JP7650153B2 - Vibration-damping structure - Google Patents

Description

The present invention relates to a vibration control structure.

The following Patent Document 1 shows a TMD (Tuned Mass Damper) that uses hanging bending support and can handle not only small amplitude vibrations, but also large amplitude vibrations.

JP 2003-172398 A

The TMD in Patent Document 1 is formed by suspending a mass body from a support structure. This TMD is placed at the top of a building to reduce the shaking of the building during strong winds. In order to suppress vibrations caused by earthquakes, the mass of the mass body must be made larger than when suppressing vibrations caused by wind. However, if a TMD (vibration control device) equipped with a mass body with a large mass is installed on one floor, the volume of the vibration control device will be large, and there is a risk that the floor on which it is installed will become narrower in plan and space.

The present invention aims to prevent the floor on which the vibration control device is installed from becoming extremely narrow in relation to other floors, compared to when the vibration control device is installed on only one floor.

The vibration control structure of claim 1 comprises a building formed with a plurality of stories,
A plurality of mass bodies are arranged across a plurality of stories within the structural plane of the column-beam structure in the different stories, and have masses different depending on the difference in height ;
A plurality of hanging members are arranged within the structural plane and swingably hang the plurality of mass bodies,
having
The hanging members suspending the taller masses are longer than the hanging members suspending the shorter masses.

In the vibration control structure of claim 1, mass bodies are placed within the structural planes of the column-beam framework of different floors of a building, and these mass bodies are suspended by hanging members so that they can swing. As a result, the mass bodies swing during an earthquake, functioning as a vibration control device.

In addition, compared to a vibration control structure in which a mass body is installed on only one floor, the mass of each mass body can be made smaller, which prevents the floor on which the vibration control device is installed from becoming extremely narrow compared to other floors.
In one embodiment of the vibration damping structure, at least one of the mass bodies has a different mass from the other mass bodies.

The vibration-damping structure according to a second aspect of the present invention is the vibration-damping structure according to the first aspect , further comprising a limiting member that limits the direction of movement of the mass body to within the structural plane of the column-beam frame.

In the vibration control structure of claim 2 , the provision of a limiting member prevents the mass body from moving outside the structural plane of the column-beam structure when it sways during an earthquake. This allows the mass body to be contained within the wall. In addition, there is no need to ensure a range of motion for the mass body outside the structural plane of the column-beam structure. This prevents the floor on which the mass body is installed from becoming narrower.

In one embodiment of the vibration control structure, at least one of the multiple mass bodies is arranged across multiple floors of the building.

In one embodiment of the vibration control structure, the mass bodies are arranged across multiple stories of the building, which allows the mass bodies arranged per story to be smaller than when the mass bodies are arranged on only one story.

A vibration-controlled structure according to a third aspect of the present invention is the vibration-controlled structure according to the first or second aspect, wherein the mass bodies are arranged on stories in which amplitudes are maximum in a plurality of vibration modes in the building.

In the vibration control structure of claim 3 , the mass body is disposed on each floor where the amplitude is maximum in a plurality of vibration modes of the building, so that the vibration of the building in various vibration modes can be efficiently controlled.
The vibration control structure of claim 4 is the vibration control structure of claim 3 , wherein the length of the hanging material installed on the floor where the amplitude is maximum in the low-order vibration mode is longer than the length of the hanging material installed on the floor where the amplitude is maximum in the high-order vibration mode.
The vibration control structure of claim 5 is the vibration control structure of claim 3 , wherein the mass of the mass body installed on the floor where the amplitude is maximum in the low-order vibration mode is greater than the mass of the mass body installed on the floor where the amplitude is maximum in the high-order vibration mode.
The vibration control structure of claim 6 is the vibration control structure described in claim 1, which comprises a building formed of multiple floors, a plurality of mass bodies each arranged within the structural plane of a column-beam structure on different floors, and a plurality of hanging members arranged within the structural plane and suspending each of the plurality of mass bodies in a swingable manner, and the mass bodies are each arranged on the floor where the amplitude is maximum in a plurality of vibration modes in the building.

Compared to installing a vibration control device on only one floor, this invention can prevent the floor on which the vibration control device is installed from becoming extremely narrow relative to other floors.

FIG. 2A is an elevational view showing a vibration control structure according to an embodiment of the present invention, and FIG. 2B is a schematic diagram showing the deformation state of a building in a primary vibration mode, a secondary vibration mode, and a tertiary vibration mode. 1A is a plan view showing an example of the planar arrangement of vibration control devices 20 in a building 10, and FIG. 1B is a plan view showing another example. 1 is an elevational view showing a vibration damping device according to an embodiment of the present invention. 4 is a cross-sectional view taken along line AA in FIG. 3. FIG. 11 is an elevational view showing a modified example of the vibration damping structure according to the embodiment of the present invention.

The vibration damping structure according to the embodiment of the present invention will be described below with reference to the drawings. Components indicated with the same reference numerals in each drawing are the same components. However, unless otherwise specified in the specification, each component is not limited to one, and there may be multiple components.

In addition, explanations of configurations and symbols that are duplicated in each drawing may be omitted. Note that the present invention is not limited to the following embodiments, and may be implemented with appropriate modifications, such as omitting configurations or replacing them with different configurations, within the scope of the purpose of the present invention.

In each figure, the directions indicated by the arrows X and Y are directions along a horizontal plane and are perpendicular to each other. The direction indicated by the arrow Z is a direction along the vertical direction (up and down direction). In each figure, the directions indicated by the arrows X, Y, and Z are assumed to be consistent with each other.

<Vibration control structure>
A vibration control structure 50 according to an embodiment of the present invention is a vibration control mechanism including a building 10 shown in Fig. 1(A) and a plurality of vibration control devices 20 installed in the building 10. As shown in Fig. 3, the vibration control structure 50 also includes a limiting member 14C, a damper 36, and a buffer material 38. The building 10 shown in Fig. 1(A) is a high-rise building formed with multiple floors, and is subject to greater vibrations in strong winds, earthquakes, and the like than low-rise buildings. For this reason, the vibration control devices 20 are used to suppress this vibration.

The building 10 is a column-beam structure made up of columns 12 and beams 14. The vibration control device 20 is formed with a mass body 30 and a hanging member 40. In the following description, the columns 12 and beams 14 are described as being made of steel, but the columns 12 and beams 14 may also be made of reinforced concrete or steel-reinforced concrete.

<Outline of vibration control device layout>
There are multiple vibration control devices 20, and each vibration control device 20 (vibration control devices 20A, 20B, 20C) is arranged on a different floor of the building 10, within structural plane H (structural planes HA, HB, HC) of the column-beam structure formed by the columns 12 and beams 14.

The "structural plane H of the column-beam structure" is a vertical plane surrounded by the columns 12 and beams 14, and in this embodiment, is a plane along the X and Z directions shown in FIG. 1(A). Also, the structural plane H is a plane on the center line (center line along the X direction) CL1 of the beam 14 shown in FIGS. 2(A) and (B).

The structural plane H includes a plane along the front-to-back direction (Y direction) and Z direction of the paper perpendicular to the X direction shown in FIG. 1(A), and also includes a plane on the center line (center line along the Y direction) CL2 of the beam 14 shown in FIGS. 2(A) and (B).

Furthermore, "arranged within the structural plane H of the column-beam structure" indicates that each vibration control device 20 is arranged so as to overlap the structural plane H in a plan view. Note that in this embodiment, the vibration control devices 20 are arranged so as not to protrude outward from the beams 14 in a plan view (outward in a direction intersecting the axial direction of the beams 14).

<Configuration of vibration damping device>
As shown in Figure 3, the vibration control device 20 is a dynamic damper (dynamic vibration absorber, so-called TMD) that includes a mass body 30 arranged within the structural plane H and a hanging member 40 that is also arranged within the structural plane H and suspends the mass body 30 from the beam 14 in a swingable manner.

(Hanging material)
The hanging member 40 is a steel rod whose upper end is pin-connected to the beam 14 and whose lower end is pin-connected to the mass body 30 .

The beam 14 from which the hanging material 40 is suspended is formed using H-shaped steel, and two steel gusset plates 14A that protrude downward are welded to the underside of the lower flange. The gusset plates 14A have through holes through which the connecting pin P1 can be inserted in a direction perpendicular to the axial direction of the beam 14. The connecting pin P1 and connecting pin P2, which will be described later, are steel rods that are arranged in a direction perpendicular to the structural plane H.

Above the gusset plate 14A, between the upper and lower flanges of the beam 14, a reinforcing plate 14B is provided. The reinforcing plate 14B is welded to the web and the upper and lower flanges of the beam 14.

A clevis 42 is fixed to the upper end of the hanging member 40. The clevis 42 is a generally U-shaped member (U-shaped when viewed from the direction along the X-axis) that is positioned on either side of the gusset plate 14A.

The clevis 42, like the gusset plate 14A, has a through hole through which the connecting pin P1 can be inserted in a direction perpendicular to the axial direction of the beam 14. The clevis 42 is fixed to the gusset plate 14A using the connecting pin P1. This allows the hanging material 40 to be pin-connected to the beam 14 and to rotate around the connecting pin P1.

Similarly, a clevis 42 is fixed to the lower end of the hanging member 40. In addition, two plates 30A protruding upward are fixed to the upper surface of the mass body 30 suspended from the hanging member 40.

The two plates 30A are positioned in the same X direction as the two gusset plates 14A on the beam 14. In other words, the distance between the two plates 30A in the X direction is equal to the distance between the two gusset plates 14A on the beam 14 in the X direction.

The clevis 42 fixed to the lower end of the hanging member 40 is fixed to the plate 30A using a connecting pin P2. This allows the mass body 30 to be pin-connected to the hanging member 40, and the hanging member 40 and the mass body 30 can rotate relatively around the connecting pin P2. The mass body 30 is also suspended from the hanging member 40 so that it can swing.

The upper and lower ends of the hanging member 40 may be rigidly or semi-rigidly connected to the beam 14 and mass body 30, respectively, without using a clevis 42. In other words, the degree of fixation of the hanging member 40 to the beam 14 and mass body 30 can be selected as desired.

(Mass)
The mass body 30 is a flat mass arranged along the structural plane H, and as shown in Fig. 4, comprises a mass body 32 made of concrete and steel plates 34 fixed to both sides of the mass body 32 (so-called SC structure). The steel plates 34 are fixed to the mass body 32 by headed studs (not shown) welded to the steel plates 34 or the like.

The thickness W1 of the mass body 30 is smaller than the width W2 of the beam 14. The mass body 30 is suspended from the hanging material 40 (see FIG. 3) and positioned so as not to protrude from the beam 14 in a direction intersecting the axial direction of the beam 14 (Y direction in FIG. 4).

As shown in FIG. 3, two plates 30A are fixed to the top surface of the mass body 30. The lower end of each plate 30A is embedded in the mass body 32 (see FIG. 4) and is fixed to the mass body 32 by a headed stud (not shown) or the like. As described above, the hanging material 40 is fixed to the plate 30A so as to be rotatable relative to the plate 30A.

Two plates 30B are fixed to the underside of the mass body 30. Each plate 30B is a flat steel plate that runs along the axial direction (X direction in FIG. 3) and Z direction of the beam 14, and its upper end is embedded in the mass body 32 and fixed to the mass body 32 by a headed stud (not shown) or the like. Note that a single plate 30B may be used.

(Limiting member)
The beam 14 disposed directly below the mass body 30 is formed using an H-shaped steel, and an upwardly protruding limiting member 14C is fixed to the upper surface of the upper flange.

The limiting member 14C is a slider that limits the range of motion of the mass body 30. The limiting member 14C is a flat steel plate that is aligned along the axial direction (X direction in FIG. 3) and Z direction of the beam 14, and as shown in FIG. 4, two limiting members 14C are used as a set, sandwiching the plate 30B when viewed from the axial direction of the beam 14.

Gaps are provided between the plate 30B and the limiting member 14C and between the plate 30B and the beam 14. A spacer may be placed in the gap between the plate 30B and the limiting member 14C to prevent contact between the plate 30B and the limiting member 14C. It is preferable to use a resin material, etc., with a friction coefficient lower than that of steel, as the spacer.

A reinforcing plate 14D is welded to the limiting member 14C along a direction intersecting the axial direction of the beam 14 (Y direction in FIG. 4). The reinforcing plate 14D is a rib material that is also welded to the upper surface of the upper flange of the beam 14.

Below the reinforcing plate 14D, between the upper and lower flanges of the beam 14, is a reinforcing plate 14E. The reinforcing plate 14E is welded to the web and the upper and lower flanges of the beam 14.

(Damper)
A damper 36 is provided between the mass body 30 and the column 12. For example, an oil damper is used as the damper 36. One end of the damper is fixed to a side surface of the mass body 30, and the other end is fixed to a side surface of the column 12. When the mass body 30 sways along the structural plane H during an earthquake or strong wind, the damper 36 expands and contracts along the X direction, attenuating the swaying.

(Cushioning material)
A buffer material 38 is provided between the mass body 30 and the pillar 12. The buffer material 38 is made of rubber or the like, and is fixed to the side surface of the mass body 30. The buffer material 38 reduces the impact when the mass body 30 collides with the pillar 12 when the mass body 30 sways during an earthquake or strong wind. The buffer material 38 may also absorb collision energy by plastically deforming.

<Vibration control device placement>
(Elevation Layout)
As shown in Fig. 3, the vibration control device 20 can be arranged across multiple vertically adjacent stories in the building 10. Fig. 3 shows, as an example, an example in which the vibration control device 20 is arranged across two stories.

As shown in FIG. 1(A), multiple vibration control devices 20 are provided in the building 10, and each vibration control device 20 (vibration control devices 20A, 20B, and 20C) is located on a different floor of the building 10.

In FIG. 1(B), the deformation state of the building 10 in the first, second, and third vibration modes is shown diagrammatically by the curves L1, L2, and L3. As the order of the vibration mode increases, the number of points where the amplitude is maximum increases, while the maximum amplitude decreases. Also, as the order increases, the vibration becomes shorter in period.

Specifically, in the primary vibration mode shown by curve L1, the building 10 experiences maximum amplitude at the floor of height H1.

In the secondary vibration mode shown by curve L2, the building 10 has a maximum amplitude at floors H1 and H2. The maximum amplitude of the secondary vibration mode is smaller than the maximum amplitude of the primary vibration mode, and the vibration period of the secondary vibration mode is shorter than the vibration period of the primary vibration mode.

In the tertiary vibration mode shown by curve L3, the building 10 has maximum amplitude at floors H1, H2, H3, and H4. The maximum amplitude of the tertiary vibration mode is smaller than the maximum amplitude of the secondary vibration mode, and the vibration period of the tertiary vibration mode is shorter than the vibration period of the secondary vibration mode.

In this embodiment, the amplitude in each vibration mode is maximum at height H1. However, the height at which the amplitude is maximum in each vibration mode and the maximum amplitude vary depending on the structural conditions of the building 10. For this reason, the height at which the amplitude is maximum in each vibration mode does not necessarily match.

In this embodiment, vibration control device 20A is installed on the floor at height H1 where the amplitude of the primary vibration mode is maximum. Vibration control device 20B is installed on the floor at height H2 where the amplitude of the secondary vibration mode is maximum. Vibration control device 20C is installed on the floor at height H3 where the amplitude of the tertiary vibration mode is maximum.

The floor on which the vibration damping device 20 is installed is the floor on which the beam 14 to which the upper end of the hanging material 40 of the vibration damping device 20 is fixed serves as a floor beam.

The length T of the hanging member 40 in the vibration damping device 20A (see FIG. 3; length T is the distance between the joint pins P1 and P2) is determined by the vibration period of the primary vibration mode. Increasing the length T increases the period during which the mass body 30 sways.

Therefore, it is preferable that the period of vibration of the mass body 30 in the vibration damping device 20A is approximately equal to the vibration period of the primary vibration mode. The vibration period of the primary vibration mode is longer than the vibration periods of the secondary and tertiary vibration modes. For this reason, it is preferable that the length T of the hanging material 40 in the vibration damping device 20A is longer than the length T of the hanging material 40 in the vibration damping devices 20B and 20C.

The mass of the mass body 30 in the vibration damping device 20A is determined by the vibration energy of the primary vibration mode. Increasing the mass of the mass body 30 increases the oscillation energy of the mass body 30. This allows the absorption of large vibration energy and reduces oscillation.

The vibration energy acting on the floor at height H1, where the amplitude is maximum during vibration in the primary vibration mode, is greater than the vibration energy acting on the floors at heights H2 and H3, where the amplitude is maximum during vibration in the secondary and tertiary vibration modes. For this reason, it is preferable to make the mass of the mass body 30 in the vibration damping device 20A greater than the mass of the mass body 30 in the vibration damping devices 20B and 20C.

The mass of the mass body 30 can be adjusted by changing the width and thickness of the mass body 30, but in this embodiment, it is adjusted by changing the height of the mass body 30.

Comparing vibration control devices 20A, 20B, and 20C from the above configuration, the length of the hanging material 40 is long in the order of vibration control devices 20A, 20B, and 20C, and the height of the mass body 30 is long in the order of vibration control devices 20A, 20B, and 20C. To achieve this configuration, vibration control device 20A is arranged across four floors, vibration control device 20B is arranged across three floors, and vibration control device 20C is arranged across two floors.

The number of floors across which the vibration control devices 20A, 20B, and 20C are arranged is changed as appropriate depending on the floor height per floor, the vibration period of each vibration mode, the vibration energy, etc. Therefore, the number of floors is not limited to 4, 3, or 2, and may be, for example, 1.

(Floor layout)
2A and 2B, it is preferable to arrange the vibration control devices 20 so that there is no bias in plan view. Specifically, both the mass body 30 along the X direction and the mass body 30 along the Y direction are arranged at positions that are point-symmetric with respect to point O, which is the center of gravity of the building 10. This suppresses twisting of the building 10.

(Modifications of elevation layout)
In the above embodiment, in the tertiary vibration mode, the vibration damping device 20C is disposed only on the story at height H3, but the embodiment of the present invention is not limited to this.

For example, as shown in FIG. 5, vibration control device 20C may be placed on all floors of heights H1, H2, H3, and H4 where the amplitude is maximum in the tertiary vibration mode. In this case, for example, on the floor of height H1, vibration control device 20C is placed at a displaced planar position from vibration control device 20A. Even in this case, it is preferable to place vibration control device 20C so that there is no bias in plan view.

In addition, on the floor at height H4, vibration control device 20C is positioned offset from vibration control device 20B in the plan view. Even in this case, it is preferable to position vibration control device 20C so that there is no bias in the plan view.

Furthermore, although not shown in the figure, vibration damping device 20B may be placed on each of the floors at heights H1 and H2 where the amplitude is maximum in the secondary vibration mode.

Furthermore, vibration control devices may be installed on each floor at a height where the amplitude is maximum in the fourth or higher vibration mode. In this way, the vibration control effect can be improved by increasing the number of floors on which vibration control devices are installed.

<Action and Effects>
In a vibration control structure 50 according to an embodiment of the present invention, as shown in Fig. 1(A), mass bodies 30 are arranged in respective structural planes HA, HB, and HC of the column-beam structure of different stories of a building 10, and the mass bodies 30 are swingably suspended from beams 14 by hanging members 40. As a result, the mass bodies 30 swing during an earthquake, functioning as a vibration control device 20.

In addition, compared to a vibration control structure in which the mass body 30 is installed on only one floor, the mass of each mass body 30 can be made smaller. This prevents the floor on which the vibration control device is installed from becoming extremely narrow compared to other floors.

In addition, in the vibration control structure 50 according to an embodiment of the present invention, as shown in Figures 3 and 4, by providing a restricting member 14C, the movement of the mass body 30 outside the structural plane of the column-beam structure is prevented when the mass body 30 sways during an earthquake.

This allows the mass body 30 to be contained within the wall. In addition, there is no need to ensure a range of motion for the mass body 30 outside the structural plane of the column-beam structure. This prevents the floor on which the mass body 30 is installed from becoming narrower.

In this embodiment, the thickness W1 of the mass body 30 is smaller than the width W2 of the beam 14 to house the mass body 30 within the wall body, but the embodiment of the present invention is not limited to this. For example, the thickness W1 of the mass body 30 may be larger than the width W2 of the beam 14.

Even if the mass body 30 is formed in this manner, the range of motion of the mass body 30 can be limited by providing a limiting member 14C.

Furthermore, the restricting member 14C can be omitted as appropriate. Even if the restricting member 14C is omitted, the movement direction of the mass body 30 can be restricted to the in-plane direction of the structural face H because the hanging member 40 has a clevis 42.

In this embodiment, the mass body 30 is formed from a mass body 32 made of concrete and steel plates 34 fixed to both sides of the mass body 32. This allows the specific gravity to be increased compared to a mass body made only of concrete. In addition, the steel plates 34 can also be used as a formwork when pouring the concrete, reducing the effort required for removing the formwork, etc.

In addition, when the mass body is made only of steel plates, the thickness of the mass body can be reduced, but it is often necessary to bolt the steel plates together, which is time-consuming in construction. In contrast, in the mass body 30, the steel plates 34 and the mass body 32 are fixed together with headed studs, so there is no need to bolt the steel plates 34 together.

In addition, in the vibration control structure 50 according to an embodiment of the present invention, as shown in FIG. 1, the mass bodies 30 are arranged across multiple floors of the building 10. Therefore, the mass bodies 30 arranged per floor can be made smaller than when the mass bodies 30 are arranged on only one floor.

In addition, in the vibration control structure 50 according to an embodiment of the present invention, the mass bodies 30 are arranged on each of the floors at heights (heights H1, H2, and H3) where the amplitude is maximum in multiple vibration modes in the building. This allows efficient vibration control of the building 10 in various vibration modes.

The floor on which the mass body 30 is placed does not necessarily have to be the floor at the height (height H1, H2, H3, etc.) at which the amplitude is maximum in a certain vibration mode. For example, the mass body 30 may be placed on a floor at a height shifted by about one to three floors from the height at which the amplitude is maximum in a certain vibration mode.

Even with such an arrangement, a vibration control effect can be obtained by placing it on the floor at the height where the amplitude is "minimum." The vertical placement of the mass body 30 does not necessarily need to take into account the earthquake amplitude, and can be changed as appropriate depending on the structural plan of the building 10.

10 Building 30 Mass body 40 Hanging member 14C Limiting member 50 Vibration control structure

Claims (6)

A multi-storey building,
A plurality of mass bodies are arranged across a plurality of stories within the structural plane of the column-beam structure in the different stories, and have masses different depending on the difference in height ;
A plurality of hanging members are arranged within the structural plane and swingably hang the plurality of mass bodies,
having
The hanging member that suspends the mass body having a greater height is longer than the hanging member that suspends the mass body having a smaller height.
Vibration-damping structure. 2. The vibration damping structure according to claim 1 , further comprising a limiting member that limits the direction of movement of the mass body to within a structural plane of the column-beam structure. The mass bodies are arranged on floors in the building where amplitudes are maximum in a plurality of vibration modes , and
The mass body and the hanging member corresponding to different vibration modes are arranged in respective stories,
The mass bodies and the hanging members corresponding to different vibration modes arranged on the same floor are arranged with their planar positions shifted, and are arranged so as not to cause bias in a planar view .
The vibration damping structure according to claim 1 or 2 . The length of the hanging member installed on the floor where the amplitude is maximum in the low-order vibration mode is longer than the length of the hanging member installed on the floor where the amplitude is maximum in the high-order vibration mode.
The vibration damping structure according to claim 3 . The mass of the mass body installed on the floor where the amplitude is maximum in the low-order vibration mode is greater than the mass of the mass body installed on the floor where the amplitude is maximum in the high-order vibration mode.
The vibration damping structure according to claim 3 . The mass bodies are arranged on floors in the building where amplitudes are maximum in a plurality of vibration modes.
The vibration damping structure according to claim 1 .