JPH06167138A - Damping device for eccentric brace structure - Google Patents
Damping device for eccentric brace structureInfo
- Publication number
- JPH06167138A JPH06167138A JP31886192A JP31886192A JPH06167138A JP H06167138 A JPH06167138 A JP H06167138A JP 31886192 A JP31886192 A JP 31886192A JP 31886192 A JP31886192 A JP 31886192A JP H06167138 A JPH06167138 A JP H06167138A
- Authority
- JP
- Japan
- Prior art keywords
- steel material
- outer shell
- shell steel
- external force
- link portion
- 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.)
- Pending
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、建物架構内に設置され
る偏心ブレース構造、とりわけ、ハ形ブレースを用いた
偏心ブレース構造の制振装置に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an eccentric brace structure installed in a building frame, and more particularly to a vibration control device of the eccentric brace structure using a C-shaped brace.
【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, since the shear rigidity of each layer is extremely high, the rigidity of the entire building increases and the earthquake input 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、かつ、実用化されるに至っている。このような偏心
ブレース構造では、一対の偏心ブレースの上端部が結合
される梁の一部分、つまり偏心ブレースの上端部間を繋
ぐリンク部の長さ，耐力を変化させて、建物全体の剛
性，耐力を調節したり、また、リンク部を曲げまたは剪
断降伏させて大地震のエネルギーを吸収させることによ
り、耐震性を向上させる方法が提案されている。Therefore, in recent years, an eccentric brace capable of imparting stable elasto-plastic behavior to a building has been proposed and put into practical use, in which the material axes of columns, beams and braces are not aligned with each other. There is. In such an eccentric brace structure, the length and proof stress of a part of a beam to which the upper ends of a pair of eccentric braces are connected, that is, the length and proof stress of the link part that connects the upper ends of the eccentric braces are changed, and the rigidity and proof stress of the entire building are changed. It has been proposed that the seismic resistance is improved by adjusting the load, or bending or shearing the link to absorb the energy of a large earthquake.
【０００４】[0004]
【発明が解決しようとする課題】しかしながら、かかる
従来の偏心ブレース構造では、地震による衝撃を段階的
に吸収するという機能と、大・中地震の幅広い振幅全域
に対する効果的な制振機能とを得ることができないとい
う課題があった。However, in such a conventional eccentric brace structure, the function of gradually absorbing the shock due to an earthquake and the effective damping function over a wide amplitude range of large and medium earthquakes are obtained. There was a problem that I could not do it.
【０００５】そこで、本発明はかかる従来の課題に鑑み
て、リンク部を複数種類の部材または材料で形成して、
予め想定される外力に対してそれぞれの部材または材料
を段階的に降伏させることにより、外力に対する衝撃を
効果的に緩和させると共に、降伏以後の複数の弾塑性性
状を利用して幅広い振幅領域で効果的に制振することが
できる偏心ブレース構造における制振装置を提供するこ
とを目的とする。Therefore, in view of the above conventional problems, the present invention forms the link portion with plural kinds of members or materials,
By gradually yielding each member or material against an external force expected in advance, the impact against external force is effectively mitigated, and it is effective in a wide amplitude range by utilizing multiple elasto-plastic properties after yielding. It is an object of the present invention to provide a vibration damping device in an eccentric brace structure capable of dynamically damping.
【０００６】[0006]
【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・下階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、下階の梁から上階の
梁に向かってハ字状に傾斜する一対のブレースを結合
し、これら一対のブレースの延長線の交点は上階の梁よ
り上方に位置する偏心ブレース構造において、前記一対
のブレースの上端部間に位置する上階の梁部分をリンク
部とし、このリンク部を、予め想定される外力に対して
衝撃を滑らかに吸収する間隔をもって順次降伏する複数
種類の部材または材料で構成する。In order to achieve the above object, the present invention provides a method of moving a beam on a lower floor from a beam on a lower floor in a space defined by beams on upper and lower floors and columns connecting these beams in the vertical direction. In the eccentric brace structure in which a pair of braces that incline in a V shape toward the upper floor beam are connected, and the intersection of the extension lines of the pair of braces is located above the upper floor beam, the upper ends of the pair of brace The beam portion on the upper floor located between the parts is used as a link part, and the link part is composed of a plurality of types of members or materials that sequentially yield at intervals with which shocks are smoothly absorbed against an external force assumed in advance.
【０００７】かかる構成において、前記リンク部を、閉
塞断面構造の外殻鋼材と、この外殻鋼材の内側に充填さ
れる鉛等の塑性変形に富む金属材料とで構成することが
望ましい。In such a structure, it is desirable that the link portion is composed of an outer shell steel material having a closed cross section structure and a metal material such as lead filled inside the outer shell steel material which is rich in plastic deformation.
【０００８】また、前記リンク部を、閉塞断面構造の外
殻鋼材と、この外殻鋼材の内側に挿入される降伏点の異
なる鋼材とで構成することもできる。Further, the link portion may be composed of an outer shell steel material having a closed cross-section structure and steel materials having different yield points which are inserted inside the outer shell steel material.
【０００９】更に、前記リンク部を、それぞれ降伏点の
異なる形鋼を併設して構成してもよい。Further, the link portions may be formed by arranging shaped steels having different yield points.
【００１０】[0010]
【作用】以上の構成により本発明の偏心ブレース構造に
おける制振装置にあっては、一対のブレースの上端部間
に位置するリンク部を、予め想定される外力に対して衝
撃を滑らかに吸収する間隔をもって順次降伏する複数種
類の部材または材料で構成したので、大地震の発生等に
よる外力の入力時には複数種類の部材または材料が外力
の大きさにより順次降伏し、外力入力時の衝撃を緩和す
る。また、前記部材または材料が降伏した後は、それぞ
れが履歴減衰ダンパーとして機能し、それぞれの弾塑性
性状を利用して、小振幅から大振幅の幅広い領域に亘っ
て効果的に制振することができる。In the vibration damping device of the eccentric brace structure of the present invention having the above-described structure, the link portion located between the upper ends of the pair of braces smoothly absorbs an impact against a presumed external force. Since it is composed of multiple types of members or materials that sequentially yield at intervals, when an external force is input due to the occurrence of a large earthquake, etc., multiple types of members or materials will yield sequentially according to the magnitude of the external force, and the impact when the external force is input is mitigated. . Further, after the member or material has yielded, each functions as a hysteresis damping damper, and by utilizing each elasto-plastic property, it is possible to effectively suppress vibration over a wide range from small amplitude to large amplitude. it can.
【００１１】ところで、前記リンク部を、閉塞断面構造
の外殻鋼材と、この外殻鋼材の内側に充填される鉛等の
塑性変形に富む金属材料とで構成すること、または、外
殻鋼材の内側に降伏点の異なる鋼材を挿入すること、若
しくは、それぞれ降伏点の異なる形鋼を併設して構成す
ることにより、所定の幅広い制振機能を得るに著しい効
果を発揮し、かつ、その構造を簡単化することができ
る。By the way, the link portion is composed of an outer shell steel material having a closed cross-sectional structure and a metal material filled in the outer shell steel material which is rich in plastic deformation such as lead, or By inserting steel materials with different yield points inside or constructing shaped steel bars with different yield points side by side, it is possible to obtain a significant effect in obtaining a wide range of damping function, and It can be simplified.
【００１２】[0012]
【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４は本発明にかかる偏心ブレース
構造における制振装置の第１実施例を示し、図１は偏心
ブレース架構の要部を示す概略構成図、図２はリンク部
の拡大断面図、図３はリンク部を構成する複数の部材お
よび材料の各弾塑性性状の履歴特性図、図４は複数の部
材および材料で構成されたリンク部全体の弾塑性性状の
履歴特性図である。即ち、本実施例の制振装置が構成さ
れる偏心ブレース構造１０は、図１に示したように建物
躯体を構成する骨組において、上階の梁１２と下階の梁
１４とを柱１６，１６…によって適宜間隔をもって上下
方向に接続し、これら上，下階の梁１２，１４と隣設す
る一対の柱１６，１６とで区画される空間Ｓ内で、下階
の梁１４から上階の梁１２に向かってハ字状に傾斜する
一対のブレース１８，１８ａを結合してなる。前記一対
のハ形ブレース１８，１８ａは、これらブレース１８，
１８ａを延長した交点Ｘが上階の梁１２より上方に配置
されるようになっており、一対のブレース１８，１８ａ
の上端部間（ａ区間）に位置する上階の梁１２部分がリ
ンク部２０となっている。Embodiments of the present invention will now be described in detail with reference to the drawings. 1 to 4 show a first embodiment of a vibration damping device in an eccentric brace structure according to the present invention, FIG. 1 is a schematic configuration diagram showing a main part of an eccentric brace frame, and FIG. 2 is an enlarged sectional view of a link part, FIG. 3 is a hysteresis characteristic diagram of each elasto-plastic property of a plurality of members and materials forming the link portion, and FIG. 4 is a hysteresis characteristic diagram of an elasto-plastic property of the entire link portion composed of a plurality of members and materials. That is, in the eccentric brace structure 10 in which the vibration damping device of the present embodiment is configured, the upper floor beam 12 and the lower floor beam 14 are connected to the pillars 16 and 16 in the frame constituting the building structure as shown in FIG. 16 ... Connected in the vertical direction with appropriate intervals, and in the space S defined by the upper and lower floor beams 12 and 14 and the adjacent pair of pillars 16 and 16, from the lower floor beam 14 to the upper floor. A pair of braces 18 and 18a inclined in a V shape toward the beam 12 are joined together. The pair of C-shaped braces 18, 18a are
The intersection X, which is an extension of 18a, is arranged above the beam 12 on the upper floor, and the pair of braces 18, 18a
The beam portion 12 on the upper floor located between the upper end portions (section a) of the is a link portion 20.
【００１３】前記リンク部２０は、地震等の外力が入力
された場合に早期に剪断または曲げ降伏するように設定
される。The link portion 20 is set so as to shear or bend at an early stage when an external force such as an earthquake is input.
【００１４】ここで、本実施例では前記リンク部２０
を、図２に示したように閉塞断面構造の外殻鋼材２２
と、この外殻鋼材２２の内側に充填される鉛２４とによ
って構成する。前記外殻鋼材２２は高い剛性をもって降
伏点が高く設定される一方、前記鉛２４は塑性変形に富
むことから降伏点が低く設定される。従って、外殻鋼材
２２の弾塑性性状の履歴特性Ａは図３中実線に示したよ
うに大きくなり、鉛２４の同履歴特性Ｂは同図中破線に
示したように小さくなる。尚、前記外殻鋼材２２と前記
鉛２４とを合わせたリンク部２０全体の弾塑性性状の履
歴特性は、図４に示した特性Ｃとして表され、このと
き、同図中Ｐ点は外殻鋼材２２の降伏点、Ｑ点は鉛２４
の降伏点となる。Here, in this embodiment, the link portion 20 is used.
2 is an outer shell steel material 22 having a closed cross-sectional structure as shown in FIG.
And lead 24 filled inside the outer shell steel material 22. The outer shell steel material 22 has a high rigidity and a high yield point, while the lead 24 is rich in plastic deformation, and thus has a low yield point. Therefore, the hysteresis characteristic A of the elasto-plastic property of the outer shell steel material 22 becomes large as shown by the solid line in FIG. 3, and the hysteresis characteristic B of the lead 24 becomes small as shown by the broken line in FIG. Incidentally, the hysteresis characteristic of the elasto-plastic property of the entire link portion 20 including the outer shell steel material 22 and the lead 24 is represented as a characteristic C shown in FIG. 4, and at this time, point P in the figure is the outer shell. Yield point and Q point of steel 22 are lead 24
Will be the yield point.
【００１５】以上の構成により本実施例では、地震等に
より水平方向の大きな外力が入力された場合に、この外
力はそれぞれ梁１２，１４に作用するが、この外力によ
りリンク部２０の鉛２４がまず降伏し、次に外力の増大
に伴って外殻鋼材２２が降伏する。従って、このように
リンク部２０を構成する鉛２４および外殻鋼材２２が、
外力の大きさにより順次降伏していくので、この外力エ
ネルギーを前記鉛２４および外殻鋼材２２が分散して吸
収し、地震発生時の衝撃を緩和することができる。とこ
ろで、前記外殻鋼材２２および鉛２４の降伏点は、地震
によって予め想定される外力を段階的に吸収するに効果
的な間隔、例えば略等間隔となるように設定することに
より、衝撃緩和を著しく増大することができる。With the above-described structure, in this embodiment, when a large horizontal external force is input due to an earthquake or the like, the external force acts on the beams 12 and 14, respectively. First, the steel yields, and then the outer shell steel material 22 yields as the external force increases. Therefore, the lead 24 and the outer shell steel material 22 that constitute the link portion 20 in this way are
Since the yields are sequentially yielded according to the magnitude of the external force, the external force energy is dispersed and absorbed by the lead 24 and the outer shell steel material 22, and the impact at the time of earthquake can be mitigated. By the way, the yield points of the outer shell steel material 22 and the lead 24 are set to have effective intervals for gradually absorbing the external force assumed in advance due to an earthquake, for example, to be set at substantially equal intervals to reduce the impact. Can be significantly increased.
【００１６】そして、前記リンク部２０の外殻鋼材２２
および鉛２４がそれぞれ降伏した後は、それぞれが図３
および図４に示した弾塑性性状を持つ履歴減衰ダンパー
として機能し、小振幅から大振幅の幅広い領域に亘って
効果的に制振することができる。従って、本実施例の偏
心ブレース構造では前記履歴減衰性を利用した制振装置
が構成されることになる。Then, the outer shell steel material 22 of the link portion 20.
After the lead and lead 24 have each surrendered,
Further, it functions as a hysteresis damping damper having the elasto-plastic property shown in FIG. 4, and can effectively suppress vibration over a wide range from small amplitude to large amplitude. Therefore, the eccentric brace structure of this embodiment constitutes the vibration damping device utilizing the hysteresis damping property.
【００１７】図５は本発明の第２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。尚、図５は図２に対応した拡大断面図
である。即ち、この実施例ではリンク部２０ａを、閉塞
断面構造の外殻鋼材２２と、この外殻鋼材２２の内側に
挿入されるＨ形鋼３０とで構成してある。この場合にあ
っても、外殻鋼材２２よりＨ形鋼３０の降伏点を低く設
定すると共に、それぞれの降伏点を、外力を段階的に吸
収するに効果的な間隔に設定してある。FIG. 5 shows a second embodiment of the present invention, 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. Incidentally, FIG. 5 is an enlarged sectional view corresponding to FIG. That is, in this embodiment, the link portion 20a is composed of the outer shell steel material 22 having a closed cross-sectional structure and the H-shaped steel 30 inserted inside the outer shell steel material 22. Even in this case, the yield point of the H-shaped steel 30 is set lower than that of the outer shell steel material 22, and the respective yield points are set to intervals effective to absorb the external force stepwise.
【００１８】従って、この実施例にあっても前記第１実
施例と同様に、外殻鋼材２２およびＨ形鋼３０が外力に
対して段階を追って順次降伏して、外力入力時の衝撃緩
和を図ることができると共に、それぞれの部材が降伏し
た後の履歴減衰性を用いた制振装置を構成することがで
きる。Therefore, also in this embodiment, similarly to the first embodiment, the outer shell steel material 22 and the H-shaped steel 30 sequentially yield to the external force step by step, so as to alleviate the impact when the external force is input. It is possible to construct the vibration damping device using the hysteresis damping property after the respective members yield.
【００１９】図６から図９は本発明の第３実施例をそれ
ぞれを示し、それぞれ降伏点の異なる形鋼を併設するこ
とによりリンク部を構成したものである。FIGS. 6 to 9 show the third embodiment of the present invention, in which the link portions are formed by arranging shaped steels having different yield points.
【００２０】即ち、図６に示すリンク部２０ｂは、降伏
点の高い主Ｈ形鋼３２と、この主Ｈ形鋼３２のウエブ３
２ａ両側部に、降伏点の低い一対の副Ｈ形鋼３４とで構
成してある。また、図７に示すリンク部２０ｃは、前記
副Ｈ形鋼３４に代えて断面コ字状の形鋼３６を設けてあ
る。更に、図８に示すリンク部２０ｄは、主Ｈ形鋼３８
の上部のフランジ３８ａの両側部下側に、降伏点の低い
断面逆Ｔ字状の一対の形鋼４０を一体に設けてある。更
にまた、図９に示すリンク部２０ｅは、降伏点の高い主
Ｈ形鋼４２の下側に、降伏点の低い副Ｈ形鋼４４を平行
配置してある。従って、図６から図９にそれぞれ示す実
施例にあっても、前記第１実施例および第２実施例と同
様に、外力による衝撃緩和機能および履歴減衰ダンパー
による制振機能を発揮することができる。That is, the link portion 20b shown in FIG. 6 has a main H-section steel 32 having a high yield point and the web 3 of the main H-section steel 32.
2a on both sides, and a pair of sub H-section steels 34 having a low yield point. Further, the link portion 20c shown in FIG. 7 is provided with a section steel 36 having a U-shaped cross section in place of the sub H-section steel 34. Further, the link portion 20d shown in FIG.
A pair of shaped steels 40 having an inverted T-shaped cross section having a low yield point are integrally provided on the lower sides of both sides of the upper flange 38a. Furthermore, in the link portion 20e shown in FIG. 9, the sub H-section steel 44 having a low yield point is arranged in parallel below the main H-section steel 42 having a high yield point. Therefore, even in the embodiments shown in FIGS. 6 to 9, respectively, similarly to the first and second embodiments, it is possible to exert the shock absorbing function by the external force and the vibration damping function by the hysteresis damping damper. .
【００２１】尚、前記各実施例では図１に示した典型的
なハ形偏心ブレース１８，１８ａを用いた架構に本発明
を適用した場合を開示したが、図１０の概略構成図に示
した架構では、１本の傾斜するブレース１８ｂがハ形偏
心ブレースの半分の架構を構成してあり、この実施例に
あっても上階の梁１２の一部によって形成されるリンク
部５０に、前記各実施例を適用することにより、同様の
機能を発揮できることはいうまでもない。In each of the above embodiments, the case where the present invention is applied to the frame using the typical C-shaped eccentric braces 18 and 18a shown in FIG. 1 is disclosed, but it is shown in the schematic configuration diagram of FIG. In the frame, one slanting brace 18b constitutes a half frame of the C-shaped eccentric brace, and even in this embodiment, the link portion 50 formed by a part of the upper beam 12 has the above-mentioned structure. It goes without saying that the same function can be exhibited by applying each embodiment.
【００２２】[0022]
【発明の効果】以上説明したように本発明の請求項１に
示す偏心ブレース構造における制振装置にあっては、ハ
形偏心ブレース架構においてリンク部を、予め想定され
る外力に対して衝撃を滑らかに吸収する間隔をもって順
次降伏する複数種類の部材または材料で構成したので、
大地震等の大きな外力が作用したときには複数種類の部
材または材料が、入力によって段階を追って順次降伏
し、前記外力による衝撃を緩和することができる。ま
た、前記部材または材料が降伏した後は、それぞれが履
歴減衰ダンパーとして機能し、それぞれの弾塑性性状を
利用して、小振幅から大振幅の幅広い領域に亘って効果
的に制振することができる。As described above, in the vibration damping device for the eccentric brace structure according to claim 1 of the present invention, the link portion of the c-shaped eccentric brace frame is subjected to an impact against an external force that is assumed in advance. Since it is composed of multiple types of members or materials that yield in sequence at intervals that smoothly absorb,
When a large external force such as a large earthquake is applied, a plurality of types of members or materials are sequentially yielded in steps by input, and the impact due to the external force can be alleviated. Further, after the member or material has yielded, each functions as a hysteresis damping damper, and by utilizing each elasto-plastic property, it is possible to effectively suppress vibration over a wide range from small amplitude to large amplitude. it can.
【００２３】また、本発明の請求項１から４にあって
は、前記リンク部を、閉塞断面構造の外殻鋼材と、この
外殻鋼材の内側に充填される鉛等の塑性変形に富む金属
材料とで構成し、また、前記外殻鋼材の内側に降伏点の
異なる鋼材を挿入して構成し、更に、それぞれ降伏点の
異なる形鋼を併設して構成したので、所定の幅広い制振
機能を得るに著しい効果を発揮しつつ、かつ、その構造
を簡単化することができるという各種優れた効果を奏す
る。Further, according to the first to fourth aspects of the present invention, the link portion is provided with an outer shell steel material having a closed cross-section structure, and a metal such as lead filled inside the outer shell steel material which is rich in plastic deformation. Since it is composed of a material, and steel materials having different yield points are inserted inside the outer shell steel material, and further, shaped steel bars having different yield points are provided side by side, so that it has a predetermined wide damping function. It has various excellent effects that the structure can be simplified while exerting a remarkable effect in obtaining the above.
【図１】本発明にかかる偏心ブレース構造における制振
装置の一実施例を示す要部の概略構成図である。FIG. 1 is a schematic configuration diagram of a main part showing an embodiment of a vibration damping device in an eccentric brace structure according to the present invention.
【図２】本発明の第１実施例のリンク部を示す拡大断面
図である。FIG. 2 is an enlarged sectional view showing a link portion of the first embodiment of the present invention.
【図３】本発明の第１実施例のリンク部を構成する部材
および材料の弾塑性性状の履歴特性図である。FIG. 3 is a hysteresis characteristic diagram of elasto-plastic properties of members and materials that form the link portion of the first embodiment of the present invention.
【図４】本発明の第１実施例のリンク部全体の弾塑性性
状の履歴特性図である。FIG. 4 is a hysteresis characteristic diagram of an elasto-plastic property of the entire link portion according to the first embodiment of the present invention.
【図５】本発明の第２実施例のリンク部を示す拡大断面
図である。FIG. 5 is an enlarged sectional view showing a link portion of a second embodiment of the present invention.
【図６】本発明の第３実施例のリンク部の一例を示す拡
大断面図である。FIG. 6 is an enlarged sectional view showing an example of a link portion of a third embodiment of the present invention.
【図７】本発明の第３実施例のリンク部の他例を示す拡
大断面図である。FIG. 7 is an enlarged sectional view showing another example of the link portion of the third embodiment of the present invention.
【図８】本発明の第３実施例のリンク部の他例を示す拡
大断面図である。FIG. 8 is an enlarged cross-sectional view showing another example of the link portion of the third embodiment of the present invention.
【図９】本発明の第３実施例のリンク部の他例を示す拡
大断面図である。FIG. 9 is an enlarged cross-sectional view showing another example of the link portion of the third embodiment of the present invention.
【図１０】本発明の偏心ブレース構造の他の実施例を示
す要部の概略構成図である。FIG. 10 is a schematic configuration diagram of a main part showing another embodiment of the eccentric brace structure of the present invention.
１０ 偏心ブレース構造 １２ 上階の梁 １４ 下階の梁 １６ 柱 １８，１８ａ，１８ｂ ブレース ２０，２０ａ，２０ｂ，２０ｃ，２０ｄ，２０ｅ リン
ク部 ２２ 外殻鋼材 ２４ 鉛 ３０ Ｈ形鋼 ３２ 主Ｈ形鋼 ３４ 副Ｈ形鋼 ３６ 形鋼 ３８ 主Ｈ形鋼 ４０ 形鋼 ４２ 主Ｈ形鋼 ４４ 副Ｈ形鋼 ５０ リンク部10 Eccentric brace structure 12 Beam on upper floor 14 Beam on lower floor 16 Column 18, 18a, 18b Brace 20, 20a, 20b, 20c, 20d, 20e Link part 22 Outer shell steel material 24 Lead 30 H-section steel 32 Main H-section steel 34 Secondary H-section steel 36 Sectional steel 38 Main H-section steel 40 Sectional steel 42 Main H-section steel 44 Sub-H-section steel 50 Link part
Claims (4)
続する柱とで区画される空間内で、下階の梁から上階の
梁に向かってハ字状に傾斜する一対のブレースを結合
し、これら一対のブレースの延長線の交点は上階の梁よ
り上方に位置する偏心ブレース構造において、 前記一対のブレースの上端部間に位置する上階の梁部分
をリンク部とし、このリンク部を、予め想定される外力
に対して衝撃を滑らかに吸収する間隔をもって順次降伏
する複数種類の部材または材料で構成したことを特徴と
する偏心ブレース構造における制振装置。1. A pair of sloped V-shaped beams from a beam on the lower floor to a beam on the upper floor in a space defined by beams on the upper and lower floors and columns connecting the beams in the vertical direction. In the eccentric brace structure in which the braces are connected and the intersections of the extension lines of the pair of braces are located above the beams of the upper floor, the beam portion of the upper floor located between the upper ends of the pair of braces is a link portion, A vibration damping device in an eccentric brace structure, characterized in that the link portion is composed of a plurality of types of members or materials that yield sequentially at intervals that smoothly absorb shocks against an external force expected in advance.
材と、この外殻鋼材の内側に充填される鉛等の塑性変形
に富む金属材料とで構成したことを特徴とする請求項１
に記載の偏心ブレース構造における制振装置。2. The link portion is composed of an outer shell steel material having a closed cross-section structure and a metal material filled in the outer shell steel material, such as lead, which is rich in plastic deformation.
Of the eccentric brace structure described in 1.
材と、この外殻鋼材の内側に挿入される降伏点の異なる
鋼材とで構成したことを特徴とする請求項１に記載の偏
心ブレース構造における制振装置。3. The eccentricity according to claim 1, wherein the link portion is composed of an outer shell steel material having a closed cross-section structure and a steel material having a different yield point inserted inside the outer shell steel material. Vibration control device in brace structure.
る形鋼を併設して構成したことを特徴とする請求項１に
記載の偏心ブレース構造における制振装置。4. The vibration damping device in the eccentric brace structure according to claim 1, wherein the link portions are formed by adjoining shaped steels having different yield points.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP31886192A JPH06167138A (en) | 1992-11-27 | 1992-11-27 | Damping device for eccentric brace structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP31886192A JPH06167138A (en) | 1992-11-27 | 1992-11-27 | Damping device for eccentric brace structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH06167138A true JPH06167138A (en) | 1994-06-14 |
Family
ID=18103779
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP31886192A Pending JPH06167138A (en) | 1992-11-27 | 1992-11-27 | Damping device for eccentric brace structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH06167138A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1999039064A1 (en) * | 1998-01-28 | 1999-08-05 | Nippon Steel Corporation | Viscoelastic brace |
| CN100340793C (en) * | 2005-03-11 | 2007-10-03 | 广州大学 | Steel-lead combined energy comsuming device |
-
1992
- 1992-11-27 JP JP31886192A patent/JPH06167138A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1999039064A1 (en) * | 1998-01-28 | 1999-08-05 | Nippon Steel Corporation | Viscoelastic brace |
| CN100340793C (en) * | 2005-03-11 | 2007-10-03 | 广州大学 | Steel-lead combined energy comsuming device |
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