JP7057545B2 - Vibration control structure of tower structure - Google Patents

Description

The present invention relates to a vibration damping structure of a tower-shaped structure.

Patent Document 1 discloses a technique relating to a structure having a bending deformation suppressing frame in which bending deformation is suppressed in order to improve seismic performance. In this prior art, an accessory frame is provided on the outside of the main frame including the beam member and the column member. The attached frame is provided with a core portion, and a vertical member is provided in the lower layer portion of the core portion. The vertical member is provided with an oil damper as a vibration damping device.

Patent Document 2 discloses a technique relating to a vibration damping structure of a multi-layered building. In this prior art, a beam member having one end connected to the building body frame and extending horizontally and a pillar member connecting the other end of the beam member and extending vertically is provided on the outside of the building body frame. An out-trigger frame is provided integrally. At the bottom layer of this outrigger frame, a vertical damper that connects one end to the other end side of the beam member and extends in the vertical direction is installed.

Patent Document 3 discloses a technique relating to a tower-shaped structure having a high effect of reducing shaking by a damper. In this prior art, a plurality of upper and lower damper supports and dampers projecting outward at intervals in the vertical direction are provided on the side surface of the tower-shaped structure. One end of the damper is attached to one of the vertically adjacent damper support portions, and the other end of the damper is attached to the other vertically adjacent damper support portion.

Patent Document 1 and Patent Document 2 are techniques applied to a multi-layered building such as a building, and a frame is provided from the lower layer to the upper layer on the outside of the building.

Further, Patent Document 3 is a tower-shaped structure in which a damper support portion and a damper are provided on the side surface of the tower-shaped structure at intervals from the lower part to the upper part.

In this way, the prior art is a technique in which a frame or damper is provided from the lower part (or lower layer) to the upper part (or upper layer) of the structure, and is integrated with the structure to suppress vibration, and the construction and structure are complicated. ..

Japanese Unexamined Patent Publication No. 2004-316112 Japanese Unexamined Patent Publication No. 2011-026829 Japanese Unexamined Patent Publication No. 2009-209633

In view of the above facts, an object of the present invention is to easily control vibration of a tower-shaped structure with a simple structure.

The first aspect is a tower-like structure constructed on the ground or a building, an arm portion joined to the lower portion of the tower-like structure and projecting outward from the lower portion, the arm portion, and the ground. It is a vibration damping structure of a tower-shaped structure including a damper connected to a portion of the building or the tower-shaped structure below the arm portion.

In the vibration damping structure of the first aspect, the amount of expansion and contraction of the damper is large as compared with the case where the arm portion is not provided, and the vibration is effectively suppressed against the bending deformation of the tower-shaped structure. In addition, the arm and damper are effectively damped by a simple structure provided at the bottom of the tower-shaped structure. Therefore, it is possible to easily control the vibration of the tower-shaped structure with a simple structure.

The second aspect is the vibration damping structure of the tower-shaped structure according to the second aspect , which extends diagonally upward from the end of the arm portion and has a first diagonal member joined to the tower-shaped structure. be.

In the vibration damping structure of the second aspect, the vertical deformation of the arm is effectively suppressed by the first diagonal member extending diagonally upward from the end of the arm and joined to the tower-shaped structure. .. Therefore, the decrease in the amount of expansion and contraction of the damper due to the deformation of the arm portion is suppressed, and the vibration is effectively suppressed.

The third aspect is described in the first aspect 1 or the second aspect , wherein the third aspect extends diagonally inward from the end of the arm portion and has a second diagonal member joined to the tower-shaped structure in a plan view. It is a vibration damping structure of a tower-shaped structure.

In the vibration damping structure of the third aspect, the lateral deformation of the arm is effectively suppressed by the second diagonal member extending diagonally inward from the end of the arm and joined to the tower-shaped structure. .. Therefore, the decrease in the amount of expansion and contraction of the damper due to the deformation of the arm portion is suppressed, and the vibration is effectively suppressed.

In the fourth aspect , the outer shape of the lower portion of the tower-shaped structure has a polygonal shape in a plan view, and in a plan view, a plurality of the arm portions project from each corner portion in a plurality of directions, respectively. It is a vibration damping structure of a tower-like structure according to any one of the third aspects .

In the vibration damping structure of the fourth aspect, since a plurality of arms project from each corner of the tower-shaped structure in a plurality of directions, compared with the case where one arm projects from the corner in one direction. And effectively dampen.

The fifth aspect is the vibration damping structure of the tower-shaped structure according to the fourth aspect , in which the ends of the plurality of arms are connected to each other by a connecting member.

In the vibration damping structure of the fifth aspect, since the ends of the two arms are connected to each other by a connecting member, the lateral deformation of the arms is effectively suppressed. Therefore, the decrease in the amount of expansion and contraction of the damper due to the deformation of the arm portion is suppressed, and the vibration is effectively suppressed.

In the sixth aspect , the lower portion of the tower-shaped structure has a shape that extends outward toward the legs fixed to the ground or the building, and the damper has the legs or the legs fixed to the damper. It is a vibration damping structure of the tower-like structure according to any one of the first aspect to the fifth aspect, which is connected to the site or the vicinity thereof.

In the vibration damping structure of the sixth aspect, since the damper is connected to the leg portion extending to the outside of the tower-shaped structure or the portion where the leg portion is fixed or its vicinity thereof, the damper is connected to a place away from the leg portion. The installation range can be narrowed compared to the case where it is used.

According to the present invention, vibration damping of a tower-shaped structure can be easily performed with a simple structure.

It is a front view schematically showing the steel tower to which the vibration damping structure of one Embodiment of this invention is applied. It is a perspective view which shows the lower part of the steel tower of FIG. 1 schematically. It is an enlarged front view schematically showing the main part of the lower part of the steel tower of FIG. It is a top view which shows the lower part of the steel tower of FIG. 1 schematically. It is an enlarged front view schematically showing the lower part in the state where the steel tower of FIG. 1 is deformed. (A) is a plan view of the lower part of the three-dimensional vibration analysis model of the vibration damping structure to which the present invention is applied, and (B) is a front view of the lower part. (A) is a plan view of the lower part of the three-dimensional vibration analysis model of the vibration damping structure of the first comparative example, and (B) is a front view of the lower part. (A) is a plan view of the lower part of the three-dimensional vibration analysis model of the vibration damping structure of the second comparative example, and (B) is a front view of the lower part. It is a table which shows the optimum specifications in the complex natural vibration analysis of a three-dimensional vibration analysis model. It is a table which shows the optimum damping constant in the complex natural vibration analysis of a three-dimensional vibration analysis model. It is a front view schematically showing the lower part of the steel tower to which another example of the vibration damping structure of this invention is applied. It is a front view schematically showing the lower part of the steel tower to which another example of the vibration damping structure of this invention is applied.

<Embodiment>
The vibration damping structure of the tower-shaped structure according to the embodiment of the present invention will be described.

[Construction]
First, the structure of the steel tower and the vibration damping device to which the vibration damping structure of the tower-shaped structure of the present embodiment is applied will be described. The two directions orthogonal to each other in the horizontal direction are the X direction and the Y direction, and are indicated by arrows X and Y, respectively. Further, the vertical direction is the Z direction, which is indicated by an arrow Z.

As an example of a tower-shaped structure, a steel tower 10 constructed of a steel frame material such as a steel pipe or an angle is shown in FIG. It should be noted that FIGS. 1 and the drawings described below are schematically shown, and each member such as a steel pipe is shown by a line drawing or the like, and hatching or the like showing a cross section is omitted.

As shown in FIGS. 2 and 4, the steel tower 10 has a rectangular shape in a plan view, and a steel main material 12 such as four steel pipes is arranged at each corner. Note that FIG. 4 is a diagram schematically showing the arrangement and the like of each member in a plan view of the lower portion 50 of the steel tower 10. As described above, the shape and size of each member are not accurate, and the cross section is shown. The hatching etc. to be represented are omitted.

As shown in FIG. 1, between the main members 12 of the steel tower 10, steel-framed cross members 14 are provided in parallel at intervals in the vertical direction. Further, between the cross members 14, the diagonal steel frame brace material 16 shown in FIG. 1 and the horizontal steel frame brace material 18 shown in FIG. 4 are provided. In FIG. 2, the cross member 14 and the brace members 16 and 18 are not shown in order to avoid complicating the figure.

As shown in FIGS. 1, 2 and 3, the lower portion 50 of the tower 10 has a shape extending outward toward the leg portion 20. The leg portion 20 of the steel tower 10 is fixed to the ground 15 via the foundation 22. The foundation 22 of the present embodiment is made of reinforced concrete, but is not limited thereto. Further, in the present embodiment, the foundations 22 are connected to each other by foundation beams (not shown), but they may not be connected to each other.

The vibration damping structure 11 of the present embodiment includes a steel tower 10 and a vibration damping device 100. The vibration damping device 100 is a vertical shear link type vibration damping device in which the damper 120 is arranged in the vertical direction or substantially the vertical direction as described later, and is provided in the lower portion 50 of the steel tower 10. In the present embodiment, as shown in FIGS. 2 and 4, two vibration damping devices 100 are provided at each corner 52 of the lower portion 50. In addition, in FIGS. 1 and 3, only one vibration damping device 100 is shown in order to avoid complicated figures.

As shown in FIGS. 1 to 4, the vibration damping device 100 includes an arm portion 110 projecting horizontally or substantially horizontally from the lower portion 50 of the iron tower 10, an end portion 110A of the arm portion 110, and a leg portion 20 ( It has a damper 120 connected to (see FIGS. 1 to 3). In this embodiment, as shown in FIGS. 2 and 4, two arm portions 110 project from each corner portion 52 in two directions in a plan view. The two arm portions 110 are arranged on an extension line of the cross member 14 in a plan view, and are installed at an angle of approximately 90 °.

As shown in FIGS. 1 to 3, the first diagonal member 150 is joined to the end portion 110A of the arm portion 110. The first diagonal member 150 extends diagonally upward from the end portion 110A and is joined to the main member 12 of the steel tower 10.

As shown in FIGS. 2 and 4, a second diagonal member 160 is further joined to the end portion 110A of the arm portion 110. The second diagonal member 160 extends diagonally inward in the horizontal direction from the end portion 110A and is joined to the intermediate portion of the horizontal member 14 of the steel tower 10. The second diagonal member 160 may be joined to a portion other than the intermediate portion of the cross member 14. Further, the ends 110A of the two arm portions 110 of each corner portion 52 are connected to each other by a connecting member 170.

In this embodiment, the arm portion 110 is rigidly joined to the steel tower 10. Further, the first diagonal member 150 and the second diagonal member 160 are rigidly joined to the steel tower 10 and the arm portion 110. Similarly, the connecting member 170 is rigidly joined to the ends 110A of the two arm portions 110.

As shown in FIGS. 1 to 3, the damper 120 is arranged in the vertical direction or substantially the vertical direction, and is rotatable around the end portion 110A of each arm portion 110 and each leg portion 20 (see FIG. 3). It is connected.

The type and configuration of the damper 120 are not limited. For example, a viscoelastic damper, a viscoelastic body damper, a friction damper, a steel material damper, a rotational inertia mass damper, and the like can be used.

[Action and effect]
Next, the operation and effect of this embodiment will be described.

FIG. 5 schematically shows the lower portion 50 in a state where the steel tower 10 is bent and deformed due to a strong wind, an earthquake, or the like. In addition, in order to make it easier to understand, the tower 10 is deformed more than it actually is. In addition, the state before bending and deformation is illustrated by an imaginary line (dashed-dotted line).

Further, G1 is a neutral shaft of the steel tower 10 in a bent and deformed state, and G2 is a neutral shaft of the steel tower 10 in a bent and deformed state.

As shown in FIG. 5, when the steel tower 10 is bent and deformed, the damper 120 constituting the vibration damping device 100 expands and contracts to suppress vibration. Since the damper 120 is connected to the end portion 110A of the arm portion 110 overhanging in the lateral direction, the case where the arm portion 110 is not provided (the upper end portion of the damper 120 is directly connected to the main material 12 of the steel tower 10). ), The expansion and contraction amount of the damper 120 is larger. Therefore, the tower 10 is effectively damped by the damper 120, and as a result, the shaking of the top 24 (see FIG. 1) of the tower 10 is effectively suppressed.

As described above, the arm portion 110 and the damper 120 of the vibration damping device 100 are effectively damped by a simple configuration provided in the lower portion 50 of the steel tower 10. Therefore, it is possible to easily suppress the vibration of the steel tower 10 (suppress the shaking of the top 24) with a simple structure.

here,
The angle α formed by the arm 110 and the damper 120 in the state of not being bent and deformed is 90 °.
The length from the neutral axis G1 of the tower 10 to the end 110A of the arm 110 is L.
The rotation angle of the arm 110 in the bent and deformed state is θ,
The amount of expansion and contraction of the damper 120 in the bent and deformed state is δ.
Then

The expansion / contraction amount δ of the damper 120 due to the bending deformation of the steel tower 10 is “δ = L × θ”. That is, by providing the arm portion 110, the expansion / contraction amount δ of the damper 120 becomes large, the vibration is effectively suppressed, and the shaking of the top portion 24 becomes small.

Here, an example of the relationship between the maximum axial deformation amount of the main material 12 and the maximum expansion / contraction amount of the damper 120 due to the bending deformation of the steel tower 10 shown in FIG. 5 will be described. The damper 120 will be described in the case of a viscous damper (C type) and the case of a rotary inertia mass damper (MC type). Further, the following maximum deformation amount of the main material 12 and maximum expansion / contraction amount of the damper 120 are the results of analysis under the same conditions (seismic wave, etc.).

Damper 120 is a viscous damper (C type)
The maximum amount of deformation in the axial direction of the main material 12 of the steel tower 10 is 5.40 mm, and the maximum amount of expansion and contraction in the axial direction of the C-shaped damper 120 is 10.25 mm.
Rotational inertial mass damper (MC type)
The maximum amount of deformation in the axial direction of the main material 12 of the steel tower 10 is 5.66 mm, and the maximum amount of expansion and contraction in the axial direction of the MC type damper 120 is 17.56 mm.

By applying the present invention in this way, the amount of expansion and contraction of the damper 120 becomes larger than the amount of deformation in the axial direction of the main material 12 of the steel tower 10. In other words, it can be seen that the present invention is an amplification mechanism that amplifies the axial deformation of the main material 12 of the steel tower 10 and transmits it to the damper 120.

Further, the vertical deformation of the arm portion 110 is suppressed by the first diagonal member 150 extending diagonally upward from the end portion 110A of the arm portion 110 and joined to the main material 12 of the steel tower 10.

Further, the second diagonal member 160 extending diagonally inward from the end portion 110A of the arm portion 110 and joined to the cross member 14 of the steel tower 10 causes lateral deformation of the arm portion 110, for example, an out-of-plane force due to wind pressure. Deformation and the like are effectively suppressed. Further, since the end portions 110A of the two arm portions 110 are connected to each other by the connecting member 170, the lateral deformation of the arm portions 110 is more effectively suppressed.

As described above, since the deformation of the arm portion 110 in the vertical and lateral directions is effectively suppressed, the decrease in the amount of expansion and contraction of the damper 120 due to the deformation of the arm portion 110 is suppressed, and the vibration is effectively suppressed.

Further, in a plan view, since the two arm portions 110 project from each corner portion 52 of the lower portion 50 of the steel tower 10 in two orthogonal directions, the bending deformation is deformed in the deformation direction as compared with the case where the two arm portions 110 project in one direction. It is possible to suppress vibration effectively regardless.

Further, since the lower portion 50 of the steel tower 10 of the present embodiment extends outward and the lower end portion 120A of the damper 120 is rotatably connected to the leg portion 20, the damper 120 is connected to a place away from the leg portion 20. The installation range of the vibration damping device 100 can be narrowed as compared with the case where the vibration damping device 100 is installed (substantially the same as the installation range of the steel tower 10).

(Damping effect)
Next, a comparison of the vibration damping effect by computer simulation between the vibration damping structure to which the present invention is applied and the vibration damping structure of the comparative example will be described.

FIG. 6 shows a three-dimensional vibration analysis model of the vibration damping structure 11 provided with the vertical shear link type vibration damping device 100 to which the present invention is applied, and FIG. 7 shows the three-dimensional vibration damping structure 211 of the first comparative example. A vibration analysis model is shown, and FIG. 8 shows a three-dimensional vibration analysis model of the vibration damping structure 311 of the second comparative example. In each of these figures, diagonal members and connecting members are omitted.

In the vibration damping structure 211 of the first comparative example shown in FIG. 7, a pantograph type vibration damping device 200 in which four arm portions 210 are arranged in a rhombus and a damper 120 is arranged on the diagonal line of the rhombus is provided. Two of the pantograph type vibration damping devices 200 are provided so as to sandwich the main material 12 of each corner portion 52 in the lower portion 50 of the steel tower 10. The vibration damping device 200 of the vibration damping structure 211 of the first comparative example is the same as the vibration damping device described in Japanese Patent Application Laid-Open No. 2012-007451.

The vibration damping structure 311 of the second comparative example shown in FIG. 8 is a horizontal shear link type vibration damping device 300 in which the legs 20 of the steel tower 10 are connected by a damper 120 arranged in the horizontal direction. In FIG. 8A, the damper 120 is shown away from the outside of the tower 10 for the sake of clarity.

Complex natural vibration analysis is performed on these three-dimensional vibration analysis models. The damper 120 was analyzed with an oil damper (C type) and a rotary inertia mass damper (MC type), respectively. The height of the tower 10 was 90 m, and the root opening was 20 m.

The table in FIG. 9 shows the optimum specifications in the analysis results. “DM” in the table of optimum specifications in FIG. 9 indicates the optimum value of the rotational inertia mass provided in the rotational inertia mass damper (MC type). Further, "Cd" in the table of optimum specifications in FIG. 9 indicates the optimum value of the viscosity coefficient of the viscous body provided in the oil damper (C type) and the rotational inertia mass damper (MC type). The table of FIG. 10 shows the optimum attenuation constant in the analysis result. The optimum damping constant is used as an index for evaluating the damping effect, and it is said that the larger this value is, the larger the damping effect is.

The optimum specifications and the optimum damping constant of the damper 120 are determined based on the optimum design formula. The optimum design formula is described in the following [Equation 1], [Equation 1] described in the literature "Simple design method of D.M. tuning system by additional rigidity, Proceedings of Structural Systems, Japan Society of Architecture, No. 654, pp.1455-1464 2010.08". It is a method of obtaining by each formula of [Numeric 2], [Numerical 3], [Numerical 4] and [Equation 5]. [Equation 1], [Equation 2] and [Equation 3] are for the rotary inertia mass damper (DM + Cd), and [Equation 4] and [Equation 5] are for the oil damper (Cd). ..

・最適同調式

・最適減衰式

In the case of rotary inertia mass damper (DM + Cd) ・ Equation of additional rigidity ratio κk

・ Optimal tuning type

・ Optimal damping type

・最適減衰式

In the case of oil damper (Cd) ・ Equation of additional rigidity ratio κk

・ Optimal damping type

Then, from FIGS. 9 and 10, in the vibration damping structure 11 of the present embodiment, the capacity of the damper 120 (DM) required is larger than that of the vibration damping structure 211 of the first comparative example using the pantograph type vibration damping device 200. Although (and Cd) are large (see FIG. 9), the optimum damping constant, which is the evaluation index of the damping effect, is almost the same, and it can be seen that they have a high damping effect (FIG. 10). reference).

On the other hand, in the horizontal shear link type vibration damping structure 311 of the second comparative example, the amount of expansion and contraction of the damper 120 is small, so that the oil damper (C type) has almost no vibration damping effect and the optimum damping constant is 0. You can see (see Fig. 10). The optimum damping constant is 0.02 even with the rotary inertial mass damper (MC type) (see FIG. 10).

As described above, the vibration damping structure 11 using the vertical shear link type vibration damping device 100 to which the present invention is applied has a greater damping effect than the horizontal shear link type vibration damping structure 311 of the second comparative example. However, it has substantially the same damping effect as the damping structure 211 using the pantograph type damping device 200 of the first comparative example.

The vertical shear link type vibration damping device 100 to which the present invention is applied is composed of an arm portion 110 and a damper 120, and has a simpler structure than the pantograph type vibration damping device 200 of the first comparative example. Therefore, it is possible to easily control the vibration of the steel tower 10 with a simple structure.

<Others>
The present invention is not limited to the above embodiment.

For example, in the above embodiment, the arm portion 110 is rigidly joined to the steel tower 10, the first diagonal member 150 and the second diagonal member 160 are rigidly joined to the steel tower 10 and the arm portion 110, and the connecting member 170 is rigidly joined to the two arm portions. It was rigidly joined to the end 110A of 110, but is not limited thereto. Each joining site may be a pin joining.

However, for each of these joint portions, the rigid joint is preferable to the pin joint because the arm portion 110 is less deformed and the amount of expansion and contraction of the damper 120 is larger in the rigid joint than in the pin joint. In particular, it is desirable that the arm portion 110 is rigidly joined to the steel tower 10.

For example, in the above embodiment, the first diagonal member 150, the second diagonal member 160, and the connecting member 170 that suppress the deformation of the arm portion 110 of the vibration damping device 100 are not indispensable. The first diagonal member 150, the second diagonal member 160, and the connecting member 170 may be appropriately provided as needed. When the rigidity of the arm portion 110 is sufficiently large, none of the first diagonal member 150, the second diagonal member 160, and the connecting member 170 may be provided.

Further, for example, in the above embodiment, two vibration damping devices 100 are provided at each corner portion 52 of the lower portion 50 of the steel tower 10, and the arm portions 110 are provided in two directions (at an angle of approximately 90 ° in the above embodiment). It was overhanging, but it is not limited to this. One vibration damping device 100 may be provided at each corner portion 52, or three or more vibration damping devices 100 may be provided at each corner portion 52. Further, the vibration damping device 100 may be provided in addition to the corner portion 52.

Further, for example, in the above embodiment, the damper 120 is arranged in the vertical direction or substantially the vertical direction, and the lower end portion 120A is connected to the leg portion 20, but the present invention is not limited thereto. The leg portion 20 of the steel tower 10 in the foundation 22 may be connected to a fixed portion or a vicinity thereof.

Further, for example, like the vibration damping device 101 of the modified example of FIG. 11, the arm portion 112 is longer than the arm portion 110 (see FIGS. 1 and 3 and the like), and the lower end portion 120A of the damper 120 is the steel tower 10. It may be fixed to the ground 15 via the foundation 122 at a position distant from the leg portion 20 of the above. Although the first diagonal member 150 or the like that suppresses the deformation of the arm portion 112 is not provided in FIG. 11, it may be provided.

Since the arm portion 112 of the vibration damping device 101 has a longer length from the neutral axis G1 (see FIG. 5) to the end portion 112A of the steel tower 10 than the arm portion 110 (see FIGS. 3 and 5). The amount of expansion and contraction of the damper 120 is increased by that amount, and the damper 120 has a high damping effect. However, since the vibration damping device 101 protrudes outside the leg portion 20 of the steel tower 10, the installation range is increased accordingly.

Further, the arm portion 114 may be provided at a high position as in the arm portion 114 shown by the imaginary line (dashed-dashed line) in FIG.

Further, as shown in FIG. 12, the arm portion 110 may be located at a high position, and the lower end portion 120A of the damper 120 may be connected between the arm portion 110 and the leg portion 20 in the lower portion 50 of the steel tower 10.

Further, although not shown, the damper 120 may be installed diagonally instead of in the vertical direction or the substantially vertical direction.

Further, for example, in the above embodiment, the steel tower 10 has a rectangular shape in a plan view, but the steel tower 10 is not limited to this. It may be a steel tower having a polygonal shape other than a rectangle, or it may be a steel tower other than a polygon, for example, a circular steel tower in a plan view.

Further, in the above embodiment, the steel tower 10 is constructed on the ground 15, but the steel tower 10 is not limited to this. A steel tower 10 may be constructed on the roof of a building such as a building.

Further, it may be a tower-like structure other than the steel tower 10. For example, it may be a tower-like structure made of wood or reinforced concrete.

Further, it can be carried out in various embodiments without departing from the gist of the present invention.

10 Steel tower (an example of a tower-like structure)
11 Vibration damping structure 15 Ground 20 Leg 50 Lower 52 Corner 100 Vibration damping device 101 Vibration damping device 110 Arm 110A End 112A End 112 Arm 120 Damper 150 First diagonal member 160 Second diagonal member 170 Connecting member

Claims (10)

Tower-like structures built on the ground or on buildings,
An arm that is joined to the lower part of the tower-like structure and projects outward from the lower part,
A damper connected to the end of the arm and to any of the ground, the building, and any of the parts below the arm in the tower structure.
A first diagonal member that extends diagonally upward from the end of the arm and is made of steel frame, wood, or reinforced concrete and is joined to the tower-like structure.
Vibration control structure of a tower-like structure equipped with. Tower-like structures built on the ground or on buildings,
An arm that is joined to the lower part of the tower-like structure and projects outward from the lower part,
A damper connected to the end of the arm and a leg fixed to the ground or fixed to the building in the tower structure.
Vibration control structure of a tower-like structure equipped with. It has a first diagonal member that extends diagonally upward from the end of the arm and is joined to the tower structure.
The vibration damping structure of the tower-shaped structure according to claim 2. In plan view, it has a second diagonal member that extends diagonally inward from the end of the arm and is joined to the tower-like structure.
The vibration damping structure of the tower-shaped structure according to any one of claims 1 to 3. The outer shape of the lower part of the tower-shaped structure has a polygonal shape in a plan view.
In a plan view, a plurality of the arms project from each corner in a plurality of directions.
The vibration damping structure of the tower-shaped structure according to any one of claims 1 to 4. The ends of the plurality of arms are connected to each other by a connecting member.
The vibration damping structure of the tower-shaped structure according to claim 5. The lower portion of the tower-shaped structure has a shape that extends outward toward the legs fixed to the ground or the building.
The damper is connected to the leg or a portion where the leg is fixed or in the vicinity thereof.
The vibration damping structure of the tower-shaped structure according to any one of claims 1 to 6. Tower-like structures built on the ground or on buildings,
An arm that is joined to the lower part of the tower-like structure and projects outward from the lower part,
A damper connected to the end of the arm and to any of the ground, the building, and any of the parts below the arm in the tower structure.
Equipped with
In a plan view, it has an oblique member that extends diagonally inward from the end of the arm and is joined to the tower-like structure.
Vibration control structure of tower-shaped structure. Tower-like structures built on the ground or on buildings,
An arm that is joined to the lower part of the tower-like structure and projects outward from the lower part,
A damper connected to the end of the arm and to any of the ground, the building, and any of the parts below the arm in the tower structure.
Equipped with
The outer shape of the lower part of the tower-shaped structure has a polygonal shape in a plan view.
In a plan view, a plurality of the arms project from each corner in a plurality of directions.
Vibration control structure of tower-shaped structure. The ends of the plurality of arms are connected to each other by a connecting member.
The vibration damping structure of the tower-shaped structure according to claim 9.

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