third section 12a is provided below the second section 12, which is provided in a depression 105 of the excavation 101.

[0111] The three sections 11, 12, 12a form a base 20, which in turn is constructed from several layers 13, 16, 17, the layers 13, 16, 17 being constructed here, for example, from 5 layers 13a, 13b, 16a, 17a, 17b. If necessary, further layers can be provided.

[0112] The layers 13a, 13b, 17a, 17b are constructed from closed base sections 14, which in turn are constructed from 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.

[0113] The layers 13, 16, 17 are preferably composed here of the individual layers 13a, 13b, 16a, 17a, 17b, the layers 13a, 13b, 17a, 17b themselves being composed of base segments 33, 34, 35 matching the layers. The uppermost layer 13 has two layers 13a, 13b. The top layer 13a is composed of base segments 33, for example as shown in FIGS. 16a, 16b, with a height H. The top side 36 of the base segments 33, 34, 35 is shown here, for example, as shown in FIGS. 16a, 16b. On their upper side 36, for example, a recess 37 is provided here, in which a connecting flange for the tower of the wind turbine or directly the lowest segment of the tower of the wind turbine is placed (not shown). In the recesses 37, the apertures 18a for tendons (not shown of the tower of the wind turbine are provided. Furthermore, apertures 18 are provided for tendons 19. In the area of the apertures 18, abutment flanges 51, for example as shown in FIG. 25, are arranged on the upper side 36, against which the tendons 19 are braced via the counter elements 21.

[0114] Below this, a layer 13b is provided, which is composed of base segments 34 (FIGS. 17a, 17b) with a height I, which are also provided with apertures 18 for the tendons 19 and apertures 18a. The height I can be identical to the height H of the base segments 33 and is preferably the same.

[0115] Below this is the layer 16a as the middle layer 16. This is formed by the bodies 30 of the support sections 25 of the horizontal segments 22. These have the height K. The bodies 30 are also provided with openings 18 for the tendons 19.

[0116] Provided below this, and thus below the horizontal elements 22, is the lower layer 17 with the layers 17a, 17b, which are formed from base segments 35 with a height J. The base segments 35 are also provided with apertures 18 for the tendons 19. The base segments 35 are also provided with openings 18 for the tendons 19.

[0117] The base segments 33, 34, 35 and the body 30 of the horizontal element 22 are preferably very precisely designed with respect to the height H, I, J, K, i.e. with the smallest possible height deviations, in order to bring about the largest possible contact surface of the base segments 33, 34, 35 and the body 30 on one another when these are mounted on top of one another to form the base 20 and are prestressed.

[0118] The height H, I, J of the base segments 33, 35 is designed in such a way that, in the installed state, it is essentially only loaded in tension/compression, i.e. it is subjected to a load in the normal direction. The reinforcement is also designed for this purpose (not shown), essentially comprising reinforcement in the normal direction. Preferably, the heights H, I and J are the same.

[0119] The height K of the bodies 30 is designed in such a way that, in the installed state, it is essentially only loaded in shear. The reinforcement can also be designed for this (not shown), which essentially comprises reinforcement in the radial direction, particularly preferably in the form of stirrups.

[0120] The arrangement of segments 33, 34, 35 and body 30 to form ring-like layers 13a, 13b, 16a, 17a, 17b and the arrangement layers 13a, 13b, 16a, 17a, 17b one above the other to form layers 13, 16, 17, which then form base 20, is shown spatially in FIG. 12. The base segments 33, 34, 35 and the bodies 30 are provided butted side by side so that vertical gaps 38, 40 exist between them. These are preferably designed as gaps, for example, with a thickness of several millimeters, e.g. 30 mm. These vertical joints 38, 40 are preferably not filled with mortar or in-situ concrete. Furthermore, preferably no horizontal connecting means are provided.

[0121] Furthermore, the vertical joints of the individual layers 13a, 13b, 16a, 17a, 17b are preferably provided such that the vertical joints 38, 40 of adjacent layers 13a, 13b, 16a, 17a, 17b are not aligned, i.e. are not arranged one above the other. As shown in FIG. 12, it is advantageous if the vertical joints 38 are always arranged offset by substantially the same value clockwise or counterclockwise.

[0122] Horizontal joints 39 exist between layers 13a, 13b, 16a, 17a, 17b and are preferably not filled with mortar or in-situ concrete.

[0123] The base segments 33, 34, 35 and the bodies 30 have vertical apertures 18 in which tendons 19, for example anchor rods or reinforcement rods 19 with counter elements such as nuts 21 in conjunction with washers 21a are provided to pretension the foundation 10 when the foundation 10 is assembled. These, together with abutments 51a composed of flange plates 52, form an anchor cage (not shown). Part of the upper abutment 51a can also be the connection adapter 53 for the tower, for example if the tower is a steel tower.

[0124] The second section 12 is flat. Alternatively, however, it can also be implemented in a star shape. A top view of the foundation 10 is shown in FIG. 13. FIG. 12 shows a spatial 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 FIGS. 14a to 14e. These extend radially outward as viewed from the interior 15.

[0125] They have a base plate 23 which is, for example, trapezoidal in shape so that all the assembled base plates form a polygonal surface (see FIG. 13, 5a) which approximates a circular shape. Alternatively, circular segments or a mixed form of circular segment and trapezoidal shape are also possible. Spaces B can preferably be provided between side walls 44 of the base plates 23, which are dependent on the diameter of the tower to be erected.

[0126] At the inner end 24 of the base plate 23, a support section 25 is provided having a body and sidewalls 29 that substantially preferably corresponds to the base 20 of the first section 11. Apertures 18 may also be provided in the support section 25. Alternatively, reinforcing bars or anchor rods 19 may be installed in the support section 25 in alignment with the apertures 18 in the first section 11 and extending outwardly from the concrete of the pedestal-like section 25 of the horizontal member 22. The base 20 with its at least one base element 14 is arranged on the support section 25.

[0127] If a tower is erected by means of pretensioning elements (not shown) and tensioned 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 pretensioning and to retension them if necessary. The apertures 18a thereby preferably open into the area of the recess, as this is shown here. Furthermore, the apertures 18a are preferably provided at an incline so that the tower pretensioning elements can be passed directly therethrough.

[0128] Perpendicular to the base plate is the stiffening wall 26, the height of which decreases, for example, towards the outer end 27 of the base plate 23.

[0129] The base plate 23 is parallel tapered with respect to the side surfaces 29 of the body 30 of the support section 25. The parallel taper 31 is shown by the arrow D in FIG. 14c. This preferably achieves a reduction in material. 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.

[0130] Between the side surfaces 29 of the support sections 25, as shown in FIG. 5b as section E to FIG. 15a, 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 results in vertical joints 40, which are also preferably not filled with mortar or in-situ concrete. Furthermore, preferably no horizontal connecting means are provided.

[0131] An upwardly open cavity 28 is formed between two adjacent stiffening walls 26, into which backfill soil 104 can be placed, thereby providing a surcharge load on the second section 12 of the foundation 10.

[0132] To allow the cavities 28 to be filled with backfill soil 104 and to prevent it from entering the interior 15, barrier elements (not shown) can be placed against the body 30 of the support section 25 or transition area 32.

[0133] Furthermore, cover plates 48 (FIGS. 9a, 9b) are provided which are placed on two adjacent base plates 23 to cover the gap B between two side surfaces 44 so that the backfill soil 104 cannot enter or pass through the gap B. The cover plates 48 have a tapered portion 49 that is adapted to fit the transition area 32. The cover plate 48 allows the full ballast load of the backfill soil 104 to be applied to the second section 12 by insertion into the cavity 28.

[0134] The interior space 15 may be backfilled with backfill soil 104 after completion of the foundation 10 and covered with a cover element (not shown).

[0135] As shown in FIGS. 10a to 10d, it is possible to form a second section with a horizontal element 22 that has differently sized interior spaces 15 by moving the horizontal elements 22 inward or outward along a ray extending from the center point, as shown by the double arrow A in FIG. 10d. Inwardly, this is limited by the fact that the side surfaces 44 of the base plates 23 of the horizontal elements 22 are in contact. Outwardly, this depends on the radius 45 of the tower to be erected, which is shown by a circle 46 in FIGS. 10a to 10d. The gap 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 each other. Through this, foundations for towers with different diameters can be erected in a simple manner preferably with a single horizontal element 22.

[0136] For providing the necessary bracing between the layers 13, 16, 17 of the first, second and third sections 11, 12, 12a, an anchor cage is formed as a second embodiment of an anchor cage according to the invention, which is formed by an upper and a lower abutment 51a shown in FIG. 25, which are connected to tendons 19, for example in the form of anchor rods or reinforcement bars, and counter elements 21, for example nuts.

[0137] The upper and lower abutment elements 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 each other, as shown in FIG. 26 as an indicated armature basket section. Furthermore, several flange plates 52 can be arranged on top of each other, as shown in FIG. 26 and FIG. 27. In this case, these are then preferably arranged in such a way that their vertical joints 56 do not overlap in adjacent layers of the flange plates 52. Preferably, the flange plates 52 are not welded to each other, but rest on or against each other. The flange plates 52 have apertures 57 and can be provided with different widths and different numbers of rows of apertures 57 per flange plate 52, 55.

[0138] Preferably, the abutment ring 51b may be integral with the connection adapter 53 as a flange plate 52.

[0139] FIGS. 28 to 34 show a further embodiment of an anchor cage 50 according to the invention, such as can be used in one of the embodiments of the foundation 10.

[0140] The anchor cage 50 has an upper abutment 51 and a lower abutment 54, which are connected by connecting means here preferably in the form of anchor rods 19 as tensioning elements. The anchor rods 19 here preferably have a threaded section 58 on both sides, onto which tensioning 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 to brace the abutments 51, 54 against the elements of the foundation 10, here preferably the base elements and the surface elements/rib elements, or to brace them together.

[0141] The upper abutment 51 is preferably composed of 6 abutment segments arranged one above the other, preferably in the form of abutment rings, each of which is preferably composed of 4 abutment elements, preferably in the form of flange plates 52. Other arrangements and numbers are possible.

[0142] The lower abutment 54 is here preferably composed of 6 abutment segments arranged one above the other, here preferably in the form of abutment rings, which are each here preferably composed of 4 abutment elements, here preferably in the form of flange plates 55. Other arrangements and numbers are possible.

[0143] The flange plates 52 and flange plates 55 of an abutment segment, which are arranged on one plane, are butted so that there are joints 56 between the flange plates, as shown in FIGS. 29, 30, 33, 34.

[0144] These are then preferably arranged so that their vertical joints 56 do not overlap in adjacent layers of the flange plates 52. The offset of the flange plates 52, 55 to achieve this is shown in FIG. 31 as an example for the upper abutment 51 and its flanges 52. This can also apply to the lower abutment 54 and its flange plates 55.

[0145] Preferably, the flange plates 52 are not welded to each other, but rest on or against each other. The flange plates 52 have apertures 57 and can be provided with different widths and different numbers of rows of apertures 57 per flange plate 52, 55.

[0146] The anchor rods 19 are located in the apertures 57 in the flange plates 52, 55.

[0147] The design of the abutments 51, 54 can be varied as required for the anchor cage 50. For example, only the upper abutment 51 can have the structure described above or only the lower abutment 54.

[0148] Furthermore, several such abutment rings can also be provided concentrically in this embodiment of the anchor cage, analogous to, for example, FIG. 22 or FIG. 23.

[0149] Furthermore, it is also possible to integrate a connection adapter 53.

TABLE-US-00001 List of reference signs 10 foundation 11 first section 12 second section 13 upper layer 13a layer 13b layer 14 base section 15 Interior space 16 middle layer 16a layer 17 lower layer 17a layer 17b layer 18 opening 19 tendon/anchor rods 20 socket 21 counter element/nut 22 horizontal element/rib element 23 base plate 24 inner end 25 bearing section 26 stiffening wall 27 external end 28 cavity 29 side wall 30 body 30a Recess 31 parallel taper 32 transition area 33 upper base segment 34 middle base segment 35 base segment 36 top side 37 recess 38 vertical joint 39 horizontal joint 40 vertical joint 44 side wall 45 radius 46 circle 48 cover plate 49 tapered section 50 anchor cage 51 top abutment 51a Bearings 51b Bearing ring 52 Flange plate 53 Connection adapter 54 lower abutment 55 flange plate 56 vertical joint 57 aperture 58 Thread section 100 ground 101 pit 102 cleanliness layer 103 cover element 104 backfill soil 105 depression A Shift direction B gap C distance D arrow of the parallel taper E detailed view F detailed view G detailed view H height I height J height K height