• 专利附录
  • 专利说明
  • 权利要求
  • 类似技术
  • 同族专利
  • 引用文献
  • 法律状态
  • 优先权
    • 专利摘要:
    SUMMARY The invention relates to a prefabricated wall element for tower construction, essentially of concrete, arranged to form a shell portions of a plurality of wall portions of a building formed by several stacked shell portions, wherein the wall element (20; 70) consists essentially of a flat plate portion. (22; 72) comprising a pair of opposite sides intended to extend in a direction forming a predetermined angle to the horizontal plane of the building and a pair of opposite sides intended to run substantially vertically in the building, and along which sides the wall element (20; 70) includes pressure load receiving pillars. 23a, 23b; 73a, 73b) and is intended to be connected to adjacent wall elements (20; 70). The invention also relates to a tower construction, a mobile antenna system and a wind turbine. (Fig. 6)
    公开号:SE0950105A1
    申请号:SE0950105
    申请日:2009-02-27
    公开日:2010-08-28
    发明作者:Roger Ericsson
    申请人:Roger Ericsson；
    IPC主号:
    专利说明:

    15 20 25 30 concrete which is more weather resistant and more cost effective. In this case, prefabricated concrete rings are used according to a variant, which are stacked on top of each other by means of a lifting crane and connected by means of clamping ropes or the like.
    However, this manufacturing technique has the disadvantage that the large concrete rings are difficult to transport and complicated to manufacture, which entails high production costs. Another variant is to cast the tower in place, whereby a mold is made on site and the concrete is added. This has the disadvantages that the quality of the concrete deteriorates and thus the strength, the manufacture is weather dependent, the manufacture of the tower is time consuming, a large crane and scaffolding is required, as well as dismantling / destruction of the mold.
    WO 03/069099 discloses a wind turbine with a tower constructed of prefabricated wall elements substantially of concrete, the wall elements forming a plurality of wall portions of circumferential shell portions of one of several stacked shell portions of the tower. The prefabricated wall elements are evenly thick solid wall elements that are smooth both on the outside and inside to achieve structural rigidity and load capacity.
    The wall elements have a curved cross section. According to one embodiment, the curved cross-section is v-shaped with an obtuse angle to form a facet-shaped cross-section. A disadvantage of such wall elements is that they are relatively complicated to cast. They are further due. the mold is relatively difficult to transport and due to the weight is relatively difficult to handle during assembly.
    Furthermore, a lot of concrete is required, which makes them relatively expensive to manufacture.
    EP 1876 316 A1 discloses a wind turbine with a tower built of prefabricated wall elements substantially of concrete, where the wall elements form a plurality of wall portions of circumferential shell portions of one of several stacked shell portions of the tower. According to variants, the prefabricated wall elements have reduced thickness reinforced with an internal structure of horizontal and vertical stiffeners, where said wall elements have an arcuate cross-section and are tensioned both horizontally and vertically by means of flexible metal cables. A disadvantage of such wall elements is that they are relatively complicated to cast. They are further due. the mold is relatively difficult to transport and due to the weight is relatively difficult to handle during assembly.
    Clamping cables, for example in high-quality twisted steel, are used to reduce the amount of reinforcement and also reduce the assembly time, whereby concrete structures such as towers for wind turbines as above are clamped after casting. The clamping force produced gives deformations, which are counteracted by the influence of external loads. This improves the static properties of the structure. It was previously common for post-tensioned constructions to be carried out with such a large clamping force that no tensile stresses arose, but nowadays partial prestressing is most common, ie. tensile stresses are allowed and taken by slack reinforcement. One reason is that a structure with post-tensioned reinforcement is subjected to large concentrated compressive forces from the tension cables to certain points which can cause unwelcome deformations. As the tension cable consists of twisted steel, the tension cables must be pulled and further fastened with wedges, which causes locking to slip. In addition, the tension cable tends to creep on its own, especially during the first year. The concrete both shrinks and creeps and all in all causes coercive forces in the concrete and connections with cracks as a result. Clamping cable in thin twisted steel is also more sensitive to temperature increases in the event of a fire, which is why the construction is secured with slack reinforcement. The fact that the tensioning cable must also be tensioned with a jack means that it cannot be made too strong because the jack will then be awkward. This means that the amount of cables that must both be pulled and tightened becomes extensive and requires both heavy equipment and professional competence to be performed correctly.
    Conventional towers for mobile antennas are today built in steel structures. A problem with such constructions is that communication equipment arranged in the steel tower is accessible in the tower, and such communication equipment is prone to theft. Steel towers quickly become expensive if they are to withstand large pressure loads because the wall thickness increases sharply. A solution to this problem is known through a tower construction with a circular-cylindrical shape in concrete, which is cast and reinforced in annular sections, where several rings are stacked on top of each other. At the bottom, tension cables are anchored, by means of which the structure can be tensioned according to the compressive strength the structure can handle so that it becomes stable. The rings are arranged to be locked so that a rigid tower is obtained. According to a variant, the tower construction is about 40a m high. The tower construction is configured so that the control panel / communication equipment can be arranged at the top of the tower where theft, wiring and cooling of the entire system. simplifies, however, becomes relatively expensive and requires relatively thick, about 7 cm, concrete rings it is housed. This solution also prevents the Tower from evenly distributing and coping with the pressure loads without too great a risk of local stresses and deformations that risk cracks occurring and at the same time provide a covering layer on the reinforcement. The thick circular-cylindrical concrete rings, which can be 10 m high and 2-3 m in diameter, are difficult to manufacture, heavy and clumsy to transport. Alternatively, the rings are segmented but this does not significantly improve the situation.
    Mobile system masts are often placed in rugged terrain such as jungle and transport UDP rock so as not to disturb the surroundings. To even build the tower construction in such terrain is complicated. OBJECTS OF THE INVENTION An object of the present invention is to provide a wall element for a tower structure which enables simple manufacture, simple transport and simple assembly, and is cost effective.
    A further object of the present invention is to provide a tower construction which enables easy manufacture, easy transport and easy assembly, and is cost effective. A further object of the present invention is to provide a tower construction which is suitable for high load wind turbines and which requires towers with a height of the order of 100 m which enables simple and cost-effective manufacture and transport.
    A further object of the present invention is to provide a tower construction which is suitable for mobile antenna systems with requirements for high rigidity and which requires towers with a height of the order of 40a m which enables simple and cost-effective manufacture, transport, assembly SUMMARY OF THE INVENTION These and other objects which appears from the following description, by means of a tower construction, a wind turbine and a mobile antenna system and which is further provided wall elements for tower construction, one has the features stated in the characterizing part of appended 16 and embodiments of the device are defined in appended dependent claims 2-14, 17 and 19 Independent claims 1, 15, 18, respectively. Preferred According to the invention, the objects are achieved with a prefabricated wall element for tower construction, essentially of concrete, arranged to form one of a plurality of wall portions of circumferential shell portions of one of several stacked shell portions formed building, wherein the wall element consists essentially of a flat panel portion comprising a pair of opposite sides intended to run substantially horizontally in the building and a pair of opposite sides intended to run in a direction forming a predetermined angle to the horizontal plane of the building in the building, and along which The sides of the wall element comprise compressive and tensile load-bearing column portions and are intended to be connected to adjacent wall elements. This enables simple and cost-effective manufacture and transport of wall elements. The flat configuration of the wall element is simple to cast and thus simple to manufacture. Furthermore, the flat configuration means that transport and handling of the wall elements becomes very simple, which reduces costs.
    Thanks to the compressive and tensile load-bearing column sections, the amount of concrete can be reduced, which consequently reduces material costs.
    According to horizontally running compressive and tensile load-bearing strut sections. Thanks to one embodiment, the wall element further substantially comprises the pressure and tensile load-bearing strut portions, the amount of concrete can be reduced, which consequently reduces the material costs.
    According to an embodiment of the wall element, the column portions in the longitudinal running column channel portions of the column portion comprise. This enables a simple and stable connection between circumferential shell portions for the formation of tower construction.
    According to the longitudinal direction of the strut portion running strut channel portions. an embodiment of the wall element comprises the strut portions in This enables reinforcement by means of rod elements as well as individual post-tensioning of the strut portions of the wall element.
    According to an embodiment of the wall element, said circumferential shell portions are connected by means of rigid closing elements running in the channel portions.
    This results in a stable connection.
    According to an embodiment of the wall element, said closing elements are tensionably arranged in the column channel portions. As a result, the wall element can be retightened in the factory or after assembly of said shell portions.
    According to an embodiment of the wall element, a rigid closing element is tensionably arranged in the respective stay channel portion. As a result, the wall element can be retightened in the factory or after assembly of said shell portions.
    According to an embodiment of the wall element, the column portions of the wall elements are arranged to be detachably readable by means of locking elements at the column portions of adjacent wall elements for forming said building. This makes it possible to dismantle the wall elements of a tower structure so that the wall elements can be reused for building a tower structure at, for example, another location. This results in a suitable construction for towers of mobile antenna systems.
    According to an embodiment, the wall elements are arranged to be connected by means of concrete cast in the channel portions. This results in a very stable and rigid connection with high strength to withstand large loads and is suitable for supporting the turbine of wind turbines.
    According to an embodiment of the wall element, the concrete of the wall element is high-performance concrete composed of cement and aggregate with a weight ratio between the amount of water and the amount of cement, vct, which is lower than 0.39.
    In this way, the disc portion can be made water, salt and acid resistant.
    According to one embodiment of the wall element, the composition of the high-performance concrete comprises a mixture of 10-20% sharp sand, and / or 1-5% by volume of aerogel and / or slag in glass phase and / or mineral fibers such as carbon, silicate and / or basalt fiber. . With such mixing, a concrete is obtained with such properties that the tensile strength increases, almost doubles, which quite surprisingly means that the high-performance concrete becomes fire-resistant.
    With a weight lower than 0.39 and admixture of aggregate in the cement as above, it is possible to achieve a long-term constructive slab with a thickness down to only about 20 mm, ie. well below the standard for covering layers, served to protect the reinforcing steel from rusting through water, salt and acid penetration or quickly lose its strength in case of fire. In this way, the amount of concrete can be significantly reduced, which results in lighter and consequently easier-to-handle wall elements, and reduces the costs of manufacture.
    This consequently makes it possible to achieve a thickness of the sheet portion which is thinner than the norm for covering layers, i.e. thinner covering layers on each side of the reinforcing mesh than 30 mm where the reinforcing mesh according to an embodiment is about 10 mm can be achieved with maintained fire protection avoiding capsizing and maintaining water resistance avoiding rust attack According to an embodiment of the wall element said high performance concrete has a tensile strength greater than 10 MPa. According to an embodiment of the wall element, said high-performance concrete has a compressive strength greater than 90 MPa. Thanks to the good compressive and tensile strength, the column and strut sections can be dimensioned to take all existing vertical and horizontal compressive and tensile forces of the tower structure, while the relatively thin column and strut sections can be made so thin that they only account for stiffening.
    According to an embodiment of the wall element, the column portions have an extension in the interval 5-15 meters, preferably in the interval 8-13 m. This is a suitable interval for coping with simple transport and handling and pouring down the manufacturing time.
    According to the invention, the objects are achieved with a tower construction according to any of the embodiments above.
    According to the invention, the objects are achieved with a mobile antenna system comprising a tower construction according to embodiments above, as well as communication equipment arranged in the upper part of the tower construction.
    Through simple and cost-effective manufacture and transport of wall elements, the wall elements can be easily transported to rugged terrain such as jungle and rock so as not to disturb the surroundings, whereby the mobile antenna system can then easily be built up in the rugged terrain thanks to the wall elements.
    According to an embodiment of the mobile antenna system, the tower construction has a height in the range 25-50 m. This is a suitable height of a tower construction for mobile antenna systems. According to the invention, the objects are achieved with a wind turbine comprising a turbine, turbine blades connected to the turbine, and a tower construction according to embodiments above, which tower construction is arranged to support said turbine. Through simple and cost-effective manufacture and transport of wall elements, the wall elements can easily be transported to a suitable place such as out at sea by boat, where the tower construction, since it is not weather-sensitive, can advantageously be arranged. Thanks to the fact that the wall elements are easy to handle, the wind turbine can then be easily built up in the rugged terrain.
    According to an embodiment of the wind turbine, the tower structure has a height in the range 60-140a m. This is a currently considered suitable height of a tower structure for wind turbines.
    DESCRIPTION OF THE DRAWINGS The present invention will be better understood with reference to the following detailed description read in conjunction with the accompanying drawings, in which like reference numerals refer to like parts throughout the many views, and in which: Fig. 1 schematically illustrates a side view of a portion of a wall elements according to a first embodiment of the present invention; Figs. 1a-c schematically illustrate different cross-sections of the wall element in Fig. 1; Fig. 2 schematically illustrates a plan view of a portion of two composite wall elements according to Fig. 1, respectively; Figs. 3a-b schematically illustrate side cross-sections of portions of two stacked wall elements according to Fig. 1; Fig. 4 schematically illustrates a plan view of wall elements according to Fig. 1 assembled into a tower section; Fig. 5a schematically illustrates a tower construction according to an embodiment of the present assembly; Fig. 5b schematically illustrates the tower construction according to Fig. 5a assembled; Fig. 50 schematically illustrates a part of a bar element for assembling tower sections according to an embodiment of the present invention; Fig. 6 schematically illustrates a side view of a portion of a wall element according to a second embodiment of the present invention; Figs. 6a-c schematically illustrate different sections of the wall portion in Fig. 6; Fig. 7 schematically illustrates a plan view of a portion of two composite wall elements according to Fig. 6, respectively; Fig. 8a schematically illustrates a side cross-section of a portion of wall elements according to Fig. 6; Fig. 8b schematically illustrates side cross-section of a portion of two stacked wall elements according to Fig. 6; Fig. 9 schematically illustrates a tower section composed of wall elements according to Fig. 6; and Figs. 10a-d show different measurement data of high-performance concrete according to the present invention compared to conventional concrete.
    DESCRIPTION OF EMBODIMENTS Fig. 1 schematically illustrates a side view of a portion of a flat wall element 20 for a tower structure according to a first embodiment of the present invention, and Figs. 1a-c schematically illustrate different cross-sections AA, BB, CC of the wall element in Fig. 1.
    The flat wall element 20 is prefabricated. The flat wall element 20 is obtained by casting in a mold which has recesses for pillars and struts. The flat wall element 20 is consequently easy to produce because it can be cast in one piece with a simple shape.
    The wall element has an outer side 20a and an inner side 20b.
    The wall element 20 consists essentially of a flat plate portion 22, a pair of opposite sides of which one 20c is shown, intended to run substantially horizontally in the tower construction and a pair of opposite sides 20e, 20f intended to run in a direction forming a predetermined angle to the horizontal plane in the tower construction. Said angle to the horizontal plane is according to an embodiment in the range 90 degrees +/- 30 degrees. According to one embodiment, the opposite sides 20e, 20f of the wall elements are intended to run substantially vertically in the tower construction, i.e. perpendicular to the horizontal plane or with a certain slope relative to the vertical plane.
    The wall element 20 includes pressure and receiving load-bearing column portions 23a, 23b running along the sides 20e, 20f. The wall element 20 is intended to be connected to adjacent wall elements. The wall element comprises along the substantially horizontally extending sides 20c running compressive and tensile load-bearing strut portions 24a of which one is shown, and preferably at least one substantially parallel to and spaced from the strut portions 24a running along the sides 20c and between the column portions 24 . Said stay portions 24a, 24b are hereinafter referred to as the stay portions.
    The wall element 20 consequently constitutes a flat quadrangular module or cassette with dimensions adapted to the purpose. According to this embodiment, the quadrangular wall element is rectangular. According to another embodiment, the quadrangular wall element is trapezoidally shaped, preferably at an equal angle on the respective inclined side, so that it has the shape of a truncated isosceles triangle. According to this embodiment, the quadrangular wall element 20 has a height which is approximately three times its width. According to one embodiment, the height of the wall element is in the range 5-15 m, preferably 8-13 m. Other height extensions of the wall element 20 are conceivable and depend, among other things, on application.
    According to one embodiment, the wall element 20 comprises a reinforcing configuration (not shown) which according to a variant comprises reinforcing mesh or the like which preferably has a spread or surface which substantially corresponds to the surface of the mold, where the reinforcing mesh according to one embodiment constitutes the reinforcement in the planar plate portion. the plate portion has no reinforcement / no reinforcement mesh, preferably a substantially planar configuration. an alternative which is made possible by the column portions 23a, 23b and the strut portions being arranged to absorb the vertical and horizontal loads, the stiffening which the disc portion 22 is to withstand being at most small. Preferably, the sheet portion according to this embodiment comprises non-reinforcing fibers.
    The column portions 23a, 23b of the wall element 20 are internally molded of the wall element 20 and consequently are arranged to run in a direction forming a predetermined angle with the horizontal plane in a tower construction, preferably arranged to run substantially vertically in a tower construction.
    The strut portions 24a, 24b are internally cast of the wall element 20 and consequently are arranged to run in a direction substantially horizontal in a tower construction.
    The wall element 20 including column portions 23a, 23b and strut portions 24a, 24b is molded in accordance with the configuration of the mold and struts.
    The wall element 20 further comprises the cast plate with the reinforcing mesh reinforced disc portion 22. According to this embodiment, the outer side 20a of the wall element 20 is substantially smooth and the inner side has elevations formed by the column and stay portions. 13 The column portions 23a, 23b have in their channel portions 26. According to one the column channel portions 26 of tubular rods. According to another embodiment, a continuous embodiment running in a longitudinal direction consists of the column channel portions formed of tubular channels formed during casting of pipes which have been removed after casting.
    The strut portions 24a, 24b have continuous channel portions 27 running in their longitudinal direction. According to one embodiment, the channel portions 27 consist of tubular rods. According to another embodiment, the channel portions consist of tubular channels formed during casting of tubular elements which have been removed after casting.
    Removal of tubular element from the formed column channel portion 26 and the stay channel portion 27 is made possible, for example, by the tubular element being waxed or oiled before it is cast. Alternatively, removal of the tubular element is made possible by having the tubular element wrapped before it is cast.
    Rod elements 44 are arranged to be inserted into the strut channel portions 27 for retightening the wall element 20. According to yet another embodiment, the channel portion 27 is formed by means of a rod element 44 which is arranged to be cast so that it is retightable, where the channel portion then already has a rod element inserted therein. According to one embodiment, post-tensioning of bracket portions 24a, 24b of the wall element 20 in the factory is provided, i.e.
    According to a post-tensioning of tie rod portions 24a, 24b of the wall element 20, the post-tensioning tension provided is prefabricated. another embodiment is to be achieved after assembly. The rod element 44 in the respective stay channel portion is preferably rigid. The rod element 44 is preferably made of steel. The rod element 44 is preferably straight, where then consequently the respective stay channel portion is straight.
    According to this embodiment, a rod element 44 is arranged in the respective stay channel portion 27. According to an alternative embodiment, two or more bar elements are arranged in the respective stay channel portion 27, where the rod elements are dimensioned for a certain load, wherein, according to a variant with several rod elements , the rod elements are thinner than if a rod element is used assembled per stay channel portion. The rod elements can be arranged in groups or arranged separately in the respective channel portion.
    According to one embodiment, fastening elements 46a, 46b for closing element 44 are arranged at respective column portions 23a, 23b, which fastening element 46a, 46b according to a variant is a molded-in plate portion to which the closing element 44 is arranged to be fastened, the closing element 44 according to an embodiment nut 44a. This is clearer in Fig. 2.
    According to this embodiment, the column portions 23a, 23b are bevelled externally, i.e. has a degree along its respective outer side, which sides form the pair of opposite sides 20e, 20f of the wall element. In this case, the respective column portion 23a, 23b gradually increases in width from its inside to its outside. The external degree or angle along the respective column portion 23a, 23b is adapted for the number of wall elements 20 to be assembled side by side to form an annular section as described in connection with Figs. 2 and 4.
    The degree of each column portion is achieved during casting by the mold having a corresponding design.
    The cast column portions 23a, 23b and the strut portions 24a, 24b form reinforcements of the wall element 20 arranged to withstand the pressure and the plate portion 20 is an embodiment arranged to handle only minor stiffening forces and can tensile forces. 22 of the wall element according to this is therefore made very thin so that the amount of concrete can be significantly reduced.
    Due to the flat design of the wall element 20, simple shipping is made possible in that these wall elements 20 can easily be stacked on top of each other and transported on, for example, a truck, boat or the like. They take up little space and are not awkward. As the amount of concrete has been reduced due to the relatively thin column portions 22 of the column and stay portions 22, they become relatively lightweight and thus easy to handle.
    According to a preferred embodiment, the wall element 20 is made of high-performance concrete with such properties that wall elements 20 have a panel portion 22 with a thickness which is thinner than the standard for covering layers, i.e. thinner covering layers on each side of the reinforcing mesh 18 than 30 mm where the reinforcing mesh 18 according to an embodiment is about 10 mm can be provided. According to one embodiment, the plate portion of the wall element 20 is thus thinner in thickness than 70 mm, whereby a thickness of the plate portion 22 of the wall element 20 of down to 20 mm can be achieved with maintained fire protection avoiding capsizing and maintaining water resistance avoiding rust attack.
    By using high-performance concrete with the above-mentioned properties, a significantly lighter construction is made possible with retained strength and tensile properties, which further simplifies transport and assembly in rugged terrain for the manufacture of towers for mobile masts.
    Fig. 2 schematically illustrates a plan view of a portion of two composite wall elements according to Fig. 1, Fig. 3a-b schematically illustrates a side cross-section of portions of two stacked wall elements according to Fig. 1, and Fig. 4 schematically illustrates a plan view of wall elements according to Fig. 1 assembled into an annular tower section.
    Respective prefabricated wall elements 20 are arranged to form one of a plurality of wall portions 20 of circumferential shell portions 30 of a tower structure formed by several stacked shell portions 30, as shown in Fig. 5. The circumferential shell portions 30 form the annular tower section 30.
    The wall elements 20 are arranged to be assembled by arranging the outer side of a pillar portion 23a, 23b of a wall element 20 against an outer side of a pillar portion 23b, 23a of another wall element 20 so that they abut each other according to Fig. 2 so that the inner sides of the respective wall elements 20 are angled inwards towards each other.
    Additional wall elements 20 are assembled as above so that an annular section 30 or a circumferential shell portion is obtained. The prefabricated flat wall elements 20 are thus placed next to each other so that an annular section 30 or a circumferential shell portion 30 is formed. The annular section here consists of identical flat wall elements 20, whereby a faceted ring 30 is obtained. According to this embodiment, the number of wall elements 20 in a section is six, the annular section 30 having a hexagonal cross-section in the horizontal plane. In this case, the external phase or degree of the column portions is 15 degrees.
    According to alternative embodiments, the number of wall elements 20 can be more or less where fl er results in a more circular section and thus more stable from a strength point of view, as well as lighter wall elements 20 and fewer entails faster assembly and fewer wall elements 20 to handle. the wall elements 20 are arranged to be locked by means of detachable fastening elements or locking elements 40a so that said annular section 30 or circumferential shell portion is obtained, see Fig. 2. The detachable fastening elements 40a are constituted according to an embodiment of fittings 40a. The fittings 40a are according to a variant arranged at the strut portions 24a, 24b in connection with the adjacent column portions 23a, 23b to releasably lock the wall elements 20. According to this embodiment the locking element is arranged to releasably lock the wall elements to each other by attaching the locking element 40a to fastening elements 46b, 46a of respective wall element 20, here the molded-in sheet metal portion 46b, 46a, illustrated in Fig. 2, by means or equivalent. The locking element is arranged to extend substantially horizontally inside 20b between two adjacent wall elements 20 for said locking.
    The tower sections are arranged to be formed by stacking tower sections on top of each other, wall elements according to Figs. 3a-b being stacked on top of each other, a lower end of the respective column portion 23a, 23b of the respective wall elements 20 of upper tower section 30 resting on a upper end of the respective column portion 23a, 23b of the lower tower section 30, the upper and lower ends of the respective column portion 23a, 23b according to a variant having a step so that they engage each other to prevent lateral sliding of the tower section, see Fig. 3a.
    The column portions 23a, 23b of the lower tower section 30 are consequently arranged to support the upper tower section 30. Furthermore, when stacking wall elements as above, a lower strut portion 24a of wall elements 20 of upper tower section 30 is arranged to rest on an upper strut portion 24c of wall elements 20 of lower tower section. Wherein upper and lower strut portions according to a variant have a step so that they engage each other to prevent lateral sliding of the tower sections, see Fig. 3b.
    The wall elements 20 of the upper tower section are arranged to be fixed to the wall elements of an underlying tower section by means of detachable fastening elements or locking elements 40b. According to one embodiment, the detachable fastening elements 40b are constituted by fittings 40b. The fittings 40a are according to a variant arranged at the strut portions 24a, 24c in connection with the adjacent column portions 23a, 23b for releasably reading the wall elements 20. According to this embodiment the reading element is arranged for releasably reading the wall elements to each other by attaching the reading element 40a to fastening elements 46b, 46a of respective wall element 20, here the molded-in sheet metal portion 46b, 46a, illustrated in Fig. 2, by means of bolts or the like. The reading element is arranged to extend substantially vertically inside 20b between two stacked wall elements 20 for said locking.
    Fig. 5a schematically illustrates a tower construction according to an embodiment of the present invention composed of wall elements 20 according to Fig. 1, and consequently tower sections 30 according to Fig. 4, during assembly comprising tower sections according to Fig. 4, Fig. 5b schematically illustrates the tower construction according to Fig. 5a assembled, and Fig. 5c schematically illustrates a part of a bar element 18 for assembling tower sections stacked on top of each other according to an embodiment of the present invention.
    The tower structure 50 is made up of annular tower sections 30 or circumferential shell portions 30 as described in connection with Fig. 4, tower sections 30 being arranged to be stacked on top of each other as described in connection with Figs. 3a-b. The sections 30 are arranged to be connected to each other to form the tower structure 50 by aligning the respective column portions 23a, 23b of the respective tower section 30 so as to form a tower column with a channel running continuously in its longitudinal direction.
    The tower construction 50 comprises the bar elements 43. According to an embodiment of the tower construction, said circumferential and stacked 30 are connected by means of bar elements 43, suitably of high-strength steel. The bar elements are according to shell portions the column channel portions 26 continuously anchored in this embodiment to the top and bottom of the tower structure by means of anchors 45a, 45b, or in sections thereof. The rod elements are preferably individual rigid rod elements, which has the advantage that they can be dimensioned and retightened with greater forces and with a simpler method than flexible tension cable.
    In the construction according to the invention, a high-performance concrete is used which, among other things, has properties that it does not shrink, which is why a rigid straight bar element 43, 44 is preferred in the channel portions 26, 27 of column portions 23a, 23b and strut portions 24a, 24b in wall elements 20 because fastening by rigid bar element 43, 44 do not creep, which results in simple retightening in the column portion and stay portion. As mentioned above in connection with Fig. 1, bracket portions 24a, 24b are preferably retightened before final assembly, either in the factory or on site.
    According to one embodiment, the column portions 23a, 23b can also be retightened in each individual wall element 20 in the factory combined with strong joints between the different storeys of the tower structure, where the column portions 23a, 23b of the wall elements are releasably locked by means of locking elements 40a. According to one embodiment, therefore, rod elements 43 in individual positions or as an joined series of rods are connectable and finally lockable by threading devices, where threading device according to a variant consists of threads 43a in rod elements 43 and nuts 43b with threads adapted to the threads as shown in Fig. 5c. Figs. 8a-b illustrate a variant for connecting closing elements in column channel portions which is applicable also in this embodiment. Preferably, the column sections are retightened in place, preferably also from the bottom to the top, by series-connected closing elements 43. This facilitates the work but above all makes it possible to clamp the entire tower in a simple manner, for example by means of a lightweight and simple hydraulic tool. No difficult-to-handle locking creep occurs, and for maximum rigidity after any initial creep of the steel bar element during, for example, the first year, final tension can easily be achieved. This results in a substantially more stable connection and rigidity.
    This also makes it possible to dismantle the wall elements of a tower structure 50 so that the wall elements 20 can be reused for building a tower structure at, for example, another location. This results in a suitable construction for towers of mobile antenna systems.
    According to this embodiment, three tower sections 30 are stacked on top of each other, the respective tower section 30 being tapered upwards so that the formed tower structure 50 is tapered upwards. An advantage of a tapered tower construction is that it reduces torque and thus dimensioned loads. In the tapered sections 30, the respective wall elements 20 are trapezoidally shaped at an equal angle on the respective inclined side so that they take the shape of a truncated isosceles triangle. Alternatively, the tower construction could be arranged to run vertically, the tower having straight sections in which the respective wall elements are rectangular. Alternatively, the tower section could be formed of a mixture of tapered and straight tower sections, where a tapered tower section can be either upward or downwardly tapered. For example, the lowest tower section could be upwardly tapering and the upper tower section The number of tower sections could be more or less than three. The height of the respective downwardly tapering and intermediate tower sections is straight. tower section can be the same or different.
    By using removable fasteners 40a as fittings, the tower structure 50 can also be taken down. According to one embodiment, the tower construction has a height in the range 25-50 m, for example around 40a m. Such a tower is suitable for mobile antenna systems. The tower construction can be constructed with any suitable height, ie. also higher than 50 m if desired. According to a variant, the tower construction has a bottom diameter in the range 3-7 m, preferably 4-6 m.
    According to one embodiment, the tower construction is configured so that the exchange / communication equipment of a mobile antenna system can be arranged at the top of the tower construction, which prevents theft of the communication equipment, and simplifies wiring and cooling of the entire system.
    According to this embodiment, a rod element 43 is arranged in the respective column channel portion 26 or a rod element 43 is arranged to run through two or more column channel portions 26. According to an alternative embodiment, two or more rod elements are arranged in the respective stay channel portion 26, where the rod elements are dimensioned for a certain load. wherein, according to a variant with several rod elements, the rod elements are thinner than if one rod element is used per column channel portion. The rod elements can be grouped in a composite arrangement or arranged separately in the respective channel portion.
    Fig. 6 schematically illustrates a side view of a portion of a flat wall element 70 for a tower structure according to a second embodiment of the present invention, and Figs. 6a-c schematically illustrate different cross-sections AA, BB and C-C of the wall element in Fig. 6.
    The flat wall element 70 is prefabricated. The wall element 70 is arranged to be cast in a mold which according to a variant is arranged to receive is a reinforcing configuration. The mold has longitudinal recesses along the sides which in profile have a curved shape or stirrup shape. By casting the reinforcement configuration in the mold, the wall element 70 is obtained.
    The wall element has an outer side 70a and an inner side 70b.
    The wall element 70 consists essentially of a flat plate portion 72, a pair of opposite sides of which one 70c is shown, intended to run substantially horizontally in the tower structure and a pair of opposite sides 70e, 70f intended to run in a direction forming a predetermined angle to the horizontal plane the tower construction. Said angle to the horizontal plane is according to an embodiment in the range 90 degrees +/- 30 degrees. According to one embodiment, the opposite sides 70e, 70f of the wall elements are intended to run substantially vertically in the tower construction, i.e. perpendicular to the horizontal plane or with a certain slope relative to the vertical plane.
    The wall element 70 includes pressure and receiving load-bearing column portions 73a, 73b running along the sides 70e, 70f. The wall element 70 is intended to be connected to adjacent wall elements. The wall element comprises along the substantially horizontally extending sides 70c running compressive and tensile load receiving strut portions 74a of which one is shown, and preferably at least one substantially parallel to and spaced from the strut portions 74a extending along the sides 70c and between the column portions running struts 74 of which struts 74 are shown. . Said stay portions 74a, 74b are hereinafter referred to as the stay portions.
    The wall element 70 consequently constitutes a flat quadrangular module or cassette with dimensions adapted to the purpose. According to this embodiment, the quadrangular wall element is rectangular. According to another embodiment, the quadrilateral wall element is trapezoidally shaped, preferably at an equal angle on the respective inclined side, so that it has the shape of a truncated isosceles triangle. According to this embodiment, the quadrangular wall element 70 has a height which is approximately three times its width. According to one embodiment, the height of the wall element is in the range 5-15 m, preferably 8-13 m.
    The wall element 70 comprises a reinforcing configuration (not shown) which according to a variant comprises reinforcing mesh or the like which preferably has a spread or surface which substantially corresponds to the shape of the mold, where the reinforcing mesh constitutes the reinforcement in the flat plate portion 72.
    The reinforcing mesh thus preferably has a substantially planar configuration.
    The column portions 73a, 73b of the wall element 70 are internally molded of the wall element 70 and consequently are arranged to run in a direction forming a predetermined angle with the horizontal plane in a tower construction, preferably arranged to run substantially vertically in a tower construction.
    The strut portions 74a, 74b are internally cast of the wall element 70 and consequently are arranged to run in a direction substantially horizontal in a tower construction.
    The wall element 70 including column portions 73a, 73b and strut portions 74a, 74b is molded in accordance with the configuration of the mold and struts.
    The wall element 70 further comprises the cast plate with the reinforcing mesh reinforced disc portion 72. According to this embodiment, the outer side 70a of the wall element 70 is substantially smooth and the inner side has elevations formed by the column and stay portions. 73b has in its continuous channel portions 76a, 76b. Said channel portions 76a, 76b are formed longitudinally in the longitudinal direction of the column portions 73a by the column portions 73a, 73b having a bracket-shaped cross-section projecting from the disc portion and having a curved portion outwardly from the respective long side of the disc portion 72. Hereby the channel portion 76a, 76b side of the wall element 70. The reinforcement configuration comprises molded reinforcement bars 78 running continuously in the longitudinal direction of the column portions.
    The reinforcement configuration comprises in the column portions 73a, 73b partially cast annular reinforcements 79 arranged transversely along the respective column portion, where a number of annular reinforcements 79 are arranged at a distance from each other along the column portion. The annular reinforcements 79 are arranged along the column portions in such a way that a portion 79a of the annular reinforcement projects over the channel portion, a projecting loop 79a being formed, which loop forms a circumferential opening with the channel portion 77.
    The molded-in portion of the partially molded annular reinforcement 79 is arranged to run around the reinforcing bar 78 running in the longitudinal direction of the column portion. The annular reinforcements 79 are arranged vertically in the column channel portions so as to form a series of dependent brackets with a c / c dimension varying. on dimensioning loads.
    The strut portions 74a, 74b have in their longitudinal direction continuous channel portions 77. According to one embodiment, the channel portions 77 consist of tubular rods. According to another embodiment, the channel portions consist of tubular channels formed during casting of pipes which have been removed after casting. This is explained in more detail below in connection with Fig. 7.
    According to this embodiment, the column portions 73a, 73b are bevelled externally, i.e. has a degree along its respective outer side, which sides form the pair of opposite sides 70e, 70f of the wall element. In this case, the respective column portion 73a, 73b gradually increases in width from its inside to its outside. The external degree or angle along the respective column portions 73a, 73b is adapted for the number of wall elements 70 to be assembled side by side to form an annular section as described in connection with Figs. 7 and 9.
    The degree of each column portion is achieved during casting by the mold having a corresponding design. The molded pillar portions 73a, 73b and the strut portions 74a, 74b form reinforcements of the wall element 70 arranged to withstand pressure and 70 are embodiments arranged to handle only minor stiffening forces and can be tensile forces. The slab portion 72 of the wall element according to this is therefore made very thin so that the amount of concrete can be significantly reduced.
    Due to the flat design of the wall element 70, simple shipping is made possible in that these wall elements 70 can easily be stacked on top of each other and transported on, for example, a truck, boat or the like. They take up little space and are not awkward. As the amount of concrete has been reduced due to the thin slab portions 72, they become relatively lightweight and thus easy to handle.
    According to a preferred embodiment, the respective wall elements 70 are made of high-performance concrete with such properties that wall elements 70 have a panel portion 72 with a thickness which is thinner than the standard for covering layers, i.e. thinner covering layers on each side of the reinforcing mesh than 30 mm where the reinforcing mesh according to an embodiment is about 10 mm can be provided.
    According to one embodiment, the plate portion of the wall element 70 is thus thinner in thickness than 70 mm.
    The properties of the high performance concrete of the present invention, which preferably consists of the concrete of wall elements and tower structure 50, 100 according to the first and second embodiments of the present invention are described in more detail in connection with Figs. 10a-d below.
    By using high-performance concrete with the above-mentioned properties, a significantly lighter construction is made possible with retained strength and tensile properties, which further simplifies transport and assembly in rugged terrain for the manufacture of towers for wind turbines.
    Fig. 7 schematically illustrates a plan view of a portion of two composite wall elements according to Fig. 6, respectively. The respective prefabricated wall elements 70 are arranged to form one of a plurality of wall portions of circumferential shell portions 80 of one of several stacked shell portions. 80 according to Fig. 9. The circumferential shell portions 80 form the annular tower section 80.
    The wall elements 70 are arranged to be assembled by arranging the outer side of a pillar portion 73a, 73b of a wall element 70 against the outer side of a pillar portion 73b, 73a of another wall element 70 so that they abut each other so that the inner sides of respective wall elements 70 are angled inwards towards each other.
    The column portions 73a, 73b have such a cross section that when two long sides 70a, 70b of the wall element 70 abut against each other a continuous channel portion 76 is formed by the channel portions 76a, 76b facing each other through the thus composed column portions 73a, 73b.
    The portion 79a projecting over the channel portion of each column portion of the partially cast annular reinforcements 79 arranged in the column portions 73a, 73b transversely along the respective column portion is arranged to overlap a corresponding projecting portion 79a of an abutting wall element 70 so that the respective loop 79a overlaps the other loop 79a. , a loop from the annular reinforcement 79 of a first wall element 70 extending towards 23a of a wall element 70 and the loop from the annular reinforcement 79 of the channel portion 76a of the column portion adjacent second adjacent second wall element 70 extending towards the channel portion 76b of the column portion 73b of the first wall element. Accordingly, annular reinforcements are arranged transversely along the respective wall elements so that when two longitudinal sides 70a, 70b of the wall element 70 abut against each other several annular loops are formed by projecting portions of opposite reinforcement rings.
    According to one embodiment, the column portions 73a, 73b are dimensioned to be able to withstand forces arising from tower constructions for wind turbines. Depending on the size of the unit and wings of the wind turbine that is responsible for the dimensioning load (not the weight of the unit), the column dimensions with suitable dimensions normally vary between 200x200 mm to 300x300 mm. For mobile antenna towers, they can of course be dimensioned much slimmer as the most important thing for such towers is that they are rigid.
    Removal of tubular element from the formed stay channel portion 77 is made possible, as in the first embodiment, for example by the tubular element being waxed or oiled before it is cast. Alternatively, removal of the tubular element is made possible by having the tubular element wrapped before it is cast.
    Rod elements 94 are arranged to be inserted into the strut channel portions 77 for retightening the wall element 70. According to yet another embodiment, the channel portion 77 is formed by means of a rod element 94 which is arranged to be cast so that it is retightable, where the channel portion already has a rod element inserted therein. According to one embodiment, post-tensioning of bracket portions 74a, 74b of the wall element 70 is provided in the factory, i.e. the post-voltage is prefabricated. According to another embodiment, the post-tensioning of tie portions 74a, 74b of the wall element 70 is arranged to be produced after assembly. According to this embodiment, the rod element is arranged to be clamped / tightened by means of a nut 94a. According to a variant, the retightening is achieved by screwing by means of a hydraulic tool, which retightening through the thread can be performed with less force than if the corresponding struts are to be drawn. According to a variant, the edge of the channel portion is arranged to hold against the nut.
    According to this embodiment, a rod element 94 is arranged in the respective stay channel portion 77. According to an alternative embodiment, two or more rod elements are arranged in the respective stay channel portion 77, where the rod elements are dimensioned for a certain load, wherein according to a variant with several rod elements, the rod elements are thinner than if a rod element is used 10 15 20 25 27 per stay channel portion. The rod elements can be grouped in a composite arrangement or arranged separately in the respective channel portion.
    Fig. 8a schematically illustrates side cross-section of portion of wall elements according to Fig. 6, and Fig. 8b schematically illustrates side cross-section of portion of two stacked wall elements according to Fig. 6. Fig. 9 schematically illustrates a tower section 80 composed of wall elements according to Fig. 6. .
    The tower structure 100 is made up of stacked tower sections 80. Tower sections are obtained by assembling wall elements 70 as above so that an annular section 80 is obtained. When two long sides 72a, 72b of the wall element 70 abut each other, a continuous channel portion is formed through the thus composed column portions as described above, i.e. that each channel portion 76a, 76b of the respective column portion 73a, 73b face each other so that said channel portion 76 is formed. Two column portions 73a, 73b thus arranged against each other form a column 73 with one in the channel portion 76 of the column. The prefabricated flat wall elements 70 are placed next to each other so that a longitudinal direction running through annular tower section 80 is formed. The annular section 80 here consists of identical flat wall elements 70, whereby a faceted ring is obtained. According to this embodiment, the number of wall elements 70 in a section is twelve, the annular section having a dodecagonal cross-section in the horizontal plane. In this case, the external phase or degree of the disc portion is 7.5 degrees.
    Because each wall element 70 is trapezoidally shaped at an equal angle on the respective inclined side so that they have the shape of a truncated isosceles triangle, an upwardly tapering tower section is obtained, which reduces the moments and thus dimensioned loads.
    According to alternative embodiments, the number of wall elements 70 can be more or fewer, where more results in a more circular tower section and thus more stable from a strength point of view, and lighter wall elements 70 and fewer result in fewer wall elements 70, which results in faster assembly and fewer wall elements 70 to handle.
    Because the respective section 80 is tapered, the wall elements 70 of a section 80 to be stacked on top of another section are smaller in width than the wall elements 70 of the section 80 below so that an upwardly tapered tower structure 100 is obtained.
    The tower sections are arranged to be formed by stacking tower sections on top of each other, wall elements according to Fig. 8b being stacked on top of each other, a lower end of respective column portion 73a, 73b of respective wall elements 70 of upper tower section 80 resting on an upper end of respective column portion 73a. 73b of the lower tower section 80, the upper and lower ends of the respective column portions 73a, 73b according to a variant having a step so that they engage each other to prevent lateral sliding of the tower section, see Fig. 8b.
    Accordingly, the column portions 73a, 73b of the lower tower section 80 are arranged to support the upper tower section 80.
    The sections 80 are thus arranged to be stacked on top of each other to form a tower structure 100 by aligning the respective pillars of the respective section. As a result, the respective pillars of the respective section 80 form a tower pillar so that the tower has the corresponding number of tower pillars, here twelve tower pillars, as the respective section. A continuous channel running in the longitudinal direction of each tower column is thus formed by means of the channel portion 76 formed by the columns of the respective section by aligning the columns when stacking the sections on top of each other.
    The tower structure further comprises rod elements 93 arranged to be inserted into the channel portions 76 to connect the circumferential shell portions, i.e. the tower sections 80 by means of the rod elements 93 running in the column channel portions 76. According to one embodiment, rod elements 93 of steel or other suitable material composition are arranged to be passed through the respective channel portion 76 running continuously in the longitudinal extent of the tower column.
    Thereafter, concrete y1 is arranged to be filled in the respective channel portion so that a permanent locking of the wall elements 70 and the sections 80 is provided with rod elements 93 and said annular reinforcements through which overlapping annular loops rod elements 93 are arranged to be inserted. In this way, the tower structure 100 is permanently locked and a very stable structure is obtained. No welding is required. Such a construction with tower pillars with continuous channels running in its longitudinal direction entails a simple solution which can be controlled from the factory and where the tower construction can then be easily built on site.
    According to an embodiment, the respective rod element is rotatably arranged in the respective channel portion. In this case, according to one embodiment, a hollow tubular element is arranged to be molded into the respective channel portion 76, forming a channel dimensioned so that rod elements can be inserted and rotated in the channel.
    According to one embodiment, the tubular element is removably molded into the channel portion. According to one embodiment, the tubular element is waxed, oiled, or treated with other suitable means which does not adhere to or lock in concrete before it is cast in, which enables removal of the tubular element so that it can be removed so that a channel formed by it in the column portion of the cast concrete is formed dimensioned so that the bar element can be inserted and rotated in the channel. Alternatively, removal of the tubular element is made possible by having the tubular element wrapped before it is cast. Any suitable means of providing According to these embodiments, the tubular member need not be hollow.
    According to one embodiment, an upper axially extending end portion and a lower axially extending end portion of the tubular element have a larger circumference, for example diameter, than the remaining intermediate running portion of the tubular element. As a result, upon removal of the tubular element, a channel 77 'of the column portion is obtained which has a larger circumference along an upper portion 77'a and along a lower portion 77'b of the channel.
    This solution enables simple re-tensioning of inserted rod elements.
    Such a solution is advantageously also used when connecting by means of the rod elements of tower construction according to the first embodiment of the present invention.
    Accordingly, according to one embodiment, the column portions 73a, 73b are also arranged to be retightened in each individual wall element 70 in the factory combined with strong joints between the different storeys of the tower structure. According to one embodiment, therefore, rod elements 93 in individual positions or as a joined series of rod elements 93 are connectable and finally lockable by threading devices, where threading device according to a variant consists of threads 93a in rod elements 93 and nuts 93b with threads adapted for the threads as shown in Fig. 8a -b.
    The threads of the respective rod elements are preferably adapted so that when the rod element is arranged through a column portion 73a, 73b of a wall element, alternatively through two or more column portions of wall elements 70 of stacked tower sections 80, the thread has an extent corresponding to the wider part of the with concrete y1 enclosed the channel 77 ”. A rod element can thus have a length corresponding to a column portion, two column portions or several column portions where each end of the rod element has threads corresponding to the extent of the wider portion 77'a, 77'b of the channel 77.
    The respective nut 93b preferably has an extent corresponding to twice the extent of the wider portion 77'a, 77'b in the channel 77. When a rod element is arranged in the channel portion, i.e. the channel so that the threads of the rod element are at the level of the wider portion of the channel and the nut is screwed on, the nut 93b will protrude corresponding to the length of a wider portion of the channel in a column portion. As a result, the projecting portion of the nut 93b when stacking a further tower section is arranged to be inserted into a wider portion of the channel of a column portion of the tower section stacked thereon, whereby a rod element can be inserted through it and threaded into the nut for post-tensioning.
    Preferably, the column portions are retightened in place, preferably also from the bottom to the top, by series-connected rod elements 93. This facilitates the work but above all makes it possible to clamp the entire tower structure 100 in a simple manner, for example by means of a lightweight and simple hydraulic tool. No difficult-to-handle locking creep occurs, and for maximum rigidity after any initial creep of the steel bar element during, for example, the first year, final tension can easily be achieved. This results in a substantially more stable connection and rigidity.
    According to a variant, a few bar elements are clamped together at a time, and by the forces decreasing higher up in the tower construction, the bar elements are adapted to current forces which decrease with height as the torque becomes smaller.
    Accordingly, according to one embodiment, the rod elements, which preferably comprise steel, are dimensioned according to the forces they are arranged to absorb so that the dimension of rod elements and / or the dimension of the pillars and struts higher up in the tower structure are dimensioned to absorb less force than rod elements in lower tower sections. , which reduces material consumption.
    As a result, tower sections for forming the tower structure can be connected by means of tensioned bar elements and / or by means of concrete supplied in the channel portions for casting tower sections.
    According to one embodiment of the tower structure 100 according to the second embodiment, ten sections 80 are stacked on top of each other, the respective section 80 being tapered upwards. The respective wall elements 70 / section 80 are 10 m high according to this embodiment 10 m high so that the tower construction 100 becomes 100 m high. The tower construction can of course be built to the desired height.
    The tower structure 100 is according to one embodiment configured so that it is arranged to support the turbine of a wind turbine and thus constitutes a wind power generator. According to one embodiment, the height of the tower structure is in the range of 60-140 m, but taller towers can be achieved.
    According to a variant, the tower construction has a bottom diameter in the range 4-8 m, preferably 5-7 m.
    According to this embodiment, a rod element 93 is arranged in the respective column channel portion 76 or a rod element 93 is arranged to run through two or more column channel portions 76. According to an alternative embodiment, two or more rod elements are arranged in the respective rod channel portion 76, where the rod elements are dimensioned for a certain load. wherein, according to a variant with several rod elements, the rod elements are thinner than if one rod element is used per column channel portion. The rod elements can be grouped in a composite arrangement or arranged separately in the respective channel portion.
    The above has different variants so that by means of rod elements 43; 93, 44; 94 tension bracket portions 24a, 24b; 74a, 74b and column portions 23a, 23b; 73a, 73b of tower sections 50, 100, and by means of rod elements connecting tower sections 30; 80 of tower structures 50, 100 have been described. As mentioned, retightening of strut sections and column sections can be achieved in different ways. One that it is done in the factory, both in the column section and the stay section. Another way is to leave post-tensioning in column sections until after assembly of a tower section 30; 80 and thus connect several tower sections stacked on top of each other. According to a variant, a few wall element elements are clamped together at a time and by the forces decreasing upwards, the rod elements are adapted to current forces which decrease with height as the torque becomes smaller. According to another variant, the rod elements have the same dimension and are tensioned from the bottom to the top, which has the advantage that if then, for example after one year there is a need for additional tension due to the steel of the rod element crawling and slackening in the first year . Rod elements 44; 90 in the strut portions are straight and tensionably arranged in the strut portion of the respective wall elements 20; 70.
    The advantage of a straight bar element is that it reduces the number of pulls and stresses, you can pull easily and precisely with bolts without creep, and you can retighten them by screwing.
    Above, wall elements 20, 70 for training tower construction 50, 100 for mobile antenna systems and for wind turbines have been described. By means of wall elements 20, 70 according to the present invention, for example, a waste silo or manure well could also be constructed.
    Above has wall elements 20; 70 are arranged to form one of a plurality of wall portions of circumferential shell portions 30; 80 of a tower structure 50 formed by several stacked shell portions; 100. However, any suitable means can be provided by means of the wall elements according to the present invention, such as the shell of a multi-storey building as a building construction, where the strut portions according to a variant can form beams for storeys. The wall elements do not have to be the same size. Any suitable tower shape or other building shape can be provided with the device wherein the annular section can be a regular or irregular polygon. The ring shape may have any suitable cross-section such as triangular, square, rectangular, pentagonal, hexagonal, etc. or irregular cross-section.
    Figs. 10a-d show different measurement data of high-performance concrete y1 according to the present invention compared to conventional concrete y2.
    The high-performance concrete according to the present invention is composed of cement and aggregate with a water cement number, vct, i.e. weight ratio between the amount of water and the amount of cement which is lower than 0.39, whereby all added water is chemically bound during hardening to concrete and where all capillary pores have disappeared in the cement paste. A low vct number means that the cement matrix becomes stronger and denser. Through these property improvements, the board portion can be made water, salt and acid resistant.
    According to a variant, the cement constitutes 20-30% of the high-performance concrete 55-75% the high-performance concrete consists of 5-15% water, with a vct <39. and the ballast of the high-performance concrete. The Ballast includes slag and / or stone and / or sand. According to a preferred embodiment, the ballast comprises sharp sand which according to one embodiment constitutes 10-20% of the high-performance concrete. According to one embodiment, the cements comprise fine materials such as microsilica, airgel and similar materials.
    According to one embodiment, the fine material constitutes 1-5% of the high-performance concrete.
    The high-performance concrete according to an embodiment of the present invention is consequently composed of smaller mixtures of materials with good grip zones, i.e. materials having a rough configuration / surface are uneven, for example with craters or the like, such as aerosol and / or scrap sand and / or mineral fibers such as carbon, silicate or base salt fibers, mixed in cement in a certain composition. According to one embodiment, the high-performance concrete y1 according to the present invention is composed of a mixture of 10-20% sharp sand, and / or 1-5% by volume of aerogel and / or slag in glass phase and / or mineral fibers such as carbon, silicate and / or basalt fiber. This results in a high-performance concrete with such properties that the tensile strength increases, almost doubles, which quite surprisingly means that the high-performance concrete becomes fire-resistant.
    All in all, this means that you can create a long-term constructive board with a thickness at the bottom of only about 20 mm, ie. well below the standard for covering layers, served to protect the reinforcing steel from rusting through water, salt and acid penetration or quickly lose its strength in case of fire.
    Fire tests have been performed on the high performance concrete y1 according to the present invention. The test was performed at the Statens Provningsanstalt in Borås, Sweden. Two pillars of the high performance concrete y1 were fire tested according to SIS 02 48 20 for 122.5 minutes. Both pillars retained their load-bearing capacity throughout the test.
    The properties of the concrete are improved by increasing the density of the cement paste and interaction with aggregate materials. This results in increased compressive and tensile strength, good water resistance but at the same time good diffusion openness, higher aging resistance, high carbonation and chloride resistance, high adhesion and that the concrete is shrink-free during hardening.
    The high-performance concrete according to the present invention results in increased tensile strength with the possibility of doubling the tensile strength of normal concrete from today's at best 5-7 MPa to 10-15 MPa. Because the water cement number, vct, can be made low at the same time, all of a sudden the small amount of water vapor released in the event of a fire is not able to split the material.
    Compressive and tensile strength tests were performed on high-performance concrete y1 according to the present invention and for comparison normal concrete y2, where the following results were obtained after 28 days.
    High-performance concrete v1 according to the present invention: Compressive strength after 28 days 95 MPa Tensile strength after 28 days 12.5 MPa Normal concrete y2: Compressive strength after 28 days 45 MPa Tensile strength after 28 days 6 MPa Fig. 10a-d shows tests of high-performance concrete according to the present invention, designated y1, and conventional concrete, hereinafter referred to as y2.
    Fig. 10a shows tests of shrinkage on 40ax40ax160 mm samples with studs on both sides of high-performance concrete according to the present invention as well as normal concrete y2. The length was measured with a Graf-Kaufman apparatus. After 6 months, no measurable shrinkage of the high-performance concrete y1 according to the present invention was noted, unlike normal concrete y2. Fig. 10b shows water absorption by capillary suction where the test was performed according to Swedish standards on high-performance concrete y1 according to the present invention and normal concrete y2. It can be seen here that the water tightness of the high-performance concrete y1 according to the present invention is significantly higher than that of normal concrete y2.
    Fig. 10c shows freezing and thawing in soda and chloride-containing solution where the test was performed according to ASTM 666, concrete resistance, on high-performance concrete y1 according to the present invention which is a standard test method for and normal concrete y2. The test shows that the chloride resistance of the high-performance concrete y1 according to the present invention is significantly higher than normal concrete y2.
    Fig. 10d shows a special test of freezing and thawing in a mixture of equal parts formic acid, lactic acid and acetic acid with pH 3, on high-performance concrete y1 according to the present invention and normal concrete y2. The test shows that the acid resistance of the high-performance concrete y1 according to the present invention is significantly higher than normal concrete y2.
    The degree of carbonation was measured by breaking the specimens in the tests above, wetting them with water and spraying a phenolphthalein solution over the surfaces.
    Carbonated surfaces do not turn pink. The carbonation depth of y1 after 6 months was measured to 1-1.5 mm. This shows that the concrete has very low permeability, which explains the low water absorption and high resistance to salt and acids.
    By using high-performance concrete of the wall elements 20, 70 according to the present invention, it is possible to achieve a thickness of the panel portion 22, 72 of the wall element 20, 70 of down to 20 mm while maintaining fire protection avoiding capsizing and maintaining water resistance avoiding rust attack.
    In that the concrete of the wall elements 20, 70 according to the present invention consists of high-performance concrete y1 as above, and thus the pressure and tensile load-bearing column portions 23a, 23b; 73a, 73b are made of high-performance concrete, the column sections can take up a substantially higher compressive load than conventional concrete, more than 70 MPa in compressive load. The column and stay portions can therefore be dimensioned to take all existing vertical and horizontal compressive and tensile forces of the tower structure 50, 100, while the relatively column and stay portions thin sheet portions 22, 72 are only responsible for stiffening.
    The tower construction according to the present invention with high-performance concrete according to the present invention thus has a significantly better strength than with conventional concrete. For example, in a wind power tower, the total capacity must be calculated according to the ability of the tower structure 100 to withstand tensile forces on one side and equal compressive forces on the opposite side.
    A column portion 73a, 73b with compressive strength of, for example, 80 MPa is retightened to 40a MPa. The side of the tower structure 100 which is subjected to tensile load shall be supported by the tensile strength present in the preferably steel bar elements 93 arranged in the column portion, while the pressure-loaded opposite side of the tower structure 100 shall be supported by the compressive forces remaining in the high performance concrete y1, i.e. 40 MPa. Consequently, if the high-performance concrete y1 can withstand a compressive load of 140 MPa, then 70 MPa remains when re-tensioning of the bar element 93 has been performed.
    All column sections in a tower structure can withstand the same loads because tensile and pressure-loaded columns vary with the wind direction.
    Of course, the same applies to the stay parties.
    The foregoing description of the preferred embodiments of the present invention has been provided for illustrative and descriptive purposes. It is not intended to be exhaustive or to limit the invention to the variations described. Obviously, many modifications and 38 variations will be apparent to those skilled in the art. The embodiments were selected and described to best explain the principles of the invention and its practical applications, thereby enabling those skilled in the art to understand the invention for various embodiments and with the various modifications appropriate to the intended use.
    权利要求:
    Claims (19)
    [1]
    Prefabricated wall element for tower construction, essentially of concrete, arranged to form a building formed by a plurality of wall portions of circumferential shell portions of one of several stacked shell portions, characterized in that the wall element (20; 70) consists essentially of a flat plate portion (22 72) comprising a pair of opposite sides intended to run substantially horizontally in the building and a pair of opposite sides intended to run in a direction forming a predetermined angle with the horizontal plane of the building, and along which sides the wall element (20; 70) includes pressure tensile load-bearing column portions (23a, 23b; 73a, 73b) and is intended to be connected to adjacent wall elements (20; 70).
    [2]
    The wall element of claim 1, wherein the wall element further includes substantially horizontally extending compressive and tensile load receiving strut portions (24a, 24b; 74a; 74b).
    [3]
    Wall element according to claim 1 or 2, wherein the column portions (23a, 23b; 73a, 73b) comprise column channel portions (26; 76) running in the longitudinal direction of the column portion.
    [4]
    Wall element according to claim 2 or 3, wherein the strut portions (24a, 24b; 74a, 73b) comprise strut channel portions (27; 77) running in the longitudinal direction of the strut portion.
    [5]
    Wall elements according to claim 3 or 4, wherein said circumferential shell portions (30; 80) are connected by means of rigid rod elements (43; 93) running in the column channel portions (26; 76).
    [6]
    Wall element according to claim 5, wherein said rod element is tensionably arranged in the column channel portions (26; 76).
    [7]
    A wall element according to any one of claims 4-6, wherein at least one rigid rod element (27; 77) is tensionably arranged in the respective stay channel portion. 10 15 20 25 40
    [8]
    Wall elements according to any one of claims 1-7, wherein the column portions (23a, 23b) of the wall elements (20) are arranged to be releasably locked by means of locking elements (40a, 40b) at adjacent column elements of the wall elements for forming said building.
    [9]
    Wall elements according to any one of claims 3-8, wherein the wall elements (70) are arranged to be connected by means of concrete cast in the column channel portions (76).
    [10]
    Wall element according to claims 1-9, wherein the concrete of the wall element (20; 70) is high-performance concrete (y1) composed of cement and aggregate with a weight ratio between water amount and cement amount, vct, which is lower than 0.39.
    [11]
    Wall element according to any one of claims 10, wherein the composition of the high-performance concrete (y1) comprises a mixture of 10-20% sharp sand, and / or 1-5% by volume of glass-phase aerogel and / or slag and / or mineral fibers such as carbon , silicate and / or basalt fibers.
    [12]
    Wall element according to claim 10 or 11, wherein said high-performance concrete has a tensile strength greater than 10MPa.
    [13]
    Wall elements according to claims 10-12, wherein said high-performance concrete has a compressive strength greater than 70MPa. any of
    [14]
    Wall element according to any one of claims 1-13, wherein the column portions (23a, 23b; 73a, 73b) have an extension in the range 5-15 meters, preferably in the range 8-13 m.
    [15]
    Tower construction comprising wall elements according to any one of claims 1-14.
    [16]
    A mobile antenna system comprising a tower structure (50) according to claim 15, and communication equipment arranged in the upper part of the tower structure.
    [17]
    The mobile antenna system of claim 16, wherein the tower structure has a height in the range of 25-50 m. 41
    [18]
    Wind turbine comprising a turbine, turbine blades connected to the turbine, and a tower structure (100) according to claim 15, which tower structure (100) is arranged to support said turbine.
    [19]
    Wind turbine according to claim 18, wherein the tower construction has a height in the range 60-140 m.
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    US20120042585A1|2012-02-23|
    EP2401454A1|2012-01-04|
    SE534051C2|2011-04-12|
    WO2010098716A1|2010-09-02|
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    引用文献:
    公开号 | 申请日 | 公开日 | 申请人 | 专利标题
    US2958983A|1956-07-23|1960-11-08|Vincent J Hoover|Concrete storage structure|
    US3104532A|1956-09-24|1963-09-24|Severinsson Erik Solve|Devices for joining pile sections|
    CA1060673A|1975-12-02|1979-08-21|Velo D. Gianfranco|Liquidtight tank or reservoir made of prestressed reinforced concrete, particularly for purification plants|
    US5038540A|1981-11-20|1991-08-13|Krautz Alfons O|Sectional smokestack|
    SE449887B|1983-12-20|1987-05-25|Axel Bert Roger Ericsson|BEAM|
    NL1019953C2|2002-02-12|2002-12-19|Mecal Applied Mechanics B V|Prefabricated tower or mast, as well as a method for joining and / or re-tensioning segments that must form a single structure, as well as a method for building a tower or mast consisting of segments.|
    US7162844B2|2003-01-09|2007-01-16|Chicago Bridge & Iron Company|Use of partial precast panels for construction of concrete walls and shells|
    CA2519277C|2003-03-19|2011-07-12|Vestas Wind Systems A/S|Method of constructing large towers for wind turbines|
    CN100381388C|2003-06-06|2008-04-16|株式会社日本触媒|Additive for hydraulic material and concrete composition|
    US7197854B2|2003-12-01|2007-04-03|D.S. Brown Co.|Prestressed or post-tension composite structural system|
    FR2866330B1|2004-02-13|2006-08-18|Eiffage Tp|ULTRA HIGH PERFORMANCE, AUTOPLACING CONCRETE, PROCESS FOR PREPARING THE SAME AND USE THEREOF|
    SE0402934D0|2004-11-25|2004-11-25|Roger Ericsson|Beam flooring and procedure for mounting such|
    ES2246734B1|2005-04-21|2007-04-16|STRUCTURAL CONCRETE &amp; STEEL, S.L.|PREFABRICATED MODULAR TOWER.|
    JP2007153641A|2005-12-01|2007-06-21|Construction Research & Technology Gmbh|Cement additive and cement composition using the same|
    JP2007321710A|2006-06-02|2007-12-13|Oriental Construction Co Ltd|Tower construction block|
    ES2326010B2|2006-08-16|2011-02-18|Inneo21, S.L.|STRUCTURE AND PROCEDURE FOR ASSEMBLING CONCRETE TOWERS FOR WIND TURBINES.|
    WO2009056898A1|2007-11-02|2009-05-07|Alejandro Cortina-Cordero|Post-tensioned concrete tower for wind turbines|US8322093B2|2008-06-13|2012-12-04|Tindall Corporation|Base support for wind-driven power generators|
    SE533634C2|2008-06-30|2010-11-16|Bo Blomqvist|Cheese composite mast|
    AT513261B1|2012-10-30|2014-03-15|Univ Wien Tech|Method for producing a reinforced concrete tower structure|
    SE537467C2|2013-09-27|2015-05-12|Smart Innovation Sweden Ab|Post for transmission of electric power and / or telecommunications signals, networks for this and use and method|
    EP2942453A1|2014-05-05|2015-11-11|Siemens Aktiengesellschaft|Wind turbine tower, and method of production thereof|
    CA2997927C|2015-08-31|2020-06-09|Siemens Gamesa Renewable Energy, Inc.|Tower segment and method utilizing segmented bearing plate|
    GB2541980B|2015-09-02|2018-02-07|Romax Tech Limited|Bearing compression strap|
    FR3045696A1|2015-12-17|2017-06-23|Lafarge Sa|
    US10560147B1|2017-03-07|2020-02-11|Cpg Technologies, Llc|Guided surface waveguide probe control system|
    US20180261904A1|2017-03-07|2018-09-13|Cpg Technologies, Llc|Guided surface waveguide probe with insulating material in support platform near coil|
    US11224774B1|2021-04-29|2022-01-18|Garry D. Thomsen|Configurable support for an autonomous firefighting tower|
    法律状态:
    2013-10-01| NUG| Patent has lapsed|
    优先权:
    申请号 | 申请日 | 专利标题
    SE0950105A|SE534051C2|2009-02-27|2009-02-27|Prefabricated wall element for tower construction, as well as tower construction|SE0950105A| SE534051C2|2009-02-27|2009-02-27|Prefabricated wall element for tower construction, as well as tower construction|
    US13/202,736| US20120042585A1|2009-02-27|2010-02-24|Prefabricated wall element for tower construction, and tower construction|
    EP10746514A| EP2401454A1|2009-02-27|2010-02-24|Prefabricated wall element for tower construction, and tower construction|
    JP2011552002A| JP2012519244A|2009-02-27|2010-02-24|Prefabricated wall member for tower structure and tower structure|
    PCT/SE2010/050213| WO2010098716A1|2009-02-27|2010-02-24|Prefabricated wall element for tower construction, and tower construction|
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