JP2012519244A - Prefabricated wall member for tower structure and tower structure - Google Patents

Abstract

  The present invention is substantially made of concrete and configured to form one of a plurality of wall portions of a building formed by one circumferential shell portion of a plurality of shell portions stacked on each other A prefabricated wall member for a tower structure, wherein the wall member (20; 70) includes a pair of opposite side surfaces configured to extend substantially horizontally in the building, and a horizontal plane in the building. A substantially flat sheet portion (22; 72) comprising a pair of opposite side surfaces that extend in a direction that forms a predetermined angle with respect to the wall, and along the side walls, The member (20; 70) relates to a prefabricated wall member including a compressive tensile load absorbing strut portion (23a, 23b; 73a, 73b) and adapted to be connected to an adjacent wall member (20, 70). The invention also relates to a tower structure, a mobile antenna system, and a wind power plant.

Description

  The present invention relates to a prefabricated wall member for a tower structure according to the premise description part of claim 1. The present invention also relates to a tower structure according to the premise description part of claim 15. The invention also relates to a mobile antenna system. The invention also relates to a wind power plant.

  Currently, there are many variations of wind power plants. The wind farm includes a turbine coupled to the blades and a tower configured to support the turbine. One type of wind power plant is a steel tower with a cylindrical or grid structure or similar structure. However, steel towers have several drawbacks. For example, steel towers are affected by the weather and are therefore not suitable at sea, require extensive maintenance, and are therefore very expensive to withstand the loads of wind power plants with high maintenance costs and high output If thick walls are required and higher than 70 meters, they are not suitable from a technical and economic point of view due to material costs and required stiffness. The compressive strength of steel is quite insufficient with respect to weight. In addition, there is a transportation problem in the manufacture of the steel tower. For example, since a large number of bolts are used, a large installation work is required.

  In the development of wind power plants, the output is getting higher, the position of the turbine blade is higher and the turbine blade is larger, so the tower is higher and has a height of more than 100m. This increases the load and makes the steel tower unsuitable. Also, it has become desirable to build wind power plants on the sea, where steel is difficult to handle and maintain. Therefore, instead of steel, reinforced concrete with high weather resistance and high cost efficiency is used. For this reason, according to one variant, prefabricated concrete rings are used which are stacked on each other by a lifting crane and connected by tension ropes or corresponding members. However, this manufacturing technique has the disadvantage that it is difficult to transport large concrete rings and is complicated to manufacture, which increases the manufacturing costs. In another variant of the wind power plant, the tower is cast on site, ie the mold is manufactured on site and concrete is added. In this configuration, the quality of the concrete and hence the strength is compromised, the production depends on the weather, it takes time to produce the tower, a large crane and scaffolding are required, and the mold must be dismantled or demolished There is a disadvantage that occurs.

  Patent document 1 has a tower basically composed of a prefabricated wall member made of concrete, and the wall member has several walls of one circumferential shell portion among several shell portions stacked on each other. A wind turbine forming part is disclosed. Prefabricated wall members are solid wall members of uniform thickness that are flat on the outside and inside to achieve structural rigidity and loading capacity. The wall member has a curved cross section. The curved cross section, according to one embodiment, is obtuse V-shaped to form a faceted cross section. The disadvantage of such a wall member is that the placement is quite complicated. Such wall members are quite difficult to transport due to their shape and are difficult to handle during assembly due to their weight. In addition, a large amount of concrete is required, and the manufacturing costs are considerably high.

  Patent document 2 has a tower basically composed of prefabricated wall members made of concrete, and the wall members are some of the circumferential shell portions of one of the shell portions of the towers stacked on each other. The wind turbine which forms the wall part is disclosed. The prefabricated wall member, according to various variants, is reduced in thickness, reinforced by the internal structure of the horizontal and vertical reinforcing members, has an arched cross-section, and is horizontal by a flexible metal cable. Stretched in both direction and vertical direction. The disadvantage of such a wall member is that the placement is quite complicated. Further, such wall members are quite difficult to transport due to their shape and are difficult to handle during assembly due to their weight.

  For example, high-strength stranded steel spades are used to reduce the amount of reinforcing members and reduce the assembly time in which concrete structures such as towers for wind power plants according to the above configuration are stretched after placement. By applying the expansion / contraction force, deformation in the direction opposite to the direction of the action due to the external load occurs. This improves the static characteristics of this configuration. It was common to provide a post-tensioned configuration with a stretch force that does not cause tensile stress, but currently it is most common to apply partial pre-stress, That is, the tensile stress is accepted and absorbed by the reinforcing member that is not tensioned. One reason for this is that a configuration having a reinforcing member that is post-tensioned is subjected to a large and concentrated compressive force from the spade to a point where it can be considered to cause unwanted deformation. In the case where the tie is made of a stranded steel wire, it is necessary to pull the tie and then fasten it with a wedge, thereby causing anchorage portion slippage. The discipline tends to creep by itself, especially in the first year. Concrete shrinks and creeps, creating a forced force on the concrete and joints as a whole, resulting in the formation of cracks. Thin twisted steel wire reserves are also susceptible to temperature rise during combustion and are therefore secured by a reinforcing member that is not tensioned. The tie craft also needs to be stretched by dam craft means, and therefore the dam craft in this case is large and unwieldy, so the tie craft cannot be made heavy. This means that the amount of cable needed to pull and stretch is large and that both heavy machinery and professional skills need to be implemented correctly.

  Conventional towers for mobile antennas are currently assembled as steel structures. The problem with such a structure is that the communication equipment placed in the steel tower is easily accessible within the tower and such communication equipment is easily stolen. Steel towers quickly become costly when handling large pressure loads, since the thickness of the components is very large.

  One solution to this problem is known from tower structures that have a cylindrical shape made of concrete and are reinforced by being cast as a ring in which several rings are stacked on top of each other. The structure can be expanded and contracted according to the compressive strength that the structure can handle, so that the bottom is anchored to the bottom, thereby stabilizing the structure. Each ring is configured to be locked so that a rigid tower is achieved. According to one variant, the height of the tower structure is about 40 m. The tower structure is configured such that the central / communication equipment can be placed at the top of the tower in which the central / communication equipment is accommodated. This solution prevents theft and simplifies wiring and cooling of the entire system. However, the tower is quite expensive and distributes the compressive load evenly and withstands the compressive load without causing much local tension and deformation that can form cracks, while at the same time providing a covering layer on the reinforcing member. A concrete ring that is quite thick and about 7 cm thick is required to install. This thick cylindrical concrete ring can be 10 m high and 2 to 3 m in diameter, difficult to manufacture, heavy, and cumbersome to transport. Or the ring is segmented, but in that case the situation is not much improved. In undulating terrain such as jungles and mountains, masts for mobile systems are often placed so as not to harm the environment. Assembling tower structures by transporting concrete rings / concrete segments to such terrain is cumbersome.

International Publication No. 03/069090 Pamphlet European Patent Application No. 1876316

  It is an object of the present invention to provide a wall member for a tower structure that is easy to manufacture, transport and assemble and is cost effective.

  Another object of the present invention is to provide a cost effective tower structure that is easy to manufacture, transport and assemble.

  Another object of the present invention is to provide a tower structure that is suitable for wind power plants that require a tower with a high load and a height of 100 m, and that is easy to manufacture and transport and is cost effective.

  Another object of the invention is to provide a cost effective tower structure that is suitable for mobile antenna systems that require high rigidity and a tower height of 40 meters, and that is easy to manufacture, transport and assemble. It is to be.

  These and other objects will be apparent from the following description, are of the type described in the introductory part, and are described in the characterizing part of the attached independent claims 1, 15, 16, and 18. It is realized by a wall member for a tower structure, a tower structure, a wind power plant, and a mobile antenna system that show the features. Preferred embodiments of the device are defined in the appended dependent claims 2-14, 17, and 19.

  According to the present invention, the above object is basically made of concrete and is one of a plurality of wall portions of a building formed by one circumferential shell portion of a plurality of shell portions stacked on each other. A prefabricated wall member for a tower structure configured to form a pair, wherein the wall member is configured to extend substantially horizontally in the building, A substantially flat sheet portion including a pair of side surfaces facing each other and extending in a direction forming a predetermined angle with respect to a horizontal plane of the wall member, This is realized by a prefabricated wall member that includes a compressive tensile load absorbing column and is adapted to be connected to an adjacent wall member. Thereby, manufacture and transportation of a wall member can be performed easily and cost-effectively. The flat configuration of the wall member is easy to drive and therefore easy to manufacture. In addition, the flat configuration makes it very easy to transport and handle the wall member, reducing costs. The compressive tensile load absorbing struts can reduce the amount of concrete and thus reduce material costs.

  According to one embodiment, the wall member further comprises a compressive tensile load absorbing strut portion extending in a substantially horizontal direction. The compressive tensile load absorbing struts can reduce the amount of concrete and thus reduce material costs.

  According to one embodiment of the wall member, the support column includes a support channel groove extending in the longitudinal direction of the support column. Thereby, it becomes easy to establish a simple and stable connecting portion between the circumferential shell portions to form the tower structure.

  According to one embodiment of the wall member, the strut portion comprises a strut groove portion extending in the longitudinal direction of the strut portion. This facilitates reinforcement by the strut members and individual post-tensioning of the strut portions of the wall members.

  According to one embodiment of the wall member, the circumferential shell portion is connected by a rigid rod member extending through the groove. Thereby, the stable connection part is obtained.

  According to one embodiment of the wall member, the bar member is disposed in the column groove so as to be extendable and contractible. Thereby, the post tensioning can be applied to the wall member in the factory or after the shell portion is assembled.

  According to one embodiment of the wall member, a rigid bar member is disposed in each strut groove so as to be extendable and contractible. Thereby, the post tensioning can be applied to the wall member in the factory or after the shell portion is assembled.

  According to one embodiment of the wall member, the struts of the wall member are configured to be removably locked to adjacent struts of the wall member by the locking members that form the building. This facilitates disassembly of the wall member of the tower structure, whereby the wall member can be reused to assemble the tower structure, for example, at a different location. As a result, a configuration suitable for the tower of the mobile antenna system is obtained.

  According to one embodiment, the wall member is configured to be connected by concrete cast in the groove. This gives a very stable and rigid connection that has a high structural strength, can withstand large loads and is suitable for supporting turbines in wind power plants.

  According to one embodiment of the wall member, the concrete of the wall member is a high-performance concrete composed of cement and ballast in which the weight ratio vct between the amount of water and the amount of cement is lower than 0.39. Thereby, the tolerance with respect to water, a salt, and an acid can be provided to a sheet | seat part.

  According to one embodiment of the wall member, the composition of the high-performance concrete comprises 10% to 20% sharp sand and / or a glass phase aerogel and / or slag with a volume percentage of 1% to 5%, And / or a mixture of mineral fibers such as carbon fibers, silicate fibers, and / or basalt fibers. With such a mixture, the tensile strength is increased and almost doubled, so that surprisingly a concrete is realized that has the properties that high performance concrete has fire resistance.

  When vct is lower than 0.39 and ballast is mixed with the cement according to the above embodiment, the thickness is only about 20 mm, i.e. much thinner than the standard coating layer, and the reinforcing steel is made of water, salt, In addition, it becomes easy to provide a long-term building sheet that functions to prevent corrosion due to permeation of acid or to prevent the strength of the reinforcing steel from being lost at high speed during combustion. This can significantly reduce the amount of concrete, thereby making the wall member lighter, thus allowing the wall member to be handled more easily and reducing manufacturing costs. Therefore, it is easy to make the thickness of the sheet portion thinner than that of a standard coating layer, that is, while maintaining fire resistance to avoid collapse and maintaining water resistance to avoid corrosion, According to the embodiment, it becomes easy to provide a covering layer thinner than 30 mm on each side of the reinforcing net of about 10 mm.

  According to one embodiment of the wall member, the high-performance concrete has a bending strength higher than 10 MPa. According to one embodiment of the wall member, the high-performance concrete has a compressive strength higher than 90 MPa. The struts and struts are high in compressive and tensile strength and can be sized to receive all vertical and horizontal compressive and tensile forces that occur in the tower structure, while The thin sheet can be thinned to deal only with bracing.

  According to one embodiment of the wall member, the struts have a length in the range from 5m to 15m, preferably in the range from 8m to 13m. This is a range suitable for facilitating transportation and handling and reducing manufacturing time.

  According to the present invention, the above object is realized by the tower structure according to any of the above embodiments.

  According to this invention, said objective is implement | achieved by the mobile antenna system provided with the tower structure which concerns on said embodiment, and the communication apparatus arrange | positioned at the upper part of a tower structure. The manufacture and transportation of wall members is simple and cost-effective, so the wall members can be easily transported to rough terrain such as jungle and mountains so as not to harm the environment. Because it is easy to handle, the mobile antenna system can be easily assembled on rough terrain.

  According to one embodiment of the mobile antenna system, the tower structure has a height in the range of 25-50 m. This is an appropriate height for a tower structure for a mobile antenna system.

  According to one embodiment, the object is a wind power plant comprising a turbine, a turbine blade coupled to the turbine, and a tower structure according to the embodiment configured to support the turbine. It is realized by. The wall member can be transported to a suitable location, such as at sea, by ship, advantageously because the wall member is easy to manufacture and transport and cost effective. Because there is no, it can be placed on the sea. Next, since the handling of the wall member is easy, the wind power plant can be easily assembled on rough terrain.

  According to one embodiment of the wind farm, the tower structure has a height in the range of 60m to 140m. This is currently regarded as an appropriate height for tower structures for wind power plants.

  The invention will be better understood with reference to the following detailed description when taken in conjunction with the accompanying drawings. In the drawings, like reference numerals refer to like parts throughout the several views.

FIG. 3 is a schematic side view of a part of the wall member according to the first embodiment of the present invention. FIG. 2 is a schematic cross-sectional view of the wall member of FIG. FIG. 2 is a schematic cross-sectional view of the wall member of FIG. FIG. 2 is a schematic cross-sectional view of the wall member of FIG. FIG. 2 is a schematic plan view of a part of each of two interconnected wall members according to FIG. FIG. 2 is a schematic side cross-sectional view of a part of two wall members according to FIG. 1 stacked on each other. FIG. 2 is a schematic side cross-sectional view of a part of two wall members according to FIG. 1 stacked on each other. FIG. 2 is a schematic plan view of wall members according to FIG. 1 interconnected to a tower section. It is the schematic of the tower structure which concerns on embodiment of this invention at the time of an assembly. FIG. 5b is a schematic view of the tower structure according to FIG. 5a interconnected. It is the one part schematic of the bar member for assembling the tower part which concerns on embodiment of this invention. FIG. 6 is a schematic side view of a part of a wall member according to a second embodiment of the present invention. FIG. 7 is a schematic cross-sectional view of the wall member of FIG. FIG. 7 is a schematic cross-sectional view of the wall member of FIG. FIG. 7 is a schematic cross-sectional view of the wall member of FIG. FIG. 7 is a schematic plan view of a part of each of two interconnected wall members according to FIG. 6. FIG. 7 is a schematic side cross-sectional view of a part of the wall member according to FIG. FIG. 7 is a schematic side cross-sectional view of a part of the wall member according to FIG. FIG. 7 is a schematic view of a tower portion composed of wall members according to FIG. It is a figure which shows the measurement data which compares the high performance concrete which concerns on this invention, and the conventional concrete. It is a figure which shows the measurement data which compares the high performance concrete which concerns on this invention, and the conventional concrete. It is a figure which shows the measurement data which compares the high performance concrete which concerns on this invention, and the conventional concrete. It is a figure which shows the measurement data which compares the high performance concrete which concerns on this invention, and the conventional concrete.

  FIG. 1 is a schematic side view of a part of a first wall member 20 for a tower structure according to a first embodiment of the present invention, and FIGS. 1a to 1c are various views of the wall member of FIG. Sections AA, BB and CC are schematically shown.

  The flat wall member 20 is manufactured in advance. The flat wall member 20 is obtained by placing it in a mold having struts and strut recesses. Therefore, since the flat wall member 20 can be integrally driven by a simple mold, it is easy to manufacture.

  The wall member has an outer side surface 20a and an inner side surface 20b. The wall member 20 basically includes a flat sheet portion 22, a pair of side surfaces opposed to each other, with one side surface 20c illustrated and extending in a substantially horizontal direction within the tower structure, and the tower structure. And a pair of side surfaces 20e and 20f facing each other and extending in a direction forming a predetermined angle with respect to a horizontal plane in the object. The above angle with respect to the horizontal plane is in the range of 90 ° ± 30 ° according to one embodiment. According to one embodiment, the opposite side surfaces 20e, 20f of the wall member extend in a substantially vertical direction within the tower structure, i.e. perpendicular to the horizontal plane or at some inclination to the vertical plane. It is made like that.

  The wall member 20 includes compressive and tensile load absorbing struts 23a and 23b extending along the side surfaces 20e and 20f. The wall member is connected to the wall members adjacent to each other. The wall member includes a compressive tensile load absorbing strut portion 24a, one of which is illustrated, preferably one is illustrated and is a distance parallel to and from the strut portion extending along side 20c. And at least one intermediate strut portion 24b extending between the support post portions. The strut portions 24a and 24b are hereinafter referred to as strut portions.

  Thus, the wall member 20 constitutes a flat quadrilateral module or cassette having dimensions that meet the purpose. According to this embodiment, the quadrilateral wall member is rectangular. According to another embodiment, the quadrilateral wall member preferably has a trapezoidal shape corresponding to the shape of an isosceles triangle with the angle of each inclined side being equal and thus the tip cut off. According to this embodiment, the quadrilateral wall member 20 has a height that is approximately three times its width. According to one embodiment, the height of the wall member ranges from 5 m to 15 m, preferably from 8 m to 13 m. Other ranges of wall member 20 height are conceivable and depend on the particular application.

  According to one embodiment, the wall member 20, according to one variant, preferably comprises a reinforcement net or a corresponding member having an extension or surface essentially corresponding to the surface of the mold (not shown). And the reinforcing net constitutes a reinforcing member in the flat sheet portion 22 according to one embodiment. Therefore, the reinforcing net preferably has a substantially flat configuration. According to another embodiment, the seat part does not have a reinforcement member / reinforcement net, which is possible by configuring the strut parts 23a, 23b and the strut parts to absorb vertical and horizontal loads. In this case, the bracing to be handled by the seat portion 22 is very small. It is preferable that the sheet | seat part which concerns on this embodiment which does not have a reinforcement member contains a fiber.

  The struts 23a, 23b of the wall member 20 are placed inside the wall member 20, and are therefore arranged to extend in a direction that forms a predetermined angle with respect to the horizontal plane in the tower structure, preferably It arrange | positions so that it may extend in a substantially perpendicular direction within a tower structure. The strut portions 24a, 24b are driven inside the wall member 20, and are thus arranged to extend substantially horizontally in the tower structure.

  The wall member 20 including the column portions 23a and 23b and the strut portions 24a and 24b is driven according to the configuration of the columns and struts in the mold. The wall member 20 further includes a placed flat sheet portion 22 reinforced by a reinforcing net. According to this embodiment, the outer side surface 20a of the wall member is basically flat, and the inner side surface has a reinforcing member formed by the strut portion and the strut portion.

  The support columns 23a and 23b have a through groove 26 extending in the longitudinal direction. According to one embodiment, the strut groove 26 is composed of a tubular rod. According to another embodiment, the support groove portion is constituted by a tube-like groove formed at the time of placing the pipe to be removed after the placing.

  The strut portions 24a and 24b have through-groove portions 27 extending in the longitudinal direction. According to one embodiment, the groove 27 is constituted by a tubular rod. According to another embodiment, the support groove portion is constituted by a tube-like groove formed at the time of placing the pipe to be removed after the placing.

  For example, the tubular member can be easily removed from the formed strut groove portion 26 and strut groove portion 27 by brazing the tubular member before placing or applying a lubricant to the tubular member.

  The bar member 44 is configured to be inserted into the strut groove portion 27 so that the wall member 20 can be post-tensioned. According to another embodiment, the groove 27 is formed by a bar member 44 configured to be embedded so as to be post-tensioned, with the result that a bar member has already been introduced into the groove. According to one embodiment, the post-tensioning of the strut portions 24a, 24b of the wall member 20 is performed in the factory, i.e., post-tensioning is performed in advance. According to another embodiment, the post-tensioning of the strut portions 24a, 24b of the wall member 20 is configured to be performed after assembly. It is preferable that the rod member in each groove part has high rigidity. The bar member 44 is preferably made of steel. The rod member is preferably linear, and therefore each strut groove is linear.

  According to this embodiment, the bar member 44 is disposed in each strut groove 27. According to another embodiment, according to a variant in which two or more bar members are arranged in each strut groove 27 and are dimensioned to produce a load and have several bar members The bar member is made thinner than when one bar member is used per strut groove. The bar members may be configured as a group connected to each other, or may be separately disposed in each groove.

  According to one embodiment, the fastening members 46a, 46b of the bar member 44 are arranged at the respective struts 23a, 23b, and the fastening members 46a, 46b are, according to one variant, the bar member 44. Is an embedded thin metal plate portion configured to be fixed, and the bar member 44 according to one embodiment can be post-tensioned by, for example, a nut 44a. This is clearly shown in FIG.

  According to this embodiment, the column portions 23a and 23b are chamfered on the outside, that is, have gradients along the respective outer side surfaces constituting the pair of side surfaces 20e and 20f facing each other of the wall member. Thereby, the width | variety of each support | pillar part becomes large gradually from the inner side to the outer side. This outward slope or angle along the respective struts 23a, 23b is such that the wall members 20 connected together side by side to form a ring-like portion as described in connection with FIGS. Adapted to the number. The gradient of each column part is formed at the time of placing in a mold having a corresponding shape.

  The struts 23a and 23b and the struts 24a and 24b that are placed constitute a reinforcing member of the wall member 20 configured to withstand compressive force and tensile force. The seat portion 22 of the wall member 20 is configured according to this embodiment to handle less bracing forces and can therefore be very thin, thereby significantly reducing the amount of concrete. it can.

  Since the wall member 20 has a flat shape, it can be easily transported, that is, the wall members 20 can be easily stacked on each other, for example, transported by truck, boat or the like. The wall member occupies little space and is easy to handle. Since the amount of concrete is reduced by the thin sheet portion 22 relative to the strut portion and the strut portion, the wall member 20 is relatively lightweight and therefore easy to handle.

  According to a preferred embodiment, the wall member 20 has a sheet portion 22 having a thickness less than a standard covering layer, i.e. a sheet portion 22 that is a covering layer thinner than 30 mm, according to one embodiment. It is made of high performance concrete with such properties that the wall member 20 can be provided on each side of the reinforcing net 18 which is 10 mm. Therefore, according to one embodiment, the sheet portion of the wall member 20 is less than 70 mm thick, thereby maintaining fire resistance to avoid collapse and maintaining water resistance to avoid corrosion. However, the thickness of the sheet portion 22 of the wall portion 20 can be reduced to 20 mm.

  By using high performance concrete with the above properties, compressive and tensile strength properties are maintained, thereby significantly simplifying transport and assembly to produce towers for mobile masts in rough terrain. A lightweight construction is obtained.

  FIG. 2 is a schematic plan view of a part of each of two interconnected wall members according to FIG. 1, and FIGS. 3a to 3b show one of the two wall members according to FIG. FIG. 4 is a schematic plan view of the wall members according to FIG. 1 connected to each other so as to form a ring-shaped tower cross section.

  Each prefabricated wall member 20 is comprised of several wall portions 20 of the circumferential shell portion 30 of the tower structure formed of several shell portions 30 stacked on one another as shown in FIG. Configured to form one. The circumferential shell part 30 forms a ring-shaped tower part 30.

  In each wall member 20, the outer side surfaces of the column portions 23a and 23b of the wall member 20 and the outer side surfaces of the column portions 23b and 23a of the other wall members 20 are in contact with each other according to FIG. The outer side surfaces of the column portions 23a and 23b of the wall member 20 are connected to each other by being arranged with respect to the outer side surfaces of the column portions 23b and 23a of the other wall member 20 so as to incline with respect to each other. Configured.

  The other wall members 20 are connected to each other in accordance with the above so that a ring-shaped part 30, ie a circumferential shell part, is realized. Accordingly, the flat prefabricated wall members 20 are arranged along with each other such that a ring-shaped portion 30, ie, a circumferential shell portion 30, is formed. Here, the ring-shaped portion is constituted by the same flat wall members 20 and a facet-shaped ring 30 is realized. According to this embodiment, the number of wall members 20 in one cross section is six, and the ring-shaped portion 30 has a hexagonal cross section in the horizontal plane. As a result, the external chamfering or gradient of the column becomes 15 degrees.

  The number of wall members 20 according to other embodiments may be more or less than six, with more than six the cross section being more circular and thus more stable and lighter in terms of strength. If the number of the wall members 20 is less than 6, the assembly can be performed at a higher speed, and the number of wall members 20 to be handled is reduced.

  The wall member 20 is fixedly locked by a detachable fastening member or lock member 40a so as to realize the ring-shaped portion 30, that is, the circumferential shell portion (see FIG. 2). According to one embodiment, the detachable fastening member 40a is constituted by a mounting bracket 40a. According to one variant, the mounting bracket 40a is arranged at the struts 24a, 24b in relation to the adjacent struts 23a, 23b so as to removably lock the wall member 20. According to this embodiment, the locking member is a fastening member 46b, 46a of each wall member 20, by means of a nut or corresponding member, the locking member 40a, here embedded metal sheet 46b, shown in FIG. The wall members are configured to be removably locked to each other by being fixed to 46a. The lock member extends between the two wall members 20 adjacent to each other substantially inward in the horizontal direction (20b), and is configured to realize the lock described above.

  Each tower part is configured to be formed by stacking each tower part. In this case, the wall members in FIGS. 3a to 3b are stacked on each other, and the respective wall members 20 of the upper tower part 30 are stacked. The lower ends of the respective column portions 23a, 23b are positioned on the upper ends of the respective column portions 23a, 23b of the lower tower portion 30, and the upper ends and the lower ends of the respective column portions 23a, 23b are stepped according to one modification. Thus, the upper end and the lower end engage with each other to prevent the tower portion from slipping (see FIG. 3a). Accordingly, the column portions 23 a and 23 b of the lower tower portion 30 are configured to support the upper tower portion 30. Further, when stacking the wall members according to the above, the lower strut portion 24a of the wall member 20 of the upper tower portion 30 is arranged so as to be positioned on the upper strut portion 24c of the wall member 20 of the lower tower portion 30, and the upper portion According to one variant, the strut part and the lower strut part have a step, whereby the upper strut part and the lower strut part engage to prevent the tower part from slipping (see FIG. 3b).

  The upper tower wall member 20 is configured to be fixedly locked by a removable fastening member or locking member 40b using the lower tower wall member. According to one embodiment, the detachable fastening member 40b is constituted by a mounting bracket 40b. According to one variant, the mounting bracket 40a is arranged at the struts 24a, 24c in relation to the adjacent struts 23a, 23b so as to removably lock the wall member 20. According to this embodiment, the locking member is a fastening member 46b, 46a of the respective wall member 20, by means of a nut or a corresponding member, the locking member 40a, here the embedded sheet metal part 46b shown in FIG. , 46a so that the wall members can be removably locked to each other. The lock member extends between the stacked wall members 20 substantially inwardly in the vertical direction (20b) and is configured to achieve the lock described above.

  5a shows a tower structure according to an embodiment of the invention composed of the wall member 20 according to FIG. 1, and thus the tower part 30 according to FIG. 4 being assembled, comprising each tower part according to FIG. Fig. 5b schematically shows the tower structure according to Fig. 5a interconnected, and Fig. 5c shows each tower part stacked on each other according to an embodiment of the present invention. A part of bar member to connect is shown roughly.

  The tower part 50 is composed of a ring-shaped tower part 30 or a circumferential shell part as described in connection with FIG. 4, and the parts 30 are stacked on each other as described in connection with FIGS. 3 a to 3 b. Configured. Each tower part 30 is connected to each other so as to form a tower structure 50 by aligning the respective pillar parts 23a, 23b of the respective tower parts so that the through-groove part can form a tower pillar extending in the longitudinal direction. Configured to be.

  The tower structure 50 includes a bar member 43. According to one embodiment of the tower structure, the circumferential shell portions 30 stacked on one another are preferably made of stainless steel and are connected by a bar member 43 that extends through the strut groove. According to this embodiment, the bar member is fixed to the top and bottom of the tower structure by the fixing members 45a, 45b or a part thereof. The bar member is preferably a single rigid bar member having the advantage that it can be dimensioned and post-tensioned in a simpler manner with a stronger force than the flexible constrains.

  In the configuration according to the present invention, a high-performance concrete having the property of not shrinking is provided, and therefore, the struts 23a and 23b of the wall member 20 and the grooves 26 and 27 of the struts 24a and 24b are linear with high rigidity. The rod members 43 and 44 are preferably arranged. This is because creep deformation does not occur when fastened by the highly rigid rod members 43 and 44, and as a result, post-tensioning can be easily applied to the strut portion and the strut portion. As described above with reference to FIG. 1, the strut portions 24a, 24b are suitably post-tensioned prior to final assembly, ie, in the factory or on site.

  The struts 23a, 23b, according to one embodiment, post tension each single wall member 20 in combination with a tough joint between the floor heights of the tower structure in the factory. In this case, the column members 23a and 23b of the wall member are removably locked by the lock member 40a. Thus, according to one embodiment, the bar members 43 can be connected at a single location or can be connected as a series of joined bars, and finally according to one variant, As can be seen from FIG. 5c, the thread 43a of the bar member 43 and the threading can be locked by a screw device comprising a nut 43b adapted to the thread. FIG. 8a to FIG. 8b show a modification in which the rod members in the support groove portions that are also applicable in this embodiment are connected. It is preferred to post-tension preferably again from the bottom to the top by means of a bar member 43 connected in series to the column in situ. This facilitates the work, but in particular makes it easier to apply the final tension to the entire tower to the desired extent with a light and simple hydraulic tool. Undesirable lock creep deformation does not occur, and the final tension can be easily achieved, for example, so that maximum stiffness is obtained after a possible initial creep deformation of the steel bar member in the first year. This results in a fairly stable connection and rigidity.

  This also facilitates the disassembly of the wall member of the tower structure 50, whereby the wall member can be reused to assemble the tower structure at a different position, for example. In this case, the tower of the mobile antenna system is properly assembled.

  According to this embodiment, three tower portions 30 are stacked on top of each other, where each tower portion 30 tapers upward, thereby tapering the tower structure 50 to be formed upward. The advantage of an upwardly tapered tower structure is that such a configuration reduces the moment and thereby the rated load. Each wall member 20 of the tapered portion 30 has the same angle of the inclined side, and thus has a trapezoidal shape corresponding to an isosceles triangle with the tip cut off. Alternatively, the tower structure can be configured to extend in the vertical direction, in which case the tower has straight portions in which each wall member is rectangular. Alternatively, the tower portion can be formed by combining the tapered tower portion and the linear tower portion. In this case, the tapered tower portion may be tapered upward or tapered downward. For example, the bottom tower can be tapered upward, the top tower can be tapered downward, and the middle tower can be straight. The number of towers may be more or less than three. The height of each tower part may be the same or different.

  The tower structure 50 can be disassembled by using a detachable fastening member 40a such as a mounting bracket. According to one embodiment, the tower structure has a height ranging from 25 m to 50 m, for example about 40 m. Such a tower is suitable for a mobile antenna system. The tower structure can be assembled to have any suitable height, i.e. it may be higher than 50 m as required. According to one variant, the tower structure has a bottom diameter in the range of 3 m to 7 m, preferably in the range of 4 m to 6 m.

  The tower structure, according to one embodiment, is configured to allow the central / communication equipment of the mobile antenna system to be placed on top of the tower structure, thereby preventing theft of the communication equipment and wiring the entire system And simplify cooling.

  According to this embodiment, such a bar member 43 is arranged in each column groove 26 or the rod member 43 is configured to extend in two or more column grooves 26. . According to another embodiment, two or more bar members are arranged in each column groove 26, each bar member being dimensioned for a load and having several bar members According to the form, the bar member is thinner than when one bar member is used per column groove portion. The rod members may be arranged so as to be connected to each other as a group, or may be arranged separately in each groove.

  FIG. 6 is a schematic side view of a part of a flat wall member 70 for a tower structure according to the second embodiment of the present invention, and FIGS. 6a to 6c are different from each other of the wall member of FIG. Sections AA, BB and CC are shown schematically.

  A flat wall member 70 is pre-manufactured. The wall member 70 is configured to be cast into a mold that is a reinforced configuration according to one variation. The mold has longitudinal recesses along the sides that have a curved or looped shape in cross section. The wall member 70 is obtained by placing the reinforcing structure on the mold.

  The wall member has an outer side surface 70a and an inner side surface 70b. The wall member 70 basically includes a flat sheet portion 72, a pair of side surfaces 70c facing each other, which is configured to extend substantially horizontally in the tower structure, and one side surface 70c. It is composed of a pair of side surfaces 70e and 70f facing each other and extending in a direction that forms a predetermined angle with respect to a horizontal plane in the structure. The above angle with respect to the horizontal plane is in the range of 90 ° ± 30 ° according to one embodiment. According to one embodiment, the opposite side surfaces 70e, 70f of the wall member extend substantially vertically within the tower structure, i.e. perpendicular to the horizontal plane or at some inclination to the vertical plane. It is made like that.

  The wall member 70 includes compression / tensile load absorbing struts 73a and 73b extending along the side surfaces 70e and 70f. The wall member 70 is connected to adjacent wall members. The wall member includes a compressive tensile load absorbing strut portion 74a that extends in a substantially horizontal direction along the side surface 70c, one of which is illustrated, and preferably one of the wall members is illustrated between the strut portions. And at least one intermediate strut portion 74b that extends substantially parallel to and at a distance from the strut portion 74a that extends along the side surface 70c. The strut portions 74a and 74b are hereinafter referred to as strut portions.

  Thus, the wall member 70 constitutes a flat quadrilateral module or cassette having dimensions that meet the purpose. According to this embodiment, the quadrilateral wall member is rectangular. According to another embodiment, the quadrilateral wall member preferably has a trapezoidal shape corresponding to the shape of an isosceles triangle with the tips of the inclined sides being equal and thereby truncated. According to this embodiment, the quadrilateral wall member 70 has a height that is approximately three times its width. According to one embodiment, the height of the wall member ranges from 5 m to 15 m, preferably from 8 m to 13 m.

  The wall member 70, according to one variant, preferably comprises a reinforcement net (not shown) comprising an extension or a corresponding member having an extension or surface substantially corresponding to the shape of the mold, A reinforcing member in the flat sheet portion 72 is formed. Accordingly, the reinforcing net has a substantially flat configuration.

  The column portions 73a and 73b of the wall member 70 are placed inside the wall member 70, and are therefore arranged to extend in a direction that forms a predetermined angle with respect to the horizontal plane in the tower structure, preferably It arrange | positions so that it may extend in a substantially perpendicular direction within a tower structure. The strut portions 74a, 74b are driven inside the wall member 70 and are therefore arranged to extend substantially horizontally in the tower structure.

  The wall member 70 including the column portions 73a and 73b and the strut portions 74a and 74b is driven in accordance with the configuration of the mold columns and struts. The wall member 70 further includes a placed flat sheet portion 72 reinforced by a reinforcing net. According to this embodiment, the outer side surface 70a of the wall member 70 is basically flat, and the inner side surface has a reinforcing member formed by the strut portion and the strut portion.

  The column portions 73a and 73b have through-groove portions 76a and 76b extending in the longitudinal direction. The groove portions 76a and 76b are formed by groove portions 73a and 73b having a loop-shaped cross section protruding from the sheet portion and having a curved portion outward from the long side of the sheet portion 72. As a result, groove portions 76a and 76b extending along the respective side surfaces of the wall member 70 are formed.

  This reinforcing arrangement comprises an embedded reinforcing bar 78 extending in the longitudinal direction of the column.

  This reinforcing configuration includes a ring-shaped reinforcing member 79 partially embedded in the column portions 73a and 73b arranged in the lateral direction along the respective column portions, and some of the ring-shaped reinforcing members 79 are provided in the column portions. Are spaced apart from each other. The ring-shaped reinforcement member 79 is disposed along the support column so that the support member 79a of the ring-shaped reinforcement member protrudes from the groove and a protruding loop 79a that forms a circumferential opening with respect to the groove 77 is formed. . The embedded portion of the partially embedded ring-shaped reinforcing member 79 is configured to extend around a reinforcing bar 78 extending in the longitudinal direction of the support column. The ring-shaped reinforcing member 79 is arranged in the vertical direction in the column groove so as to form a series of loops having c / c of different sizes according to the rated load.

  The strut portions 74a and 74b have groove portions 77 extending in the longitudinal direction. According to one embodiment, the groove 77 is constituted by a tubular rod. According to another embodiment, the groove is configured by a tube-like groove formed at the time of placing the tube to be removed after placing. This will be described in detail below with reference to FIG.

  According to this embodiment, the column portions 73a and 73b are chamfered, that is, have gradients along the respective outer side surfaces constituting the pair of side surfaces 70e and 70f facing each other of the wall member. As a result, the width of each column portion 73a, 73b gradually increases from the inside to the outside. This outward gradient or angle along the respective struts 73a, 73b is such that the wall members 70 connected together side by side to form a ring-like portion as described in connection with FIGS. Is adapted to the number. The gradient of each column part is formed at the time of placing with a mold having a corresponding shape.

  The struts 73a and 73b and struts 74a and 74b that are placed constitute a reinforcing member of the wall member 70 configured to withstand compressive force and tensile force. The seat portion 72 of the wall member 70 is configured according to this embodiment to handle less bracing forces and can therefore be very thin, thereby significantly reducing the amount of concrete. it can.

  Since the wall member 70 has a flat form, it can be easily transported, that is, the wall members 70 can be stacked on each other and easily transported by, for example, a truck or a boat. The wall member occupies little space and is easy to handle. Because the thin sheet portion 72 reduces the amount of concrete, the wall member 70 is relatively lightweight and therefore easy to handle.

  According to a preferred embodiment, each wall member 70 has a sheet portion 72 having a thickness less than a standard covering layer, i.e., a sheet portion 72 that is a covering layer thinner than 30 mm, according to one embodiment. It is made of high performance concrete with such properties that the wall members 70 included on each side of the reinforcing net being 10 mm can be obtained. Therefore, according to one embodiment, the sheet portion of the wall member 70 is thinner than 70 mm.

  The properties of the high-performance concrete according to the present invention, that is, the concrete of the wall members and tower structures 50, 100 according to the first and second embodiments of the present invention, preferably composed of the concrete, are described below with reference to FIG. Details will be described with reference to FIG. 10d.

  By using high performance concrete with the above-mentioned properties, compressive and tensile strength properties are maintained, thereby significantly simplifying transportation and assembly in rough terrain to produce towers for wind power plants. A lightweight configuration is easily obtained.

  FIG. 7 is a schematic plan view of a part of two interconnected wall members according to FIG.

  Each prefabricated wall member 70 is configured to form one of several wall portions of one circumferential shell portion 80 of several shell portions stacked together according to FIG. The circumferential shell portion 80 forms a ring-shaped tower portion 80.

  In the wall member 70, the outer side surfaces of the column portions 73a and 73b of the wall member 70 and the outer side surfaces of the column portions 73b and 73a of the other wall members 70 are in contact with each other, and the inner side surfaces of the respective wall members 70 are opposed to each other. The outer side surfaces of the column portions 73a and 73b of the wall member 70 are configured to be connected to each other by being disposed with respect to the outer side surfaces of the column portions 73b and 73a of the other wall member 70 so as to be inclined.

  When the two long sides 70a and 70b of the wall member 70 are in contact with each other, the column portions 73a and 73b are formed by the groove portions 76a and 76b facing each other by the column portions 73a and 73b connected to each other as described above. It has a cross section in which the through groove 76 is formed.

  Each strut portion 79a projecting from the groove portion of the partially embedded ring-shaped reinforcing member 79 disposed laterally along each strut portion corresponds to the corresponding projecting portion 79a of the abutting wall member 70. Arranged so that each loop 79a overlaps the other loop 79a, and the loop from the ring-shaped reinforcing member 79 of the first wall member 70 is on the inside, the column of the adjacent second wall member 70 The loop from the ring-shaped reinforcing member 79 of the adjacent second wall member 70 extends toward the groove 76b of the first wall member 70b and extends toward the groove 76b of the first wall member 70a. Exist. Accordingly, the ring-shaped reinforcing members are arranged laterally along the respective wall members, so that when the two long sides 70a, 70b of the wall member 70 come into contact with each other, some of the protruding portions of the reinforcing members facing each other A ring-shaped loop is formed.

  The struts 73a, 73b, according to one embodiment, are dimensioned to withstand the forces generated in the tower structure for wind power plants.

  Depending on the size and size of the wind farm aggregate and wing to handle the rated load (not the aggregate weight), the strut dimensions are usually any suitable size in the range of 200x200mm to 300x300mm. In mobile antenna towers, it will be appreciated that the most important of such towers is the high rigidity of the towers, so they may be sized fairly small.

  Similar to the first embodiment, it is easy to remove the tubular member from the formed strut groove 77 by brazing or applying a lubricant before embedding the tubular member, for example. Become. Or it becomes easy to remove a tube-shaped member by covering with plastic before embedding a tube-shaped member.

  The bar member 94 is configured to be inserted into the strut groove 77 so that the wall member 70 can be post-tensioned. According to another embodiment, the groove 77 is formed by a bar member 94 configured to be embedded for post-tensioning, and the bar member has already been inserted into the groove. According to one embodiment, the post tensioning of the struts 74a, 74b of the wall member 70 is performed at the factory, i.e. the post tensioning is performed in advance. According to another embodiment, post-tensioning of the struts 74a, 74b of the wall member 70 is configured to be performed after assembly. According to this embodiment, the bar member is configured to be tensioned or tightened by the nut 94a. According to one variant, the post-tensioning is performed by screwing with a hydraulic tool, and post-tensioning by screwing can be performed with a weaker force than when tightening the corresponding struts. According to one variant, the edge of the groove is configured to resist the nut.

  According to this embodiment, the rod member 94 is disposed in each strut portion 77. According to another embodiment, a variant in which two or more bar members are arranged in each strut groove 77, dimensioned to produce a load, and having several bar members. Accordingly, the bar member is thinner than when one bar member is used per strut groove. The bar members may be arranged so as to be connected to each other as a group, or may be arranged separately in each groove.

  8a is a schematic side cross-sectional view of a part of the wall member according to FIG. 6, and FIG. 8b is a schematic side cross-sectional view of a part of two wall members stacked on each other according to FIG. FIG. 6 schematically shows tower portions 80 connected to each other by wall members according to FIG.

  The tower structure 100 is composed of tower portions 80 stacked on each other. The tower portion is obtained by connecting the wall members 70 to each other according to the above so that the ring-shaped portion 80 is obtained. When the two long sides 72a and 72b of the wall member 70 are brought into contact with each other, as described above, through-groove portions are formed so as to pass through the mutually connected column portions, that is, the respective column portions 73a and 73b The respective groove portions 76a and 76b face each other, whereby the groove portion 76 is formed. The two column portions 73a and 73b arranged with respect to each other in this way form a column 73 having a through groove extending in the longitudinal direction of the column. The flat prefabricated wall members 70 are arranged along with each other so that a ring-shaped tower portion 80 is formed. Here, the ring-shaped tower portion 80 is composed of a plurality of identical flat wall members 70, and in this case, a faceted ring is obtained. According to this embodiment, the number of wall members 70 in the tower portion is 12, and the ring-like portion has a dodecagonal cross section in the horizontal plane. As a result, the external oblique angle, that is, the gradient of the seat portion becomes 7.5 degrees.

  Since each wall member 70 has a trapezoidal shape corresponding to the shape of an isosceles triangle with the same angle of the inclined side and therefore the tip is cut off, a tapered tower portion is obtained upward, and therefore the moment is small. As a result, the rated load is reduced.

  The number of wall members 70 may be more or less than 12, according to other embodiments, with more than 12, the tower cross section becomes more circular, and thus more stable in terms of strength and A lighter wall member 70 is realized, and when there are fewer than 12 wall members 70, assembly can be performed more quickly, and the number of wall members 70 to be handled is reduced.

  Since each portion 80 is tapered, the wall member 70 of one portion 80 that is stacked on the other portion is narrower than the wall member 70 of the lower portion 80, thereby tapering upwardly to a tower structure. Object 100 is obtained.

  Each tower portion is configured to be formed by stacking the tower portions with each other, and the wall members according to FIG. 8b are stacked with each other, and the respective column portions 73a of the respective wall members 70 of the upper tower portion 80 are stacked. 73b are positioned at the upper ends of the respective column portions 73a, 73b of the lower tower portion 80, and the upper ends and the lower ends of the respective column portions 73a, 73b have a step according to one modification. Thus, they are engaged with each other to prevent the skid of the tower part (see FIG. 8b). Accordingly, the column portions 73a and 73b of the lower tower portion 80 are configured to support the upper tower portion 80.

  Accordingly, the tower units 80 are configured to be stacked on each other so as to form the tower structure 100 by aligning the respective columns of the respective tower units 80 with each other. Thereby, each strut of each part 80 constitutes a tower strut, whereby the tower has a corresponding number of tower struts, here twelve tower struts as each tower part. Therefore, when the tower portions are stacked on each other, the through-grooves extending in the longitudinal direction of the respective tower columns are formed by the groove portions 76 formed in the columns of the respective tower portions by aligning the respective columns.

  The tower portion includes a rod member 93 configured to be inserted into the groove portion 76, and the circumferential shell portion, that is, the tower portion 80 is connected by the rod member extending in the column groove portion 76.

  According to one embodiment, the bar member 93 is made of steel or other suitable material composition configured to extend through respective through grooves 76 extending in the longitudinal direction of the tower column. Thereafter, the concrete y1 is arranged so as to be filled in the respective groove portions, so that the wall member 70 and each tower portion 80 are introduced into the bar member 93 and the ring-shaped loop bar member 93 overlapping each other. It is permanently locked by the ring-shaped reinforcing member configured as described above. In this way, the tower structure 100 is permanently locked and a very stable configuration is obtained. This eliminates the need for welding. Such a configuration with tower posts with longitudinally extending through grooves can be controlled from the factory, resulting in a simple solution that allows the tower structure to be easily assembled on site.

  According to one embodiment, each bar member is rotatably disposed in a respective groove. Thus, according to one embodiment, the hollow, tube-shaped member is embedded in each groove 76 that forms a groove that is dimensioned such that the rod member can be introduced into the groove and rotated. Composed.

  According to one embodiment, the tubular member is removably embedded in the groove. According to one embodiment, the tubular member is brazed, lubricated, or otherwise attached to the concrete or locked by the concrete before the tubular member is embedded. Dimensioned so that it can be treated with a suitable agent, thereby facilitating the removal of the tube-like member, and thus formed by concrete cast into the struts, so that the bar member can be introduced into the groove and rotated. The tubular member can be removed so that a defined groove is formed. Or it becomes easy to remove a ring-shaped member by covering with plastic before embedding a tube-shaped member. Any suitable means is provided. According to these embodiments, the tubular member need not be hollow.

  According to one embodiment, the upper end portion extending in the axial direction and the lower end portion extending in the axial direction of the tubular member are formed by the tube-shaped member extending between the upper end portion and the lower end portion. It has a larger circumference or diameter than the rest. Thereby, when removing a tubular member having a larger circumference along the upper portion 77 ′ a and the lower portion 77 ′ b of the groove, the groove 77 ′ of the column portion is obtained. This solution facilitates post-tensioning of the introduced bar member.

  Such a solution is advantageously used also when the tower structure is connected by the bar member according to the first embodiment of the present invention.

  Thus, according to one embodiment, the struts 73a, 73b are post-tensioned to each single wall member 70 in combination with a tough joint between each different floor height of the tower structure in the factory. Configured to apply. Thus, according to one embodiment, the bar members 93 can be connected at each single location, or can be connected as a series of interconnected bar members 93, and finally one variant. 8a to 8b, the rod member 93 can be locked by a screw device composed of a thread 93a and a nut 93b whose threading is adapted to the thread.

  The thread of each bar member is positioned through the wall member struts 73a, 73b or two or several struts of the wall member 70 of each tower 80 stacked together. In some cases, it is preferred that the thread is configured to have a width corresponding to the wider part of the groove 77 ′ surrounded by the concrete y1. Thus, the bar member has a length corresponding to one strut, two struts, or several struts, each end of the bar member having a wider portion 77′a of the groove 77, Has a thread corresponding to the width of 77'b.

  Each nut 93b preferably has a length twice that of the wider portions 77'a, 77'b of the groove 77. When the rod member is placed in the groove, i.e., in the groove, so that the thread of the rod member is at the level of the wider portion of the groove and the nut is screwed into the thread, the nut 93b is placed in the strut portion. It protrudes by a length corresponding to the length of the wider part of the groove. As a result, the protruding portion of the nut 93b is configured to be introduced into a wider portion of the groove of the pillar portion of the stacked tower portion when the additional tower portion is stacked, thus introducing the bar member into the groove. And can be screwed into the nut for post-tensioning.

  It is preferable to post-tension, preferably again from the bottom to the top, by means of a bar member 93 that is continuously connected to the column at the site. This facilitates the work, but in particular, it becomes easy to apply a final tension to the entire tower structure 100 to a desired degree by a light and simple hydraulic tool. Rock creep deformation that is difficult to deal with does not occur, and final tension can be easily achieved, for example, to obtain maximum stiffness after possible initial creep deformation of the steel bar member in the first year . This results in a fairly stable connection and rigidity.

  According to one variant, the bars are tensioned so that they can be connected simultaneously, and the force decreases as the height in the tower structure increases, so that It is adapted to the actual force that weakens as the moment decreases. According to one embodiment, the bar member preferably comprises steel, and thus a bar member at a higher position in the tower structure and / or after the force configured to be absorbed by the bar member is sought. The struts and struts are dimensioned so that less force is absorbed than the bar members in the lower tower section, thereby reducing material consumption.

  Thereby, each tower part which forms a tower structure can be connected with the concrete added to a groove part in order to fix each tower part by the rod member and / or the placement which carried out post tensioning.

  According to one embodiment of the tower structure 100 according to the second embodiment, ten tower portions 80 each tapering upward are stacked on each other. Each wall member 70 / tower portion 80 has a height of 10 m according to this embodiment, and thus the tower structure 100 has a height of 100 m. Of course, the tower structure may be assembled to a desired height.

  The tower structure 100, according to one embodiment, is configured to support a turbine of a wind power plant and is thus configured to form a tower for a wind power plant. According to one embodiment, the height of the tower structure ranges from 60m to 140m, but higher towers can be obtained. According to one variant, the tower structure has a bottom diameter in the range of 4 m to 8 m, preferably 5 m to 7 m.

  According to this embodiment, the bar member 93 is disposed within each strut groove 76 or is configured to extend within two or more strut grooves 76. According to other embodiments, two or more bar members are disposed within each strut groove 76, dimensioned to produce a load, and having a number of bar members. Thus, the bar member is thinner than when one bar member is used per column groove. The rod members may be arranged so as to be connected to each other as a group, or may be arranged separately in each groove.

  The struts 24a, 24a; 74a, 74b and the struts 23a, 23b; 73a, 73b of the tower parts 50, 100 are tensioned by the bar members 43; 93, 44; 94, and the tower structures 50, 100 are Various modifications for connecting the tower portions 30; 80 have been described above. As described above, the post-tensioning of the strut portion and the strut portion can be performed by various methods. As one method, post-tensioning is applied to both the struts and struts in the factory. As an alternative, after the tower sections 30; 80 are assembled, the post sections are still post-tensioned, thus connecting several tower sections stacked together. According to one variant, the bar member is a real force that weakens because the moment decreases with increasing height as several wall members are stretched at once and the force weakens upwards. Is adapted to. According to another variant, each bar member has the same dimensions and is stretched from the bottom to the top, which means that, for example, after one year, the steel of the bar member creeps and sags and becomes additional. This is advantageous when elongation is required. The rod members 44; 90 in the strut portions are linear, and are arranged to be extendable and retractable in the strut portions of the respective wall members 20; 70. The advantage of the straight bar member is that the number of expansion and contraction of such a bar member is reduced, the nut member can be easily and accurately extended without creep deformation, and the post is attached to the wall member by screwing. Tensioning can be applied.

  The wall members 27, 70 forming the tower structure 50, 100 for the mobile antenna system and the wind power plant have been described above. With the wall members 20 and 70 according to the present invention, a waste storage facility or a manure storage tank can be constructed.

  A tower structure 50 formed by several shells stacked together; a circumferential shell 30 of 100; a wall member 20 configured to form one of several walls of 80; 70 has been described above. However, the wall member according to the present invention can provide any suitable building structure such as a shell of a high-rise building in which the strut portion according to one modified form can constitute a beam for floor height. Each wall member need not have the same size. The device may be provided in any suitable tower shape or other building shape, and the ring may be rectangular or irregular polygonal. The ring shape may have any suitable cross section, such as a triangle, square, rectangle, pentagon, hexagon, or an irregular cross section.

  10a to 10d show a comparison of various measurement data of the high performance concrete y1 according to the present invention and the conventional concrete y2.

  The high-performance concrete according to the present invention is composed of cement and ballast in which the water-cement ratio vct, that is, the weight ratio between the amount of water and the amount of cement is less than 0.39, and all the added water is chemically All capillaries are lost in the cement paste. A small vct ratio increases the strength and density of the cement matrix. By improving the properties in this way, the sheet portion can be given resistance to water, salt, and acid.

  According to one variant, the cement is composed of 20% to 30% of high performance concrete and ballast occupying 55% to 75% of the high performance concrete. This high performance concrete is composed of 5% ~ 15% water and vct <39.

  The ballast includes slag and / or stone and / or sand. According to a preferred embodiment, the ballast comprises sharp sand that constitutes 10% to 20% of the high performance concrete according to one embodiment. The cement, according to one embodiment, includes fine materials such as microsilica, airgel, and similar materials. According to one embodiment, the fine material comprises 1% to 5% of the high performance concrete.

  Therefore, a mixture constituting high-performance concrete according to an embodiment of the present invention, that is, airgel and / or sharp sand and / or carbon fiber, silicate fiber, basalt fiber mixed with cement so as to obtain a certain composition The amount of materials with good grip zones, such as mineral fibers such as, for example, crater-like or correspondingly shaped rough contours / surfaces, is reduced. According to one embodiment, the high-performance concrete y1 is according to the invention from 10% to 20% sharp sand and / or a glass phase airgel and / or slag having a volume percentage of 1% to 5% and / or Alternatively, it is composed of a mixture of mineral fibers such as carbon fiber, silicate fiber, and basalt fiber. This results in a high-performance concrete that has a high tensile strength, at least doubled, i.e., properties that make the high-performance concrete fire-resistant quite surprisingly.

  That is, the thickness is only about 20 mm, that is, it is much thinner than the standard coating layer, and the reinforcing steel corrodes due to the penetration of water, salt and acid, or the strength of the reinforcing steel is rapidly lost during combustion. A long-term building sheet can be formed that works to prevent it from being removed.

  A combustion test was performed on the high-performance concrete y1 according to the present invention. The test was conducted at the National Testing Laboratory in Volos, Sweden. Two columns of high performance concrete y1 were tested for combustion according to SIS 02 48 20 for 122.5 minutes. Both struts maintained load bearing capacity throughout the test.

  The properties of the concrete are improved by increasing the density of the cement paste and improving the cooperation with the ballast material. As a result, compressive strength and tensile strength are increased, water tightness is improved, diffusion openness is improved, aging durability is increased, carbonation resistance and chloride resistance are improved, and adhesion is increased. The concrete will not shrink when it hardens.

  With the high-performance concrete according to the present invention, the bending strength is improved from 5 MPa to 7 MPa, which is the current maximum value, to 10 MPa to 15 MPa, and the compressive strength may be double that of normal concrete. At the same time, the water-cement ratio vct can be reduced, so that a small amount of released steam cannot suddenly crack the material during combustion.

  A compression bending strength test was performed on the high-performance concrete y1 according to the present invention and a normal concrete y2 as a comparative example, and the following results were obtained after 28 days.

High performance concrete y1:
Compressive strength after 28 days 95MPa
Bending strength after 28 days 12.5MPa

Normal concrete y2:
Compressive strength after 28 days 45MPa
Bending strength after 28 days 12.5MPa

  FIGS. 10a to 10d show tests of the high performance concrete according to the invention indicated by y1 and the conventional concrete indicated below by y2.

  FIG. 10a shows the shrinkage test for a 40 × 40 × 160 mm sample doweled on both sides of the high performance concrete according to the invention and normal concrete y2. The length was measured using a Graf-Kauman apparatus. It should be noted that after 6 months, unlike the normal concrete y2, the high performance concrete y1 according to the present invention did not show any significant shrinkage.

  FIG. 10b shows water absorption by capillary suction, and tests were performed according to the Swedish standard on high performance concrete y1 according to the invention and normal concrete y2. Accordingly, it is clear that the water resistance of the high performance concrete y1 according to the present invention is substantially higher than that of the normal concrete y2.

  FIG. 10c shows freezing and thawing in acid and chloride based solutions, tested according to ASTM 666, a standard test method for concrete resistance, on high performance concrete y1 and normal concrete y2 according to the present invention. Carried out. This test shows that the chloride resistance of the high performance concrete y1 according to the present invention is much higher than that of normal concrete y2.

  FIG. 10d shows a special test for freezing and thawing in a mixture of equal volume parts of formic acid, lactic acid and acetic acid with pH 3 for high performance concrete y1 according to the invention and normal concrete y2. This test shows that the acid resistance of the high-performance concrete y1 according to the present invention is considerably higher than that of normal concrete y2.

  The degree of carbonation was measured by replacing the specimen in the above test, wetting with water, and spraying a phenolphthalein solution on the surface. Carbonated surfaces do not turn pink. The carbonation depth of y1 after 6 months was 1mm ~ 1.5mm. This indicates that the permeability of concrete is very low, thus indicating low water absorption and high resistance to salts and acids.

  By using high performance concrete for the wall members 20, 70 according to the present invention, the sheet of the wall members 20, 70 is maintained while maintaining fire resistance and avoiding collapse, and maintaining water resistance and avoiding corrosion. The thickness of the portions 22 and 72 can be easily made 20 mm.

  Since the concrete of the wall members 20 and 70 according to the present invention is composed of the high-performance concrete y1 according to the above-described form, the compressive and tensile load absorbing struts 23a and 23b; 73a and 73b are manufactured from the high-performance concrete. The struts can absorb much higher compressive loads than conventional concrete, that is, pressure loads exceeding 70 MPa. Thus, the struts and struts can be dimensioned to receive all the existing vertical and horizontal compressive and tensile forces of the tower structures 50, 100, while against the struts and struts The thin sheet portions 22, 72 deal only with bracing.

  Therefore, the tower structure according to the present invention including the high performance concrete according to the present invention obtains considerably higher strength than the conventional concrete. For example, in a wind power plant, it is necessary to calculate the total capacity according to the ability of the tower structure to withstand a tensile force on one side and a compressive force of the same magnitude as the tensile force on the other side.

  Post tensioning of 40 MPa is applied to the column portions 73a and 73b having a compressive strength of 80 MPa, for example. The side receiving the tensile load of the tower structure 100 is subjected to resistance due to the tensile strength existing in the rod member 93, preferably made of steel, arranged on the support column, while receiving the compressive load of the tower structure 100. The other side receives the compressive force remaining in the high-performance concrete y1, that is, a resistance of 40 MPa. Therefore, when the high-performance concrete y1 can withstand a compressive load of 140 MPa, post-tensioning of the bar member 93 leaves 70 MPa.

  Since the struts that receive the tensile load and the compressive load change according to the wind direction, all the struts in the tower structure can withstand the same load. Of course, the same applies to the struts.

  The above description of preferred embodiments of the present invention has been given for purposes of illustration and description. The above description is not intended to be exhaustive or to limit the invention to the precise form disclosed. Obviously, many modifications and variations will be apparent to practitioners skilled in this art. Each embodiment best describes the principles of the invention and its practical application, so that various modifications suitable for the particular application will be understood and contemplated by those skilled in the art with regard to the various embodiments. An embodiment that allows understanding with the form has been selected and described.

20 Wall members
20a External side
20b Internal side
20c, 20d, 20e, 20f side
22 Seat part
23a, 23b Compression tensile load absorbing strut
24a, 24b Compression tensile load absorbing strut
26 Through groove, strut groove
27 Through groove, strut groove
30 Circumferential shell
40a, 40b Fastening member
43, 44 Bar material
43a thread
43b nut
44a nut
46a, 46b Fastening member
50 Tower
70 Wall members
70a External side
70b Internal side
70c, 70d, 70e, 70f side
72 Seat part
73a, 73b Compression tensile load absorbing strut
74a, 74b Compression tensile load absorbing strut
76 Through groove, strut groove
76a, 76b Through groove
77 Strut groove
77 'groove
77'a top
77'b bottom
78 Reinforcing rod
79 Ring-shaped reinforcement
79a Post
80 Circumferential shell
93 Bar material
93b nut
94 Bar material
100 tower structure
y1 high performance concrete
y2 Normal concrete
vct water concrete ratio

Claims (19)

  A tower structure substantially made of concrete and configured to form one of a plurality of wall portions of a building formed by a circumferential shell portion of a plurality of shell portions stacked together A prefabricated wall member for objects, wherein the wall member (20; 70) is formed on a pair of side surfaces facing each other so as to extend in a substantially horizontal direction in the building, and on a horizontal plane in the building. A substantially flat sheet portion (22; 72) comprising a pair of side surfaces facing each other and extending in a direction that forms a predetermined angle with respect to the wall, and along the side surface, the wall Prefabricated member characterized in that member (20; 70) includes compression tensile load absorbing strut (23a, 23b; 73a, 73b) and is connected to adjacent wall member (20; 70) Wall member.   The wall member according to claim 1, further comprising a compressive tensile load absorbing strut portion (24a, 24b, 74a, 74b) extending in a substantially horizontal direction.   The wall member according to claim 1 or 2, wherein the strut portion (23a, 23b; 73a, 73b) includes a strut groove portion (26; 76) extending in a longitudinal direction of the strut portion.   The wall member according to claim 2 or 3, wherein the strut portion (24a, 24b, 74a, 74b) includes a strut groove portion (27; 77) extending in a longitudinal direction of the strut portion.   The wall member according to claim 3 or 4, wherein the circumferential shell portion (30; 80) is connected by a rigid rod member (43; 93) extending in the groove portion (26; 76).   6. The wall member according to claim 5, wherein the bar member is disposed so as to be extendable and contractible in the column groove portion (26; 76).   The wall member according to any one of claims 4 to 6, wherein at least one rigid rod member (27; 77) is disposed in each strut groove so as to be extendable and contractible.   The column member (23a; 23b) of the wall member (20) is configured to be detachably locked to the column members adjacent to each other by the lock member (40a, 40b) forming the building. The wall member according to any one of claims 1 to 7.   The wall member according to any one of claims 3 to 8, wherein the wall member (70) is configured to be connected by concrete cast in the groove (76).   The concrete of the wall member (20; 70) is high-performance concrete (y1) composed of cement and ballast in which the weight ratio vct between the amount of water and the amount of cement is lower than 0.39. 10. The wall member according to any one of 9 above.   The composition of the high performance concrete (y1) is 10% to 20% sharp sand and / or a glass phase airgel and / or slag having a volume percentage of 1% to 5%, and / or carbon fiber, silicate fiber, 11. A wall member according to claim 10, comprising a mixture of mineral fibers such as and / or basalt fibers.   12. The wall member according to claim 10, wherein the high-performance concrete has a tensile strength higher than 10 MPa.   The wall member according to any one of claims 10 to 12, wherein the high-performance concrete has a compressive strength higher than 70 MPa.   14. A wall member according to any one of the preceding claims, wherein the struts (23a, 23b; 73a, 73b) have a length in the range of 5m to 15m, preferably in the range of 8m to 13m.   The tower structure according to any one of claims 1 to 14.   16. A mobile antenna system comprising: the tower structure (50) according to claim 15; and communication equipment arranged on top of the tower structure.   17. The mobile antenna system according to claim 16, wherein the tower structure has a height ranging from 25 m to 50 m.   16. A wind power plant comprising a turbine, turbine blades coupled to the turbine, and a tower structure (100) according to claim 15 configured to support the turbine.   The wind power plant according to claim 18, wherein the tower structure has a height ranging from 60m to 140m.

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