KR101222041B1 - Hybrid tower structures - Google Patents

Abstract

Disclosed is a hybrid tower structure in which the proximal end is made of concrete and the upper end is formed of steel.
The hybrid tower structure is a concrete tower unit installed on the foundation; A steel tower unit coupled to the upper side of the concrete tower unit; A tensioner for prestressing the PC tendon passing through the concrete tower portion; And an inclination fixing plate installed above the connecting portion of the forced tower part so that the tensioner is fixed in an inclined state, and inclined fixing plate installed in an inclined state at an upper part of the connecting part of the steel tower part, and the inclined fixing unit for fixing the end of the PC tendon. It characterized in that it comprises a; inclined fixing unit having a fixing unit installed in the plate.
According to such a hybrid structure, the effect of being able to sufficiently resist bending loads and / or shear loads can be obtained.

Description

HYBRID TOWER STRUCTURE}

The present invention relates to a hybrid tower structure formed by using steel and concrete, and more particularly, a hybrid in which the base portion is formed of concrete and the upper end is formed of steel in a tower structure having a high height, such as a tower for wind power generation or a factory chimney. Relates to a tower structure.

High-rise tower structures such as wind generators and factory chimneys are used a lot, and one example of such a tower structure will be described using a wind generator.

The wind generator is a power generator that converts the rotational motion of the blades and the rotor connected to the wind into electrical energy by using the generator. The wind generator is composed of three components, a rotor, a nussel, and a tower.

An example of such a wind generator is shown in FIG. 1. As shown in FIG. 1, the wind generator 10 includes a blade 15 that is rotated by wind, a nussel 14 in which various parts necessary for power generation, such as a rotor and a generator, are accommodated, and the nussel 14 is rotatable. It comprises a tower portion (12, 13) to support so that, and the base portion 11 is installed on the ground to support the tower portion (12, 13).

Among these, the tower parts 12 and 13 support structural weights of the blades 15 and the nussel 14, and are structural elements that play a role of transferring the horizontal load by the wind to the lower concrete foundation part 11.

Recently, as the capacity of wind turbines increases, the height of tower units 12 and 13 also increases.

Conventionally, the tower parts 12 and 13 have been mainly manufactured using steel, which is easy to manufacture a cylindrical segment having a certain height in the case of steel towers, and is easy to transport because it is a segment unit, and rapid installation in the field is possible. Because it is possible.

However, when the tower parts 12 and 13 are made of only steel, the diameter and thickness of the steel used in the lower tower 12 may be excessively increased, thereby reducing economic efficiency.

This phenomenon may become more serious when the height of the tower parts 12 and 13 is increased (for example, 80 to 120 m or more).

Recently devised to solve this problem is a hybrid tower structure. The hybrid tower structure is made of steel as in the upper tower 13, and the lower tower 12 is a structure made of concrete having a relatively low price and excellent resistance to compressive force.

An example of such a hybrid tower structure is shown in FIG. 3.

The hybrid tower structure shown in FIG. 3 forms the lower tower 12 in concrete and the upper tower 13 in steel and then anchors the connecting portion 12a of the lower tower 12 and the connecting portion 13a of the upper tower. It has a structure in which the bolt 21 and the nut 22 are combined.

However, the tower structure shown in FIG. 3 has a problem in that the strength of the connecting portion of the lower tower 12 and the upper tower 13 is relatively weak, so that the structure is particularly vulnerable to shear load (stress) or moment. Furthermore, in order to install the anchor bolt 21 on the lower tower 12, concrete must be cast in the field, and thus there is a problem in that the manufacturing period becomes long and the manufacturing process becomes complicated.

Reflecting this point, a method of increasing the coupling force of the connecting portions 12a and 13a by applying prestress to the connecting portions 12a and 13a of the upper tower 13 and the lower tower 12 made of concrete may be considered.

4 shows a tower structure connecting the upper tower 13 after the lower tower 12 is formed using prestressed concrete.

Specifically, in the elliptic structure shown in FIG. 4, the sheath tube 15 is installed in the lower tower 12, and the PC tendon 16 located in the sheath tube 15 is fixed to the anchorage 31. A configuration for tensioning through the tensioner 32 is disclosed.

In the case of such a tower structure, the connection strength between the lower tower 12 and the upper tower 13 may be increased compared to the tower structure shown in FIG. 3, but still has the following problems.

First, the sheath pipe 15 of the lower tower 12 due to the diameter W1 (typically 400 to 500 mm in diameter) of the tensioner 32 located inside the upper tower 13 for tensioning the PC tendon. The center spacing (W2) is greatly generated between the center of the center and the center of the tension device (32) or anchorage (31).

In this case, a large shear stress (F) and a moment (M) is generated in the tower structure due to the horizontal load due to the wind and the stress (tension) of the tensioner 32. This moment M is larger as the center distance (W2) between the sheath tube 15 and the center of the tensioner 32, that is, the longer the anchorage 31 is away from the outside of the tower structure bar, Figure 4 In the case of the structure shown in FIG. 3 because of the diameter of the tensioner 32, the tensioner 32 has to be moved to the inside of the tower structure, so there is a problem in that the center distance W2 cannot be reduced.

Second, as described above, since a large moment M is generated due to the horizontal load caused by the wind and the stress applied to the tensioner 32, between the connecting portions 12a and 13a of the upper tower 13 and the lower tower 12. The space G may be formed, and when rainwater (water) penetrates into the space G, difficulty in maintenance occurs. In particular, considering that the connecting portions 12a and 13a of the upper tower 13 and the lower tower 12 are located at a high point on the ground, the burden of maintenance is further increased.

Third, since the tower structure shown in FIG. 4 connects the upper tower 13 and the lower tower 12 only by PC tendons, there is a problem that the tower structure is extremely vulnerable to the shear stress F caused by the horizontal load.

The present invention has been made to solve at least some of the problems of the prior art as described above, and an object of the present invention is to provide a hybrid tower structure that can be installed as close as possible to the outside of the tower structure of the anchorage irrespective of the size of the tensioner. do.

In addition, the present invention is to minimize the moment generated in the connection between the steel tower portion (upper tower) and the concrete tower portion (lower tower) due to the provision of tension in the horizontal load and / or tensioner, such as wind power as one side It is an object of the present invention to provide a hybrid tower structure capable of sufficiently resisting bending resistance between a steel tower and a concrete tower.

In addition, an object of the present invention is to provide a hybrid tower structure capable of sufficiently resisting shear stress (shear load).

As one aspect for achieving the above object, the present invention is a concrete tower unit installed on the foundation; A steel tower unit coupled to the upper side of the concrete tower unit; A tensioner for imparting tension to the PC tendon passing through the concrete tower portion; And an inclination fixing plate installed above the connecting portion of the forced tower part so that the tensioner is fixed in an inclined state, and inclined fixing plate installed in an inclined state at an upper part of the connecting part of the steel tower part, and the inclined fixing unit for fixing the end of the PC tendon. An inclined fixing unit having a fixing unit installed in the plate; It provides a hybrid tower structure comprising.

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Preferably, the inclined fixing unit may further include a lower connecting plate positioned above the connecting portion of the steel tower unit, and a reinforcing plate positioned between the inclined fixing plate and the lower connecting plate to reinforce the inclined fixing plate. Can be. The inclined fixing unit may further include a reinforcing plate positioned between the inclined fixing plate and the connection portion of the steel tower to reinforce the inclined fixing plate.

Also preferably, the inclined fixing part may further include a lower connecting plate positioned above the connecting part of the steel tower part, and a concrete part formed by filling concrete between the inclined fixing plate and the lower connecting plate. In this case, a stud member may be joined to the steel tower part in contact with the concrete part, the inclined fixing plate and the lower connecting plate to the concrete part and the steel compound.

Preferably, the inclined fixing part may further include a concrete part formed by filling concrete between the inclined fixing plate and the connection portion of the steel tower part. In this case, a stud member may be joined to the steel tower part in contact with the concrete part, and the connection portion between the inclined fixing plate and the steel tower part for the comparability between the concrete part and the steel part.

On the other hand, the hybrid tower structure according to an aspect of the present invention, may further include a shear reinforcing member installed through the connection portion of the steel tower portion and the connection portion of the concrete tower portion.

Preferably, the shear reinforcing member may be formed of a pipe so that the PC tendon can pass.

Also preferably, the shear reinforcing member may extend to the inclined fixing plate provided in the inclined fixing unit.

According to one embodiment of the present invention having such a configuration, it is possible to install the position of the anchorage as close to the inner circumferential surface of the steel tower portion, regardless of the size of the tensioner through the inclined mounting portion to allow the tensioner to be mounted in an inclined state. Through this, the present invention can minimize the moment generated in the connecting portion of the steel tower portion and the concrete tower due to the tension load by the horizontal load and / or tensioner such as wind power, the connection portion of the steel tower portion and the concrete tower portion The effect that it can fully resist bending resistance can be obtained. In addition, the present invention can prevent the gap between the steel tower portion and the concrete tower portion to occur as much as possible to prevent rain (rainwater) from flowing into the connection portion to obtain the effect of easy maintenance of the hybrid tower structure. have.

In addition, according to one embodiment of the present invention, by installing a shear reinforcing member penetrating the steel tower portion and the concrete tower portion, it is possible to transfer the shear load (shear stress) acting on the steel tower portion to the concrete tower portion, thereby The effect of being able to withstand loads sufficiently can be obtained.

In addition, according to an embodiment of the present invention, by providing a reinforcing plate in the inclined mounting portion can be obtained the effect of reinforcing the strength of the inclined mounting portion.

And, according to an embodiment of the present invention, by forming the concrete portion in the inclined mounting portion, there is an effect that can effectively transfer the compressive load transmitted to the anchorage to the connecting plate of the steel tower portion. At this time, by interposing the stud member on the concrete portion, it is possible to achieve the steel composition of the steel tower portion, the slope fixing plate and the like.

1 is a schematic view showing a typical wind power generator.
2 is an enlarged partial perspective view of the tower structure of the wind turbine shown in FIG.
3 is a cross-sectional view taken along the line AA of Figure 2, a cross-sectional view showing the connection between the upper tower and the lower tower of the internal structure of the tower structure according to the prior art.
Figure 4 is a cross-sectional view taken along the line AA of Figure 2, a cross-sectional view showing the connection between the upper tower and the lower tower of the inner structure of another tower structure according to the prior art.
5 is a perspective view showing a tower structure according to an embodiment of the present invention.
6 is a cross-sectional view taken along line BB of FIG. 5.
7 is a cross-sectional view taken along line CC of FIG. 5.
FIG. 8 is a partial cutaway perspective view showing details of the inclined fixing unit shown in FIG. 7; FIG.
9 is a cross-sectional view taken along the line DD of FIG. 7.
10 is a cross-sectional view showing a modification of the inclined fixing unit shown in FIG.
FIG. 11 is a partial cutaway perspective view showing details of the inclined fixing unit shown in FIG. 10; FIG.
FIG. 12 is a cross-sectional view taken along line CC of FIG. 5, showing a tower structure according to another embodiment of the present invention. FIG.
FIG. 13 is a partial cutaway perspective view showing details of the inclined fixing unit shown in FIG. 12; FIG.

The terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. Also, the singular forms in this specification include plural forms unless the context clearly indicates otherwise.

Hereinafter, exemplary embodiments of the present invention will be described with reference to the accompanying drawings. The present invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. In order to clearly illustrate the present invention, parts not related to the description are omitted, and the same or similar components are denoted by the same reference numerals throughout the specification.

In addition, since the size and thickness of each component shown in the drawings are arbitrarily shown for convenience of description, the present invention is not necessarily limited to those shown in the drawings.

First, referring to FIGS. 5 to 9, a hybrid tower structure 100 according to an embodiment of the present invention will be described.

As shown in Figure 5 and 9, the hybrid tower structure 100 according to an embodiment of the present invention is the base portion 110, the concrete tower portion 120 is installed on the base portion 110, A steel tower 130 coupled to the upper side of the concrete tower 120, a tensioner 160 for applying tension to the PC tendon 155 (steel wire) passing through the concrete tower 120, and The tensioner 160 includes an inclined fixing part 140 installed above the connection part 131 of the steel tower part 130 to be mounted in an inclined state.

The foundation 110 is a structure installed on the ground to support the concrete tower 120 and the steel tower 130, and is generally composed of a concrete foundation.

The concrete tower portion 120 is formed of concrete. The concrete tower unit 120 may be prefabricated and assembled in the field by a plurality of segments 121 for the convenience of manufacturing and construction. In addition, fixing devices 170 and 170 'may be installed to introduce the prestress to the PC tendon 155 in order to introduce the prestress to the concrete tower unit 120. It may be installed at a part of the segment layer (particularly, the lowermost end) or may be installed at the base 110. As such, the method of imparting prestress is known in concrete structures such as piers, and detailed description thereof will be omitted.

On the other hand, the steel tower 130 is formed of a steel material, is fixed to the concrete tower 120, the upper side.

Next, the connection structure of the concrete tower unit 120 and the steel tower unit 130 will be described with reference to FIGS. 7 to 9.

The PC tendon 155 is installed in the concrete tower 120 through the sheath pipe 150, and the PC tendon 155 is connected to the connection part 125 and the steel tower part 130 of the concrete tower part 120. The end is fixed to the fixing tool 141 via 131. In addition, the PC tendon 155 is installed in a tensioned state through the tensioner 160 connected to the fixing unit 141. Since the configuration of the PC tendon 155, the fixing unit 141 and the tensioner 160 is known, detailed description thereof will be omitted. At this time, the connection portion 125 of the concrete tower portion 120 and the connection portion 131 of the steel tower portion 130 is located inside the tower structure 100 damage of the PC tendon 155 due to rain (rainwater) It is preferable to be configured to prevent the back.

On the other hand, the tensioner 160 is mounted in an inclined state on the upper portion of the connecting portion 131 of the steel tower 130.

To this end, the present invention includes an inclined fixing unit 140. The inclined fixing unit 140 is installed on the upper side of the connecting portion 131 of the steel tower portion 130, the inclined fixing plate installed in an inclined state (top) of the connecting portion 131 of the steel tower portion 130 ( 142, a fixing unit 141 installed in the inclined fixing plate 142 to fix an end portion of the PC tendon 155, and a lower portion located above the connecting portion 131 of the steel tower unit 130. A reinforcing plate 143 may be provided between the connecting plate 144 and the inclined fixing plate 142 and the lower connecting plate 144 to reinforce the inclined fixing plate 142.

The inclined fixing plate 142 is provided to be inclined at a predetermined angle with respect to the connecting portion 131 of the steel tower unit 130 so that the tensioner 160 can be located at the outermost portion of the tower structure 100. do. At this time, when the inclination angle between the inclination fixing plate 142 and the connecting portion 131 of the steel tower 130 is smaller than 10 degrees, since there is almost no difference with the horizontal, the effect of adjusting the position of the tensioner 160 by the inclination If it is difficult to obtain and the inclination angle exceeds 80 degrees, the PC tendon 155 is bent at a large angle before and after the fixing unit 141, which may shorten the life of the PC tendon 155 or cause damage. In consideration of this point, the inclination angle may be installed in consideration of the diameter of the tensioner 160 in the range of 30 ° to 60 ° as an example. As described above, in the case of the prior art illustrated in FIG. 4, the diameter of the tensioner 32 is between the center of the sheath tube 15 and the center of the anchorage 31 (or tensioner 32). Many spacings W2 are generated, which causes a large moment. However, in the case of the present invention, the distance between the anchorage 141 and the center of the sheath tube 150 is introduced by introducing the inclined fixing plate 142. The occurrence of moment can be minimized by minimizing W3).

The reinforcing plate 143 serves to maintain the strength in the vertical direction so that the inclined fixing plate 142 may be mounted in the inclined direction.

In addition, the lower connecting plate 144 is intended to be fixed to the connecting portion 131 of the steel tower unit 130 after the prefabricated inclined fixing unit 140 as a structure, the lower connection as described below It is also possible that the plate 144 is not used and the inclined fixing unit 140 is directly installed at the connecting portion 131 of the steel tower unit 130 (see FIGS. 10 and 11).

As such, when the lower connecting plate 144 is installed, the reinforcing plate 143 is provided between the lower connecting plate 144 and the inclined fixing plate 142. At this time, the reinforcing plate 143 is preferably formed around the portion where the PC tendon 155 passes as shown in FIG.

The inclined fixing unit 140 is installed in the circumferential direction on the upper side of the connecting portion 131 of the steel tower 130, as shown in a partially cut state in Figure 8, the PC tendon 155 at regular intervals A fixing unit 141 is installed to be connected.

On the other hand, the hybrid tower structure 100 according to an embodiment of the present invention may include a shear reinforcing member 180 to resist shear load (stress).

The shear reinforcing member 180 is installed through the connection portion 131 of the steel tower portion 130 and the connection portion 125 of the concrete tower portion 120. In this case, the shear reinforcing member 180 preferably extends to the inclined fixing plate 142 so that the PC tendon 155 can be stably guided toward the fixing unit 141. As such, when the shear reinforcing member 180 extends to the inclined fixing plate 142, the structural rigidity of the inclined fixing unit 140 may be more excellent. However, unlike the foregoing, in the present invention, the shear reinforcing member 180 may extend only to the lower connecting plate 144 or the connecting portion 131.

In addition, the shear reinforcing member 180 is preferably formed of a pipe so that the PC tendon 155 can pass through.

As shown in FIGS. 7 and 9, the shear reinforcing member 180 may be installed in a fixed state on the lower connecting plate 144, but may also be provided as a separate member from the inclined fixing unit 140. It is possible.

As such, according to one embodiment of the present invention, the shear load (shear stress) acting on the steel tower part is provided by installing the shear reinforcing member 180 penetrating through the steel tower part 130 and the concrete tower part 120. It can be delivered to the concrete tower 120, which has the advantage that it can be sufficiently resistant to shear loads.

Next, a modification of the hybrid tower structure 100 will be described with reference to FIGS. 10 and 11. The hybrid tower structure 100 shown in FIGS. 10 and 11 differs only in that it does not have a lower connecting plate 144 as compared to the embodiment shown in FIGS. In order to avoid unnecessary duplication, the same reference numerals are given to the same components and only differences will be described.

In the case of the hybrid tower structure 100 illustrated in FIGS. 10 and 11, since the lower connecting plate 144 is not provided separately, the reinforcing plate 143 reinforcing the inclined fixing plate 142 is directly in the steel tower unit 130. It is mounted directly on the connecting portion 131. That is, in the case of FIGS. 7 to 9, while the inclined fixing part 140 is manufactured as a separate member from the connection part 131 of the steel tower part 130 and then coupled to the steel tower part 130, In the case of FIGS. 10 and 11, the inclined fixing unit 140 may be configured in a state in which the inclined fixing unit 140 is pre-installed in the connection unit 131 of the steel tower unit 130.

Finally, with reference to Figures 12 and 13 looks at the connection structure of the steel tower 130 and the concrete tower 120 of the hybrid tower according to another embodiment of the present invention.

12 and 13, the inclined fixing unit 140 may include an inclined fixing plate 142 installed in an inclined state at an upper portion of the connecting portion 131 of the steel tower unit 130, and the PC. A fixing unit 141 installed in the inclined fixing plate 142 to fix an end portion of the tendon 155, and a lower connecting plate 144 positioned on an upper portion of the connecting portion 131 of the steel tower unit 130; The concrete part 147 is formed by filling concrete between the inclined fixing plate 142 and the lower connecting plate 144.

At this time, the configuration of the fixing unit 141, the inclined fixing plate 142 and the lower connecting plate 144 is the same as in the embodiment shown in Figs. 12 and 13, the concrete part 147 is positioned in place of the reinforcing plate 143 in the lower portion of the inclined fixing plate 142.

Since the concrete is resistant to the compressive force, by forming the concrete portion 147 in the inclined mounting portion, there is an advantage that the compressive load transmitted to the fixing unit 141 can be effectively transmitted to the connection portion 131 of the steel tower portion 130. .

In this case, the stud member 146 is joined to the steel tower unit 130 and the inclined fixing plate 142 and the lower connecting plate to the concrete unit 147 and the steel compound to contact the concrete unit 147. It is preferable. On the other hand, although not shown in the concrete portion 147, the PC tendon 155 must be formed through the space.

12 and 13, the shear reinforcing member 180 made of a pipe or the like is connected to the connection portion 131 of the steel tower 130 so that the steel tower 130 can sufficiently resist the shear load. It may be installed through the connection portion 125 of the concrete tower portion 120. At this time, as shown in Figure 12, the shear reinforcing member 180 is extended to the inclined fixing plate 180, it is possible to increase the structural rigidity while ensuring a path for the PC tendon passes.

Meanwhile, referring to FIG. 13, the lower connection plate 144 is not provided, and instead, the concrete part 147 may be directly connected to the connection part 131 of the steel tower part 130. In this case, the stud member 146 is joined to the steel tower 130 contacting the concrete portion 147 and the connection portion 131 of the inclined fixing plate 142 and the steel tower 130 for steel composition. Can be.

While the present invention has been particularly shown and described with reference to particular embodiments thereof, it is evident that many alternatives, modifications and variations will be apparent to those skilled in the art without departing from the spirit and scope of the invention as defined by the following claims I would like to make it clear.

100 ... Hybrid Tower Structure 110 ... Foundation
120 ... concrete tower part 130 ... steel tower part
140 ... Inclined Fusing Unit 141 ... Fusing Unit
142 ... inclined fixing plate 143 ... gusset
144 ... Lower connection plate 146 ... Stud member
147 concrete section 150 sheath tube
155 PC Tendon 160 Tensioner
170, 170 '... Fusing unit 180 ... Shear reinforcement

Claims (11)

Concrete tower unit is installed on the foundation;
Steel tower portion coupled to the concrete tower portion;
A tensioner for imparting tension to the PC tendon passing through the concrete tower portion; And
An inclined fixing plate installed above the connecting portion of the forced tower part to fix the inclined state in an inclined state, and an inclined fixing plate installed in an inclined state at an upper part of the connecting part of the steel tower part, and the inclined fixing plate to fix an end of the PC tendon; Hybrid tower structure comprising a; inclined fixing unit having a fixing unit installed in.
delete The method of claim 1,
The inclined fixing part may further include a lower connecting plate positioned above the connecting part of the steel tower part, and a reinforcing plate positioned between the inclined fixing plate and the lower connecting plate to reinforce the inclined fixing plate. Hybrid tower structure. The method of claim 1,
The inclined fixing unit further comprises a reinforcing plate positioned between the inclined fixing plate and the connecting portion of the steel tower to reinforce the inclined fixing plate. The method of claim 1,
The inclined fixing unit further includes a lower connecting plate positioned above the connecting part of the steel tower unit, and a concrete unit formed by filling concrete between the inclined fixing plate and the lower connecting plate. . The method of claim 5,
The steel tower portion in contact with the concrete portion, the inclined fixing plate and the lower connecting plate is a hybrid tower structure, characterized in that the stud member is bonded to the concrete portion and the steel composite. The method of claim 1,
The inclined fixing unit, the hybrid tower structure, characterized in that further comprising a concrete portion formed by filling the concrete between the inclined fixing plate and the connection portion of the steel tower. The method of claim 7, wherein
And a stud member is joined to the steel tower part in contact with the concrete part, and the connection portion between the inclined fixing plate and the steel tower part is joined to the steel part for the satisfactory compatibility with the concrete part. 9. The method according to any one of claims 1 to 8,
A shear reinforcing member installed through the connection part of the steel tower part and the connection part of the concrete tower part;
Hybrid tower structure, characterized in that it further comprises. 10. The method of claim 9,
The shear reinforcing member is a hybrid tower structure, characterized in that formed as a pipe to pass through the PC tendon. 10. The method of claim 9,
The shear reinforcing member is a hybrid tower structure, characterized in that extending to the inclined fixing plate provided in the inclined fixing unit.

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