JPH0510051A - Eccentric bracing structure with vibration damping function - Google Patents
Eccentric bracing structure with vibration damping functionInfo
- Publication number
- JPH0510051A JPH0510051A JP3185828A JP18582891A JPH0510051A JP H0510051 A JPH0510051 A JP H0510051A JP 3185828 A JP3185828 A JP 3185828A JP 18582891 A JP18582891 A JP 18582891A JP H0510051 A JPH0510051 A JP H0510051A
- Authority
- JP
- Japan
- Prior art keywords
- eccentric
- brace
- eccentric brace
- layers
- vibration damping
- 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.)
- Granted
Links
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明は、制振機能を持つ偏心ブ
レース構造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an eccentric brace structure having a vibration damping function.
【０００２】[0002]
【従来の技術】中・高層建築物では、地震や風等の水平
力に対する抵抗要素として、ブレース構造を用いた建物
架構が広く用いられている。ところが、このブレース架
構では、層ごとの剪断剛性が極めて高くなるため、建物
全体の剛性が大きくなって地震の入力が増加したり、ブ
レース架構と併用したラーメン架構が有効に働かない等
の弊害が起こることがある。2. Description of the Related Art In middle and high-rise buildings, a building frame using a brace structure is widely used as a resistance element against horizontal forces such as earthquakes and winds. However, in this brace frame, the shear rigidity of each layer is extremely high, so the rigidity of the entire building increases and the input of earthquakes increases, and the ramen frame combined with the brace frame does not work effectively. It can happen.
【０００３】そこで、近年では柱・梁・ブレースの材軸
心を互いに一致させない構成として、建物に安定した弾
塑性挙動を付加することができる偏心ブレースが提案さ
れ（特公昭５４−３２５４０号公報，特開昭６３−６７
３８２号公報参照）、かつ、実用化されるに至ってい
る。ところで、前記偏心ブレースの代表的なものとして
は、図５に示すように（Ａ）のＹ形ブレース，（Ｂ）の
２連Ｙ形ブレース，（Ｃ）の改良ハ形ブレース等があ
り、いずれも山形のブレース１または屋根形のブレース
２の上端部と梁３とを垂直な束材４を介して結合するよ
うにしている。Therefore, in recent years, there has been proposed an eccentric brace capable of imparting a stable elasto-plastic behavior to a building, in which the material axes of the columns, beams and braces are not aligned with each other (Japanese Patent Publication No. 54-32540). JP-A-63-67
382), and has been put to practical use. By the way, as typical examples of the eccentric brace, there are a Y-shaped brace of (A), a double Y-shaped brace of (B), and an improved C-shaped brace of (C) as shown in FIG. Also, the upper end of the mountain-shaped brace 1 or the roof-shaped brace 2 and the beam 3 are connected to each other via the vertical bundle 4.
【０００４】前記偏心ブレース構造を用いた場合の利点
としては、ブレース１，２自体を座屈させない、束
材４を最初に降伏させる、束材４が持つ良好な弾塑性
変形挙動で地震等のエネルギーを吸収し、主要構造部材
の損傷を最小限度に抑える、こと等を挙げることができ
る。The advantages of using the eccentric brace structure are that the braces 1 and 2 themselves do not buckle, the bundle 4 yields first, and the good elasto-plastic deformation behavior of the bundle 4 prevents earthquakes and the like. It absorbs energy and minimizes damage to major structural members.
【０００５】[0005]
【発明が解決しようとする課題】しかしながら、従来の
構造物、特に塔状建造物や超高層建造物にあっては、図
６（Ａ），（Ｂ）に示すように高層部分では剪断変形よ
り曲げ変形が卓越してしまう。このため、剪断変形に対
して有効な従来構造の前記偏心ブレースでは、効果的な
制振作用を得ることができないという課題があった。However, in the conventional structures, particularly tower-like structures and super high-rise structures, as shown in FIGS. Bending deformation is outstanding. Therefore, the eccentric brace having the conventional structure that is effective against the shear deformation has a problem that an effective vibration damping action cannot be obtained.
【０００６】尚、前記図６（Ａ）は、超高層建造物全体
における剪断変形（破線で示す）および曲げ変形を加え
た全体変形（実線で示す）の累積を示し、同図（Ｂ）
は、高層部分のｎ層と（ｎ＋１）層との間の層間剪断変
形δS ，層間曲げ変形δB および全層間変形δT を示
す。Incidentally, FIG. 6 (A) shows the accumulation of shear deformation (shown by a broken line) and bending deformation (shown by a solid line) in the whole super high-rise building, and FIG. 6 (B).
Shows the interlaminar shear deformation δ S , interlaminar bending deformation δ B, and total interlaminar deformation δ T between the n-layer and the (n + 1) -layer in the high-rise portion.
【０００７】そこで、本発明はかかる従来の課題に鑑み
て、少くとも剪断変形より曲げ変形が卓越する高層部分
において、複数層間の曲げ変形を集中させるようにし、
これにより偏心ブレースを有効に機能させるようにした
制振機能を持つ偏心ブレース構造を提供することを目的
とする。Therefore, in view of the conventional problems, the present invention concentrates the bending deformation between a plurality of layers in a high-rise portion where bending deformation is superior to shearing deformation at least.
Thus, it is an object of the present invention to provide an eccentric brace structure having a vibration damping function that allows the eccentric brace to function effectively.
【０００８】[0008]
【課題を解決するための手段】かかる目的を達成するた
めに本発明は、上層に行くに従って剪断変形より曲げ変
形が卓越する構造物において、複数層間に跨がる偏心ブ
レースを配置したことを特徴とする。In order to achieve the above object, the present invention is characterized in that an eccentric brace extending over a plurality of layers is arranged in a structure in which bending deformation is more prominent than shear deformation as it goes up. And
【０００９】また、前記偏心ブレースが、前記複数層に
おける最上層の梁及び最下層の梁とこれら梁を上下方向
に接続する柱とで区画される空間内で、最上層の梁に垂
設した束材の下端部に、最下層の梁から斜め上方へ立設
したブレースの上端部を結合して、柱・梁・ブレースの
材軸芯を互いに一致させないように構成されたことを特
徴とする。Further, the eccentric brace is hung on the uppermost layer beam in a space defined by the uppermost layer beam and the lowermost layer beam in the plurality of layers and columns connecting the beams in the vertical direction. The upper end of a brace that is erected obliquely upward from the lowermost beam is connected to the lower end of the bundle so that the cores of the pillars, beams, and braces are not aligned with each other. .
【００１０】また、前記束材が、剛性・耐力の異なる複
数の部材で構成されたことを特徴とする。 更に、前記
構造物の各層間に、それぞれ単層の偏心ブレースを配置
したことを特徴とする。Further, the bundle is composed of a plurality of members having different rigidity and proof strength. Further, a single-layer eccentric brace is arranged between the respective layers of the structure.
【００１１】[0011]
【作用】以上の構成により本発明の制振機能を持つ偏心
ブレース構造にあっては、上層階に行くに従って剪断変
形より曲げ変形が卓越する構造物、特にそのような部分
に、複数層間に跨って偏心ブレースを配置したので、各
層毎に生ずる曲げ変形を、複数層間でまとめて取り出し
て偏心ブレースに受けさせることができる。すなわち、
複数層間でまとめた変位を前記偏心ブレースに作用させ
て、この偏心ブレースの弾塑性変形挙動を有効に機能さ
せることができ、特に、高層部分における制振機能を大
幅に向上させることができる。In the eccentric brace structure having the vibration damping function of the present invention having the above-described structure, the structure in which the bending deformation is more excellent than the shear deformation as one goes up in the upper floors, in particular, such a portion is spread over a plurality of layers. Since the eccentric brace is arranged in this manner, the bending deformation generated in each layer can be collectively taken out by a plurality of layers and received by the eccentric brace. That is,
Displacement collected between a plurality of layers can be applied to the eccentric brace to effectively function the elasto-plastic deformation behavior of the eccentric brace, and in particular, the vibration damping function in the high-rise portion can be greatly improved.
【００１２】また、前記偏心ブレースの束材を、剛性・
耐力の異なる複数の部材で構成することにより、それぞ
れの部材の弾塑性性能の相違によって、ダンパー効果を
発揮させる振動領域を異ならせることができ、ダンパー
領域を、大振幅領域から小振幅領域までの広い範囲に設
定することができ、制振可能領域を拡大することができ
る。 また、前記構造物の各層間に、それぞれ単層の偏
心ブレースを配置することにより、各層間に発生する剪
断変形をこの偏心ブレースで受けさせることができ、前
記複数層間に配置した偏心ブレースの挙動と相俟って、
制振機能の更なる向上を図ることができる。Further, the bundle member of the eccentric brace is
By configuring with multiple members with different proof stress, the vibration region that exerts the damper effect can be different due to the difference in elasto-plastic performance of each member, and the damper region can be changed from the large amplitude region to the small amplitude region. It can be set in a wide range and the vibration controllable region can be expanded. Also, by disposing a single-layer eccentric brace between each layer of the structure, it is possible to receive the shear deformation generated between each layer by the eccentric brace, and the behavior of the eccentric brace disposed between the plurality of layers. Together with
The vibration damping function can be further improved.
【００１３】[0013]
【実施例】以下、本発明の実施例を図に基づいて詳細に
説明する。図１から図３は本発明の一実施例を示す制振
機能を持つ偏心ブレース構造１０で、図１は本発明の偏
心ブレース構造１０を適用した建築物の骨格を示す概略
構成図、図２は偏心ブレースの要部斜視図、図３は偏心
ブレースの束材を構成する複数部材の弾塑性性能を示す
履歴特性図である。Embodiments of the present invention will now be described in detail with reference to the drawings. 1 to 3 show an eccentric brace structure 10 having a vibration damping function according to an embodiment of the present invention, and FIG. 1 is a schematic configuration diagram showing a skeleton of a building to which the eccentric brace structure 10 of the present invention is applied. FIG. 3 is a perspective view of a main part of the eccentric brace, and FIG. 3 is a hysteresis characteristic diagram showing elasto-plastic performance of a plurality of members forming a bundle of the eccentric brace.
【００１４】即ち、図１に示した建築物１２は、塔状建
造物または高層建造物等の構築物で、各層間に設けた梁
１４，１４…を多数の柱１６ａ，１６ｂ…により支持し
ている。前記建築物１２は、各柱１６ａ，１６ｂ…を配
置する部分でそれぞれ架構を構成し、本実施例では例え
ば図中手前側の柱１６ａをもって構成される第１架構Ａ
と、図中向こう側の柱１６ｂをもって構成される第２架
構Ｂとを示している。尚、図示する部分は建築物１２の
上層部分を示すものとする。That is, the building 12 shown in FIG. 1 is a building such as a tower-like building or a high-rise building, and the beams 14, 14 ... Provided between the respective layers are supported by a large number of pillars 16a, 16b. There is. The building 12 has a frame structure in which the columns 16a, 16b, ... Are arranged, and in the present embodiment, for example, a first frame structure A having a column 16a on the front side in the drawing.
And a second frame B having pillars 16b on the other side in the figure. It should be noted that the illustrated portion is an upper layer portion of the building 12.
【００１５】ここで、本実施例では前記第２架構Ｂにお
いて、複数層（３階層）を１つの区画Ｃとして、この区
画Ｃの最上層の梁１４ｂ及び最下層の梁１４ａ間に跨っ
て大型の第１偏心ブレース１８を配置する。この第１偏
心ブレース１８は前記区画Ｃの最下梁１４ａにおいて、
柱１６ｂ，１６ｂの下端から最上梁１４ｂに向けて一対
のブレース部材２０，２０を山形となるように傾斜さ
せ、それぞれの上端部を最上梁１４ｂから下方に適宜離
れた位置で接合するようになっている。また、前記ブレ
ース部材２０，２０の上端接合部は、垂直に配置する束
材２２を介して前記最上梁１４ｂと接合する。Here, in the present embodiment, in the second frame B, a plurality of layers (three layers) are defined as one section C, and a large size is spanned between the uppermost beam 14b and the lowermost beam 14a of this section C. The first eccentric brace 18 is arranged. The first eccentric brace 18 is provided on the lowermost beam 14a of the section C,
The pair of brace members 20 and 20 are inclined from the lower ends of the columns 16b and 16b toward the uppermost beam 14b so as to form a mountain shape, and the upper ends of the brace members 20 and 20 are joined at positions appropriately separated downward from the uppermost beam 14b. ing. Further, the upper end joints of the brace members 20 and 20 are joined to the uppermost beam 14b via a bundle 22 arranged vertically.
【００１６】一方、前記第１架構Ａでは、各層間に小型
の第２偏心ブレース２４，２４…を配置する。この第２
偏心ブレース２４，２４…は、各層の上・下梁１４，１
４間において、柱１６ａ，１６ａの下端から上方に向か
って、前記第１偏心ブレース１８と同様に一対のブレー
ス部材２６，２６を山形となるように傾斜させ、その上
端接合部を、垂直の束材２８を介して上側の梁１４に接
合している。On the other hand, in the first frame A, small second eccentric braces 24, 24 ... Are arranged between the layers. This second
The eccentric braces 24, 24 ... are the upper and lower beams 14, 1 of each layer.
4, the pair of brace members 26, 26 are inclined upward from the lower ends of the columns 16a, 16a in the same manner as the first eccentric brace 18 so as to form a chevron shape, and the upper end joints thereof are arranged in a vertical bundle. It is joined to the upper beam 14 via a member 28.
【００１７】ところで、前記第１，第２偏心ブレース１
８，２４の各束材２２，２８は図２に示したように、剛
性・耐力が異なる第１金属材３０と第２金属材３２とで
構成している。尚、本実施例では上記ブレース部材２
０，２０および２６，２６の上端接合部にリンク部３４
を設け、このリンク部３４の中央部に上記第１金属材３
０を配置すると共に、この第１金属材３０の両側に上記
第２金属材３２を配置して、これら第１，第２金属材３
０，３２をそれぞれ交互に並設している。By the way, the first and second eccentric braces 1 are provided.
As shown in FIG. 2, the bundles 22 and 28 of 8 and 24 are composed of a first metal material 30 and a second metal material 32 having different rigidity and proof stress. Incidentally, in this embodiment, the brace member 2 is used.
The link portion 34 is attached to the upper end joint of 0, 20 and 26, 26.
Is provided, and the first metal material 3 is provided at the center of the link portion 34.
0 is arranged, and the second metal material 32 is arranged on both sides of the first metal material 30.
0 and 32 are alternately arranged in parallel.
【００１８】上記第１金属材３０としては剛性が高くか
つ耐力が小さな材質が選択され、かつ、上記第２金属材
３２としては上記第１金属材３０に比較して剛性が低く
かつ耐力が大きな材質が選択される。A material having high rigidity and low proof stress is selected as the first metal material 30, and the second metal material 32 has low rigidity and high proof strength as compared with the first metal material 30. The material is selected.
【００１９】以上の構成により本実施例の制振機能を持
つ偏心ブレース構造１０にあっては、上記建築物１２に
地震とか強風等の水平方向の外力（横力）が作用する
と、各層間に剪断力および曲げモーメントが作用する。In the eccentric brace structure 10 having the vibration damping function of the present embodiment having the above-mentioned structure, when an external force (lateral force) in the horizontal direction such as an earthquake or a strong wind acts on the building 12, the layers are separated from each other. Shear forces and bending moments act.
【００２０】このとき、第２架構Ｂでは第１偏心ブレー
ス１８を配置した３階層分の区画Ｃは、この第１偏心ブ
レース１８を介して結合されているので、この区画Ｃ部
分では一体となって横力を受ける。このため、前記区画
Ｃでは３階層分の曲げ変形を集中して取り出すことがで
き、この曲げ変形の集中による変位を前記第１偏心ブレ
ース１８に作用させることができる。つまり、第１偏心
ブレース１８に前記変位が作用すると、束材２２が変形
しつつダンパー効果を発揮して、建築物１２を制振する
ことができる。At this time, in the second frame B, the sections C corresponding to the three layers in which the first eccentric brace 18 is arranged are connected through the first eccentric brace 18, so that the section C portion is integrated. Receive lateral force. Therefore, in the section C, the bending deformation for three layers can be concentrated and taken out, and the displacement due to the concentration of the bending deformation can be applied to the first eccentric brace 18. That is, when the displacement acts on the first eccentric brace 18, the bundle member 22 is deformed and the damper effect is exerted, so that the building 12 can be damped.
【００２１】一方、第１架構Ａでは各層間に設けた第２
偏心ブレース２４に各層間の剪断力が作用し、この第２
偏心ブレース２４の束材２８も変形する。この束材２８
の変形により、前記第１偏心ブレース１８と同様にダン
パー効果を発揮させることができる。On the other hand, in the first frame A, the second frame provided between the layers
The shear force between the layers acts on the eccentric brace 24, and this second
The bundle 28 of the eccentric brace 24 is also deformed. This bundle 28
Due to the deformation, the damper effect can be exerted similarly to the first eccentric brace 18.
【００２２】ところで、前記第１偏心ブレース１８で
は、束材２２に作用する変位量は特に、高層階の曲げ変
形を３階層分集中したものであるため、前記第２偏心ブ
レース２４の束材２８に作用する変位量に比較して大き
なものとなる。従って、前記第１偏心ブレース１８で発
揮するダンパー効果は大きなものであり、前記第２偏心
ブレース２４のみを各階層に設けた場合と比較して、建
築物１２の制振効果を向上することができる。By the way, in the first eccentric brace 18, the amount of displacement acting on the bundle 22 is a concentration of bending deformation of the upper floors for three layers, so that the bundle 28 of the second eccentric brace 24 is concentrated. It becomes larger than the displacement amount that acts on. Therefore, the damper effect exerted by the first eccentric brace 18 is large, and the damping effect of the building 12 can be improved as compared with the case where only the second eccentric brace 24 is provided in each floor. it can.
【００２３】また、前記第１偏心ブレース１８と合わせ
て各階層に前記第２偏心ブレース２４を設けたので、第
１偏心ブレース１８のダンパー効果と相俟って、建築物
１２の制振効果を更に向上することができる。Further, since the second eccentric brace 24 is provided in each layer together with the first eccentric brace 18, the damping effect of the building 12 is combined with the damper effect of the first eccentric brace 18. It can be further improved.
【００２４】ところで、前記第１，第２偏心ブレース１
８，２４の束材２２，２８は、それぞれ剛性・耐力が異
なる第１金属材３０と第２金属材３２とで構成されるの
で、これら第１，第２金属材３０，３２は剛性・耐力の
相違によりそれぞれの弾塑性性能が異なっており、ダン
パー効果を発揮する領域、つまり、それぞれの金属材３
０，３２で得られる制振領域が異なる。By the way, the first and second eccentric braces 1
Since the bundle members 22 and 28 of 8 and 24 are composed of the first metal material 30 and the second metal material 32, which have different rigidity and yield strength, respectively, these first and second metal materials 30 and 32 have rigidity and yield strength. The respective elasto-plastic performances are different due to the difference of, and the regions where the damper effect is exhibited, that is, the respective metal materials 3
The damping regions obtained at 0 and 32 are different.
【００２５】即ち、上記束材２２，２８の弾塑性性能を
示す履歴特性は、それぞれ図３に示したように表され、
剛性が高く耐力の小さな前記第１金属材３０は同図中破
線で示す履歴特性イとなり、剛性が低く耐力の大きな前
記第２金属材３２は同図中実線で示す履歴特性ロとな
る。つまり、剛性の高い第１金属材３０は耐力が小さ
く、小振幅の振動に対して大きなダンパー効果を発揮す
る一方、剛性の低い第２金属材３２は耐力が大きく、大
振幅の振動に対して大きなダンパー効果を発揮すること
になる。従って、このように振幅の異なる振動領域でそ
れぞれの金属材３０，３２がダンパー作用を効果的に発
揮することにより、それぞれの部材で発揮されるダンパ
ー作用による制振領域を各別に確保して、中小地震から
大地震までの広い範囲の制振、および強風による制振を
行うことができる。尚、前記第１金属材３０と第２金属
材３２は、予めその剛性・耐力を適宜選択することによ
り、ダンパー効果を効率良く発揮できる領域を設定する
ことができる。That is, the hysteresis characteristics indicating the elasto-plastic performance of the bundles 22 and 28 are expressed as shown in FIG.
The first metal material 30 having a high rigidity and a small yield strength has a hysteresis characteristic B indicated by a broken line in the figure, and the second metal material 32 having a low rigidity and a large yield strength has a hysteresis characteristic B indicated by a solid line in the figure. That is, the first metal material 30 having high rigidity has a small proof stress and exhibits a large damper effect against vibration of a small amplitude, while the second metal material 32 having low rigidity has large proof strength and against a vibration of a large amplitude. It will have a great damper effect. Therefore, by effectively exhibiting the damper action by the respective metal materials 30 and 32 in the vibration regions having different amplitudes as described above, the respective damping regions by the damper action exhibited by the respective members are secured, It is possible to control a wide range of vibrations from small to medium earthquakes and strong winds. The first metal material 30 and the second metal material 32 can be set in a region where the damper effect can be efficiently exhibited by appropriately selecting the rigidity and the proof stress in advance.
【００２６】図４は他の実施例を示し、前記実施例と同
一構成部分に同一符号を付して重複する説明を省略して
述べる。FIG. 4 shows another embodiment, in which the same components as those in the above-mentioned embodiment are designated by the same reference numerals and a duplicate description will be omitted.
【００２７】即ち、この実施例では、リンク部３４上に
鉛や超塑性合金等の剛性が低く耐力が大きな超塑性材３
６を設け、かつ、この超塑性材３６の外周を剛性が高く
耐力が小さな金属板３８で囲繞することにより束材２
２，２８を構成する。That is, in this embodiment, the superplastic material 3 such as lead or superplastic alloy having a low rigidity and a high yield strength is provided on the link portion 34.
6 is provided, and the outer periphery of the superplastic material 36 is surrounded by a metal plate 38 having high rigidity and small yield strength.
2, 28 are constructed.
【００２８】従って、この実施例では超塑性材３６が、
作用外力により簡単に塑性変形するため、この超塑性材
３６はより小さな振幅領域でダンパー効果を発揮し、軽
微な地震動にあってもその制振に大きく寄与することが
できる。尚、超塑性材３６を囲繞する金属板３８は剛性
が高いため、超塑性材３６の制振領域に比較して大きな
振幅の振動領域でダンパー効果を発揮する。Therefore, in this embodiment, the superplastic material 36 is
Since it is easily plastically deformed by the external force, the superplastic material 36 exerts a damper effect in a smaller amplitude region and can greatly contribute to the damping of even a slight earthquake motion. Since the metal plate 38 surrounding the superplastic material 36 has high rigidity, it exhibits a damper effect in a vibration region having a larger amplitude than the vibration damping region of the superplastic material 36.
【００２９】尚、前記各実施例にあっては建築物１２の
高層部分に第１偏心ブレース１８を配置した場合を開示
したが、低・中層部分に本発明を適用しても良いことは
いうまでもない。また、前記第１偏心ブレース１８を配
置する区画Ｃを３階層分としたが、これに限ることなく
２階層分もしくは４階層分以上としても良いことはいう
までもない。更に、本実施例の偏心ブレース１８，２４
としてＹ形ブレースを適用した場合を開示したが、これ
に限ることなく例えば、図５中（Ｂ），（Ｃ）に示した
その他の偏心ブレース構造にあっても本発明に適用でき
ることは勿論である。In each of the above-described embodiments, the case where the first eccentric brace 18 is arranged in the high-rise portion of the building 12 is disclosed, but the present invention may be applied to the low and middle-rise portions. There is no end. Further, although the section C in which the first eccentric brace 18 is arranged has three layers, it is needless to say that it may have two layers or four layers or more. Further, the eccentric braces 18, 24 of this embodiment
Although the case where the Y-shaped brace is applied has been disclosed as above, the present invention is not limited to this, and it is needless to say that the present invention can be applied to other eccentric brace structures shown in FIGS. 5B and 5C. is there.
【００３０】[0030]
【発明の効果】以上説明したように本発明の制振機能を
持つ偏心ブレース構造にあっては、上層階に行くに従っ
て剪断変形より曲げ変形が卓越する構造物、特にそのよ
うな部分に、複数層間に跨って偏心ブレースを配置した
ので、各層毎に生ずる曲げ変形を、複数層間でまとめて
取り出して偏心ブレースに受けさせることができる。す
なわち、複数層間でまとめた変位を前記偏心ブレースに
作用させて、この偏心ブレースの弾塑性変形挙動を有効
に機能させることができ、特に、高層部分における制振
機能を大幅に向上させることができる。As described above, in the eccentric brace structure having the vibration damping function of the present invention, a structure in which bending deformation is more prominent than shear deformation as one goes up to the upper floors, in particular, a plurality of such parts are provided. Since the eccentric brace is arranged across the layers, the bending deformation generated in each layer can be collectively taken out by a plurality of layers and received by the eccentric brace. That is, it is possible to cause the eccentric brace to have a combined displacement applied to a plurality of layers to effectively function the elasto-plastic deformation behavior of the eccentric brace, and in particular, it is possible to significantly improve the vibration damping function in the high-rise portion. .
【００３１】また、前記偏心ブレースの束材を、剛性・
耐力の異なる複数の部材で構成することにより、それぞ
れの部材の弾塑性性能の相違によって、ダンパー効果を
発揮させる振動領域を異ならせることができ、ダンパー
領域を、大振幅領域から小振幅領域までの広い範囲に設
定することができ、制振可能領域を拡大することができ
る。 また、前記構造物の各層間に、それぞれ単層の偏
心ブレースを配置することにより、各層間に発生する剪
断変形をこの偏心ブレースで受けさせることができ、前
記複数層間に配置した偏心ブレースの挙動と相俟って、
制振機能の更なる向上を図ることができる。In addition, the eccentric brace bundle is
By configuring with multiple members with different proof stress, the vibration region that exerts the damper effect can be different due to the difference in elasto-plastic performance of each member, and the damper region can be changed from the large amplitude region to the small amplitude region. It can be set in a wide range and the vibration controllable region can be expanded. Also, by disposing a single-layer eccentric brace between each layer of the structure, it is possible to receive the shear deformation generated between each layer by the eccentric brace, and the behavior of the eccentric brace disposed between the plurality of layers. Together with
The vibration damping function can be further improved.
【図１】本発明にかかる制振機能を持つ偏心ブレース構
造を適用した建築物の一実施例の要部を示す概略斜視図
である。FIG. 1 is a schematic perspective view showing a main part of an embodiment of a building to which an eccentric brace structure having a vibration damping function according to the present invention is applied.
【図２】偏心ブレース構造の一実施例を示す要部斜視図
である。FIG. 2 is a main part perspective view showing an embodiment of an eccentric brace structure.
【図３】偏心ブレース構造の束材の弾塑性性能を示す履
歴特性図である。FIG. 3 is a hysteresis characteristic diagram showing elasto-plastic performance of a bundle material having an eccentric brace structure.
【図４】本発明の他の実施例を示す図２に対応した要部
斜視図である。FIG. 4 is a perspective view of an essential part corresponding to FIG. 2, showing another embodiment of the present invention.
【図５】偏心ブレースの一般例をそれぞれ示す概略構成
図である。FIG. 5 is a schematic configuration diagram showing a general example of an eccentric brace.
【図６】従来の高層建築物の全体変位と層間変位との関
係を示す特性図である。FIG. 6 is a characteristic diagram showing the relationship between the total displacement and the interlayer displacement of a conventional high-rise building.
１０ 偏心ブレース構造 １２ 建築物
１４，１４ａ，１４ｂ 梁 １６ａ，１６ｂ
柱
１８，２４ 偏心ブレース ２０，２６ ブレ
ース部材
２２，２８ 束材 ３０ 第１金属材
３２ 第２金属材 ３６ 超塑性材
３８ 金属板10 Eccentric brace structure 12 Buildings 14, 14a, 14b Beams 16a, 16b
Column 18, 24 Eccentric brace 20, 26 Brace member 22, 28 Bundle material 30 First metal material 32 Second metal material 36 Superplastic material 38 Metal plate
Claims (4)
形が卓越する構造物において、複数層間に跨がる偏心ブ
レースを配置したことを特徴とする制振機能を持つ偏心
ブレース構造。1. An eccentric brace structure having a vibration damping function, characterized in that an eccentric brace extending over a plurality of layers is arranged in a structure in which bending deformation is more predominant than shear deformation toward the upper layer.
る最上層の梁及び最下層の梁とこれら梁を上下方向に接
続する柱とで区画される空間内で、最上層の梁に垂設し
た束材の下端部に、最下層の梁から斜め上方へ立設した
ブレースの上端部を結合して、柱・梁・ブレースの材軸
芯を互いに一致させないように構成されたことを特徴と
する請求項１記載の制振機能を持つ偏心ブレース構造。2. The eccentric brace is hung on the uppermost beam in a space defined by the uppermost beam and the lowermost beam of the plurality of layers and columns connecting the beams in the vertical direction. The upper end of a brace that is erected obliquely upward from the lowermost beam is connected to the lower end of the bundle so that the cores of the pillars, beams, and braces are not aligned with each other. An eccentric brace structure having a vibration damping function according to claim 1.
部材で構成されたことを特徴とする請求項２記載の制振
機能を持つ偏心ブレース構造。3. The eccentric brace structure having a vibration damping function according to claim 2, wherein the bundle member is composed of a plurality of members having different rigidity and proof stress.
偏心ブレースを配置したことを特徴とする請求項１〜３
いずれかの項に記載の制振機能を持つ偏心ブレース構
造。4. A single-layer eccentric brace is arranged between each layer of the structure.
An eccentric brace structure with the damping function described in any of the items.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP3185828A JP2715711B2 (en) | 1991-07-01 | 1991-07-01 | Eccentric brace structure with vibration suppression function |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP3185828A JP2715711B2 (en) | 1991-07-01 | 1991-07-01 | Eccentric brace structure with vibration suppression function |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0510051A true JPH0510051A (en) | 1993-01-19 |
| JP2715711B2 JP2715711B2 (en) | 1998-02-18 |
Family
ID=16177587
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP3185828A Expired - Lifetime JP2715711B2 (en) | 1991-07-01 | 1991-07-01 | Eccentric brace structure with vibration suppression function |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2715711B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010013871A (en) * | 2008-07-04 | 2010-01-21 | Takenaka Komuten Co Ltd | Building |
| JP2016089533A (en) * | 2014-11-07 | 2016-05-23 | 株式会社免制震ディバイス | Vibration damping system for structure |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02128035A (en) * | 1988-11-07 | 1990-05-16 | Ohbayashi Corp | Method for earthquake-resistant reinforcement for opening of reinforced concrete structure |
| JPH02209571A (en) * | 1989-02-07 | 1990-08-21 | Kajima Corp | Active type attenuation system for variable rigidity structure |
-
1991
- 1991-07-01 JP JP3185828A patent/JP2715711B2/en not_active Expired - Lifetime
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02128035A (en) * | 1988-11-07 | 1990-05-16 | Ohbayashi Corp | Method for earthquake-resistant reinforcement for opening of reinforced concrete structure |
| JPH02209571A (en) * | 1989-02-07 | 1990-08-21 | Kajima Corp | Active type attenuation system for variable rigidity structure |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010013871A (en) * | 2008-07-04 | 2010-01-21 | Takenaka Komuten Co Ltd | Building |
| JP2016089533A (en) * | 2014-11-07 | 2016-05-23 | 株式会社免制震ディバイス | Vibration damping system for structure |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2715711B2 (en) | 1998-02-18 |
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