WO2015110580A1

WO2015110580A1 - Guyed tower structure for a wind turbine with high torsional rigidity

Info

Publication number: WO2015110580A1
Application number: PCT/EP2015/051363
Authority: WO
Inventors: Philipp Wagner
Original assignee: X-Tower Constructions Gmbh
Priority date: 2014-01-24
Filing date: 2015-01-23
Publication date: 2015-07-30

Abstract

The invention relates to a tower structure (10) for a wind turbine (12), comprising a tower shaft (14), which has a shaft cross-section (16) and a longitudinal axis (A), as well as a plurality of guying elements (18, 20) which are inclined relative to the longitudinal axis (A) of the tower shaft (14) and by which the tower shaft (14) is guyed at least in some sections, wherein the guying elements (18, 20) are fastened to a load introduction point (22) of the tower shaft (14) that is located radially at a distance from the longitudinal axis (A) of the tower shaft (14) and are anchored radially outside of the tower shaft (14) in a construction base (24), wherein each guying element (18, 20) is assigned a radial direction (26) which, as seen in axial plan view, is defined by a centroid (28) of the shaft cross-section (16) and the load introduction point (22) of the respective guying element (18, 20), and wherein at least some of the guying elements (18, 20), starting from the respectively assigned load introduction point (22), enclose an angle (α) with the assigned radial direction (26), as seen in axial plan view, wherein: a) α = 90° or b) 45°≤α<90°, in particular 60°≤α<90°.

Description

TENDERED TOWER CONSTRUCTION FOR A WIND POWER PLANT WITH HIGH TORSION STIFFNESS

The invention relates to a tower construction for a wind energy plant, having a tower shaft which has a shaft cross-section and a longitudinal axis, and a plurality of bracing elements inclined to a longitudinal axis of the tower shaft, by which the tower shaft is braced at least in sections, the bracing elements being secured to one of the longitudinal axis of the tower shaft radially spaced load introduction point of the tower shaft are fixed and anchored radially outside the tower shaft in a ground, and wherein each guy element is assigned a radial direction which is defined in axial plan view by a centroid of the shank cross section and the load introduction point of the respective guy element.

In the field of wind power technology, often clamped cantilevers are used as tower structures for wind turbines. To accommodate the downward bending moments and to absorb the torsion about the longitudinal axis, these towers widen downwards and / or are dimensioned by increasing material or wall thicknesses for the occurring stress, in particular as a result of the bending and torsional moments.

In the recent past, already very taut structures have been proposed for very tall tower structures in order to reduce the moment load in the tower shaft. This design with axially in plan view of the tower shaft extending outward Abspannelementen makes it possible to reduce the moments in the tower shaft, so that the tower construction, in particular in the lower, near-ground area significantly slimmer and thus material can be saved. As a result of the slimmer construction, however, the torsional resistance of the tower construction decreases, which leads to undesired torsional vibrations, in particular in the case of uneven flow to the rotor and gusty wind. special with the leaf natural frequencies 1 p and 3p of the rotor blades and with Corrioliskräften the rotating masses can come into conflict.

The torsional stresses of the tower shaft are considerable, especially in large and high wind turbines (installed power> 2.5 MW, length of the rotor blades> 50 m, hub height> 140 m), so that material fatigue can occur over the intended plant life and the tower complex will ultimately be extensively rehabilitated got to.

The object of the invention is therefore to provide a tower construction for a wind energy plant, which has a slim, material-saving construction on the one hand and a particularly high torsional rigidity on the other hand.

This object is achieved by a tower structure of the type mentioned, in which at least some of the guy elements, starting from the respectively associated load introduction point with the associated radial direction in axial plan view form an angle, where: 45 ° <α <90 °, in particular 60 ° <α <90 °.

The radial spacing of the load application point from the longitudinal axis of the tower shaft and the orientation of the guy elements in the specified angular range ensures that torsional stresses of the tower shaft can be at least partially absorbed by the guy elements and discharged into the ground. In this case, tensioning cables, in particular prestressed tension cables made of steel, are preferably used as bracing elements.

The tension cables used as tensioning elements preferably extend substantially linearly, that is to say in a straight line from their load introduction points to their anchoring points. These anchoring points are formed for example on an abutment, which initiates the tensile forces from the guy elements in the ground. Optionally, at least one guy element can be coupled to a vibration damper, in particular with a friction damper or a cable for vibration damping of the guy element.

In one embodiment of the tower construction, first bracing elements and second bracing elements are provided, wherein the first bracing elements a tangential force component in a first circumferential direction and the second tie down elements introduce a tangential force component in an opposite second circumferential direction into the tower shaft, wherein the number of first tie down elements preferably corresponds to the number of second tie down elements. By virtue of this construction, the tensioning elements can absorb torsional stresses acting on the tower shaft both in the first circumferential direction and in the opposite second circumferential direction and, if appropriate, counteract torsional excitation forces (damping). With an identical number and symmetrical alignment of the first and second bracing elements, it is ensured that the torsional torques introduced via the prestressed guy elements into the tower shaft cancel, so that the tower shaft is not subjected to torsion as a result of the prestressing of the bracing elements.

Two bracing elements preferably form a guy pair, the bracing elements of a pair of guy braids facing one another in axial plan view and defining an opening angle β opening towards the tower shaft, where: β <20 °, in particular β <15 °.

Particularly preferably, each Abspannelementepaar of a first guy element and a second guy element, wherein in particular three uniformly distributed over the shaft periphery Abspannelementpaare are provided.

A connecting path is defined between the two load introduction points of a guy element pair, wherein the two guy elements of the guy element pair are arranged in axial plan view preferably symmetrically to a perpendicular bisector to the connection path. In this way, each pair of tie-bar elements designed as a prestressed pull cable pair acts on the tower shaft substantially "torsionally neutral." By uniformly distributing the tie-rod pairs over the shaft circumference, the bending load introduced by the prestressed tension cables into the tower shaft is also removed, so that the tower shaft as a whole is biased by the prestressed tension elements is claimed neither on torsion nor bending.

In a preferred embodiment of the tower structure, the two guy elements of a guy element pair intersect in an axial plan view. This embodiment of the guy pairs also contributes to increased tower stiffness in terms of flexing and torsion.

In this case, the bracing elements of a guy element pair particularly preferably extend from their load introduction points to their anchoring points and are coupled to one another at their point of intersection. By such a coupling or link in the intersection of the free span length of the guy elements and thus their susceptibility to vibration is reduced with little effort in an advantageous manner. By wind-induced continuous vibrations during operation of the tower construction, the anchoring elements are heavily stressed, especially in the area of anchoring points. A lower susceptibility to vibration of the guy elements thus increases their life and thus reduces the cost of maintaining the tower structure.

According to an alternative embodiment, it is also conceivable that the two guy elements of a guy element pair converge substantially at one point. Compared to the above-mentioned cross-over guy elements, the abutment can be made in this case with less effort, but also reduces the positive effect on the tower stability and optionally increases the susceptibility to vibration.

The two guy elements of a guy element pair preferably engage a common abutment for anchoring in the ground. In this way, halves the number of abutments required for the tower structure. As a rule, the associated savings far exceed the additional expenditure for the larger dimensioning of the remaining abutments, resulting overall in a reduction of the construction costs and the associated costs.

In a further embodiment of the tower construction, each anchoring element engages for anchoring in the ground at an abutment, wherein the abutment comprises at least one prestressed anchor and at least one foundation pile. This combination of prestressed anchor and foundation pile enables significantly stronger prestressing of the guy elements and thus higher rigidity in the guy direction. The stronger bias of the guy elements in turn contributes to increased stability and rigidity of the tower structure. As a result of the greater tower stiffness, The natural frequency of the tower building also increases and thus moves away from the excitation frequency of the rotor of the wind turbine (1 p and 3p excitation). Unwanted resonance effects are thereby avoided. In order to increase the bias of the guy elements in the desired manner, it has proved to be advantageous if the effective anchoring length of the prestressed armature is more than 8 m. In particular, the abutment comprises a foundation body, to which at least one prestressed anchor and at least one anchoring element engage and at least one foundation pile is fastened. Between a anchored in the ground with the effective anchoring length of more than 8 m section and an attachment point on the foundation body, the prestressed anchor preferably has an unanchored, substantially slidably mounted portion extending through the foundation body and / or the ground , For the preloaded anchor thus results in a total length of at least 10 m. In a further embodiment of the tower construction, the tower shaft has radially outwardly projecting extensions, on each of which a load introduction point of a guy element is formed. As a result of these radial extensions, the lever arm, with respect to which the torsion axis of the tower shaft increases, counteracts the tensioning elements of a torsional load of the tower shaft. Consequently, with identical tensile force in the guy elements an increased rigidity of the tower structure, or it is sufficient to lower tensile force in the guy elements to achieve the same tower stiffness.

At least in the region of the load introduction points, the tower shaft is preferably a hollow shaft with a skirt wall encircling the shaft cross section. The load introduction points are then provided, for example, on the shaft wall or near the shaft wall, so that the bracing elements have a sufficient lever arm to counteract the torsional loads of the tower shaft.

In particular, the tower shaft may have, at least in the region of the load introduction points, an annular wall in the shaft cross-section, the bracing elements extending in an axial plan view substantially tangentially to the shaft wall. In the case of tangential alignment, the anchoring elements act most effectively against a torsional load of the tower shaft, with slight deviations from the tangential direction in the order of ± 5 ° are hardly significant and are also still referred to as "substantially tangential".

In a further embodiment of the tower construction, the tower shaft is made of reinforced concrete, in particular prestressed concrete, at least in the area of the load introduction points. Tower shafts, in which each of the lower section to at least the load introduction points of the guy elements made of reinforced concrete or prestressed concrete, have been found to be particularly suitable for large and / or high wind turbines particularly suitable. According to a further embodiment of the tower construction, at least one anchoring element is designed as a rod, wherein such a rod can be made in one piece or composed of several rod sections. A (possibly composite) rod has a greater inherent rigidity (pressure / bending) than a tension cable used as guy element and is therefore less prone to vibration. During operation of the tower construction, the anchoring elements are subjected to high stresses by wind-induced permanent vibrations, in particular in the area of the anchoring points. A lower susceptibility to vibration of the guy elements thus increases their life and thus reduces the cost of maintaining the tower structure. Further features and advantages of the invention will become apparent from the following description of preferred embodiments with reference to the drawings. In these show:

- Figure 1 is a schematic view of a wind turbine with a tower structure according to the prior art; FIG. 2 shows a schematic cross section through a tower shaft of the tower structure according to FIG. 1 in the region of load introduction points of the guy elements;

- Figure 3 is a schematic view of a wind turbine with a tower construction according to the invention; FIG. 4 shows a schematic cross section through a tower shaft of a tower construction according to the invention in a first embodiment; - Figure 5 shows a schematic cross section through a tower shaft of a tower structure according to the invention in a second embodiment;

FIG. 6 shows a schematic cross section through a tower shaft of a tower construction according to the invention in a third embodiment; - Figure 7 shows a schematic cross section through a tower shaft of a tower structure according to the invention in a fourth embodiment;

- Figure 8 shows a schematic cross section through a tower shaft of a tower structure according to the invention in a fifth embodiment;

FIG. 9 shows a schematic cross section through a tower shaft of a tower construction according to the invention in a sixth embodiment;

- Figure 10 is a guy pair for the tower structure according to the invention in an axial plan view;

- Figure 1 1 is a schematic sectional detail through an abutment of a tower structure according to the prior art; - Figure 12 is a schematic detail section through an inventive tower structure in the region of an abutment for guy elements;

FIG. 13 shows a schematic detail section through an inventive tower structure in the region of an abutment for guy elements according to a further embodiment variant; FIG. 14 shows a schematic detail section through a tower construction according to the invention in the region of an abutment for guy elements according to a further embodiment variant;

FIG. 15 shows a schematic detail section through an inventive tower structure in the region of an abutment for guy elements according to a further embodiment variant;

FIG. 16 shows a guy pair for the tower construction according to the invention in an axial plan view according to an alternative variant to FIG. 10;

- Figure 17 shows two alternative detail sections through a composite of rod sections guy element in the joint region of two rod sections. Figures 1 and 2 show a view and a section through a known from the prior art tower construction 10 'for a wind turbine 12, with a tower shaft 14, which has a shank cross section 16 (see Figures 2 to 8) and a longitudinal axis A, and several to the longitudinal axis A of the tower shaft 14 inclined guy elements 18 ', through which the tower shaft 14 is at least partially braced. The guy elements 18 'are fastened to a load introduction point 22' of the tower shaft 14 radially spaced from the longitudinal axis A of the tower shaft 14 and anchored radially outside the tower shaft 14 in a ground 24. Furthermore, each guy element 18 'is assigned a radial direction 26, which is fixed in axial plan view by a center of gravity 28 of the shaft cross-section 16 and the load introduction point 22' of the respective guy element 18 '.

According to FIG. 1, reference numeral 30 'indicates the course of a shaft cross-section 16 that is substantially constant over a height h of the tower structure 10' and reference 32 'indicates the course of a torsional moment 33 constant over the height h, which is applied to a hub 34 of the wind energy plant 12 is initiated for example by lateral air flow or gusts of wind. The reference numeral 36 'finally points to the course of a continuously and linearly increasing from the ground 24 from rotation or deformation of the tower shaft 14 through the torsional 33.

Large torsional deformations of the tower shaft 14 can lead to undesirable oscillations of the wind turbine over the planned operating period of the wind turbine 12 and thus to material fatigue and undesirable refurbishment costs or require preventively larger and stiffer shaft constructions.

The comparatively large component deformations as a result of torsion come about in particular because only the material-optimized and very slender tower shaft 14 derives the torsional moment 33 via a shaft foundation 38 into the ground 24. The guy elements 18 'are substantially radially aligned according to FIG. 2 and therefore provide no or only a negligible proportion when removing the torsional moment 33 into the ground 24. Starting from a state without external torsional action (see FIG. 2, solid lines), the tensioning elements 18 'extending in the radial direction 26 prevent a rotation of the tower shaft 14 (see FIG. 2, dashed lines) owing to the torsional moment acting on the hub 34.

FIG. 3 shows a view of a tower construction 10 for a wind power plant 12, this tower construction 10, in contrast to the known tower construction 10 'according to FIG. 1, having a significantly increased torsional resistance between the ground 24 and the load introduction points 22 of the guy elements 18, 20 the size and the constant profile 30 ', 30 of the shank cross sections 16 are identical over the height h.

The tower structure 10 of the wind energy installation 12 comprises, analogously to FIG. 1, the tower shaft 14 with the shank cross section 16 (see FIGS. 4 to 9) and the longitudinal axis A, as well as a plurality of bracing elements 18 inclined to the longitudinal axis A of the tower shaft 14 and running at least in sections outside the tower shaft the tower shaft 14 is braced at least in sections, the bracing elements 18 being fastened to a load introduction point 22 of the tower shaft 14 radially spaced from the longitudinal axis A of the tower shaft 14 and anchored radially outside the tower shaft 14 in the foundation 24, and each tie-down element 18 being a radial direction 26 is assigned, which is fixed in axial plan view through the centroid 28 of the shaft cross-section 16 at the level of the load application points 22 and the load application point 22 of the respective guy element 18.

In contrast to FIG. 1, however, at least some of the bracing elements 18, 20, preferably all bracing elements 18, 20, assume an angle α starting from the respective assigned load introduction point 22 with the associated radial direction 26 in axial plan view, where: a) α = 90 ° or b) 45 ° <α <90 °, in particular 60 ° <α <90 ° (see also FIGS. 4 to 9). The specified angle α is always the smaller of the two enclosed between the radial direction 26 and guying element 18, 20 angle.

The radial spacing of the load introduction point from the longitudinal axis of the tower shaft and the orientation of the guy elements in the angular range 45 ° <a <90 °, in particular 60 ° <α <90 ° ensures that Torsionsbeanspruchungen the tower shaft can be additionally absorbed by the guy elements and derived in the ground. This becomes clear on the basis of the course 32 of the torsion moment acting in the tower shaft 14, which decreases abruptly at the level of the load introduction points 22 and leads to an overall significantly reduced deformation of the tower shaft 14 (see curve 36 of the deformation of the tower shaft).

FIGS. 4 to 9 show different embodiments of the load introduction points for the guy elements 18, 20 provided on the tower shaft 14. FIG. 4 shows an embodiment of the tower construction 10, in which the tower shaft 14 has projections 40 projecting radially outwards, on each of which a load introduction point 22 of a guy element 18, 20 is formed. By these radial extensions 40 increases in relation to the Torsionsbzw. Longitudinal axis A of the tower shaft 14 of the lever arm 42, with which the bracing elements 18, 20 counteract a torsional load of the tower shaft 14.

FIG. 5 shows a further embodiment of the tower construction 10, in which the tower shaft 14 is a hollow shaft with a shaft wall 44 encircling the shaft cross section 16 at least in the area of the load introduction points 22, the load introduction points 22 of the guy elements 18, 20 on a radial outside of the shaft wall 44 are formed.

In particular, the shaft wall 44 of the tower shaft 14 in FIG. 5 is annular in the shaft cross-section 16 at least in the area of the load introduction points 22, the bracing elements 18, 20 extending substantially tangentially to the shaft wall 44 in an axial plan view. In the case of a tangential orientation, the guy elements 18, 20 most effectively counteract a torsional load of the tower shaft 14, with slight deviations from the tangential direction of the order of magnitude of ± 5 ° scarcely being considered and likewise also being termed "substantially tangential".

FIG. 6 shows a further embodiment of the tower structure 10, which differs from the embodiment according to FIG. 5 only in that the load introduction points 22 of the guy elements 18, 20 are formed on a radial inner side of the shaft wall 44. Although the lever arm 42, with which the guy elements 18, 20 counteract a torsional load of the tower shaft 14, decreases from FIG. 5 to FIG. 7 with identical shaft cross-section 16, the lever arm 42 is still sufficient in FIGS derive the torsional load via the guy elements 18, 20 into the ground.

FIG. 7 shows a further embodiment of the tower structure 10, which differs from the embodiment according to FIG. 6 only by the cross-sectional shape of the tower shaft 14. Thus, instead of the preferred circular, in particular annular shaft cross-sections 16 with an outer diameter d, polygonal tower shafts 14, in particular polygonal tower shafts 14 with a hollow shank cross section 16 according to FIG. 7, can also be used.

FIG. 8 shows a further embodiment of the tower structure 10, in which two guy elements 18, 20 of the tower shaft 14 are integrally formed. The two guy elements 18, 20 merge into one another in the region of their load introduction points 22 and are deflected on the tower shaft 14. In this case, the center of the contact section of the guy elements 18, 20 on the tower shaft is regarded as a common load introduction point 22.

In the abovementioned embodiments of the tower construction 10, the tower shaft 14 is made of reinforced concrete, in particular prestressed concrete, at least in the area of the load introduction points 22. Tower shafts 14, in which each of the lower section is made up to at least the load introduction points 22 of the guy elements 18, 20 made of reinforced concrete or prestressed concrete, have been found to be particularly suitable for large and / or high wind turbines 12 particularly suitable.

Especially with these large and / or high wind turbines 12 with an installed power from 2.5 MW, a length I of the rotor blades 46 with I> 50 m and a hub height h with h> 140 m, the tower shafts 14 according to the invention, moreover, have the greatest advantages because in these cases the loads from external torsional moments 33 are greatest.

Finally, FIG. 9 shows a further embodiment of the tower structure 10, which only differs from the embodiment according to FIG differs by the shaft material, wherein the tower shaft 14 in this case is a truss or lattice mast.

As guy elements 18, 20, preferably tension cables, in particular prestressed tension cables made of steel, are used. In all illustrated embodiments of the tower structure 10, first guy members 18 and second guy members 20 are provided, wherein the first guy members 18 introduce a tangential force component in a first circumferential direction and the second guy members 20 introduce a tangential force component in an opposite second circumferential direction into the tower shaft 14 Number of first guy elements 18 corresponds to the number of second guy elements 20.

By this construction, the tie-down elements 18, 20 can absorb torsional stresses acting on the tower shaft 14 in both the first circumferential direction and in the opposite second circumferential direction. With an identical number and symmetrical alignment of the first and second guy elements 18, 20, it is ensured that the torsion moments introduced via the prestressed guy elements 18, 20 cancel each other, so that the tower shaft 14 does not twist due to the prestressing of the guy elements 18, 20 is claimed. FIG. 10 shows a first guy element 18 and a second anchor element 20 in an axial plan view, in each case between their load introduction points 22 and their anchoring points 48, wherein the guy elements 18, 20 extend linearly from their load introduction points 22 to their anchoring points 48. The two guy elements 18, 20 form a guy pair 50, wherein the guy elements 18, 20 of the guy pair 50 converge in axial plan view and define an opening angle β which opens towards the tower shaft 14, where β <20 °, in particular β <15 °.

In particular, a connecting path 51 is defined between the two load introduction points 22 of the Abspannelementepaars 50, wherein the two guy elements 18, 20 of the Abspannelementepaars 50 in the axial Top view are arranged symmetrically to a perpendicular bisector 52 on the connecting section 51.

It is also clear from FIG. 10 that the two guy elements 18, 20 of the guy element pair 50 overlap in an axial plan view. This embodiment of the guy pair 50 contributes to increased tower stiffness with respect to flexing and torsion. For a distance between the load application point 22 and the anchoring point 48 of a bracing element 18, 20 is considered in this case preferably Si h> 0.5, in particular Si> 40m, and a spacing s ₂ between the two anchoring points 48 of an anchoring element pair 50 is preferably in the order of s ₂ ~ 0.5 d, especially s ₂ ~ 2-3m. Accordingly, each anchoring point is obtained in relation to the centroid 28 of the tower shaft 14 is eccentricity of s ₃ 48 s ₃ = s _2/2. Particularly preferably, the guy elements 18, 20 of the guy element pair 50 shown are linked to one another in the region of their intersection point 53, whereby a maximum free oscillation length of the two guy elements 18, 20 is reduced by a length corresponding to the distance s _k to a reduced one Oscillation length - s _k shortened. Due to the reduced free oscillation length -s _k , the natural frequency of the guy elements 18, 20 increases, so that their susceptibility to vibration is reduced (for example in the case of wind excitation). The connection at the intersection point 53 also leads to a mutual vibration damping of the guy elements 18, 20. As shown in dashed lines in FIG. 10, a coupling element 55 can be provided for linking the guy elements 18, 20 at the point of intersection 53, which connects the two guy elements 18, 20 firmly connected at least transversely to their respective longitudinal direction. In addition, the coupling element 55, the two guy elements 18, 20 also connect firmly in their respective longitudinal direction.

Alternatively, it is also conceivable that the two guy elements 18, 20 of a guy element pair 50 converge essentially in an anchoring point 48. Compared to the crossed embodiment, an abutment 54 of the guy elements 18, 20 can be made in this case with less effort, but also reduces the positive effect on the tower stability. The free oscillation length of the two guy elements 18, 20 corresponds in this embodiment, the distance s- _\ between the load application point 22 and the anchoring point 48 of the respective guy element 18, 20th

As can be seen in FIG. 10, the two guy elements 18, 20 of a guy element pair 50 preferably engage with a common abutment 54 for anchoring in the ground 24. In this way, the number of abutments 54 required for the tower construction 10 is halved.

1 1 shows a schematic sectional detail through an abutment 54 'of a tower structure 10' according to the prior art, wherein the abutment 54 'is fastened with tie rods in the ground 24.

FIG. 12 shows a diagrammatic sectional detail through an abutment 54 of a tower construction 10 according to the invention of a wind energy plant 12. In this case, each anchoring element 18, 20 engages an abutment 54 for anchoring in the ground 24, wherein the abutment 54 has at least one preloaded anchor 56 such as a Compression anchor, in particular a GeWi- anchor, and at least one foundation pile 58, in particular a Bohroder pile comprises.

Due to the friction of the at least one foundation pile 58, the anchors 56 and thus also the guy elements 18, 20 can be prestressed against the ground 24 without the permissible ground pressure at the underside of the abutment 54 being exceeded. The bias of the guy elements 18, 20 in turn contributes to increased stability and rigidity of the tower structure 10. As a result of the greater tower rigidity, the natural frequency of the tower construction 10 also increases, thereby moving away from the excitation frequency of the rotor of the wind turbine 12, so that no undesirable resonance effects occur. In order to increase the bias of the guy elements 18, 20 in the desired manner, it has proven to be advantageous if the effective anchoring length of the prestressed armature 56 is more than 8 m. The prestressed armature 56 is preferably composed of an anchoring section with the effective anchoring length of more than 8 m and a floating anchoring section, which has a sliding bearing and extends through the ground 24 and / or a foundation body of the Abutment 54 extends so that the biased anchor an overall length of at least 10 m results.

FIG. 13 shows a further variant of anchoring a guy element 18, 20, which differs from the anchoring variant according to FIG. 12 only in that no cavity 60 for tensioning or readjusting the guy elements 18, 20 has to be provided in the abutment 54, but the clamping the guy elements 18, 20 at a coupling joint

61 takes place.

FIG. 14 shows a further variant of the anchoring of a guy element 18, 20, which differs from the anchoring variant according to FIG. 13 only by the orientation of the anchors 56 and of the foundation pile 58. This anchoring variant is particularly advantageous if the foundation of the tower structure 10 takes place near a property boundary 59 which may not be overbuilt. Finally, Figure 15 shows a further anchoring variant for the guy elements 18, 20, in which the carrying capacity of a solid foundation 62 (for example rock) is utilized. The at least one foundation pile 58 is in this case preferably as a foundation plate above the solid ground

62 executed and claimed to bend. Optionally, an additional load 64 can be provided in addition to the permissible tensile stress of the

Abutment 54 increase.

Analogous to FIG. 10, a guy pair 50 is shown in FIG. 16, in which, however, the guy elements 18, 20 are designed not as pull cables but as rods in order to reduce the susceptibility to vibration of the guy elements 18, 20. Specifically, the bars are longitudinally composed of a plurality of separate bar sections 66 with longitudinally adjacent bar sections 66 fixedly connected together.

According to FIG. 16, in the region of the crossing point 53 of the guy elements 18, 20 of a guy element pair 50, two rod sections 66 of the first and second guy elements 18, 20 meet, wherein a coupling element 55 designed as a coupling cross is provided at the intersection 53, which two adjacent rod sections 66 of FIG first Abspannelements 18, two axially adjacent bar sections 66 of the second guy element 20 and beyond also the two guy elements 18, 20 firmly connected. The maximum free oscillation length of the two guy elements 18, 20 accordingly shortens to a length Si - S _k , so that the susceptibility to vibration of the guy elements 18, 20 is reduced.

An abutting region 68 between a rod section 66 and the coupling element 55 can be embodied analogously to a joint region 68 between two rod sections 66, as shown in FIG. 17.

Figure 17 shows two alternative embodiments for the butt portions 68. The opposite ends of the bar portions 66 are formed with a conical male thread 70 (e.g., rolled) and a complementary (e.g., rolled) conical female thread 72 with overhang 74. Such a conical screw connection with projection 74 is particularly fatigue-resistant with regard to lateral vibrations and thus contributes to a particularly long-lasting and reliable connection of the rod sections 66 in the impact region 68.

Claims

claims

1 . Tower construction for a wind energy plant (12), with

a tower shaft (14) having a shank cross section (16) and a longitudinal axis (A), and

several to the longitudinal axis (A) of the tower shaft (14) inclined guy elements (18, 20) through which the tower shaft (14) is at least partially braced,

wherein the guy elements (18, 20) are fastened to a load introduction point (22) of the tower shaft (14) radially spaced from the longitudinal axis (A) of the tower shaft (14) and anchored radially outside the tower shaft (14) in a ground (24) are and

wherein each guy element (18, 20) is assigned a radial direction (26) which is defined in axial plan view by a centroid (28) of the shank cross section (16) and the load introduction point (22) of the respective guy element (18, 20),

characterized in that at least some of the guy elements (18, 20), starting from the respectively assigned load introduction point (22) with the associated radial direction (26), form an angle (a) in axial plan view, where: 45 ° <a <90 °, in particular 60 ° <a <90 °.

2. tower construction according to claim 1, characterized in that first guy elements (18) and second guy elements (20) are provided, wherein the first guy elements (18) a tangential force component in a first circumferential direction and the second guy elements (20) a tangential force component in an opposite second circumferential direction in the tower shaft (14), wherein the number of first tie-down elements (18) preferably corresponds to the number of second tie-down elements (20).

3. tower construction according to one of the preceding claims, characterized in that two guy elements (18, 20) form a Abspannelementepaar (50), wherein the guy elements (18, 20) of a guy pair (50) run towards each other in axial plan view and a to tower shaft (14) to open opening angle (ß), where: ß <20 °, in particular ß <15 °.

4. tower construction according to claim 2 and 3, characterized in that each Abspannelementepaar (50) consists of a first guy element (18) and a second guy element (20).

5. tower construction according to claim 3 or 4, characterized in that between the two load introduction points (22) of a guy element (50) a connecting path (51) is defined, wherein the two guy elements (18, 20) of the guy element (50) in axial plan view are arranged symmetrically to a perpendicular bisector (52) on the connecting path (51).

6. tower construction according to one of claims 3 to 5, characterized in that the two guy elements (18, 20) of a Abspannelementepaars (50) cross over in axial plan view.

7. tower construction according to claim 6, characterized in that the guy elements (18, 20) of a Abspannelementepaars (50) in each case from their load introduction points (22) extend to their anchoring points (48) and in an intersection point (53) are coupled together.

8. tower construction according to one of claims 3 to 5, characterized in that the two guy elements (18, 20) of a Abspannelementepaars (50) converge substantially in an anchoring point (48).

9. tower structure according to one of claims 3 to 7, characterized in that the two guy elements (18, 20) of a Abspannelementepaars (50) for anchoring in the ground (24) on a common abutment (54) attack.

10. tower construction according to one of the preceding claims, characterized in that each anchoring element (18, 20) for anchoring in the ground (24) on an abutment (54) engages, wherein the abutment (54) at least one prestressed armature (56) and at least a foundation pile (58).

1 1. Tower structure according to one of the preceding claims, characterized in that the tower shaft (14) radially outwardly projecting extensions (40), on each of which a load introduction point (22) of a guy element (18, 20) is formed.

12. tower construction according to one of the preceding claims, characterized in that the tower shaft (14) at least in the region of the load introduction points (22) is a hollow shaft with a shank cross-section (16) encircling stem wall (44).

13. tower construction according to claim 12, characterized in that the tower shaft (14) at least in the region of the load introduction points (22) in the

Shaft cross-section (16) has annular skirt wall (44), wherein the guy elements (18, 20) extend in an axial plan view substantially tangential to the skirt wall (44).

14. tower construction according to one of the preceding claims, characterized in that the tower shaft (14) at least in the region of the load introduction points (22) made of reinforced concrete, in particular made of prestressed concrete.

15. tower construction according to one of the preceding claims, characterized in that at least one guy element (18, 20) is designed as a rod.