DE102014100814B4 - Tower construction for a wind energy plant - Google Patents

Abstract

A tower construction for a wind power plant (12), comprising a tower shaft (14) having a shank cross section (16) and a longitudinal axis (A) and several chucking elements (18, 20) inclined to the longitudinal axis (A) of the tower shaft (14), through which the Tower shaft (14) is at least partially restrained, wherein the guy elements (18, 20) attached to one of the longitudinal axis (A) of the tower shaft (14) radially spaced load introduction point (22) of the tower shaft (14) and radially outside of the tower shaft (14) are anchored in a ground (24), and wherein each guy element (18, 20) is associated with a radial direction (26) which in axial plan view through a centroid (28) of the shank cross section (16) and the load application point (22) of the respective guy element ( 18, 20) is determined, wherein at least some of the guy elements (18, 20), starting from the respectively assigned load introduction point (22) with the associated radial direction (26) in axial plan view one Include angle α, where: 45 ° ≤ α ≤ 90 °, wherein two guy elements (18, 20) form a guy pair (50), wherein the guy elements (18, 20) of a guy pair (50) run towards each other in axial plan view and define an opening angle β opening towards the tower shaft (14), wherein the following applies: β ≦ 20 °, characterized in that the two guy elements (18, 20) of a guy element pair (50) intersect in an axial plan view.

Description

The invention relates to a tower construction for a wind power plant, comprising a tower shaft having a shaft cross-section and a longitudinal axis, and a plurality of bracing elements inclined to the longitudinal axis of the tower shaft, by which the tower shaft is braced at least in sections, wherein the bracing elements radially on one of the longitudinal axis of the tower shaft 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 application point of the respective guy element, wherein at least some of the guy elements starting from the respective assigned load introduction point with the associated radial direction in axial plan view include an angle α, where: 45 ° s α ≤ 90 °,
wherein two bracing elements form a pair of bracing elements, wherein the bracing elements of a bracing element pair converge in an axial plan view and define an opening angle β which opens toward the tower shaft, where: β ≦ 20 °.

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 design, however, the torsional resistance of the tower construction decreases, which leads to undesirable torsional vibrations, in particular with uneven flow of the rotor and gusty wind, which can come into conflict in particular with the leaf natural frequencies 1p and 3p of the rotor blades and with Corrioliskräften the rotating masses.

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 system runtime and the tower construction will ultimately be extensively rehabilitated got to.

In the generic WO 01/83984 A1 is already shown a guyed tower construction for a wind turbine, in which the stay cables used for bracing do not extend to the ground, but only up to a truss-like load transfer structure, which directs the rope forces occurring over a foundation in the ground. In order to increase the torsional rigidity, the stay cables are arranged in pairs in one embodiment of the tower structure, wherein a pair of cables starting from a provided on the load transfer structure, common anchoring point opens V-shaped towards the tower shaft and is attached to the tower shaft, that a tensile force in the stay cable the tower shaft not only radially, but also applied tangentially.

Strained masts with similarly arranged pairs of cables to increase the torsional stiffness of the mast are also in the GB 668 408 A and the DE 705 992 A described.

The WO 2012/024608 A2 discloses a guyed mast construction for offshore wind turbines, in which the stay cables used for bracing also extend so that a tensile force in the cable rope applied to the mast not only radially but also tangentially. However, the tangential component is so small in the illustrated embodiments that presumably hardly any effects on the torsional stiffness result.

In the DE 10 2012 021 697 A1 is shown a guyed mast construction for a wind turbine, the mast has approximately at mid-height a boom in the form of a spoked wheel, the spokes are mast side above and below the boom connected to the mast. Furthermore, the mast construction is tensioned by cable ropes, the cable ropes attack the spoked wheel and are anchored in the ground.

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

This object is achieved by a tower structure with the features of claim 1.

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 bracing elements preferably extend from their load introduction points without linking 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. Tie point free in this context means that each guy element extends from its load introduction point to its anchorage point without being coupled to another tie down element between these points. However, it is conceivable that a guy element is coupled to a vibration damper, in particular with a friction damper or a cable for vibration damping of the guy element.

In particular, the tension cables used as tensioning elements extend substantially linearly, that is to say in a straight line from their load introduction point to their anchoring point.

In one embodiment of the tower construction, first tie-down elements and second tie-down elements are provided, wherein the first tie-down elements introduce 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 is preferably the number corresponds to the second guy 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.

According to the invention, two bracing elements form a pair of bracing elements, wherein the bracing elements of a pair of bracing elements converge toward one another in an axial plan view and define an opening angle β which opens toward the tower shaft, where β ≦ 20 °, in particular β ≦ 15 °.

Each Abspannelementepaar consists of a first guy element and a second guy element, wherein in particular three evenly 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 tension cable pair acts essentially "torsionally neutral" on the tower shaft. By a uniform distribution of Abspannelementepaare on the shaft circumference and the initiated by the prestressed tension cables in the tower shaft bending load is removed, so that the tower shaft is claimed by the biased guy elements in total neither torsion nor bending.

According to the invention, 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.

The two guy elements of a tie-element pair engage, preferably for anchoring in the ground, against a common abutment. 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 rigidity, the natural frequency of the tower construction also increases and thereby moves away from the excitation frequency of the rotor of the wind energy installation (1 p and 3p stimulation). 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 a floating, 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 which the guying elements counteract torsional loading of the tower shaft, increases in relation to the torsion axis 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, at least in the area of the load introduction points, the tower shaft can have an annular wall in the shaft cross-section, wherein the bracing elements extend substantially tangentially to the shaft wall in an axial plan view. In tangential orientation, the anchoring elements most effectively counteract torsional loading of the tower shaft, with minor deviations from the tangential direction of the order of ± 5 ° being negligible and also being referred to as being "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.

• - 1 eine schematische Ansicht einer Windenergieanlage mit einem Turmbauwerk gemäß einem Stand der Technik;
• - 2 einen schematischen Querschnitt durch einen Turmschaft des Turmbauwerks gemäß 1 im Bereich von Lasteinleitungspunkten der Abspannelemente;
• - 3 eine schematische Ansicht einer Windenergieanlage mit einem erfindungsgemäßen Turmbauwerk;
• - 4 einen schematischen Querschnitt durch einen Turmschaft eines erfindungsgemäßen Turmbauwerks in einer ersten Ausführungsform;
• - 5 einen schematischen Querschnitt durch einen Turmschaft eines erfindungsgemäßen Turmbauwerks in einer zweiten Ausführungsform;
• - 6 einen schematischen Querschnitt durch einen Turmschaft eines erfindungsgemäßen Turmbauwerks in einer dritten Ausführungsform;
• - 7 einen schematischen Querschnitt durch einen Turmschaft eines erfindungsgemäßen Turmbauwerks in einer vierten Ausführungsform;
• - 8 einen schematischen Querschnitt durch einen Turmschaft eines erfindungsgemäßen Turmbauwerks in einer fünften Ausführungsform;
• - 9 einen schematischen Querschnitt durch einen Turmschaft eines erfindungsgemäßen Turmbauwerks in einer sechsten Ausführungsform;
• - 10 ein Abspannelementepaar für das erfindungsgemäße Turmbauwerk in axialer Draufsicht;
• - 11 ein schematisches Schnittdetail durch ein Widerlager eines Turmbauwerks gemäß einem Stand der Technik;
• - 12 einen schematischen Detailschnitt durch ein erfindungsgemäßes Turmbauwerk im Bereich eines Widerlagers für Abspannelemente;
• - 13 einen schematischen Detailschnitt durch ein erfindungsgemäßes Turmbauwerk im Bereich eines Widerlagers für Abspannelemente gemäß einer weiteren Ausführungsvariante;
• - 14 einen schematischen Detailschnitt durch ein erfindungsgemäßes Turmbauwerk im Bereich eines Widerlagers für Abspannelemente gemäß einer weiteren Ausführungsvariante; und
• - 15 einen schematischen Detailschnitt durch ein erfindungsgemäßes Turmbauwerk im Bereich eines Widerlagers für Abspannelemente gemäß einer weiteren Ausführungsvariante.

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:

• - 1 a schematic view of a wind turbine with a tower structure according to a prior art;
• - 2 a schematic cross section through a tower shaft of the tower construction according to 1 in the range of load application points of the guying elements;
• - 3 a schematic view of a wind turbine with a tower construction according to the invention;
• - 4 a schematic cross section through a tower shaft of a tower structure according to the invention in a first embodiment;
• - 5 a schematic cross section through a tower shaft of a tower construction according to the invention in a second embodiment;
• - 6 a schematic cross section through a tower shaft of a tower structure according to the invention in a third embodiment;
• - 7 a schematic cross section through a tower shaft of a tower structure according to the invention in a fourth embodiment;
• - 8th a schematic cross section through a tower shaft of a tower structure according to the invention in a fifth embodiment;
• - 9 a schematic cross section through a tower shaft of a tower structure according to the invention in a sixth embodiment;
• - 10 a Abspannelementepaar for the tower structure according to the invention in axial plan view;
• - 11 a schematic sectional detail through an abutment of a tower structure according to a prior art;
• - 12 a schematic detail section through an inventive tower structure in the region of an abutment for guy elements;
• - 13 a schematic detail section through an inventive tower structure in the region of an abutment for guy elements according to a further embodiment;
• - 14 a schematic detail section through an inventive tower structure in the region of an abutment for guy elements according to a further embodiment; and
• - 15 a schematic detail section through an inventive tower structure in the region of an abutment for guy elements according to another embodiment.

The 1 and 2 show a view and a section through a known from a prior art tower construction 10 ' for a wind turbine 12 , with a tower shaft 14 which has a shank cross section 16 (please refer 2 to 8th ) 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 at least partially exhausted. The guy elements 18 ' are at one of the longitudinal axis A of the tower shaft 14 radially spaced load introduction point 22 ' of the tower shaft 14 attached as well as radially outside the tower shaft 14 in a subsoil 24 anchored. Furthermore, each guy element is 18 ' a radial direction 26 assigned, in axial plan view through a centroid 28 of the shank cross section 16 and the load introduction point 22 ' of the respective guy element 18 ' is fixed.

According to 1 is with the reference numeral 30 ' the course of a height h of the tower structure 10 ' essentially constant shaft cross section 16 and with the reference numeral 32 ' the course of a constant torsional torque over the height h 33 indicated, which at a hub 34 the wind turbine 12 For example, by lateral air flow or gusts of wind is initiated. The reference number 36 ' finally points to the course of a subsoil 24 from continuously and linearly increasing rotation or deformation of the tower shaft 14 through the torsional moment 33 out.

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

The comparatively large component deformations as a result of torsion come about in particular in that only the material-optimized and very slim tower shaft 14 the torsional moment 33 over a shaft foundation 38 in the ground 24 derives. The guy elements 18 ' are according to 2 substantially radially aligned and therefore provide no or only a negligible portion in the removal of the torsional moment 33 in the ground 24 ,

Starting from a state without external torsion (see 2 , solid lines) set in the radial direction 26 extending tensioning elements 18 ' a twist of the tower shaft 14 (please refer 2 , dashed lines) due to the hub 34 acting torsional virtually no resistance.

The 3 shows a view of a tower building 10 for a wind turbine 12 , this tower construction 10 in contrast to the known tower construction 10 ' according to 1 between the subsoil 24 and the load introduction points 22 the guy elements 18 . 20 has a significantly increased torsional resistance, although the size and the constant course 30 ' . 30 the shank cross sections 16 are identical over the height h.

The tower construction 10 the wind turbine 12 includes analogous to 1 the tower shaft 14 with the shank cross section 16 (please refer 4 to 9 ) and the longitudinal axis A , as well as several to the longitudinal axis A of the tower shaft 14 inclined and at least partially outside the tower shaft extending guy elements 18 through which the tower shaft 14 is braced at least in sections, wherein the guy elements 18 at one of the longitudinal axis A of the tower shaft 14 radially spaced load introduction point 22 of the tower shaft 14 attached as well as radially outside the tower shaft 14 in the ground 24 are anchored, and wherein each guy element 18 a radial direction 26 is assigned, in axial plan view through the centroid 28 of the shank cross section 16 at the level of the load introduction points 22 and the load introduction point 22 of the respective guy element 18 is fixed.

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

Due to 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 ° ≤ α ≤ 90 °, in particular 60 ° ≤ α < 90 ° ensures that torsional stresses of the tower shaft can be additionally absorbed by the anchoring elements and discharged into the ground. This is based on the history 32 in the tower shaft 14 acting torsional moment, which at the level of load application points 22 decreases abruptly and to an overall significantly reduced deformation of the tower shaft 14 leads (see History 36 the deformation of the tower shaft).

In the 4 to 9 are different embodiments of the tower shaft 14 provided load application points for the guy elements 18 . 20 shown.

The 4 shows an embodiment of the tower structure 10 in which the tower shaft 14 radially outwardly projecting extensions 40 having, at each of which a load application point 22 a guying element 18 . 20 is trained. Through these radial extensions 40 increases in relation to the torsional or longitudinal axis A of the tower shaft 14 the lever arm 42 with which the guy elements 18 . 20 a torsional load of the tower shaft 14 counteract.

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

In particular, the shaft wall 44 of the tower shaft 14 in 5 at least in the area of load introduction points 22 in the shank cross-section 16 formed annular, with the guy elements 18 . 20 in axial plan view substantially tangential to the shaft wall 44 extend. In the case of tangential alignment, the guying elements act 18 . 20 a torsional load of the tower shaft 14 most effectively counteracting, with slight deviations from the tangential direction in the order of ± 5 ° are negligible and are also still referred to as "substantially tangential".

The 6 shows a further embodiment of the tower construction 10 , which differs from the embodiment according to 5 only differs in that the load introduction points 22 the guy elements 18 . 20 on a radial inside of the shaft wall 44 are formed.

Although the lever arm 42 with which the guy elements 18 . 20 a torsional load of the tower shaft 14 counteract, starting from 5 about the 6 to 7 with identical shank cross section 16 decreases, the lever arm is enough 42 also in 6 still off, to share the torsional load on the guy elements 18 . 20 to divert into the ground.

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

The 8th shows a further embodiment of the tower construction 10 in which two guy elements 18 . 20 of the tower shaft 14 are integrally formed. The two guy elements 18 . 20 go in the area of their load introduction points 22 into each other and become the tower shaft 14 diverted. As a common load introduction point 22 in this case becomes the center of the abutment section of the guying elements 18 . 20 viewed at the tower shaft.

In the above-mentioned embodiments of the tower construction 10 is the tower shaft 14 at least in the area of load introduction points 22 made of reinforced concrete, in particular prestressed concrete. Turmschäfte 14 in which each of the lower section to at least to the load introduction points 22 the guy elements 18 . 20 Made of reinforced concrete or prestressed concrete, have become particularly in large and / or high wind turbines 12 proved to be particularly suitable.

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

The 9 finally shows yet another embodiment of the tower structure 10 , which differs from the embodiment according to 7 only differs by the shaft material, 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 construction 10 are first guy elements 18 and second bracing elements 20 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 initiate, with the number of first guying elements 18 the number of second guying elements 20 equivalent.

This design allows the guy elements 18 . 20 both in the first circumferential direction and in the opposite second circumferential direction on the tower shaft 14 absorb acting torsional loads. With an identical number and symmetrical alignment of the first and second guying elements 18 . 20 It is ensured that the over the prestressed guy elements 18 . 20 in the tower shaft 14 cancel torsion moments introduced so that the tower shaft 14 by the bias of the guy elements 18 . 20 is not claimed to torsion.

The 10 shows a first guy element 18 and a second guy element 20 in axial plan view in each case between their load introduction points 22 and their anchoring points 48 , wherein the guy elements 18 . 20 from their load introduction points 22 link-free to their anchorage points 48 extend.

The two guy elements 18 . 20 form a guy element pair 50 , wherein the guy elements 18 . 20 of the guy element pair 50 to converge in axial plan view and one to the tower shaft 14 define opening angle β, where: β ≤ 20 °, in particular β ≤ 15 °.

In particular, between the two load application points 22 of the guy element pair 50 a link 51 defined, wherein the two guy elements 18 . 20 of the guy element pair 50 in axial plan view symmetrical to a bisector 52 on the link 51 are arranged.

Based on 10 It also becomes clear that the two guy elements 18 . 20 of the guy element pair 50 cross in axial plan view. This embodiment of the guy pair according to the invention 50 contributes to increased torsional stiffness in terms of flexion and torsion. For a distance s ₁ between the load application point 22 and the anchorage point 48 a guying element 18 . 20 In this case, preferably s ₁ ≥ 0.5 h, in particular s ₁ > 40 m, and a distance s ₂ between the two anchoring points 48 a guy element pair 50 is preferably in the order of s ₂ ≈ 0.5 d, in particular s ₂ = 2-3 m. Accordingly results in relation to the centroid 28 of the tower shaft 14 an issue s _{3 of} each anchorage point 48 of s ₃ = s _2/2.

Alternatively, it is also conceivable that the two guy elements 18 . 20 a guy element pair 50 essentially in an anchoring point 48 converge. Compared to the crossed variant, an abutment can be 54 the guy elements 18 . 20 manufacture in this case with less effort, but also reduces the positive effect on the tower stability.

As in 10 to see, grab the two guy elements 18 . 20 a guy element pair 50 for anchoring in the ground 24 preferably at a common abutment 54 at. This halves the number of tower buildings 10 required abutment 54 ,

The 11 shows a schematic sectional detail through an abutment 54 ' a tower structure 10 ' according to a prior art, wherein the abutment 54 ' with tie rods in the ground 24 is attached.

The 12 shows a schematic sectional detail through an abutment 54 a tower structure according to the invention 10 a wind turbine 12 , Each guy element engages 18 . 20 for anchoring in the ground 24 on an abutment 54 on, with the abutment 54 at least one prestressed anchor 56 such as a grout anchor, in particular a GeWi anchor, and at least one foundation pile 58 , In particular comprises a drilling or driving pile.

Due to the friction of the at least one foundation pile 58 can the anchors 56 and thus also the guy elements 18 . 20 against the ground 24 be preloaded without the allowable ground pressure at the bottom of the abutment 54 is exceeded. The bias of the guy elements 18 . 20 in turn contributes to increased stability and rigidity of the tower structure 10 at. As a result of the greater tower rigidity, the natural frequency of the tower construction also increases 10 and thereby moves away from the excitation frequency of the rotor of the wind turbine 12 so that no unwanted resonance effects occur. To the bias of the guy elements 18 . 20 to increase in the desired manner, it has proved to be advantageous if the effective anchoring length of the prestressed anchor 56 more than 8 m. The prestressed anchor 56 is preferably composed of an anchoring section with the effective anchoring length of more than 8 m and a non-anchored clamping section, which has a sliding bearing and through the ground 24 and / or a foundation body of the abutment 54 extends so that the preloaded anchor has a total length of at least 10 m.

The 13 shows a further variant of the anchoring of a guy element 18 . 20 , which differ from the anchoring variant according to 12 only differs in that in the abutment 54 no cavity 60 for tensioning or readjusting the guy elements 18 . 20 must be provided, but the tensioning of the guy elements 18 . 20 at a coupling shock 61 he follows.

The 14 shows a further variant of the anchoring of a guy element 18 . 20 , which differ from the anchoring variant according to 13 only by the orientation of the anchor 56 as well as the foundation pile 58 different. This anchoring variant is particularly advantageous if the foundation of the tower construction 10 near a property line 59 takes place, which must not be overbuilt.

The 15 finally shows a further anchoring variant for the guy elements 18 . 20 , in which the carrying capacity of a solid ground 62 (eg rock) is exploited. The at least one foundation pile 58 is in this case preferably as a foundation plate above the solid ground 62 executed and subjected to bending. Optionally, an additional load can be added 64 be provided to the allowable tensile stress of the abutment 54 to increase.

Claims (10)

Tower structure for a wind energy plant (12), with a tower shaft (14) having a shank cross-section (16) and a longitudinal axis (A), and a plurality of to the longitudinal axis (A) of the tower shaft (14) inclined guy elements (18, 20) the tower shaft (14) is braced at least in sections, the guy elements (18, 20) 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 radially outside the tower shaft (14). 14) are anchored in a ground (24), and wherein each guy element (18, 20) is associated with a radial direction (26) which in axial plan view through a centroid (28) of the shank cross section (16) and the load application point (22) of is determined at least some of the guy elements (18, 20), starting from the respective associated load introduction point (22) with the associated radial direction (26) in axial plan view e 45 ° ≤ α ≤ 90 °, two bracing elements (18, 20) forming a pair of bracing elements (50), the bracing elements (18, 20) of a bracing element pair (50) converging in axial plan view and define an opening angle β which opens towards the tower shaft (14), where: β ≦ 20 °, characterized in that the two guy elements (18, 20) of a guy element pair (50) intersect in an axial plan view. Towers after Claim 1 , characterized in that the guy elements (18, 20) extend from their load introduction points (22) to their anchoring points (48) without linking. Towers after Claim 1 or 2 characterized in that first guy members (18) and second guy members (20) are provided, the first guy members (18) having a tangential force component in a first circumferential direction and the second guy members (20) providing a tangential force component in an opposite second circumferential direction in the first Introduce tower shaft (14), wherein the number of first guy elements (18) preferably corresponds to the number of second guy elements (20). Tower construction according to one of the preceding claims, characterized in that between the two load introduction points (22) of a Abspannelementepaars (50) a connecting path (51) is defined, the two guy elements (18, 20) of the Abspannelementepaars (50) in axial plan view symmetrical to a mid-perpendicular (52) on the connecting path (51) are arranged. Tower structure according to one of the preceding claims, characterized in that the two guy elements (18, 20) of a guy element pair (50) for anchoring in the ground (24) engage a common abutment (54). Tower structure 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 anchor (56) and at least one foundation pile (58). 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. Tower structure 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). Towers after Claim 8 , characterized in that the tower shaft (14) at least in the region of the load introduction points (22) in the shaft cross-section (16) annular skirt wall (44), wherein the guy elements (18, 20) in axial plan view substantially tangential to the skirt wall (44 ). Tower structure 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.

Images