JP4070117B2 - Vibration control device - Google Patents

Vibration control device Download PDF

Info

Publication number
JP4070117B2
JP4070117B2 JP2003095173A JP2003095173A JP4070117B2 JP 4070117 B2 JP4070117 B2 JP 4070117B2 JP 2003095173 A JP2003095173 A JP 2003095173A JP 2003095173 A JP2003095173 A JP 2003095173A JP 4070117 B2 JP4070117 B2 JP 4070117B2
Authority
JP
Japan
Prior art keywords
upper
vertical
beam
damper
lower
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
JP2003095173A
Other languages
Japanese (ja)
Other versions
JP2004300782A (en
Inventor
康人 佐々木
大輔 桂
Original Assignee
株式会社フジタ
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 株式会社フジタ filed Critical 株式会社フジタ
Priority to JP2003095173A priority Critical patent/JP4070117B2/en
Publication of JP2004300782A publication Critical patent/JP2004300782A/en
Application granted granted Critical
Publication of JP4070117B2 publication Critical patent/JP4070117B2/en
Application status is Active legal-status Critical
Anticipated expiration legal-status Critical

Links

Images

Description

[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a stud-type seismic damping device installed in a construction surface composed of columns and beams and constructed between beams on upper and lower floors.
[0002]
[Prior art]
A type of seismic control device to reduce building response during an earthquake, installed in a construction surface composed of columns and beams, and connects the panel damper to the upper end of this panel damper and the beam on the upper floor. There is a stud-type seismic damping device provided between upper and lower floor beams, which includes an upper panel support portion and a lower panel support portion that connects the lower end of the panel damper and the lower floor beam. The panel damper has a panel part made of ultra-low yield point steel and absorbs seismic energy to reduce building response by plastic deformation due to the relative displacement between the upper and lower beams generated during an earthquake. In this way, the vibration control function is demonstrated.
[0003]
Various types of stud-type vibration control devices of the type described above have been proposed in the past, and many of them are fixed to the upper floor beam and the upper end of the panel damper at the upper and lower ends of the upper panel support. The upper end and the lower end of the lower panel support portion are fixedly connected to the lower end of the panel damper and the beam on the lower floor. In such a columnar type vibration control device, not only a horizontal shearing force but also a vertical axial force acts on a panel damper incorporated therein. A typical axial force in this vertical direction is a compressive axial force due to the building's own weight. Further, in the case of high-rise buildings, the compressive axial force or tensile axial force generated by bending deformation of the entire frame during an earthquake is also present. Works. In addition, a tensile axial force in the vertical direction may be generated and act upon the shear deformation of the panel damper.
[0004]
It has been experimentally confirmed that the vertical axial force acting on the panel damper affects the energy absorption performance of the panel damper, that is, if a vertical axial force exceeding a certain size is acting, It is known that the energy absorption performance deteriorates earlier than the design assumed while the panel damper repeats horizontal shear deformation.
[0005]
Therefore, when constructing a building, when constructing the installation floor of the stud type vibration control device, a part of the installation work of the vibration control device is deferred, and the building is built up to the top floor. After the construction is completed, there are many considerations such as completing the installation and fixing of the vibration control device. However, in that case, considerable time and labor are required as compared with the case of installing the vibration control device at the same time when the installation floor is constructed. In addition, in a super high-rise building, the axial force fluctuation in the peripheral part is large, so that the installation location of the stud-type vibration control device is limited to the vicinity of the center of the building.
[0006]
In order to solve these problems, there has been proposed a stud-type vibration control device in which a vertical axial force is not applied to the panel damper. For example, Patent Literature 1 discloses such a vibration control device. ing.
[0007]
[Patent Document 1]
Japanese Patent Laid-Open No. 2002-364206
The vibration control device disclosed in Patent Document 1 under the name of “damping column” includes an upper bracket made of reinforced concrete suspended from a beam on the upper floor of a column beam frame, and a lower floor facing the upper bracket. A lower bracket made of reinforced concrete standing on a beam and a steel H-shaped cross-section member provided by restraining horizontal movement between the upper and lower brackets are provided. The steel-shaped H-shaped cross-sectional member is embedded in the upper bracket or the lower bracket so that at least one of the upper part or the lower part can be relatively moved in the vertical direction, and there is a gap between the end of the embedded part and the bracket. Is formed.
[0009]
However, the damping device disclosed in Patent Document 1 is a steel-reinforced H-shaped cross-section member that functions as a panel damper embedded in a reinforced concrete bracket fixed to beams on upper and lower floors. Therefore, the relative movement between the bracket and the panel damper is not smoothly performed, and there is a problem that it is difficult to reliably suppress the axial force below a predetermined level. In addition, since it is difficult to predict the magnitude of the frictional force acting during the relative movement, there is a problem that the energy absorption performance cannot be set appropriately at the time of design.
[0010]
[Problems to be solved by the invention]
The present invention has been made in view of the above circumstances, and an object of the present invention is to install a panel damper, an upper end of the panel damper, and a beam on an upper floor. And a lower panel support part for connecting the lower end of the panel damper and the lower floor beam, and the panel damper is made plastic by relative displacement between the upper and lower floor beam generated during an earthquake. In a columnar type vibration control device installed between beams on the upper and lower floors so that a vibration control function can be obtained by deformation, it is effective that the vertical axial force acting on the panel damper becomes excessive In addition to preventing this, it is possible to predict the magnitude of the axial force so that good vibration control performance can be exhibited.
[0011]
[Means for Solving the Problems]
In order to achieve the above object, a vibration control device according to the present invention is installed in a construction surface composed of columns and beams, and connects a panel damper, an upper end of the panel damper, and a beam on an upper floor. A panel support portion, and a lower panel support portion that connects a lower end of the panel damper and a beam on the lower floor, and the panel damper is plastically deformed by a relative displacement between the upper and lower floor beams generated during an earthquake. In the stud-type seismic control device constructed between the beams on the upper and lower floors so as to obtain a seismic control function, the upper panel support portion includes a first portion fixedly connected to the panel damper, and the upper part And a second part fixedly connected to a beam on the floor, wherein the first part is made of a steel member extending in the vertical direction, and the lower end of the steel member is connected to the upper end of the panel damper. Clearer between the upper end and the beam on the upper floor The second portion is composed of a pair of steel brackets, each of which has a vertical surface, and has a pair of vertical surfaces parallel to each other and opposite to each other. Each of the pair of vertical surfaces of the steel member and each of the vertical surfaces of the pair of steel brackets are in contact with each other with a friction reducing material interposed therebetween. And
Further, the vibration control device according to the present invention is installed in a structural surface composed of columns and beams, and a panel damper, and an upper panel support portion that connects the upper end of the panel damper and the upper floor beam, A lower panel support that connects the lower end of the panel damper and the lower floor beam, and the panel damper plastically deforms due to the relative displacement between the upper and lower floor beams generated during an earthquake, thereby obtaining a seismic control function. In the stud-type vibration control device constructed between the beams on the upper and lower floors, the lower panel support portion is fixed to the first portion fixedly connected to the panel damper and the beam on the lower floor The first part is composed of a steel member extending in the vertical direction, and the steel member has an upper end connected to a lower end of the panel damper, and the lower end and the lower part. Clearance is secured between the floor beams and And the second part is composed of a pair of steel brackets, each of the steel brackets having a vertical surface, and each of the steel members. Each of the pair of vertical surfaces and the vertical surface of each of the pair of steel brackets are in contact with each other with a friction reducing material interposed therebetween.
[0012]
According to the vibration damping device of the present invention, the vertical axial force acting on the panel damper is between the vertical surface of the steel member and the vertical surface of the steel bracket that are in contact with each other via the friction reducing material. It is limited to the magnitude of the acting friction force. The magnitude of this frictional force is predictable and easy to adjust.
[0013]
DETAILED DESCRIPTION OF THE INVENTION
Embodiments of the present invention will be described below with reference to the accompanying drawings.
1A and 1B are a front view and a cross-sectional side view of the vibration control device according to the first embodiment of the present invention, and FIGS. 2A and 2B are panel dampers used in the vibration control device of FIG. FIG. 3A is a front view of a vibration damping device according to the second embodiment of the present invention, and B is a sectional side view of a friction damper used in the vibration damping device. .
[0014]
1A is a front view of the vibration damping device according to the first embodiment of the present invention, and B is a sectional side view thereof taken along the cutting line shown in A. FIG. The illustrated damping device 10 is a stud-type damping device that is installed in a construction surface composed of columns and beams and is laid between beams 12 and 14 on the upper and lower floors. In the illustrated example, the beams 12 and 14 on the upper and lower floors are large beams made of H-shaped steel. However, in the present invention, the beams on the upper and lower floors are beams of other forms such as a reinforced concrete (RC) beam. It is also applicable to cases. The damping device 10 connects the panel damper 16, the upper panel support 18 that connects the upper end of the panel damper 16 and the upper floor beam 12, and the lower end of the panel damper 16 and the lower floor beam 14. And a lower panel support 20.
[0015]
2A is an enlarged front view of the panel damper 16, and B is a cross-sectional side view taken along the cutting line shown in A. FIG. The panel damper 16 has a rectangular panel portion 22 made of extremely low yield point steel. An upper connecting flange 24 is welded to the upper edge of the panel portion 22, and a lower connecting flange 26 is connected to the lower edge. Welded. Further, side flanges 28a and 28b are welded to both side edges of the panel portion 22, and cross-shaped buckling suppression ribs 30a and 30b are welded to the plate surfaces on both sides. The above flanges 24, 26, 28a, 28b and ribs 30a, 30b are all made of ordinary structural steel plates, not extremely low yield point steels.
[0016]
When the upper flange 24 and the lower flange 26 are relatively displaced in the left-right direction in FIG. 2A, the panel damper 16 is plastically deformed so that the panel portion 22 is shear-deformed within the plate surface, thereby absorbing energy. Thus, the damping force is exhibited. This type of panel damper is conventionally known and is used in various stud-type vibration control devices. It should be noted that the present invention can be practiced using other types of panel dampers.
[0017]
The lower panel support portion 20 is made of H-shaped steel extending in the vertical direction, and a lower end thereof is welded and fixedly connected to the beam 14 on the lower floor. A connection flange 32 is welded to the upper end of the lower panel support portion 20, and the connection flange 32 and the lower connection flange 26 of the panel damper 16 are fixedly connected by bolts and nuts.
[0018]
The lower panel support portion is not limited to the one made of H-section steel as shown in the figure, and may be configured as an RC member. In particular, when the beam on the lower floor is RC and the lower panel support is an RC member, the lower panel support is constructed in the same way as a normal waist wall, What is necessary is just to embed the nut which fixed enough for the connection with the panel damper 16 to be embedded.
[0019]
The upper panel support portion 18 includes a first portion fixedly connected to the panel damper 16 and a second portion fixedly connected to the beam 12 on the upper floor. The first portion includes a steel member 34 extending in the vertical direction. More specifically, the steel member 34 is made of H-shaped steel, and a connecting flange 36 is welded to the lower end thereof. The connecting flange 36 and the upper connecting flange 24 of the panel damper 16 are connected by bolts and nuts, so that the lower end of the steel member 34 is fixedly connected to the upper end of the panel damper 16. A clearance 38 is provided between the upper end of the steel member 34 and the beam 12 on the upper floor to allow relative vertical displacement therebetween. Furthermore, since the steel member 34 is an H-shaped steel extending in the vertical direction, the steel member 34 includes a pair of flanges 40 parallel to each other, and the flanges 40 extend in the vertical direction. A pair of vertical surfaces parallel to each other and opposite to each other are defined by the outer surfaces of the pair of vertical flanges 40.
[0020]
On the other hand, the second portion of the upper panel support portion 18 includes a pair of steel brackets 42. Each steel bracket 42 is formed as a buttress member by welding and combining a flange 44 extending in the horizontal direction, a flange 46 extending in the vertical direction, and a web 48 having a right triangle. . A horizontal plane is defined by the upper surface of the horizontal flange 40, and a vertical plane is defined by the outer surface of the vertical flange 46.
[0021]
A lower flange of the beam 12 on the upper floor and a horizontal flange 44 of a steel bracket 42 (hereinafter referred to as a buttress member) are fixedly connected by bolts and nuts. For this connection, bolt holes are formed at corresponding positions on the flanges. Then, at least one of the bolt holes of the flanges is a long hole that is long in the left-right direction in FIG. 1A, whereby the beam of the upper floor of the buttress member 42 attached to the beam 12 of the upper floor. The attachment position in the extending direction of 12 can be adjusted.
[0022]
When the beam on the upper floor is an RC beam, the embedded bolts are fixed at the positions corresponding to the bolt holes of the buttress member 42, and the lower ends of the embedded bolts are extended from the lower surface of the beam. In addition, the buttress member 42 may be fixedly connected to the beam by inserting the extension portions of the embedded bolts into the bolt holes of the buttress member 42 and fastening them with nuts. In this case, the bolt hole of the horizontal flange 44 of the buttress member 42 is a long hole.
[0023]
Further, each of the pair of vertical surfaces of the steel member 34 and each of the vertical surfaces of the pair of buttress members 42 are in contact with each other with a friction reducing material interposed therebetween. In the illustrated example, this friction reducing material is obtained by superposing a first friction reducing plate 50 made of a stainless steel plate whose surface is polished and a second friction reducing plate 52 made of a plate material made of polytetrafluoroethylene. The frictional force acting between the steel member 34 and the buttress member 42 is kept small by utilizing the fact that the friction between them is very small. Note that the interposed friction reducing material is not limited to this, and various other materials can be used. For example, it is conceivable that both the first friction reducing plate 50 and the second friction reducing plate 52 are made of stainless steel, and both are made of polytetrafluoroethylene.
[0024]
Further, bolt holes are formed at positions corresponding to the vertical flange 40 of the steel member 34 and the vertical flange 46 of the buttress member 42, respectively. At least one of the bolt bolt holes of the flanges is a long hole in the vertical direction, thereby allowing relative vertical displacement between the steel member 34 and the buttress member 42. . The vertical flange 40 of the steel member 34 and the vertical flange 46 of the buttress member 42 are tightened with an adjustable tightening force by the bolts inserted through the bolt holes of the flanges and the nuts screwed into the bolts. I am trying to do it.
[0025]
When installing the vibration control device 10 described above, first, a bolt hole for inserting a bolt for connecting the buttress member 42 is formed at an appropriate position of the lower flange of the beam 12 on the upper floor. The lower end of the lower panel support 20 is connected by welding to the appropriate position of the corresponding lower beam 14. Subsequently, the lower end of the panel damper 16 is connected to the upper end of the lower panel support portion 20, and the lower end of the steel member 34 that is the first portion of the upper panel support portion 18 is connected to the upper end of the panel damper 16. All of these connections are made by fastening with bolts and nuts.
[0026]
Subsequently, the buttress member 50 and 52 are sandwiched between the vertical surface of the steel member 34 and the vertical surface of the buttress member 42 facing the steel member 34, and the clearance between the sandwiched portions is eliminated. The position of 42 (position in the extending direction of the upper floor beam 12) is adjusted, and the buttress member 42 is fixed to the upper floor beam 12 with bolts and nuts at that position. This is performed for each of the pair of buttress members 42. Subsequently, the vertical flange 40 of the steel member 34 and the vertical flange 46 of the buttress member 42 are inserted into bolt holes of the flanges and nuts screwed into the bolts with an appropriate tightening force. tighten.
[0027]
This tightening is performed in order to adjust the frictional force acting between the steel member 34 when the steel member 34 is displaced in the vertical direction relative to the buttress member 42 to an appropriate magnitude. The magnitude of the frictional force is determined by the friction coefficient of the interposed friction reducing plates 50 and 52 and the axial force of the bolt introduced by tightening. In the event of an earthquake, if the distance between the beams 12 and 14 on the upper and lower floors expands and contracts and a relative displacement in the vertical direction occurs between the steel member 34 and the buttress member 42, this friction acting between them Energy is absorbed by force. And since the seismic control function brought about by this is added to the seismic control function by the deformation | transformation of the panel damper 16, a building with a higher seismic control effect is implement | achieved. If the above operation | work is performed about each of a pair of buttress member 42, installation of the damping device 10 will be completed. Since the panel damper 16 is connected to the upper panel support 18 and the lower panel support 20 using bolts and nuts, if the remaining performance of the panel damper 16 disappears after a large earthquake, the panel damper 16 The damper 16 can be easily replaced.
[0028]
The installation work of the vibration control device 10 described above can be performed simultaneously when the installation floor of the vibration control device 10 is constructed. After installation, as the upper floors of the building are built, the distance between the beams 12 and 14 on the upper and lower floors is shortened due to the weight increase. Since the vibration is absorbed by being displaced upward in the vertical direction relative to the member 42, a compression axial force having a magnitude exceeding the frictional force adjusted at the time of installation is not applied to the vibration control device 10.
[0029]
Moreover, since the beams 12 and 14 on the upper and lower floors generate a horizontal relative displacement at the time of an earthquake, the panel damper 16 is plastically deformed so as to be sheared within the plate surface of the panel portion 22, thereby generating earthquake energy. Absorbs and reduces building response, thereby exerting seismic control function. At this time, with the shear deformation of the panel damper 16, the interval between the upper and lower connecting flanges 24, 26 is shortened. This shortening of the interval is relative to the steel member 34 relative to the buttress member 42. Therefore, a tensile axial force having a magnitude exceeding the above-described friction force does not act on the vibration control device 10.
[0030]
Furthermore, in the case of a high-rise building, the space between the beams 12 and 14 on the upper and lower floors expands and contracts due to bending deformation of the entire frame during an earthquake. Is absorbed by the displacement in the vertical direction relative to the buttress member 42, the axial force having a magnitude exceeding the frictional force adjusted at the time of installation is not applied to the vibration control device 10.
[0031]
FIG. 3A is a front view of a vibration damping device according to a second embodiment of the present invention, and B is a cross-sectional side view of a friction damper used in the vibration damping device. 3 has almost the same configuration as that of the vibration control device 10 of FIG. 1, the description of the same parts is omitted, and only the portions different from the vibration control device 10 of FIG. 1 are described. In FIG. 1 and FIG. 3, the same or corresponding components are denoted by the same reference numerals.
[0032]
The vibration damping device 10 ′ of FIG. 3 includes a friction damper 54. This friction damper 54 is located between the steel member 34 and the buttress member 42 when a vertical relative displacement occurs between them. It is provided in order to reinforce the energy absorption function obtained by the frictional force acting on, and is installed between the upper end of the steel member 34 and the beam 12 on the upper floor. More specifically, the friction damper 54 includes a steel plate member 56 fixed to the beam 12 on the upper floor, a web 58 of the steel member 34, and a first friction plate 60 and a second friction member interposed therebetween. It is comprised with the board 62. FIG. The first friction plate 60 is fixed to the steel plate member 56, and the second friction plate 62 is fixed to the web 58 of the steel member 34.
[0033]
When the space between the beams 12 and 14 on the upper and lower floors expands and contracts when an earthquake occurs, the steel plate member 56 and the web 58 of the steel member 34 are relatively displaced in the vertical direction, and accordingly, the first friction plate 60 and the second friction plate 60 Since the friction plate 62 is relatively displaced in the vertical direction, a frictional force acts between them.
[0034]
Further, bolt holes are formed at positions corresponding to the steel plate member 56 and the web 58 of the steel member 34, and the bolt hole formed on the steel plate member 56 is a long hole in the vertical direction. The member 56 and the web 58 of the steel member 34 can be relatively displaced in the vertical direction. The steel plate member 56 and the web 58 of the steel member 34 are connected by the bolts inserted through the bolt holes and the nuts screwed into the bolts, and accordingly, the first friction plate 60 and the second friction plate 62 are connected. It can be tightened with an adjustable tightening force. By tightening them with an appropriate tightening force, the frictional force acting on the friction damper 54 can be adjusted to an appropriate magnitude. The magnitude of this frictional force is determined by the coefficient of friction between the two friction plates 60 and 62 interposed and the axial force of the bolt introduced by tightening, and the steel member 34 and the buttress member 42. Is adjusted so that the total amount of the above-mentioned frictional force acting between and the frictional force generated by the frictional damper 54 is equal to or smaller than the allowable axial force of the panel damper 16.
[0035]
According to the vibration control device 10 'of FIG. 3, if the distance between the beams 12 and 14 on the upper and lower floors expands and contracts during an earthquake, the energy generated by the frictional force acting between the steel member 34 and the buttress member 42 is obtained. In addition to absorption, energy absorption by the friction damper 54 is also performed, so that the vibration damping function is further enhanced. The damper installed between the upper end of the steel member 34 and the beam 12 on the upper floor is not limited to the friction damper 54 as shown in the figure, but other types of dampers such as a viscoelastic damper, for example. May be used.
[0036]
Although two embodiments of the present invention have been described above, any of these embodiments can be configured upside down. In such a case, the panel damper, the upper panel support that connects the upper end of the panel damper and the upper floor beam, and the lower end of the panel damper are installed in a structure composed of columns and beams. A lower panel support that connects the lower floor beams, and the panel damper plastically deforms due to the relative displacement between the upper and lower floor beams generated during an earthquake, so that a vibration control function can be obtained. In the stud-type vibration control device installed between the beams on the floor, the lower panel support part is composed of a first part fixedly connected to the panel damper and a second part fixedly connected to the beam on the lower floor. Will be composed. Further, the first portion is made of a steel member extending in the vertical direction, the steel member is connected to the lower end of the panel damper at the upper end, and a clearance is secured between the lower end and the beam on the lower floor, It has a pair of vertical planes parallel to each other and opposite to each other. On the other hand, the 2nd part consists of a pair of steel brackets, and each of these steel brackets has a vertical surface. Then, each of the pair of vertical surfaces of the steel member and each of the vertical surfaces of the pair of steel brackets are configured to contact each other with a friction reducing material interposed therebetween. Further, the other parts may be configured so that the top and bottom of the embodiment shown in FIGS. 1 to 3 are reversed. For example, if the top and bottom of the embodiment of FIG. A damper is constructed between the lower end of the manufactured member and the beam on the lower floor.
[0037]
【The invention's effect】
As is apparent from the above, according to the present invention, the vertical axial force acting on the panel damper of the stud-type vibration control device and the vertical surface of the steel member abutting each other through the friction reducing material and the steel It is limited to the magnitude of the frictional force acting between the vertical surface of the bracket made of steel. The magnitude of this frictional force is predictable and easy to adjust. This eliminates the need for managing the axial force of the panel damper at the construction stage, and eliminates the work procedure of installing the panel damper after the upper floor is completed, thus saving labor and improving work efficiency. In addition, since the tensile axial force generated when the panel damper undergoes shear deformation during an earthquake is suppressed to an allowable value or less, the energy absorption performance assumed in the design is stably exhibited. Furthermore, even in a building with a large axial force fluctuation such as a super high-rise building, it is not necessary to examine the axial force acting on the panel damper, and the design is facilitated because there is no restriction on the arrangement of the vibration control device.
[Brief description of the drawings]
FIGS. 1A and 1B are a front view and a cross-sectional side view of a vibration control device according to a first embodiment of the present invention.
2A and 2B are a front view and a cross-sectional side view of a panel damper used in the vibration control device of FIG. 1;
FIG. 3A is a front view of a vibration damping device according to a second embodiment of the present invention, and B is a cross-sectional side view of a friction damper used in the vibration damping device.
[Explanation of symbols]
10 Damping device 12 Upper floor beam 14 Lower floor beam 16 Panel damper 18 Upper panel support portion 20 Lower panel support portion 34 Steel member 38 Clearance 42 Component bracket (buttress member)
50 First reducing friction plate 52 Second reducing friction plate 54 Friction damper

Claims (7)

  1. A panel damper, an upper panel support that connects the upper end of the panel damper and the upper floor beam, and a lower end of the panel damper and a lower floor beam. Between the upper and lower beams, wherein the panel damper is plastically deformed due to the relative displacement between the upper and lower beams generated during an earthquake. In the stud-type vibration control device installed in
    The upper panel support part is composed of a first part fixedly connected to the panel damper and a second part fixedly connected to the beam on the upper floor,
    The first portion is made of a steel member that extends in the vertical direction, and the steel member has a lower end connected to an upper end of the panel damper, and a clearance is secured between the upper end and the upper floor beam. Having a pair of parallel and opposite vertical surfaces,
    The second part comprises a pair of steel brackets, each of which has a vertical surface,
    Each of the pair of vertical surfaces of the steel member and each of the vertical surfaces of the pair of steel brackets are in contact with each other with a friction reducing material interposed therebetween.
    A vibration control device characterized by that.
  2. The damper according to claim 1, wherein a damper is installed between an upper end of the steel member and the beam on the upper floor.
  3. A panel damper, an upper panel support that connects the upper end of the panel damper and the upper floor beam, and a lower end of the panel damper and a lower floor beam. Between the upper and lower beams, wherein the panel damper is plastically deformed due to the relative displacement between the upper and lower beams generated during an earthquake. In the stud-type vibration control device installed in
    The lower panel support part is composed of a first part fixedly connected to the panel damper and a second part fixedly connected to the beam on the lower floor,
    The first portion is made of a steel member that extends in the vertical direction, and the steel member has an upper end connected to a lower end of the panel damper, and a clearance is secured between the lower end and the beam on the lower floor. Having a pair of parallel and opposite vertical surfaces,
    The second part comprises a pair of steel brackets, each of which has a vertical surface,
    Each of the pair of vertical surfaces of the steel member and each of the vertical surfaces of the pair of steel brackets are in contact with each other with a friction reducing material interposed therebetween.
    A vibration control device characterized by that.
  4. 4. The vibration control device according to claim 3, wherein a damper is provided between a lower end of the steel member and the beam on the lower floor.
  5. The steel member has a pair of vertical flanges that are parallel to each other and extend in the vertical direction, and the pair of vertical surfaces are defined by outer surfaces of the pair of vertical flanges,
    The steel bracket is formed as a buttress member having a vertical flange extending in the vertical direction, and the vertical surface is defined by an outer surface of the vertical flange of the buttress member.
    The vibration control device according to any one of claims 1 to 4, wherein:
  6. Bolt holes are formed at positions corresponding to the vertical flange of the steel member and the vertical flange of the buttress member, and at least one of the bolt holes of the flanges is a long elongated hole in the vertical direction. The vertical flange of the steel member and the vertical flange of the buttress member are tightened with an adjustable tightening force by a bolt inserted into the bolt and a nut screwed into the bolt. The vibration control device according to claim 5.
  7. 6. The vibration control device according to claim 5, wherein the buttress member is connected to the beam on the upper floor or the beam on the lower floor so that the position in the extending direction of the beam can be adjusted.
JP2003095173A 2003-03-31 2003-03-31 Vibration control device Active JP4070117B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2003095173A JP4070117B2 (en) 2003-03-31 2003-03-31 Vibration control device

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2003095173A JP4070117B2 (en) 2003-03-31 2003-03-31 Vibration control device

Publications (2)

Publication Number Publication Date
JP2004300782A JP2004300782A (en) 2004-10-28
JP4070117B2 true JP4070117B2 (en) 2008-04-02

Family

ID=33407560

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2003095173A Active JP4070117B2 (en) 2003-03-31 2003-03-31 Vibration control device

Country Status (1)

Country Link
JP (1) JP4070117B2 (en)

Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007211474A (en) * 2006-02-09 2007-08-23 Takenaka Komuten Co Ltd Vibration control stud of building, and method of constructing the same
JP2008045326A (en) * 2006-08-15 2008-02-28 Maeda Corp Vibration proof damper structure
JP5033387B2 (en) * 2006-10-05 2012-09-26 前田建設工業株式会社 Vibration suppression reinforcement structure
JP2010043415A (en) * 2008-08-11 2010-02-25 Yahagi Construction Co Ltd Seismic control device
JP5483525B2 (en) * 2008-10-21 2014-05-07 旭化成ホームズ株式会社 Seismic wall
JP5313634B2 (en) * 2008-11-06 2013-10-09 株式会社フジタ Structure damping device
JP5234800B2 (en) * 2009-03-27 2013-07-10 株式会社フジタ Panel damper device for buildings
KR101403660B1 (en) * 2012-04-24 2014-06-11 현대건설주식회사 Building structure for improving seismic performance

Also Published As

Publication number Publication date
JP2004300782A (en) 2004-10-28

Similar Documents

Publication Publication Date Title
US7703244B2 (en) Joint structure using a gusset plate, a building using the joint structure and a method of assembling or reinforcing a building
CN103328736B (en) A vibration damping member coupling structure of the building
US5271197A (en) Earthquake resistant multi-story building
US5349794A (en) Wall for damping vibration
TWI396790B (en) Metal joint and architecture comprising the same
JP4038472B2 (en) Seismic retrofitting frame for existing buildings and seismic control structures using the same
JP3981949B2 (en) Seismic reinforcement structure
TWI472670B (en) Method and structure for damping movement in buildings
JP2005155049A (en) Anti-seismic reinforcing structure for building construction
EP1882797A2 (en) Composite energy absorbing structure
CN1325476A (en) Mounting structure and method for viscosity system damping wall
JP2008138833A (en) Damper device, method of designing damper device, vibration control structure, vibration control method
JP2007332682A (en) Dry connection structure of steel column-beam
JP2006207292A (en) Damping structure and damping method for wooden building
JP4154360B2 (en) Damping structure
JP3629638B2 (en) Junction structure of steel columns and steel beams for superior steel structure to damage controllability with high rigidity
JP4190574B1 (en) Building
JP3759409B2 (en) Seismic structure and seismic connection tool
JP2012127105A (en) Structure and method for seismic strengthening using compressive brace
JP2008180028A (en) Skeleton structure of wooden house and joining metal fitting
JP2006328715A (en) Floating floor type vibration control structure
JP4617633B2 (en) Damping structure
KR100517893B1 (en) Damper with slit plate for building structure
JP3931944B2 (en) Damping damper and its installation structure
JP3804904B2 (en) Bracing structure of bearing wall in three-story house

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20060303

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20071220

TRDD Decision of grant or rejection written
A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20080110

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20080110

R150 Certificate of patent or registration of utility model

Free format text: JAPANESE INTERMEDIATE CODE: R150

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20110125

Year of fee payment: 3

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20110125

Year of fee payment: 3

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20120125

Year of fee payment: 4

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20120125

Year of fee payment: 4

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20130125

Year of fee payment: 5

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20130125

Year of fee payment: 5

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20140125

Year of fee payment: 6

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

S531 Written request for registration of change of domicile

Free format text: JAPANESE INTERMEDIATE CODE: R313531

R350 Written notification of registration of transfer

Free format text: JAPANESE INTERMEDIATE CODE: R350

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250