Tower structure for wind power generation

Abstract

To provide a tower structure for wind power generation capable of easily increasing the height of a wind power generation device from the ground with a simple structure and having sufficient earthquake resistant performance.SOLUTION: The tower structure 100 for wind power generation includes a lower structure 10 and an upper structure 90. The lower structure 10 is fixed to the ground 103 by being connected to an underground foundation 95 driven into the ground 103. The upper structure 90 is joined to an upper portion of the lower structure 10, and the wind power generation device 93 is disposed on the upper portion of the upper structure 90. A vibration control structure 5 for absorbing vibration energy is arranged in the lower structure 10.SELECTED DRAWING: Figure 1

Description

[Technical Field]

[0001] The present invention relates to a tower structure for wind power generation. [Background technology]

[0002] In wind turbines used for wind power generation, the wind power generation equipment (the rotor formed by the hub and blades, and the nacelle that houses the generator) is installed near the top of the tower structure. A wind turbine can generate greater power output by catching faster winds. Generally, winds blowing near the ground surface tend to be faster the higher the altitude, so it is desirable to make the height of the hub above the ground (hereafter simply referred to as "hub height") as high as possible. Increasing the hub height also makes it possible to increase the rotor diameter, allowing a wider area to catch wind and further increasing power output.

[0003] Conventionally, cylindrical steel towers have been the main tower structure for wind turbines used for wind power generation. In order to increase the hub height, the vertical length of the tower must be increased. However, in order to erect a vertically long tower with sufficient strength, the outer diameter of the tower must be increased, and the tower must be thicker.

[0004] Such steel towers are typically manufactured as multiple vertically and horizontally divided sections, and are transported by land to the wind turbine installation site in these sections. Therefore, taking into account road standards in Japan, there are limitations on the outer diameter of steel towers. For example, during land transportation, tower sections are often loaded onto loading platforms with their axial direction (the vertical direction of the tower) roughly parallel to the road surface. However, due to the height of tunnels and pedestrian bridges, the outer diameter of the tower can only be a maximum of about 4.5 meters.

[0005] In response to this, a technology has been put into practical use overseas in which a steel tower is not only divided into multiple pieces vertically and horizontally, but also divided into multiple pieces when viewed in cross section perpendicular to the vertical direction, and the parts are transported in the form of arc-shaped panels, which are then joined and assembled into a cylindrical shape at the installation site (for example, Patent Document 1).

[0006] In addition, a technology has been proposed for a tower structure that can increase the hub height, in which the lower part of the tower structure is replaced with an approximately cylindrical concrete structure made of prestressed concrete or the like, and a conventional steel tower is installed on top of it (for example, Patent Document 2 and Patent Document 3). [Prior art documents] [Patent documents]

[0007] [Patent Document 1] International Publication No. 2004 / 083633 [Patent Document 2] Patent No. 4850151 [Patent Document 3] Patent No. 7012981 Summary of the Invention [Problem to be solved by the invention]

[0008] The technology in Patent Document 1 aims to improve the efficiency of marine transport, but it can also be applied to land transport within Japan as mentioned above. However, when using finely divided arc-shaped parts as in Patent Document 1, an extra step of joining the parts into a cylindrical shape with high precision is required at the installation site, which requires a great deal of labor and is therefore not efficient. In addition, there is no record of obtaining design permits in Japan, and it is thought that it would be difficult to obtain and introduce permits that comply with Japan's strict seismic design standards.

[0009] Furthermore, when the lower part of the tower structure is replaced with a roughly cylindrical concrete structure, as in Patent Documents 2 and 3, the design load during an earthquake becomes extremely large under Japan's strict earthquake-resistant design standards, and the thickness of the reinforced concrete or prestressed concrete used must be increased, requiring a large amount of rebar, PC steel, or concrete, which significantly increases construction costs.

[0010] For this reason, there is a demand for a new tower structure that is simple in structure, allows the hub height to be easily increased, and has sufficient earthquake resistance.

[0011] The present invention has been made in consideration of the above-mentioned problems, and its purpose is to provide a wind power generation tower structure that can easily increase the height of a wind power generation equipment from the ground with a simple structure and has sufficient earthquake resistance. [Means for solving the problem]

[0012] In order to achieve the above-mentioned object, the present invention provides a tower structure for wind power generation, comprising a substructure fixed to the ground, and an upper structure joined to the upper part of the substructure and having a wind power generation device disposed on top thereof, wherein a seismic control structure that absorbs vibration energy caused by earthquakes is disposed in the substructure.

[0013] It is desirable that the substructure have a plurality of pillars and connecting members provided on the pillars so as to connect adjacent pillars, and that the seismic isolation structure be fixed to the connecting members.

[0014] It is desirable that the connecting members be arranged between the support columns so as to intersect with each other, and that the vibration control structure be a hysteretic damper arranged near the intersection of the connecting members.

[0015] It is desirable that an outer shell member be provided on the outer periphery of the lower structure so as to cover the lower structure.

[0016] The outer shell member may be divided into a plurality of sections in the vertical direction, and the upper and lower outer shell members may be movable relative to each other.

[0017] The lower end of the upper outer shell member may be arranged to overlap the outside of the upper end of the lower outer shell member, and when the lower structure deforms due to vibration, friction between the overlapping outer shell members can provide a damping function.

[0018] The outer shell member may be disposed at a distance from the outer periphery of the lower structure, and a lid member may be disposed above the outer shell member to close a gap between the lower structures.

[0019] The shell may be joined to the exterior of the undercarriage by arms.

[0020] Preferably, the support columns are of concrete construction and the superstructure is of steel.

[0021] It is desirable that a separate pile is driven into the ground for each of the support columns, and that one support column is connected to one of the piles.

[0022] According to the present invention, the wind power generation tower structure is composed of a substructure and a superstructure, and the superstructure is placed above the substructure, so that a steel tower with a large outer diameter that is difficult to transport is not required, and the height of the wind power generation system from the ground can be easily increased with a simple structure. Furthermore, the substructure, although having a very simple structure, is equipped with a seismic control structure that absorbs vibration energy caused by earthquakes, so that the wind power generation tower structure is provided with sufficient earthquake resistance.

[0023] Furthermore, if the substructure is composed of multiple support columns, connecting members attached to the support columns, and a seismic control structure fixed to the connecting members, it is preferable because it has sufficient earthquake resistance while being extremely simple in structure. Also, a large hollow space can be provided inside the substructure, making it easy to secure working space. The connecting members may be brace members made of, for example, structural steel.

[0024] Furthermore, when connecting members are placed between the columns so that they intersect with each other and the seismic control structure is fixed near the intersection, bending deformation caused by an earthquake in the columns is converted into relative vertical displacement near the fixed position of the seismic control structure and is smoothly transmitted to the seismic control structure. Furthermore, if the seismic control structure is a hysteretic damper, it uses the elastic-plastic deformation of steel materials and the like to absorb vibration energy, making it suitable for receiving such relative displacement and capable of demonstrating excellent seismic control performance against large earthquakes. Furthermore, even if a large earthquake occurs, no damage occurs other than to the seismic control structure, and seismic performance can be easily restored by replacing only the seismic control structure, resulting in excellent cost and maintainability.

[0025] Furthermore, if an outer shell member is provided around the outer periphery of the lower structure so as to cover it, a wall for protecting the inside of the lower structure from the external environment can be formed with a very simple and lightweight structure.

[0026] Furthermore, if the outer shell member is divided into multiple parts in the vertical direction and is able to move relative to each other, when force is applied to the outer shell member due to an earthquake, each outer shell member can move freely relative to each other, so force is not concentrated in a local area and the outer shell member is less likely to be damaged.

[0027] Furthermore, if the bottom ends of the shell members are arranged so that they overlap the top ends of the shell members below, when an earthquake occurs and the shell members move, friction between the overlapping parts acts as a damping mechanism, helping to reduce the shaking of the lower structure and preventing damage such as falling shell members.

[0028] Furthermore, if the outer shell member is positioned away from the outer periphery of the lower structure, the outer shell member can be positioned relatively freely, and compared to when the outer shell member is attached directly to the outer surface of the support, a wider construction tolerance can be set, making installation easier and reducing the risk of the outer shell member being unintentionally restrained. In addition, if a cover member that closes the gap between the outer shell member and the lower structure is placed on top of the outer shell member, the internal space of the outer shell member and the lower structure can be reliably protected from the external environment.

[0029] Furthermore, if the outer shell member is joined to the outside of the lower structure (pillar) by an arm provided on the lower structure, for example, the arm can be used to freely arrange the outer shell member in any configuration.

[0030] Furthermore, if the support pillars are made of concrete, such as reinforced concrete, prestressed concrete, steel reinforced concrete, or steel reinforced concrete, conventional manufacturing methods can be applied to construct the pillars, which is convenient. Furthermore, conventional steel towers can be used for the superstructure. In this case, since the superstructure is placed on top of the substructure and is higher above ground, the steel tower does not need to be extremely long in the vertical direction, and its outer diameter does not need to be very large, which reduces the risk of problems during transportation.

[0031] Furthermore, if separate piles are driven into each support pillar and one support pillar is connected to each pile, the process can be simplified and material costs can be reduced compared to when footing foundations are used. In this case, if the piles are connected with underground beams, the cross-sectional force acting on the pillars is reduced, resulting in high earthquake resistance. [Effects of the Invention]

[0032] According to the present invention, it is possible to provide a wind power generation tower structure that can easily increase the height of a wind turbine generator from the ground with a simple structure and has sufficient earthquake resistance. [Brief explanation of the drawings]

[0033] [Figure 1] FIG. 1 is a front view of a wind turbine equipped with a wind power tower structure 100. [Figure 2] Enlarged view of part A in Figure 1. [Figure 3] (a) is a cross-sectional view taken along line BB in Figure 2, and (b) is a view taken along line CC in Figure 3(a). [Figure 4] 10A and 10B are diagrams illustrating the vibration damping function of the substructure 10. FIG. [Figure 5] FIG. 1(a) is a diagram for explaining the lower structure 10a, and FIG. 1(b) is a cross-sectional view of the upper end of the support pillar 1 of the lower structure 10a. [Figure 6] 10A and 10B are diagrams illustrating a lower structure 10b. [Figure 7] 10A and 10B are diagrams illustrating a lower structure 10c. [Figure 8] 10A and 10B are diagrams illustrating a lower structure 10d. DETAILED DESCRIPTION OF THE INVENTION

[0034] Hereinafter, an embodiment of the present invention will be described in detail with reference to the drawings.

[0035] (Wind power tower structure 100) 1 is a front view of a wind turbine equipped with a wind power generation tower structure 100 of the present invention. The wind power generation tower structure 100 has a substructure 10 and a superstructure 90 joined to the upper part thereof.

[0036] As shown in the figure, the outer periphery of the substructure 10 is covered by the shell members 7. That is, the shell members 7 are provided on the outer periphery of the substructure 10 so as to cover the substructure 10. Note that the substructure 10 may be simply referred to as the substructure, including the shell members 7 arranged on the outer periphery of the substructure 10. The substructure 10 is joined to an underground foundation 95 in the ground 103, and is fixed to the ground 103 via the underground foundation 95. The underground foundation 95 is, for example, a footing foundation. The shell members 7 are made up of outer shell panels 71 and panel connectors 73. Details of the shell members 7 will be described later.

[0037] The superstructure 90 is, for example, a steel tower, and a wind turbine generator 93 is placed on top of it. The wind turbine generator 93 consists of a rotor formed by a hub and blades, a nacelle that houses the generator, and the like. A flange 901 is provided at the lower end of the superstructure 90, and the lower surface of the flange 901 is in contact with the upper surface of the connecting structure 17. The upper end of the substructure 10 and the lower end of the superstructure 90 are joined with the connecting structure 17 in between. The connecting structure 17 will be described later.

[0038] Figure 2 is an enlarged view of part A in Figure 1. First, as shown by the dotted line in Figure 2, the upper structure 90 is a cylindrical tower or the like, and has a hollow space 90a inside. In addition, the joining structure 17 is formed with a hole 17a that communicates with the hollow space 90a, and the hole 17a also communicates with the interior of the lower structure 10, as will be described later. Elevators and the like can be easily installed in these connected internal spaces, enabling efficient maintenance and inspection.

[0039] As described above, the outer shell members 7 provided on the outer periphery of the substructure 10 have the outer shell panels 71 and panel connectors 73. The outer shell panels 71 are non-load-bearing wall materials and do not support the load of the substructure 10. For the outer shell panels 71, curtain wall materials made of fiber-reinforced plastic (FRP), lightweight concrete, glass, ceramic, etc. can be used. The outer shell panels 71 form a wall that protects the interior of the substructure 10 from the external environment with an extremely simple and lightweight configuration.

[0040] Panel connector 73 is located at the lower end of outer shell member 7. Panel connector 73 is a plate-shaped member made of a polymer compound, such as a rubber plate, that has a high coefficient of friction and is elastically deformable. The upper end of panel connector 73 is connected to the lower end of outer shell panel 71.

[0041] As shown in FIG. 2, each shell member 7 (shell panel 71 and panel connector 73 connected to its lower end) is divided into multiple pieces in the vertical direction, allowing adjacent shell members 7 to move relative to each other. This allows each shell member 7 to move freely relative to each other when a force is applied to the shell members 7 due to an earthquake, preventing localized concentration of force and making the shell members 7 (especially the shell panels 71) less susceptible to damage. The shell members 7 may be divided into multiple pieces not only in the vertical direction but also in the circumferential direction of the substructure 10 (left-right direction in the figure), as appropriate. This not only achieves the above-mentioned effects more effectively, but also facilitates the transportation and installation of the shell members 7.

[0042] Furthermore, the panel connectors 73 are positioned so that they overlap the outer side of the upper end of the outer shell panel 71 below them. (That is, between two vertically adjacent outer shell members 7, the lower end of the upper outer shell member 7 overlaps the outer side of the upper end of the lower outer shell member 7.) This allows the outer shell members 7 to move relative to each other when the lower structure 10 is shaken and deformed, causing the overlapping portions of the panel connectors 73 and the outer shell panels 71 to rub against each other. In this case, because the panel connectors 73 are made of a material such as rubber that has a high friction coefficient and is elastically deformable, they can effectively dampen vibrations through friction. This helps to suppress vibrations in the lower structure 10 and also prevents damage such as falling of the outer shell members 7.

[0043] (Substructure 10) Figure 3(a) is a cross-sectional view taken along line BB in Figure 2, looking downward from near the top end of the substructure 10. As mentioned above, the substructure 10 is located inside the outer shell member 7 (outer shell panel 71, panel connecting portion 73), and is composed of the support columns 1, connecting members 3, and seismic control structure 5. The portion of the substructure 10 other than the support columns 1, connecting members 3, and seismic control structure 5 is a hollow portion 19. This is therefore a very simple and preferable structure, and allows for a large internal working space to be secured, giving a high degree of freedom.

[0044] The support pillars 1 are concrete pillars or steel pillars, and multiple pillars are provided. When a concrete structure is used, it may be, for example, a reinforced concrete (RC) structure, a prestressed concrete (PC) structure, a steel-concrete composite (SC) structure, or a steel-reinforced concrete (SRC) structure. When a steel structure is used, shaped steel beams, steel pipes, or steel rods may be used if sufficient strength can be ensured. For example, as shown in FIG. 3( a), the support pillars 1 have a substantially square cross-sectional shape, and four of them are arranged. In this way, the substructure 10 has a columnar structure with multiple support pillars 1 that are smaller (thinner) than the outer diameter of the entire substructure 10 in cross-sectional view. The cross-sectional shape of the support pillars 1 is not limited to a substantially square shape, and may be any suitable shape. Furthermore, the number and positions of the support pillars 1 are not limited to this example, as will be described later.

[0045] A portion of the outer shell panel 71 is fixed to the outer surface of the support 1, and the outer shell member 7 is installed on the outer periphery of the substructure 10. Note that the installation method of the outer shell member 7 is not limited to this example, as will be described later.

[0046] The connecting member 3 is provided between adjacent columns 1. For example, a brace member made of shaped steel or the like, a steel bar, or a steel plate processed into a predetermined shape can be used as the connecting member 3. As shown in FIG. 3(a), the connecting member 3 of the present invention is not continuous between adjacent columns 1, 1 like a general diagonal brace, but is divided roughly in the middle. A seismic isolation structure 5 is fixed to the connecting member 3 near the divided point. In other words, the connecting member 3 is provided on the column 1 so as to connect the adjacent columns 1 via the seismic isolation structure 5. This point will be described in detail later.

[0047] The vibration control structure 5 has an attachment portion 51 and a vibration absorbing portion 53. The attachment portion 51 is a portion for attaching the vibration control structure 5 to the connecting member 3. The vibration absorbing portion 53 is a portion for absorbing the vibration energy of an earthquake. The vibration control structure 5 will be described in detail later. In the example of FIG. 3(a), the vibration control structure 5 is fixed to the outer surface side of the connecting member 3 (the side closer to the outer shell member 7), but it may also be fixed to the inner surface side. Alternatively, the vibration control structure 5 may be fixed to both the outer surface side and the inner surface side.

[0048] Fig. 3(b) is a view taken along line CC in Fig. 3(a), ie, a view in which the outer shell panel 71 and the panel connecting portion 73 on the near side in Fig. 2 have been removed.

[0049] As shown in FIG. 3(b), the connecting members 3 are arranged between the pillars 1 so as to intersect with each other, connecting adjacent pillars 1. However, as described above, the connecting members 3 of the present invention differ from ordinary braces in that the connecting members 3 connected to each pillar 1 are separated from each other near the intersections of the connecting members 3. The seismic control structure 5 is then fixed to that portion. Note that FIG. 3(b) shows, as an example, a case in which the connecting members 3 are arranged diagonally with respect to the pillars 1 and arranged so as to intersect with each other, but the connecting members 3 may of course be arranged horizontally. In this case as well, the connecting members 3 are separated between the pillars 1, and the seismic control structure 5 is fixed to that separated portion.

[0050] The seismic control structure 5 absorbs the vibration energy of earthquakes, and may be, for example, a hysteretic damper. A hysteretic damper absorbs the vibration energy (vibration energy) of the damper by transferring the deformation (vibration energy) to a material, such as steel, incorporated therein, thereby achieving energy absorption by utilizing plastic deformation beyond the elastic range of the material. It offers excellent cost and maintenance efficiency, and provides excellent vibration control even against large earthquakes. Furthermore, when a hysteretic damper is used, even a large earthquake does not cause damage to anything other than the seismic control structure 5. Therefore, earthquake resistance can be easily restored by simply replacing the seismic control structure 5. Alternatively, an oil damper or other similar damper can be used as the seismic control structure 5. Viscous dampers, such as oil dampers, transmit earthquake vibrations as piston motions to a viscous material filled in a container, converting the vibration energy into thermal energy and absorbing it through the plasticity of the viscous material. This provides stable vibration control regardless of the magnitude of the earthquake. A hysteretic damper and an oil damper may also be used in combination.

[0051] The vibration control structure 5 is made up of, for example, an attachment portion 51 and a vibration absorbing portion 53. The attachment portion 51 is, for example, a steel plate with holes formed in predetermined positions. Bolts or the like fixed to the connecting member 3 are inserted into the holes, and nuts are tightened via washers, etc., to fix the vibration control structure 5 to the connecting member 3.

[0052] The vibration absorbing portion 53 is a portion for absorbing earthquake vibrations as described above, and is, for example, a steel plate of a predetermined thickness made of low-yield-point steel or the like, which is highly tough and easily ductile. The steel plate has, for example, approximately hexagonal holes drilled therein. The shape of the holes is not limited to this, and any shape is acceptable. The vibration absorbing portion 53 and the mounting portion 51 are fixed and integrated.

[0053] Next, the configuration of the connecting structure 17, and the vicinity of the upper end of the substructure 10 and the vicinity of the lower end of the superstructure 90 will be described. The connecting structure 17 is a plate-like member of a predetermined thickness with a hole 17a in the center. The connecting structure 17 is formed of, for example, reinforced concrete or precast concrete. Slots (not shown) are provided at predetermined positions in the connecting structure 17 and the flange 901 of the superstructure 90. For example, an anchor bolt (not shown) fixed to the support 1 and protruding from the upper end surface of the support 1 is inserted into the slot, and a nut (not shown) is fastened from the upper surface of the flange 901, thereby joining the substructure 10 and the superstructure 90 together across the connecting structure 17. Note that the method for joining the substructure 10 and the superstructure 90 is not limited to this, and other suitable methods may be used. Furthermore, as mentioned above, the hollow portion 90a of the upper structure 90, the hole portion 17a of the joining structure 17, and the hollow portion 19 of the lower structure 10 are connected, making it easy to install elevators for maintenance and inspection, etc.

[0054] (Seismic control function of the substructure 10) 4 is a diagram illustrating the seismic control function of the substructure 10. When an earthquake occurs, the vibration components in the arrangement direction of two adjacent pillars 1, 1 (for example, the vibration components in the left-right direction in the figure) are transmitted to each pillar 1 as indicated by the two curved white arrows in the figure, causing bending deformation in each pillar 1. The bending deformation of each pillar 1 then causes relative displacement in the vertical direction (up and down in the figure) near the intersection position of the connecting members 3 (i.e., near the fixed position of the seismic control structure 5).

[0055] For example, when the left support column 1 and the right support column 1 in Figure 4 shake to the right, near the intersection of the connecting members 3 (i.e., near the fixed position of the seismic isolation structure 5), the connecting member 3 connected to the left support column 1 will try to displace downward, and the connecting member 3 connected to the right support column 1 will try to displace upward, as shown in the upper diagram within the dotted line frame in Figure 4. Similarly, when the left and right support columns 1, 1 shake to the left, the state shown in the lower diagram within the dotted line frame will occur, and this process will be repeated.

[0056] At this time, the relative vertical displacement of the left and right connecting members 3 is absorbed by the elastic-plastic deformation of the vibration absorbing parts 53 of the seismic control structure 5. As the states shown in the top and bottom diagrams within the dotted line frame in Figure 4 are repeated, the vibration energy received by the substructure 10 is absorbed by the seismic control structure 5.

[0057] As described above, according to the wind power generation tower structure 100 of the present invention, the superstructure 90 is placed above the substructure 10, so there is no need for a thick-diameter steel tower that is difficult to transport, and the height of the wind power generation equipment 93 from the ground can be easily increased with a simple configuration, thereby increasing the power generation output. Furthermore, the substructure 10, although having a simple configuration, is equipped with the seismic control structure 5 that absorbs the vibration energy of an earthquake, so that the wind power generation tower structure 100 can be given sufficient earthquake resistance.

[0058] Furthermore, since the substructure 10 is composed of multiple support columns 1, connecting members 3 attached to the support columns 1, and seismic control structures 5 fixed to the connecting members 3, it has a very simple structure while still providing sufficient earthquake resistance, which is preferable. Furthermore, a large hollow space 19 can be provided inside the substructure 10, making it easy to secure working space.

[0059] Furthermore, since the connecting members 3 are arranged between the columns 1 so that they intersect with each other and the seismic control structure 5 is fixed in the vicinity thereof, bending deformation caused in the columns 1 by an earthquake is converted into relative displacement in the vertical direction near the fixed position of the seismic control structure 5 and is smoothly transmitted to the seismic control structure 5. Furthermore, since the seismic control structure 5 is a hysteretic damper and uses the elastic-plastic deformation of steel materials and the like to absorb vibration energy, it is suitable for receiving such relative displacement and can exhibit excellent seismic control performance against large earthquakes. Furthermore, it is particularly excellent in terms of cost and maintainability; for example, even if a large earthquake occurs, no damage occurs other than to the seismic control structure 5, and earthquake resistance performance can be easily restored by replacing only the seismic control structure 5.

[0060] Furthermore, since the outer shell member 7 is provided on the outer periphery of the lower structure so as to cover the lower structure 10, a wall for protecting the inside of the lower structure 10 from the external environment can be formed with a very simple and lightweight configuration.

[0061] Furthermore, since the outer shell member 7 is divided into multiple parts in the vertical direction and can move relative to each other, when a force is applied to the outer shell member 7 due to an earthquake, each outer shell member 7 can move freely relative to each other, so that the force is not concentrated locally and the outer shell member 7 is less likely to be damaged.

[0062] Furthermore, the panel connectors 73 located at the bottom ends of the shell members 7 are positioned so as to overlap the outer edges of the upper ends of the shell panels 71 of the lower shell member 7, so that when an earthquake occurs and the shell members 7 move relative to one another, friction at the overlapping parts provides a damping function, helping to suppress shaking of the substructure 10. This also prevents damage such as the shell members 7 falling.

[0063] Furthermore, since the support pillar 1 is a concrete structure (for example, RC structure, PC structure, SC structure, SRC structure, etc.), conventional manufacturing methods can be applied to construct the support pillar 1, which is convenient. Furthermore, a conventional steel tower or the like can be used for the superstructure 90. Since the superstructure 90 is placed on top of the substructure 10 and is elevated above ground level, the superstructure 90 does not need to be extremely long in the vertical direction, and the outer diameter of the steel tower does not need to be very thick, which reduces the likelihood of problems during transportation.

[0064] (Substructure 10a) Next, another example of the present invention will be described. The wind power generation tower structure 100 of the present invention may have a substructure 10a instead of the substructure 10.

[0065] FIG. 5(a) is a diagram illustrating the substructure 10a. The substructure 10a is substantially similar to the substructure 10 (FIG. 3(b)), but differs in the way the shell members 7 are arranged. In the substructure 10a, the shell members 7 are arranged away from the outer periphery of the support 1. In particular, as shown in FIG. 5(a), one end of the arm 13 is fixed to a predetermined position on the outer surface of the support 1, and an outer shell panel 71 is fixed to the other end. That is, the shell members 7 are joined to the outside of the support 1 by the arm 13. This allows the shell members 7 to be arranged relatively freely using the arm 13. This allows for a wider construction tolerance compared to when the shell members 7 are directly attached to the outer surface of the support 1, making installation easier. Furthermore, there is less risk of the shell members 7 being unintentionally restrained.

[0066] A lid member 15 is disposed on top of the outer shell member 7 to close the gap between the outer shell member 7 and the support column 1. The lid member 15 is intended to protect the interior space of the outer shell member 7 and the lower structure 10a from the outside, and may be made of, for example, a panel material similar to the outer shell panel 71, a resin sheet, or the like. However, the lid member is not limited to these, and any material may be used as long as it can provide protection against the external environment.

[0067] 5(b) is a cross-sectional view of the upper end of the support pillar 1 of the substructure 10a, viewed in the same manner as FIG. 3(a). As shown in FIG. 5(b), the outer shape of the support pillar 1 (substantially square) can be made significantly different from the shape of the outer shell member 7 (circular). This allows for greater flexibility, such as making the shape of the outer shell member 7 a circular shape that is more wind-resistant than a polygonal shape, or by further increasing the working space within the shell member 7.

[0068] As described above, according to the wind power generation tower structure 100 having the substructure 10a of the present invention, the shell members 7 are positioned away from the outer periphery of the support columns 1, allowing for relatively free positioning of the shell members 7, allowing for a wider margin of error in construction compared to when the shell members 7 are directly attached to the outer surfaces of the support columns 1, and reducing the risk of the shell members 7 being unintentionally restrained. Furthermore, the cover members 15 that close the gaps between the shell members 7 and the substructure 10a are positioned above the shell members 7, thereby reliably protecting the interior spaces of the shell members 7 and the substructure 10a from the external environment.

[0069] Furthermore, since the outer shell member 7 is joined to the outside of the support 1 by the arm portion 13 provided on the support 1 of the lower structure 10a, the arm portion 13 can be used to freely arrange the outer shell member 7 in any configuration.

[0070] (Substructure 10b) Furthermore, as a modification of the lower structure 10a, a lower structure 10b may be used.

[0071] FIG. 6 is a diagram illustrating the lower structure 10b. The lower structure 10b is substantially similar to the lower structure 10a (FIG. 5(a)), but differs in the configuration and arrangement of the outer shell members 7b. In the lower structure 10b, the outer shell members 7b are not divided into multiple pieces in the vertical direction. The outer shell members 7b are, for example, panel materials similar to the outer shell panels 71. This allows the lower structure 10b to easily stand on its own in any position using simple legs or support members (not shown). Note that in the lower structure 10b as well, a cover member 15 is arranged on the upper part of the outer shell member 7b to cover the gap between the outer shell member 7b and the support column 1.

[0072] As described above, according to the wind power generation tower structure 100 having the substructure 10b of the present invention, the same effects as when the substructure 10a is used can be obtained, and in addition, since the outer shell member 7b is not divided into multiple parts in the vertical direction, the outer shell member 7b can be easily made to stand on its own at any position using simple legs, supports, etc., thereby further increasing the degree of freedom.

[0073] (Substructure 10c) Next, a further embodiment of the present invention will be described. The wind power generation tower structure 100 may have a substructure 10c instead of the substructure 10.

[0074] Figure 7 is a diagram illustrating the substructure 10c. The substructure 10c is substantially similar to the substructure 10 (Figure 3(b)), but differs in that it is connected to piles 97. That is, in the substructure 10c, multiple piles 97 are driven into the ground 103 so as to correspond to each of the multiple pillars 1, and one pillar 1 is connected to each pile 97. This simplifies the process and reduces material costs compared to when a footing foundation is cast.

[0075] The piles 97 are connected to each other by underground beams 99 at predetermined positions in the ground 103. This reduces the cross-sectional force acting on the support pillar 1, thereby achieving high earthquake resistance.

[0076] As described above, according to the wind power generation tower structure 100 having the substructure 10c of the present invention, a separate pile 97 is driven into each support column 1, and one support column 1 is joined to one pile 97, which simplifies the process and reduces material costs compared to when a footing foundation or the like is driven. In addition, because the piles 97 are connected to each other by underground beams 99, the cross-sectional force acting on the support columns 1 is reduced, resulting in high earthquake resistance.

[0077] (Substructure 10d) Next, a further embodiment of the present invention will be described. The wind power generation tower structure 100 may have a substructure 10d instead of the substructure 10.

[0078] Figure 8 is a diagram illustrating the lower structure 10d. The lower structure 10d is substantially similar to the lower structure 10 (Figure 3(a)), but differs in the number and arrangement of the support pillars 1. That is, the three support pillars 1 are positioned so that the outer periphery thereof forms a substantially equilateral triangle. In this way, the number and arrangement of the support pillars 1 may be varied as appropriate.

[0079] It is particularly desirable that the number of columns 1 be three or more. In addition, it is desirable that not all columns 1 are arranged in a substantially straight line, but that multiple columns 1 are arranged in the shape of a regular polygon. In this way, at least two or more seismic control structures 5 can be arranged in mutually different directions, so that one or more of the seismic control structures 5 can absorb vibration energy for shaking in any direction, thereby demonstrating seismic control performance.

[0080] As described above, the wind power tower structure 100 having the substructure 10d of the present invention has three support columns 1 arranged in a roughly triangular shape, resulting in a simpler configuration with fewer required components, enabling further cost reduction while ensuring the required earthquake resistance. In addition, since the multiple vibration control structures 5 are arranged in different directions, vibration control performance is exerted against shaking in all directions.

[0081] While the preferred embodiments of the present invention have been described above with reference to the accompanying drawings, the present invention is not limited to these examples. It is clear that those skilled in the art can conceive of various modifications and alterations within the scope of the technical ideas disclosed in this application, and it is understood that these modifications and alterations also fall within the technical scope of the present invention. [Explanation of symbols]

[0082] 1......post 3...Connecting member 5. Vibration control structure 7, 7b....Outer shell members 10, 10a, 10b, 10c, 10d.... Lower structure 13……Arm part 15...Cover member 17……Joining structure 17a……hole 19……Hollow part 51....Mounting part 53...Vibration absorbing section 71....Outer shell panel 73...Panel connection part 90……superstructure 90a……Cavity part 93...Wind power generation equipment 95……Underground foundation 97……Pile 99……Underground beam 100....Wind power generation tower structure 103……ground 901...Flange

Claims

1. 1. A tower structure for wind power generation, comprising: A substructure that is fixed to the ground; an upper structure joined to an upper portion of the lower structure and having a wind turbine generator disposed thereon; Equipped with A tower structure for wind power generation, characterized in that a seismic control structure that absorbs vibration energy caused by earthquakes is arranged in the substructure.

2. The lower structure includes a plurality of support columns and connecting members provided on the support columns so as to connect adjacent support columns to each other, 2. The wind power generation tower structure according to claim 1, wherein the vibration control structure is fixed to the connecting member.

3. 3. The wind power generation tower structure according to claim 2, wherein the connecting members are arranged so as to intersect with each other between the support columns, and the vibration control structure is a hysteretic damper arranged near the intersection of the connecting members.

4. 2. The wind power generation tower structure according to claim 1, wherein an outer shell member is provided on an outer periphery of the lower structure so as to cover the lower structure.

5. 5. The wind power generation tower structure according to claim 4, wherein the outer shell member is divided into a plurality of parts in the vertical direction, and the upper and lower outer shell members are movable relative to each other.

6. 6. The wind power tower structure according to claim 5, wherein the lower end of the upper shell member is arranged to overlap the outside of the upper end of the lower shell member, and when the lower structure deforms due to vibration, friction between the overlapping shell members can provide a damping function.

7. The tower structure for wind power generation according to claim 4, characterized in that the outer shell members are positioned at a distance from the outer periphery of the lower structure, and a cover member is positioned on top of the outer shell members to close the gap between the lower structure.

8. 8. The wind power tower structure according to claim 7, wherein the outer shell member is joined to the outside of the lower structure by an arm portion.

9. 3. The wind power tower structure according to claim 2, wherein the support columns are made of concrete and the superstructure is made of steel.

10. 3. The wind power generation tower structure according to claim 2, wherein a separate pile is driven into each of the support columns, and one support column is joined to one of the piles.

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