EP3350391A2

EP3350391A2 - Wind turbine tower made of prefabricated concrete parts in the shape of annular segments

Info

Publication number: EP3350391A2
Application number: EP16758160.2A
Authority: EP
Inventors: Josef Knitl; Stefan BÖGL
Original assignee: Max Boegl Wind AG
Current assignee: Max Boegl Wind AG
Priority date: 2015-09-15
Filing date: 2016-08-30
Publication date: 2018-07-25
Also published as: US10538936B2; MX2018003176A; WO2017045907A2; WO2017045907A3; JP2018532919A; CN108138510A; CA2998534A1; CN108138510B; DE102016115042A1; RU2018113170A3; RU2018113170A; AU2016321746A1; US20180251997A1

Abstract

The invention relates to a tower (1) for a wind turbine, having at least one tower portion (3) which is made of concrete and assembled from multiple superposed annular concrete segments (7) such that horizontal joints (6) are formed, wherein every concrete segment (7) is assembled from at least two juxtaposed prefabricated concrete parts (9) in the shape of annular segments such that vertical joints (8) are formed, the prefabricated concreted parts each having an outer side (10), an inner side (16) and one upper, one lower and two lateral contact faces (11, 12, 13). In the vertical direction of the tower (1) the concrete segments (7) of the at least one tower portion (3) are interconnected only by vertical clamping means. The vertical joints (8) of two superposed concrete segments (7) are always arranged offset relative to each in the circumferential direction of the concrete segments (7), with one prefabricated concrete part (9) of an upper concrete segments (7) of the two superposed concrete segments (7) overlapping a vertical joint (8) of a concrete segment (7) situated beneath the upper of the two superposed concrete segments (7). The superposed concrete segments (7) are clamped together by the vertical clamping means, in particular vertical clamping members (18), in such a way that a load-distributing frictional connection is produced.

Description

Tower for a Windkraftanlaqe of rinqseqmentförmiqen

Precast concrete

The present invention relates to a tower for a wind turbine with at least one tower section made of concrete, which is composed to form horizontal joints of a plurality of superposed annular concrete segments. Each concrete segment is composed of at least two, juxtaposed, annular segment-shaped precast concrete elements forming vertical joints. The ring segment-shaped precast concrete parts each have an outer side, an inner side and an upper, a lower and two lateral contact surfaces. The concrete segments of the at least one tower section are connected to each other in the vertical direction of the tower by means of vertical clamping means.

Towers for wind turbines have become known in the prior art in various designs. In addition to towers, which are built by means of sliding formwork in in-situ concrete, steel towers and prestressed towers made of precast concrete elements have become known. The towers are exposed during operation of the wind turbine considerable loads, including wind forces and suggestions of the rotating rotor. The construction of the towers must therefore have sufficient rigidity even in extreme load cases.

EP 1 474 579 B1 shows a tower which is composed of annular tower sections, each consisting of several prefabricated precast concrete elements. The annular tower sections are clamped together by tendons in the vertical direction of the tower. For the installation of the tower, the individual precast concrete parts are assembled on the construction site into an annular section, wherein the vertical joints between two adjacent precast concrete elements are filled with mortar. Likewise, the horizontal joints between two such sections filled with mortar. As a result, a rigidity of the tower is achieved in the horizontal as well as in the vertical direction. The installation of the tower on site, however, is relatively expensive. In addition, the individual precast concrete parts of the tower are comparatively large, which complicates both the transport to the construction site and the handling of the components on the site.

The EP 2 631 393 A1 also shows a wind tower, which is composed of large, prefabricated, ring segment-shaped precast concrete elements, which are clamped together in the vertical direction by clamping means. According to one of the embodiments described there, the individual ring segment-shaped precast concrete parts can be connected in the horizontal direction without mortar or the vertical joints are carried out dry. In order to achieve the required rigidity of the tower during operation, the ring segment-shaped precast concrete parts are clamped together in the horizontal direction by screws or bolts. The built-in parts of the precast concrete parts must be provided with appropriate holes for the bolts or screws and screwed together on site.

Object of the present invention is to propose a precast concrete tower, which has sufficient rigidity and allows easy installation of the tower on the site.

The object is achieved with the features of claim 1.

A tower for a wind turbine has at least one tower section made of concrete, which is composed of a plurality of superimposed annular concrete segments to form horizontal joints. Each concrete segment is composed to form vertical joints of at least two juxtaposed ring segment-shaped precast concrete elements. The precast concrete elements each have an outer side, an inner side, an upper, a lower and two lateral contact surfaces. get up. The concrete segments of the at least one tower section are connected to each other in the vertical direction of the tower only by vertical clamping means.

It is now envisaged that the vertical joints of two concrete segments arranged one above the other are offset in the circumferential direction of the concrete segments, with one precast concrete element of an upper concrete segment of the two superimposed concrete segments overlapping a vertical joint of an underlying concrete segment of the two superimposed concrete segments. The superimposed concrete segments are clamped together by the vertical clamping means, in particular vertical tendons such that in the horizontal direction of the tower through the vertical joint cross precast concrete part, a load-bearing, frictional connection is formed. By frictional connection thus the vertical joint of the underlying concrete segment is bridged without the use of mortar or screws so that a good stiffness in the horizontal direction and an improved load capacity is achieved in bending stress. The biasing forces of the vertical clamping means must be so high that the friction forces arising in the horizontal joints securely fix the individual precast concrete parts of a segment even in extreme load case and prevent opening of the vertical joints. Since on the construction site the step of potting the vertical joints can be omitted and a bonding of the mortar between the joints does not have to wait, the tower can be built in a very fast and cost-effective manner.

It is particularly advantageous if the precast concrete parts of each concrete segment are connected together load-bearing only by the frictional connection by means of the vertical joint cross-precast concrete element. Thus, in addition to the application of the vertical prestressing, no further steps are required for connecting the precast concrete elements or the concrete segments, which further leads to a simple and cost-effective assembly. contributes to days. In addition, the tower is easy to dismantle. However, it is also conceivable, in addition to the frictional connection, to provide one or more screw connections which, however, are preferably designed only as a tension connection means. The screw is introduced without bias and only serves to accommodate any occurring tensile loads.

According to a first embodiment, at least the lateral contact surfaces of the precast concrete elements are flat, d. H. they form a smooth, flat surface without elevations, depressions, teeth or the like. To form the vertical joints, the contact surfaces then butt each other butt. The production of precast concrete parts and their formwork is simplified by this. The upper and lower contact surfaces can be flat for this reason. However, it is also possible to form the upper and / or the lower contact surfaces with a positioning aid, a thrust toothing or the like.

According to another embodiment, however, the lateral contact surfaces of the precast concrete parts may also each have at least one, preferably in each case two, raised contact areas. The contact areas make it easier to bring adjacent precast concrete parts of a concrete segment to each other to stop, which in turn the rigidity of the tower in the horizontal direction and an improved load capacity can be guaranteed at bending stress e. At the same time, the contact areas also facilitate the positioning of the individual precast concrete elements during assembly.

In addition, it is advantageous if the precast concrete elements have at least at their upper and preferably also at their lower end, in particular in a central region, based on the width of the precast concrete elements, an additional reinforcement or an increased reinforcement content. The additional reinforcement or the increased reinforcement content takes stress peaks, wel- under load in the upper area of the prefabricated concrete parts, in each case below the vertical joints of the overlying concrete segment, on.

According to a development of the invention, at least the upper and the lower contact surfaces of the precast concrete elements are ground. As a result, it is possible to produce very precisely shaped prefabricated concrete parts which no longer require any alignment and compensation work on the construction site. Even with the lateral contact surfaces, it may be useful to grind them to facilitate an exact alignment of the precast concrete parts during assembly and to minimize the vertical joints. If raised contact areas are provided on the lateral contact surfaces, it makes sense to grind them to achieve an exact alignment of the precast concrete parts to each other. The lateral contact surfaces themselves need not be ground in this case.

In order to facilitate the handling of the precast concrete parts or the concrete segments and the installation of the tower on the construction site, it is advantageous if the precast concrete parts of each concrete segment are connected by horizontal clamping means. The horizontal clamping means can be designed as a ring tendons or as a screw. However, it is also advantageous if the precast concrete parts of each one concrete segment without applying a bias by Zugverbindungsmittel, in particular glands, are interconnected. The glands are preferably designed such that they serve as assembly aids in the manufacture of the tower and thus do not constitute a load-bearing connection in normal operation - apart from extreme loads. The glands can thus be dimensioned relatively small and inexpensive. Likewise, the screw can be designed so that the only the inclusion of possibly occurring tensile loads this. A particularly advantageous embodiment of the tower provides that the concrete segments are composed of at least three, preferably four, ring segment-shaped, designed as a common part precast concrete parts. The preparation of the tower or its precast concrete parts is facilitated by the fact that the precast concrete parts designed as identical parts of at least one segment can be produced by means of the same formwork.

It is advantageous if at least the lateral contact surfaces, possibly also the lateral contact areas of the lateral contact surfaces, preferably all contact surfaces, the precast concrete formwork smooth, d. H. unprocessed, and preferably untreated. A revision of the precast concrete parts in the precast plant or on site is therefore not required, which further simplifies the production of the tower. In particular, no material removal or construction is required in order to achieve a smooth surface and to compensate for tolerances of the precast concrete parts. The precast concrete parts are manufactured for this purpose as Genauteile, in which the upper and lower contact surfaces are exactly plane-parallel to each other. Likewise, the lateral contact surfaces, but at least the contact areas, if present, are exactly positioned relative to the upper and lower contact surfaces. By "exactly plane-parallel" and "exactly positioned" is meant an embodiment with such small tolerances with respect to the flatness and position of the contact surfaces that scheduled no tolerance compensation measures, such as. Gluing the contact surfaces with mortar or the like. More are required. Alternatively or additionally, however, the contact surfaces and / or the lateral contact regions can also be ground flat.

It is also particularly advantageous if the height of the ring segment-shaped precast concrete parts is less than the width of the annular precast concrete parts, wherein preferably the height of the ring segment-shaped precast concrete parts is less than a third, preferably less than a quarter, the width of the ring segment-shaped precast concrete parts. Since the diameter of wind turbines often reaches up to 10 m, at least in the foot area, it is even in the case of prefabricated concrete elements designed as half shells, this involves a great deal of effort to transport them from the precast plant to the construction site. Now, if the precast concrete parts are less high than wide, preferably less than 3 m high, they also have a size due to the subdivision of the concrete segments in three or more precast concrete parts, which easily allows a road transport to a width of less than 3 m. In addition, the comparatively small size of the precast concrete elements also makes it possible to produce them on site at the construction site, so that expensive transports at the installation site are no longer required. It is particularly advantageous if the height of the ring segment-shaped precast concrete parts is less than 2.5 m.

It is also advantageous if the vertical tendons are performed without composite and outside of a concrete section of the precast concrete elements. Due to the lack of guidance of the tendons, the construction of the tower can be done very quickly. In addition, both the retightening and replacing the vertical tendons for maintenance as well as the dismantling of the tower is much easier.

For a tower, which is prestressed between a head bearing and a foot bearing by means of such out of the concrete cross-section guided vertical tendons, it is also advantageous if the tower portion has on its inner wall between the head bearing and the Fußlager at least one integrally formed on the tower portion projection on which at least one of the vertical clamping members is present. The at least one tendon can be fixed in a simple manner by friction on the projection on the inner wall, so that undesirable transverse movements of the tendons can be avoided.

It is advantageous if the projection has a rectangular cross-section. The manufacture of the tower or of the tower section is thereby simplified, since a projection with a rectangular cross-section can be inserted in a simple manner. rather can be integrated into the formwork and the tower section can be easily demolded. In addition, harmful effects of the projection on the tendons can be minimized in the investment area. However, it is also conceivable to round off the corners or edges of the rectangular cross section facing the inside of the tower. In addition, other cross-sectional shapes such as trapezoidal, semicircular, triangular, etc. are conceivable, advantageously the corners are in turn rounded.

According to a particularly advantageous development of the projection on the inner circumference of the tower section is formed circumferentially. Thus, it is possible to arrange vertical tendons at any point of the inner circumference of the tower section. In particular, in a finished part design of the tower section, such a finished part can also be used for different towers with a different number of tendons.

However, it is also possible that only individual, console-like projections distributed over the inner circumference of the tower section are arranged at the same height. This can be advantageous, in particular in the case of tower sections which are prestressed with only a few tendons distributed over the circumference. It is also conceivable in a finished part design of the tower section that the individual finished parts are each provided with such a single, console-like projection. It is again advantageous if the projections have a concave, facing the interior of the tower recess. The tendons are thus particularly well fixed in their transverse direction and at the same time protected from harmful influences.

According to a further advantageous embodiment, it is provided that the at least one tendon rests on the at least one projection at a deflection angle. This results in a particularly high frictional force between the tendon and the projection, so that the tendon is kept in a particularly favorable manner. In addition, it can be achieved with such an embodiment that the tendons still rest against the projection when the tower section undergoes a bending load, for example, by wind forces.

According to another embodiment, it is advantageous if the tower section has a plurality of projections formed on its inner wall at a height offset from one another. The vertical tendons can thereby be fixed two or more times over its length on the inner wall of the tower section, which is particularly advantageous for very high tower sections with heights of over 80 m.

It is furthermore particularly advantageous if the tower section has at least one annular concrete segment on which the at least one projection is formed. The tower section is composed to form horizontal joints of a plurality of stacked, annular concrete segments and can be constructed in this way by prefabricated construction. Also, the at least one concrete segment with the projection can be prefabricated as a finished part.

Furthermore, it is advantageous if the at least one concrete segment with the projection of at least two juxtaposed ring segment-shaped precast concrete elements is composed. In this case, the at least one projection is integrally formed on at least one of the precast concrete parts. As a result, tower sections with large diameters of, for example. 4m and above can be manufactured in prefabricated construction and transported on the road. In turn, it is particularly advantageous if each of the ring-segment-shaped precast concrete parts of a concrete segment has a projection, so that the tower section as a whole has a circumferential projection. Further advantages of the invention will be described with reference to the embodiments illustrated below. Show it:

1 shows a tower of a wind turbine with a tower section

Concrete in an overview,

2 shows a schematic representation of a tower section with horizontal joints and vertical joints,

Figure 3 is a ring segment-shaped precast concrete in a view of the

Inside,

4 shows a prestressed with vertical tendons tower of several stacked, annular concrete segments in a broken, schematic sectional view,

5 shows a tower section with a concrete segment, which is composed of four ring segment-shaped precast concrete elements, in a plan view,

Figure 6 shows another embodiment of a ring segment-shaped precast concrete part in a front view from the inside, as well as

FIG. 7 shows the ring segment-shaped precast concrete element of FIG. 6 in one

Top view

8 shows a prestressed with vertical tendons tower of several, superimposed, annular concrete segments according to a second embodiment in a sectional view,

FIG. 9 shows a ring-shaped concrete segment with a projection in a schematic sectional view, FIG. 10 shows a ring segment-shaped precast concrete element with a projection in a top view,

11 shows a further embodiment of a ring segment-shaped precast concrete part with a projection in a plan view,

Figure 12 shows another embodiment of a ring segment-shaped precast concrete part with a plurality of projections in a plan view and

Figure 13 shows a further embodiment of a ring segment-shaped precast concrete part with a plurality of projections in a plan view.

FIG. 1 shows a tower 1 for a wind power plant with at least one concrete tower section 3. The tower 1 is erected in a conventional manner on a foundation 2 and is presently designed as a hybrid tower, that is, on the tower section 3 made of concrete, another tower section 4 made of steel, wherein the two sections 3 and 4 by means of a transition piece 5 connected together are. Deviating from the illustration shown, it is also possible that the tower includes only one or more tower sections 3 made of concrete, wherein the tower sections 3 made of concrete can also be designed in different ways. In the present case the tower section 3 made of concrete conical; However, it is also possible, one or more tower sections 3 made of concrete cylindrical, as shown in Fig. 4, or to combine a conical tower section 3 made of concrete with a cylindrical tower section 3 made of concrete.

The concrete tower section 3 shown here consists of a plurality of superimposed, annular concrete segments 7, which are each arranged one above the other with the formation of horizontal joints 6. Each of the concrete segments 7 of the tower section 3 again consists of at least 3 annular segment-shaped precast concrete parts 9, which are arranged side by side to form vertical joints 8 in the circumferential direction of the individual concrete segments 7.

The concrete segments 7 of the at least one tower section 3 made of concrete are connected to each other by vertical clamping means, in particular vertical clamping members 18, as set forth in particular with reference to FIG. Finally, at the upper end of the tower 1, a nacelle and a rotor of the wind turbine can be arranged in the usual way (not shown in the present case). In addition to the illustrated tower section 3, in which the individual concrete segments 7 are composed of a plurality of precast concrete elements 9, further tower sections 3 may be present, in which the concrete segments 7 are designed as full rings. This is particularly advantageous in conical towers 1, in which the upper concrete segments 7 have a smaller diameter.

Figure 2 shows a tower section 3 with horizontal joints 6 and vertical joints 8 in a schematic, broken detail. It can be seen that each concrete segment 7 of the tower section 3 consists of at least two precast concrete elements 9, which are composed to form a vertical joint 8. Furthermore, it can be seen that each precast concrete part 9 each has an upper contact surface 1 1, a lower contact surface 12 and two lateral contact surfaces 13. The lateral contact surfaces 13 are presently provided with raised contact areas 14, which abut one another in the horizontal direction of the tower 1 and the concrete segment 7. In Figure 3, a single, such ring-segment-shaped precast concrete part 9 is shown in a view from the inside 16 ago.

For reasons of better visibility, the contact regions 14 in the present case are slightly spaced in FIG. 2 and, in addition, shown particularly strongly protruding. In fact, in the assembled tower 1, the contact areas 14 are mounted to stop and are only slightly out of the lateral contact surfaces 13 forth. Furthermore, the horizontal joints 6 can be seen, which are shown here completely closed, which also corresponds to the state after applying the vertical bias.

As can now be seen from the schematic longitudinal section of FIG. 4, the concrete tower section 3 is prestressed in the vertical direction by vertical clamping members 18, which connect the individual concrete segments 7 arranged one above the other. The vertical tendons 18 are present without composite and out of the concrete cross section of the precast concrete 9 in the interior 24 of the tower and therefore installed in a simple manner. In the present case, the concrete segments 7 are connected to one another in the vertical direction of the tower 1 only by the vertical clamping members 18. The vertical clamping members 18 are fixed to a foot bearing, preferably the foundation 2, of the tower 1 and extend at least to the end of the respective tower section 3 made of concrete, where they preferably at a head bearing, for example at the transition piece 5 (s ). In the present case, the vertical clamping members 18 are guided by cladding tubes 17 in the foundation 2.

In order to perform the horizontal joints 6 as narrow as possible or to be able to close them completely, the upper and lower contact surfaces 1 1, 12 of the precast concrete parts may be ground. The contact surfaces 1 1, 12 therefore have such small tolerances both in terms of their flatness and with respect to their parallelism to each other that at least after the application of the bias by the vertical clamping members 18, the horizontal joints 6 are almost completely closed. The lateral contact surfaces 13 or their contact regions 14 (see FIGS. 2 and 3) can therefore also be ground so that the vertical joints can be made as narrow as possible. Through the grinding of the contact surfaces, the assembly of the tower section is further facilitated, since due to the high accuracy with respect. The position of the contact surfaces 1 1, 12, 13 no alignment work must be performed. Alternatively to a rounding of the Contact surfaces 1 1, 12, 13, however, it is also possible to produce the precast concrete already as Genauteile, as will be explained with reference to Figures 5-7.

As will now be explained again with reference to FIG. 2, the precast concrete elements 9 are each connected to a concrete segment 7 in the horizontal direction by a frictional load-bearing connection by the prestressing force of the vertical clamping members 18 and the precast concrete elements 9 of the overlying concrete segment 7 overlapping the vertical joints 8. For installation of the tower section 3, the precast concrete elements 9 are therefore only loosely placed on the underlying concrete segment 7 and set with respect to their lateral contact surfaces 13 to stop, so that the vertical joints 8 are largely closed. The precast concrete parts 9 of the overlying concrete segment 7 are then placed so that the vertical joints 8 are offset from the underlying concrete segment 7 and the precast concrete parts 9 of each upper concrete segment 7, the vertical joints 8 of the respective underlying concrete segment 7 overlap. If the concrete segments 7 are composed of two precast concrete elements 9, then the precast concrete parts 9 of superimposed concrete segments 7 are preferably offset by 90 ° from one another. However, other offset angles, for example of only 45 °, are also possible. Subsequently, the vertical clamping members 18 are inserted and clamped. The vertical tensioning members 18 are biased with such a high biasing force that thereby resulting in the horizontal joints 6 frictional force prevent moving apart of the precast concrete elements 9 in the horizontal direction and thus opening of the vertical joints 8.

The tower 1 receives by the juxtaposition of the lateral contact surfaces 13 and their contact areas 14 a good stiffness in the horizontal direction and an improved load capacity under bending stress. Are the contact surfaces 13 provided with the raised contact areas 14, so will continue the positioning of the individual precast concrete 9 in the Assembly easier. Preferably, the precast concrete elements 9 have on each lateral contact surface 13 at least one contact region 14, by means of which they contact a lateral contact region 14 of an adjacent precast concrete part 9 in the mounted state. If two contact regions 14 are provided on a lateral contact surface 13 of a precast concrete part 9, it is also sufficient if only one of the contact regions 14 contacts a contact region 14 of an adjacent precast concrete part 9 in the vertical joint.

However, the contact surfaces 13 may also be designed as smooth, flat surfaces without contact areas 14, as shown in Fig. 5. Since the cohesion of the individual precast concrete parts 9 of a concrete segment 7 is significantly or even exclusively caused by the frictional forces in the horizontal joints 6, the contact areas 14 are not essential. It is also harmless for the rigidity of the tower 1 for the same reason when the vertical joints 8 open slightly under load or, if necessary, due to mounting tolerances, a vertical joint 8 also remains completely open. In any case, due to the load-bearing connection by the biasing force of the vertical clamping members 18, neither casting, nor screwing the vertical joints 8 required.

Due to the lack of connection of the individual precast concrete parts 9 of a concrete segment 7, however, considerable stress peaks may occur in the region of the precast concrete elements 9 of the underlying concrete segment 7 under a vertical joint 8 in the load case. According to the illustration of Figure 2, the precast concrete elements 9 are therefore provided at its upper end in the area below the vertical joint 8, which is usually center of the precast concrete parts 9 depending on the offset angle, provided with an additional reinforcement 15 or increased reinforcement content.

In order to produce a tower section 3 of a wind turbine in a particularly simple manner and to mount on the site can, according to the Embodiment provided according to Figure 5, that the ring segment-shaped precast concrete elements 9 are designed as exact common parts. As a result, a simple production of precast concrete 9 is possible with as few formwork. It is advantageous if the individual concrete segments 7 are not composed of two, but of three or more precast concrete 9. The individual precast concrete parts 9 are thereby smaller and can thus be easily transported to the site or made on site by means of transportable formwork on the site.

In order to facilitate the handling of the precast concrete parts 9 on the construction site and their positioning on the respectively underlying concrete segment 7, according to the present illustration, the individual precast concrete parts 9 are assembled by means of horizontal screw 19 to a concrete segment 7. For this purpose, according to the present illustration, two screws 20 per vertical joint 8 offset in height and introduced from the inside at an angle in the joint. The Verschraubungsstellen are easily accessible via recesses 22 from the inside 16 ago, so that the glands 19 easily mounted or, if necessary, can be easily removed again. The screw 19 includes in each case a dowel 21 which is cast in the region of a lateral contact surface 13 of a precast concrete part 9, and a screw 20 which is inserted through the recess 22 of an adjacent precast concrete part 9 into the dowel 21.

The fittings 19 are provided as mounting aids, without serving the power transmission in normal operation. Only in extreme cases, for example in the case of strong wind loads, are they used to transmit power. By means of the screw connections 19, it is possible to fix a plurality of precast concrete parts 9 of a concrete segment 7 together and to handle them as one component. The concrete segment 7 can thus be assembled by means of the screw 19 in a quick and easy manner at the installation site and placed on the already existing tower section 3. The screw 19 are designed so that they carry the weight of the component thus formed. The precast concrete parts 9 are thus already connected to each other before the tensioning of the vertical clamping members 18 and thus already secured during assembly of the tower section 3. The screw 19 can be left in the precast concrete after completion of the tower to save the removal step or to ensure the inherent stability of the tower during maintenance, for example, when replacing vertical tendons 18, or during decommissioning.

FIG. 6 shows a precast concrete part 9 suitable for such a tower section 3 in a front view from the inside 16 and FIG. 7 in a plan view. The precast concrete part 9 has an outer side 10, an inner side 16, an upper contact surface 11, a lower contact surface 12 and two lateral contact surfaces 13. Like the precast concrete part of FIG. 3, these precast concrete parts 9 may also have contact regions 14. However, the contact surfaces 13 may also be formed as completely flat surfaces. The height H of the ring segment-shaped precast concrete parts 9 is substantially smaller than the width B. Preferably, the height H of the precast concrete parts is less than 3 m. The precast concrete 9 can therefore be transported in a horizontal position, without exceeding the maximum road transport width. It is therefore particularly advantageous if the precast concrete parts 9 have a height of less than 2.50 m, since they can then be transported by conventional transport vehicles. The height of the precast concrete parts 9 is oriented in the transverse direction of the transport vehicle. It is particularly advantageous that the prefabricated concrete parts 9 are stackable due to their shell-shaped training and thus several precast concrete parts 9 can be transported lying one above the other.

The precast concrete parts 9 are produced by means of a formwork (not shown) as Genauteile. This means that the precast concrete parts 9 already reach their ready-to-install final contour by casting without any further processing step being required. The precast concrete 9 are here molded with such high accuracy that the upper contact surface 1 1 and the lower contact surface 12 are aligned without parallel processing exactly parallel to each other. Likewise, the two lateral contact surfaces 13 are exactly perpendicular to the upper and lower contact surfaces 1 1, 12 and aligned at an exact angle to each other. The angle between the two lateral contact surfaces 13 each of a precast concrete element 9 is at three concrete elements 9 per concrete segment 7 120 ° and four concrete elements 9 per concrete segment 7 90 °.

The formwork (not shown) for the production of precast concrete parts contains for this purpose in each case two end formworks and two side formworks which are each independently adjustable with respect to the basic formwork. Later work to produce a plane parallelism each of two opposing contact surfaces 1 1, 12, are therefore not required. Likewise, the orientation of the lateral contact surfaces 13 to the upper and lower contact surfaces 1 1, 12 each formed so precisely that when assembling several precast concrete 9 to an annular concrete segment 7 no balancing mass must be introduced into the vertical joints.

Due to the small dimensions of the precast concrete parts 9 and thus the associated formwork precast concrete 9 can be made directly at the assembly site or at least near the site, so no expensive transports, which often require the construction of new access roads and the hitting of trails are required. After the tower 1 or the planned towers 1 are completely erected at the installation site, the formwork can be easily transported to the next installation site and there turn the production of precast concrete 9 serve on site. Thus, despite the on-site production, an economical production of precast concrete parts 9 or towers 1 is possible. FIG. 8 shows another embodiment of a tower 1 in a schematic cross-sectional representation. Like the tower section 3 shown in FIG. 4, the tower section 3 shown here is constructed from a plurality of annular concrete segments 7, which are arranged one above the other. The stacked concrete segments 7 are in turn by means of vertical tendons 18, which extend between a head bearing, here again a transition piece 5, and a Fußlager, here again the foundation 2 extend. The vertical clamping members 18 are attached at least at one of its two ends, but preferably at its two ends, by means of a clamping anchor and thus re-tensioned. The vertical clamping members 18 also extend outside the concrete cross-section of the concrete segments 7 in the inner space 24, which is enclosed by the inner wall 23 of the tower section 3. The inner wall 23 is in turn composed of the individual inner sides 16 of the individual concrete segments 7 or of the individual precast concrete parts 9 of the concrete segments 7 (see FIGS. 10-12). The individual concrete segments 7 may be formed in one piece annular or as previously described with reference to FIGS 2-7, be composed of a plurality of ring segment-shaped precast concrete 9.

In the present case, only the tower section 3 of the tower 1 is shown. Of course, on this tower section 3, another tower section 3, 4 may be arranged made of concrete or steel, which then together with the tower section 3 shown here forms the tower 1 for the wind turbine. In the present case, furthermore, the vertical joints 6 between the individual concrete segments 7 can be seen. For reasons of clarity, only the outside 10 and the inside 16 of the individual concrete segments 7 are named in the present representation. Of course, however, these also each have an upper contact surface 1 1, a lower contact surface 12, and, if the concrete segments 7 are constructed of precast concrete elements 9, lateral contact surfaces 13, as described in the previous figures. The same applies to the following figures 9-12, to which, for reasons of clarity, only the described components or features have been labeled.

As can now be seen from FIG. 8, according to the present illustration of one of the concrete segments 7, on its inner side 16 a projection 25 against which the vertical clamping members 18 abut. The vertical clamping members 18 can thus be fixed by means of frictional forces on the inner wall 23 and on the projection 25, so that the free oscillation length of the vertical clamping members 18 is reduced and undesired transverse movements can be prevented. It is thus possible, even very high towers 1 without an additional, active intermediate attachment of the tendons 18 perform. In this case, both the concrete segment 7 or precast concrete 9 with the projection 25 is particularly easy to produce, since the projection 25 can be well integrated into the formwork. In addition, the assembly is facilitated on the site, since no additional mounting steps are required for this intermediate mounting of the vertical clamping members 18. Rather, it is sufficient to set the vertical tendons 18, for example, at their head bearings to unwind down and anchored to their foot bearings. The vertical clamping members 18 are automatically guided over the projection 25 and are fixed by the friction on this after the bracing, in which a contact force on the vertical clamping members 18. It is particularly advantageous that such a fixation of the vertical clamping members 18 to a projection 25 with different types of tower sections 3 and towers 1 is applicable. Thus, the molded-on projection 25 can be used not only in conjunction with one-piece annular concrete segments 7, but also with concrete segments 7 composed of a plurality of precast concrete elements 9. In addition, it is also possible to provide such a projection 25 on an in-situ concrete tower.

In the present case, only two vertical clamping members 18 are shown by way of example. It is understood that in a real tower section 3 at least three, but usually a plurality of vertical tendons 18 are arranged distributed over the inner circumference of the tower section 3. The vertical clamping members 18 can be distributed equidistantly over the inner circumference, or it can be individual groups of vertical tendons 18 are formed, which are also distributed equidistantly over the inner circumference, in which case gaps are present between individual such groups. However, embodiments are also possible in which a vertical clamping member 18 extends next to the next, so that the entire inner circumference of the tower section 3 is covered with vertical clamping members 18.

The projection 25 is circumferentially formed over the entire inner circumference of the tower section 3 and the concrete segment 7 according to the representation shown here. It can thus be used in any towers 1 with any number and arrangement of vertical tendons 18. Furthermore, in the present case, a tower section 3 is shown in which only one projection 25 is provided on the inner wall 23. Of course, it is also possible to arrange a further projection 25 offset in height to the first projection 25 of the inner wall 23 in order to achieve a better fixation of the vertical clamping members 18 at very high towers 1. Furthermore, it is understood that present illustration with only five concrete segments 7 is to be understood merely as an example and that real tower sections 3 are constructed from substantially more concrete segments 7 or precast concrete elements 9.

Figure 9 shows a cross section of a one-piece, annular concrete segment 7, which also has a projection 25 on its inner side 16. In contrast to the representation of FIG. 8, the vertical clamping members 18 are guided over the at least one projection 25 at a deflection angle α. By abutment at a deflection angle α, particularly high contact forces can be generated on the tensioning members 18, so that they are particularly well fixed by high frictional forces. Of course, such a guide of the vertical clamping members 18 under a Deflection angle α also possible in combination with segment-shaped precast concrete 9 or an in-situ concrete tower.

Figure 10 shows a ring segment-shaped precast concrete 9, which can be assembled together with other ring segment-shaped precast concrete 9 to form an annular concrete segment 7. Like the one shown in FIG. 7, the ring-segment-shaped precast concrete element 9 has an outer side 10, an inner side 16, two lateral contact surfaces 13 and an upper contact surface 11. A lower contact surface 12 (see Figures 2-4) is not visible in the present illustration. The ring-segment-shaped precast concrete part 9 in turn has on its inner side 16 via a projection 25, which is preferably like the projection 25 shown in Figures 8 and 9 console-like or flange-shaped and preferably has a rectangular cross-section. In this case, the edges of the rectangular cross section facing the interior 24 are preferably rounded in order to avoid damaging effects of the projection 25 on the vertical clamping elements 18.

Preferably, a plurality of such annular segment-shaped precast concrete parts 9, according to the present representation, four such precast concrete parts 9, assembled into a concrete segment 7, so that in turn results in a circumferential, flange-like projection 25. However, it is also conceivable, in particular in the case of more than four ring segment-shaped precast concrete elements 9 per concrete segment 7, that only a part of the ring-segment-shaped precast concrete elements 9 has such a projection. These prefabricated concrete parts 9 are then arranged in the assembly of the tower section 3 in such a way that the projections 25 run there where later on vertical clamping elements 18 are to be drawn.

Figure 1 1 shows another embodiment of a precast concrete part 9, in which a console-like projection 25 does not extend over the entire inner side 16. Such an embodiment can for example for Mold removal be favorable and helps that the lateral contact surfaces 13 can be formed flat in a particularly simple manner or processed, for example, be ground, can be. Again, it is conceivable to combine several vertical tendons 18 into groups, the group of tendons 18 then extending in the region of the projection 25, while in the region of the inner side 16 outside the projections 25 no vertical clamping members 18 are arranged.

FIG. 12 shows a further embodiment of a ring-segment-shaped precast concrete part 9, in which a plurality of projections 25 are arranged at the same height but distributed over the inner circumference of the precast concrete part 9 on the inner side 16. The projections 25 are again provided in the areas of the tower section 3, in which the later arrangement of vertical tendons 18 is planned. Of course, it would also be conceivable to provide an annular concrete segment 7 with such a plurality of projections 25 distributed over the inner circumference.

FIG. 13 shows another embodiment of a ring-segment-shaped precast concrete element 9 with a plurality of projections 25 distributed over the inner circumference of the precast concrete element 9. The projections 25 are not flat on their side facing the interior 24 of the tower, as in FIG but have a concave, facing the interior 24 recess. The tendons 18 lie at the lowest point of the concave recess and are thereby particularly well fixed in their transverse direction or are automatically reset after a possible deflection. Especially with wire tendons such a design is advantageous.

In summary, in the present tower 1 with concrete segments 7 of several precast concrete parts 9, the production is facilitated by the fact that the individual precast concrete parts 9 can be easily positioned and no complex connections of the vertical joints 8 or the precast concrete parts 9 a concrete segment 7 are required. The Vergusslose Zusannnnensetzen the precast concrete 9 to concrete segments 7 and the concrete segments 7 to a tower section 3 made of concrete can be facilitated by the high-precision production of precast concrete parts 9 as a common part. Due to the unguarded design of the horizontal joints and vertical joints and the composite guide the vertical tendons the assembly, maintenance and dismantling of the tower are facilitated. For easy preparation of the concrete segments 7 and the precast concrete parts 9 and for easy installation of the tower section 3 while fixing the vertical clamping members 18 contributes to the projection 25 at.

Reference sign tower

foundation

Tower section made of concrete

Tower section made of steel

Transition piece

Horizontal joint

concrete segment

vertical joint

Precast concrete

10 outside

11 upper contact surface

12 lower contact surface

13 lateral contact surface

14 contact area

15 additional reinforcement

16 inside

17 Cladding tube

18 vertical tendon

19 screw connection

20 screw

21 dowels

22 recess for screwing

23 inner wall

24 interior

25 advantage

H height

B width

α deflection angle

Claims

Patent claims

1 . Tower (1) for a wind turbine with at least one tower section (3) made of concrete, which is formed by forming horizontal joints (6) of a plurality of stacked, annular concrete segments (7), each concrete segment (7) to form vertical joints ( 8) is composed of at least two juxtaposed, annular segment-shaped precast concrete parts (9), each having an outer side (10), an inner side (16) and an upper, a lower and two lateral contact surfaces (1 1, 12, 13), and wherein the concrete segments (7) of the at least one tower section (3) in the vertical direction of the tower (1) are interconnected only by vertical clamping means, characterized in that the vertical joints (8) in each case two superimposed concrete segments (7) in the circumferential direction of the concrete segments (7) are arranged offset to one another, wherein in each case a precast concrete part (9) of an upper concrete segment (7) of the two üb Concrete segments (7) arranged one above another engage over a vertical joint (8) of an underlying concrete segment (7) of the two superimposed concrete segments (7), and in that the superimposed concrete segments (7) are clamped together by the vertical clamping means, in particular vertical clamping members (18) in that a load-bearing, frictional connection is produced.

2. Tower according to the preceding claim, characterized in that the precast concrete parts (9) each have a concrete segment (7) only by the frictional connection by means of the vertical joint (8) cross-precast concrete part (9) are interconnected.

3. Tower according to one of the preceding claims, characterized in that at least the lateral contact surfaces (13) of the concrete Prefabricated parts (9) are flat and abut each other to form the vertical joints (8) butt.

4. Tower according to one of the preceding claims, characterized in that the lateral contact surfaces (13) of the precast concrete parts (9) each have at least one, preferably in each case two, raised contact areas (14).

5. Tower according to one of the preceding claims, characterized in that the precast concrete parts (9) at least at its upper and preferably also at its lower end, in particular in a central region, an additional reinforcement (15).

6. Tower according to one of the preceding claims, characterized in that at least the upper and the lower contact surfaces (1 1, 12) are ground.

7. Tower according to one of the preceding claims, characterized in that the precast concrete parts (9) in each case a concrete segment (7) by horizontal clamping means and / or Zugverbindungsmittel, in particular screwings (19) are interconnected, wherein the screw connections (19) preferably designed are that they serve as assembly aids in the manufacture of the tower (1) and / or serve to absorb extreme loads.

8. Tower according to one of the preceding claims, characterized in that the concrete segments (7) of at least three, preferably four, ring segment-shaped, designed as a common part precast concrete parts (9) are composed.

9. Tower according to the preceding claim, characterized in that at least the contact areas (14) and / or the lateral contact surfaces (13) of the precast concrete parts (9), preferably all con contact surfaces (1 1, 12, 13) smooth as a form and preferably untreated and / or just ground.

10. Tower according to one of the preceding claims, characterized in that the height (H) of the ring segment-shaped precast concrete parts (9) is smaller than the width (B) of the ring segment-shaped precast concrete parts (9), wherein preferably the height (H) of the ring segment-shaped precast concrete ( 9) is less than a third, preferably less than a quarter, the width (B) of the ring-segment-shaped precast concrete parts (9).

1 1. Tower according to the preceding claim, characterized in that the height (H) of the ring segment-shaped precast concrete parts (9) is less than 3 m, more preferably less than 2.5 m.

12. Tower according to one of the preceding claims, characterized in that the vertical clamping members (18) are guided without composite and outside a concrete cross section of the precast concrete parts (9).

13. tower (1) for a wind turbine with at least one tower section (3) made of concrete with an inner wall (23) which between a head bearing, in particular a transition piece (5) and a Fußlager, in particular a foundation (2) by means of vertical tendons ( 18) is biased, wherein the vertical clamping members (18) outside a concrete cross section in an interior (24) of the tower section (3), in particular with a tower section (3) according to one of the preceding claims, characterized in that the tower section (3) its inner wall (23) between the head bearing and the foot bearing at least one integrally formed on the tower portion (3) integrally formed projection (25) on which at least one of the vertical clamping members (18) rests.

14. Tower according to one of the preceding claims, characterized characterized in that the projection (25) has a rectangular cross-section.

15. Tower according to one of the preceding claims, characterized in that the projection (25) over an inner circumference of the tower section (3) is formed circumferentially.

16. Tower according to one of the preceding claims, characterized in that a plurality of projections (25) are arranged distributed over an inner circumference of the tower section (3) at the same height, wherein preferably the projections have a concave, to the interior (24) of the tower (1). have pointing recess.

17. Tower according to one of the preceding claims, characterized in that the at least one vertical clamping member (18) at a deflection angle (a) on the at least one projection (25).

18. Tower according to one of the preceding claims, characterized in that the tower section (3) has a plurality of height-offset on its inner wall (23) integrally formed projections (25).

19. Tower according to one of the preceding claims, characterized in that the tower section (3) has at least one annular concrete segment (7) on which the at least one projection (25) is integrally formed.

20. Tower according to the preceding claim, characterized in that the concrete segment (7) of at least two, preferably arranged next to each other, ring segment-shaped precast concrete parts (9) is composed, wherein at least one of the precast concrete parts (9) of at least one projection ( 25) is formed.