JP2000336970A - Vibration control method and vibration control structure for high-rise building or the like - Google Patents

Abstract

PROBLEM TO BE SOLVED: To control the bending deflection of a high-rise building caused by an earthquake, a typhoon, etc., by rigidly connecting a rigid beam to a core frame structure of the high-rise building and supporting the end of the rigid beam through a damper. SOLUTION: A rigid beam 4 reaching an outer peripheral frame structure 3 is rigidly connected to both ends of the core frame structure 2 of a high-rise building as a vibration control structure 1. The ends 4a of the rigid beam 4 are supported through vertical dampers 6 by damper supports 5 erected on a foundation 7. Further, for a higher high-rise building, the rigid beams 4 are disposed in upper and lower two stages, and damper supports 5 and dampers 6 are arranged between upper and lower rigid beams 4 and between the lower rigid beam 4 and the foundation 7 respectively. In this case, the damper supports 5 and the damper 6 disposed between the lower rigid beam 4 and the foundation 7 can be omitted. In this way, a bending deflection of a high-rise building generated caused by axial extension/contraction of a column in an earthquake, a typhoon, etc., can be transmitted to a vertical damper 6 through the rigid beam 4 to attenuate and control the vibration.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a high-rise building in which bending deformation due to expansion and contraction of columns in the axial direction is dominant against wind loads and seismic loads, or a high-rise building having a small construction area. It belongs to the technical field of a vibration damping method and a vibration damping structure to be performed on a building (hereinafter, referred to as a high-rise building).

[0002]

2. Description of the Related Art Conventionally, vibration damping methods for improving the safety of the structure of a high-rise building include a method of installing a damper between a wall and a beam on each floor of the building, and a method of forming a K-shaped brace between the beam and the beam. A method of installing a damper and the like have been proposed. Each of these vibration damping methods focuses on the interlayer deformation of each floor of the building, and works effectively only when the building is shear-deformed, so that a vibration damping effect can be expected.

[0003]

The high-rise building generally has a height of about 100 m to 250 m and differs from the conventional high-rise building in that it expands and contracts in the axial direction of the columns against wind loads and earthquake loads. Bending deformation is dominant, and the proportion occupied by shear deformation is small. Not only in the high-rise building, but also in a high-rise building with a small cubic area, the bending deformation due to the expansion and contraction of the column in the axial direction becomes dominant with respect to the wind load and the seismic load, and the ratio of shear deformation Is small.

[0006] More specifically, FIG. 6 shows the results of static analysis in terms of the amount of layer displacement. In the figure, the mark ● indicates the layer displacement when the bending deformation is not restricted, and the mark ○ indicates the layer displacement when the bending deformation is restricted. As described above, it is understood that the ratio of the bending deformation to the entire deformation in the upper layer portion is a considerably large value of about 80%.

[0005] Therefore, even if the conventional vibration damping method as described above and above is applied to the above-mentioned high-rise building or the like, an effective or large vibration damping effect cannot be expected.

Accordingly, an object of the present invention is to provide an effective and economical control for a skyscraper or the like in which bending deformation accompanying expansion and contraction of columns in the axial direction is dominant against wind loads and earthquake loads. It is to provide a vibration method and a vibration damping structure.

[0007]

According to a first aspect of the present invention, there is provided a vibration control method for a high-rise building, comprising: a core frame inside the building; A method of damping a high-rise building or the like that forms a main frame in the core frame, wherein a rigid beam having a length reaching the outer frame including the core frame substantially at the center is provided on the core frame, and both ends of the rigid beam are provided. A vertical damper is provided downward in the portion, and the vertical damper is supported by a lower damper support.

According to a second aspect of the present invention, there is provided a vibration control structure for a high-rise building in which a main frame is formed by a core frame inside the building and an outer peripheral frame around the building. The core frame is provided with a rigid beam having a length reaching the outer frame including the core frame substantially at the center, and vertical dampers are provided downward at both ends of the rigid beam, The vertical damper is characterized in that it is supported by a lower damper column.

According to a third aspect of the present invention, there is provided a vibration damping structure for a high-rise building, wherein the vertical damper according to the second aspect is an oil damper, a viscous material damper, or a lead damper.
Or a Bingham damper.

According to a fourth aspect of the present invention, in the vibration damping structure for a high-rise building, the damper support according to the second aspect is provided differently from the column of the outer frame.

According to a fifth aspect of the present invention, there is provided a vibration damping structure for a super-high-rise building, wherein the damper supports according to the second aspect are provided at a height of a plurality of layers.

[0012]

1 to 3 show an embodiment of a vibration damping structure for a skyscraper or the like according to the second aspect of the present invention. In this vibration damping structure 1, a main frame is composed of a core frame 2 inside a building and an outer frame 3 around a building where bending deformation accompanied with expansion and contraction of columns in the axial direction becomes dominant against wind loads and earthquake loads. It is suitably implemented for a skyscraper to be formed.

As shown in FIG. 1, the two vibration damping structures 1 are arranged in a well-balanced manner in the direction between the beams of the building and on the left and right (in the row direction). As shown in FIG. 2, each of the vibration damping structures 1 includes the core frame 2 substantially at the center in the height direction of the core frame 2 of the high-rise building or the like (having a height of about 100 m). A substantially horizontal rigid beam 4 having a length reaching 3
Are rigidly connected to the core frame 2. At both ends 4a of the rigid beam 4, vertical dampers 6 are provided vertically downward,
The lower end of the vertical damper 6 is connected to the upper end of the damper post 5, and the damper post 5 is fixed to the foundation 7 (claim 2).

The core frame 2 includes a seismic core for centrally arranging earthquake-resistant walls, a facility core for centrally arranging a water section, and a movement for centralizing traffic spaces such as stairs, elevator halls, and passageways to shorten traffic lines. This is performed with a wire core or the like. The rigid beam 4 is suitably implemented as a so-called assembled beam such as a truss beam or a lattice beam, and is implemented with a size (for example, a super truss beam or the like) corresponding to a high-rise building to be constructed. The damper post 5 is a column 3 a of the outer frame 3.
It is provided differently from the above (claim 4) and is also used as a facility vertical shaft, a rain gutter, and the like. The vertical damper 6 is implemented by an oil damper, a viscous material damper, a lead damper, a Bingham damper, or the like (claim 3).

According to the vibration damping structure 1 for a high-rise building or the like configured as described above, in a high-rise portion of a high-rise building or the like, bending caused by expansion and contraction of columns in the axial direction during an earthquake or typhoon. Since the deformation can be intensively transmitted to the rigid beam 4 rigidly connected to the core frame 2, relative (rotational) deformation occurs at both ends 4a of the rigid beam 4. This relative deformation
The rigid beam 4 can be attenuated by the action of a vertical damper 6 provided immediately below both ends 4 a of the rigid beam 4. As a result, bending deformation accompanying expansion and contraction of the column in the axial direction can be suppressed.

That is, the vibration damping structure 1 implemented in a super-high-rise building or the like has the core frame 2 as a center axis, like an outrigger implemented as a support for preventing a load from falling by a truck crane or the like. The frame (hereinafter, referred to as an outrigger frame) including the rigid beam 4, the vertical damper 6, and the damper support 5 is provided as one unit, and two units are provided on the left and right sides, and the following effects are obtained.

I) The vibration damping structure 1 is implemented by arranging the outrigger frame at only a few places (two units on the left and right in the illustrated example), so that a damping force can be applied collectively and the relative vertical displacement is reduced. The relative velocity is several tens of times that of the prior art, and the relative velocity increases in proportion to the relative vertical displacement. Accordingly, the vibration damping effect is greatly amplified. II) The vertical damping force is amplified by the arm length of the rigid beam 4 and converted into bending resistance damping force, so that the damping force can be obtained efficiently. III) In the vibration damping structure 1, bending deformation can be sufficiently suppressed by arranging the vertical dampers 6 at several places (four places in the illustrated example), so that the number of vibration damping devices is several tens of minutes in the conventional art. Therefore, the cost can be greatly reduced, and the cost can be reduced accordingly.

FIG. 4 shows another embodiment of the vibration damping structure of a high-rise building or the like according to the second aspect of the present invention.
This vibration damping structure 11 is preferably implemented in a high-rise building or the like higher than the high-rise building shown in FIG. 2, and the outrigger frame is provided with two units vertically and two units left and right, for a total of four units. . The upper and lower units are the lower end of the damper column 5 of the upper unit and the rigid beams 4 of the lower unit.
And is integrally formed by rigidly joining the upper surface of the first member. It is to be noted that the present invention can be similarly implemented by integrally connecting the vertical damper 6 instead of the rigid connection.

According to the vibration damping structure 11 for a high-rise building or the like configured as described above, the same principle as that of the first embodiment is applied to a high-rise building or the like at the time of an earthquake or a typhoon. The bending deformation caused by the expansion and contraction of the column in the axial direction can be intensively transmitted to the rigid beam 4 rigidly connected to the core frame 2, and thus can be relatively (rotated) to both ends 4 a of the rigid beam 4. ) Deformation occurs. This relative deformation can be attenuated by the action of the vertical damper 6 provided immediately below both ends 4a of the rigid beam 4. As a result, the bending deformation can be suppressed. Therefore, this vibration damping structure 1
1 can also achieve the effects I) to III) substantially similar to those of the vibration damping structure 1.

As described above, the outrigger frame is installed at several places in the height direction or the horizontal direction of the high-rise building (the total height of the high-rise building or the like is divided into 2 to 4 sections, about 1 to 3 units, and 1 to 3 units in the horizontal direction). If only 3 units are placed, enough
Since the bending deformation caused by the expansion and contraction of the pillar in the axial direction, which is generated at the time of an earthquake or a typhoon, can be suppressed, it can be implemented in various variations according to the size of a high-rise building to be constructed. Of course, the size and rigidity of the rigid beam 4, the performance of the vertical damper, the length and diameter of the damper support, and the like can be freely adjusted.

In addition, FIG. 5 shows that damper columns 5 and vertical dampers 6 are integrally connected between rigid beams 4, 4 provided vertically above and below an intermediate portion of the core frame 2 in the height direction. 1 shows a vibration damping structure 21 of a high-rise building or the like. This damping structure 21 is different from the damping structure 1 of FIG.
Is rigidly connected to the lower rigid beam 4 in place of the foundation 7. In the vibration damping structure 21 of a high-rise building or the like configured as described above, the same principle as that of the first embodiment is applied to the shaft of a pillar, which is generated at the time of an earthquake or a typhoon in a high-rise building or the like. The bending deformation accompanying the expansion and contraction in the direction can be intensively transmitted to the rigid beam 4 rigidly connected to the core frame 2, so that relative (rotational) deformation occurs at both ends 4 a of the rigid beam 4. . This relative deformation can be attenuated by the action of the vertical damper 6 provided immediately below both ends 4a of the rigid beam 4. As a result, the bending deformation can be suppressed.
Therefore, the vibration damping structure 21 can also have the same effects I) to III) as the vibration damping structure 1.

[0022]

According to the vibration damping method and structure for a high-rise building or the like according to the present invention, a high-rise building or the like has a high-rise building, which is generated during an earthquake or a typhoon, in the axial direction of the column. Since the bending deformation caused by the expansion and contraction can be suppressed by the so-called outrigger frame, the following effects are obtained.

(1) Since the outrigger frame can be satisfactorily implemented by arranging it at only a few places, the damping force can be applied collectively, and the relative vertical displacement is several tens of times that of the prior art. And the relative speed also increases in proportion to the relative vertical displacement. Accordingly, the vibration damping effect is greatly amplified. (2) The damping force in the vertical direction is amplified by the arm length of the rigid beam and converted into a bending resistance damping force, so that the damping force can be obtained efficiently. (3) Since bending deformation can be sufficiently suppressed by arranging the vertical dampers at only a few places, the number of vibration damping devices can be significantly reduced to several tenths in the case of the above-mentioned conventional technology, and the cost is accordingly reduced. Can also be suppressed. (4) Therefore, an effective and economical vibration damping method and a vibration damping structure are effective for a high-rise building or the like in which the bending deformation accompanying the axial expansion and contraction of the column is dominant against wind load and earthquake load. Can be achieved.

[Brief description of the drawings]

FIG. 1 is a plan view showing an embodiment of a vibration damping structure for a skyscraper or the like according to the present invention.

FIG. 2 is a front view showing an embodiment of a vibration damping structure for a high-rise building or the like according to the present invention.

FIG. 3 is an enlarged front view of a part of a vibration damping structure of a high-rise building or the like according to the present invention.

FIG. 4 is a front view showing a second embodiment of a vibration damping structure for a high-rise building or the like according to the present invention.

FIG. 5 is a front view showing a third embodiment of a vibration damping structure for a skyscraper or the like according to the present invention.

FIG. 6 is a graph showing the results of static analysis of a high-rise building or the like in terms of story displacement.

[Explanation of symbols]

 1, 11, 21 Vibration control structure 2 Core frame 3 Outer frame 3a Outer frame 4 Rigid beam 5 Damper column 6 Vertical damper 7 Foundation

Claims (5)

[Claims] 1. A vibration damping method for a high-rise building or the like, in which a main frame is formed by a core frame inside a building and an outer frame around the building, wherein the core frame includes the core frame substantially at the center. Providing a rigid beam having a length reaching the frame, providing vertical dampers downward at both ends of the rigid beam, and supporting the vertical damper with a lower damper strut. . 2. A vibration damping structure for a high-rise building or the like in which a main frame is formed by a core frame inside a building and an outer frame around the building, wherein the core frame includes the core frame at substantially the center. A rigid beam having a length reaching the frame is provided, a vertical damper is provided downward at both ends of the rigid beam, and the vertical damper is supported by a lower damper column. Vibration control structure for high-rise buildings. 3. The vibration damping structure according to claim 2, wherein the vertical damper is an oil damper, a viscous material damper, a lead damper, or a Bingham damper. 4. The vibration damping structure for a super-high-rise building or the like according to claim 2, wherein the damper support is provided separately from the column of the outer frame. 5. The vibration damping structure for a super-high-rise building or the like according to claim 2, wherein the damper supports are provided for each of a plurality of layers.