JP2000204787A - Vibration controlled building - Google Patents
Vibration controlled buildingInfo
- Publication number
- JP2000204787A JP2000204787A JP11004691A JP469199A JP2000204787A JP 2000204787 A JP2000204787 A JP 2000204787A JP 11004691 A JP11004691 A JP 11004691A JP 469199 A JP469199 A JP 469199A JP 2000204787 A JP2000204787 A JP 2000204787A
- Authority
- JP
- Japan
- Prior art keywords
- peripheral frame
- outer peripheral
- earthquake
- damper
- rigidity
- 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]
【発明の属する技術分野】本発明は、特に高層ないし超
高層建物に適用して好適な構造の制振建物に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a damping building having a structure suitable for being applied particularly to a high-rise or super-high-rise building.
【０００２】[0002]
【従来の技術】周知のように、３０階を越えるような高
層ないし超高層建物では地震時における曲げ変形が剪断
変形よりも卓越したものとなるので、曲げ変形を抑制す
るために高剛性化する必要があり、たとえば建物の外周
部の架構の剛性を高めるチューブ構造や、建物の内部に
上下方向に連続する一連の耐震壁すなわち連層耐震壁を
設ける構造が提案されている。2. Description of the Related Art As is well known, in a high-rise or high-rise building exceeding 30 stories, the bending deformation during an earthquake is more excellent than the shearing deformation. For example, a tube structure that increases the rigidity of a frame at an outer peripheral portion of a building, and a structure in which a series of vertically continuous earthquake-resistant walls, that is, a multi-story earthquake-resistant wall are provided inside a building have been proposed.
【０００３】[0003]
【発明が解決しようとする課題】ところで、上記のよう
な連層耐震壁を備えた構造形式の建物では、建物が高層
になればなるほど、地震時には連層耐震壁の脚部に大き
な転倒モーメントが作用するものであり、したがって基
礎部はそのような転倒モーメントによる引抜力に対処し
得るものとしなければならないし、そのため高層化にも
自ずと限界があった。By the way, in a structural type building having a multi-story earthquake-resistant wall as described above, the higher the building becomes, the greater the overturning moment is applied to the legs of the multi-story earthquake-resistant wall during an earthquake. Therefore, the foundation has to be able to cope with the pulling force due to such overturning moment, and therefore, there is a natural limitation in increasing the height.
【０００４】上記事情に鑑み、本発明は建物に作用する
地震力を低減し、連層耐震壁の脚部に作用する転倒モー
メントを低減せしめ、以て基礎部の簡略化と建物の高層
化を実現し得る有効な構造の制振建物を提供することを
目的としている。In view of the above circumstances, the present invention reduces the seismic force acting on a building and reduces the overturning moment acting on the legs of a multi-story shear wall, thereby simplifying the foundation and increasing the height of the building. The purpose is to provide a damping building with an effective structure that can be realized.
【０００５】[0005]
【課題を解決するための手段】請求項１の発明は、外周
部に高剛性の外周部フレームを設けるとともに、頂部に
は該外周部フレームの上端相互間を連結する高剛性の横
架構造体を設け、かつ、内部には上下方向に連続する一
連の連層耐震壁を設けて、該連層耐震壁の上部と前記横
架構造体との間に上下方向ダンパーを介装してなるもの
である。According to a first aspect of the present invention, there is provided a high-rigidity lateral structure having a high-rigidity outer peripheral frame provided on an outer peripheral portion thereof and a top portion connected between upper ends of the outer peripheral frame. And a series of vertically laminated continuous earthquake-resistant walls are provided inside, and a vertical damper is interposed between the upper part of the continuous earthquake-resistant walls and the horizontal structure. It is.
【０００６】請求項２の発明は、請求項１の発明におい
て、前記連層耐震壁の周囲に高剛性の内周部フレームを
設け、該内周部フレームと前記連層耐震壁との間に上下
方向ダンパーを介装してなるものである。According to a second aspect of the present invention, in the first aspect of the present invention, a high-rigidity inner peripheral frame is provided around the multi-story shear wall, and between the inner peripheral frame and the multi-story shear wall. The vertical damper is interposed.
【０００７】[0007]
【発明の実施の形態】図１は本発明の制振建物の第１実
施形態を示すものであり、（ａ）はこの制振建物全体の
立断面図、（ｂ）は基準階の平面図、（ｃ）は頂部の平
面図である。この制振建物は、その外周部に柱と梁から
なる全体としてチューブ状の架構である高剛性の外周部
フレーム１が設けられ、内部の各層にはコア部を形成す
る耐震壁が上下方向に連続する一連の連層耐震壁２とし
て設けられている。また、この建物の頂部つまり最上階
には外周部フレーム１の上端相互間を連結する高剛性の
横架構造体３が設けられ、その横架構造体３と連層耐震
壁２の上部との間には上下方向ダンパー４が介装されて
いる。FIG. 1 shows a first embodiment of a damping building according to the present invention, wherein (a) is a vertical sectional view of the whole damping building, and (b) is a plan view of a reference floor. , (C) is a plan view of the top. This vibration-damping building is provided with a high-rigidity outer frame 1, which is a tube-shaped frame as a whole, composed of columns and beams on the outer periphery, and a seismic wall forming a core is formed in each inner layer in the vertical direction. It is provided as a continuous series of multi-story shear walls 2. At the top of the building, that is, at the top floor, there is provided a high-rigidity horizontal structure 3 that connects the upper ends of the outer frame 1 to each other. A vertical damper 4 is interposed between them.
【０００８】横架構造体３は（ｃ）に示すように連層耐
震壁２の上部に連なるように井桁状に設けられてそれら
の両端部がそれぞれ外周フレーム１の上端に対して剛接
合されており、これにより本建物は外周部フレーム１と
横架構造体３からなる高剛性の架構の内側に地震時に曲
げ変形の卓越する連層耐震壁２が設けられた構造となっ
ており、したがって地震時にはそれらが異なる変形挙動
を呈して相対変位を生じるようになっている。As shown in FIG. 1C, the horizontal structure 3 is provided in the form of a girder so as to be continuous with the upper part of the multi-story earthquake-resistant wall 2, and both ends thereof are rigidly connected to the upper end of the outer peripheral frame 1. As a result, the building has a structure in which a multi-story shear wall 2 that is excellent in bending deformation during an earthquake is provided inside a highly rigid frame including an outer peripheral frame 1 and a horizontal structure 3. During an earthquake, they exhibit different deformation behavior and generate relative displacement.
【０００９】なお、本例における横架構造体３としては
鉄筋コンクリート造の壁体を採用しているが、それに代
えて大梁成かつ高剛性のトラス構造体（いわゆるハット
トラス）も採用可能である。Although the reinforced concrete wall is used as the horizontal structure 3 in this embodiment, a truss structure having a large beam and high rigidity (a so-called hat truss) may be used instead.
【００１０】また、上記の上下方向ダンパー４は、連層
耐震壁２と横架構造体３との間で上下方向の相対変位が
生じた際にその変位を拘束するように作動して振動減衰
効果を得るもので、具体的にはオイルダンパー、粘弾性
体ダンパー、鋼材ダンパー、摩擦ダンパー、アンボンド
ブレースダンパー等、適宜の構成のものが採用可能であ
る。The vertical damper 4 operates to restrain the vertical relative displacement between the multi-story shear wall 2 and the horizontal structure 3 when the relative displacement is generated, thereby damping the vibration. Specifically, an oil damper, a viscoelastic damper, a steel damper, a friction damper, an unbonded brace damper, or any other suitable structure can be adopted.
【００１１】図２に上下方向ダンパー４の具体的な設置
例を示す。これは、連層耐震壁２の上部を一部切り欠
き、そこにアンボンドブレースダンパーを設置したもの
である。本例のアンボンドブレースダンパーは鋼材６の
周囲にコンクリートからなる高強度の被覆体７を非付着
状態で取り付けてなるもので、鋼材６の両端をそれぞれ
ガセットプレート８およびアンカー筋９により横架構造
体３および連層耐震壁２に対して強固に定着すること
で、地震時に横架構造体３と連層耐震壁２とが上下方向
に相対変位した際には被覆体７により鋼材６の座屈を防
止しつつ塑性変形を許容し、もって鋼材６により振動エ
ネルギーを吸収して振動減衰効果を得る構成のものであ
る。FIG. 2 shows a specific example of the installation of the vertical damper 4. In this example, the upper part of the multi-story earthquake-resistant wall 2 is partially cut out, and an unbonded brace damper is installed there. The unbonded brace damper of the present embodiment has a structure in which a high-strength covering 7 made of concrete is attached to a periphery of a steel material 6 in a non-adhered state. When the horizontal structure 3 and the multi-story shear wall 2 are relatively displaced in the vertical direction during an earthquake, the steel members 6 buckle due to the firm fixation of the steel member 6 to the multi-story shear wall 2. In this configuration, plastic deformation is allowed while preventing vibration, and vibration energy is absorbed by the steel material 6 to obtain a vibration damping effect.
【００１２】上記構造の制振建物は、既に述べたように
地震時には外周部フレーム１と連層耐震壁２とが異なる
変形挙動を呈するので、図１（ｄ）に示すように連層耐
震壁２の頂部と横架構造体３との間で上下方向の相対変
位が生じるが、その際には上下方向ダンパー４が作動し
て振動を抑制し速やかに減衰せしめる。その結果、建物
全体の変形が抑制され、連層耐震壁２の脚部すなわち基
礎部に作用する転倒モーメントも低減し、そのため基礎
部の簡略化を図ることができ、この種の建物の一層の高
層化を実現することができる。In the vibration-damping building having the above structure, as described above, the outer peripheral frame 1 and the multi-story shear wall 2 exhibit different deformation behavior during an earthquake, and therefore, as shown in FIG. In this case, the vertical damper 4 is actuated to suppress the vibration and attenuate the vibration quickly. As a result, the deformation of the whole building is suppressed, the overturning moment acting on the legs, ie, the foundation, of the multi-story shear wall 2 is also reduced, so that the foundation can be simplified, and further improvement of this type of building can be achieved. Higher layers can be realized.
【００１３】図３は本発明の第２実施形態を示す。本第
２実施形態の制振建物は、第１実施形態の構成に加え
て、連層耐震壁２の周囲にも柱と梁よりなる高剛性の内
周部フレーム１１を設け、その内周部フレーム１１と連
層耐震壁２との間の各層にも上下方向ダンパー１２を介
装してなるもので、それら上下方向ダンパー１２により
第１実施形態のものよりも優れた振動減衰効果が得られ
る。なお、内周部フレーム１１と連層耐震壁２との間に
上記の上下方向ダンパー１２に加えて水平方向ダンパー
を設置して層間剪断変形に対処するようにしても良い。FIG. 3 shows a second embodiment of the present invention. In the vibration damping building of the second embodiment, in addition to the configuration of the first embodiment, a highly rigid inner peripheral frame 11 composed of columns and beams is also provided around the multi-story earthquake-resistant wall 2, and the inner peripheral portion thereof is provided. The vertical dampers 12 are also interposed in the respective layers between the frame 11 and the multi-story earthquake-resistant wall 2, and the vertical dampers 12 provide a vibration damping effect superior to that of the first embodiment. . A horizontal damper may be provided between the inner peripheral frame 11 and the multi-story earthquake-resistant wall 2 in addition to the above-described vertical damper 12 to cope with interlayer shear deformation.
【００１４】[0014]
【発明の効果】請求項１の発明は、外周部に高剛性の外
周部フレームを設けるとともに頂部に外周部フレームの
上端相互間を連結する高剛性の横架構造体を設け、内部
には上下方向に連続する一連の連層耐震壁を設けてその
連層耐震壁の上部と横架構造体との間に上下方向ダンパ
ーを介装した構造であるので、地震時に外周部フレーム
と連層耐震壁とが変形した際に連層耐震壁の頂部と横架
構造体との間で上下方向の相対変位が生じ、その際には
上下方向ダンパーが作動して振動を抑制し速やかに減衰
せしめ、その結果、建物全体の変形が抑制され、連層耐
震壁の脚部すなわち基礎部に作用する転倒モーメントが
低減し、そのため基礎部の簡略化を図ることができ、こ
の種の建物の一層の高層化を実現することができる。According to the first aspect of the present invention, a high-rigidity outer frame is provided on the outer peripheral portion, and a high-rigidity horizontal structure for connecting the upper ends of the outer peripheral frame to each other is provided on the top portion. A series of multi-story shear walls that are continuous in the direction are provided, and a vertical damper is interposed between the upper part of the multi-story shear wall and the horizontal structure. When the wall is deformed, a relative displacement in the vertical direction occurs between the top of the multi-story earthquake-resistant wall and the horizontal structure, in which case the vertical damper operates to suppress vibration and attenuate quickly, As a result, the deformation of the whole building is suppressed, the overturning moment acting on the legs of the multistory shear wall, that is, the foundation, is reduced, so that the foundation can be simplified, and a higher-rise building of this type of building can be obtained. Can be realized.
【００１５】請求項２の発明は、連層耐震壁の周囲に高
剛性の内周部フレームを設けて、その内周部フレームと
連層耐震壁との間にも上下方向ダンパーを介装した構造
であるので、より優れた振動減衰効果が得られる。According to the second aspect of the present invention, a highly rigid inner peripheral frame is provided around the multi-story shear wall, and a vertical damper is interposed between the inner peripheral frame and the multi-story earthquake resistant wall. Due to the structure, a more excellent vibration damping effect can be obtained.
【図１】 本発明の第１実施形態である制振建物の概略
構成図である。FIG. 1 is a schematic configuration diagram of a damping building according to a first embodiment of the present invention.
【図２】 同、要部拡大図である。FIG. 2 is an enlarged view of a main part of the same.
【図３】 本発明の第２実施形態である制振建物の概略
構成図である。FIG. 3 is a schematic configuration diagram of a damping building according to a second embodiment of the present invention.
１ 外周部フレーム ２ 連層耐震壁 ３ 横架構造体 ４ 上下方向ダンパー １１ 内周部フレーム １２ 上下方向ダンパー REFERENCE SIGNS LIST 1 outer peripheral frame 2 multi-story earthquake-resistant wall 3 horizontal structure 4 vertical damper 11 inner peripheral frame 12 vertical damper
Claims (2)
るとともに、頂部には該外周部フレームの上端相互間を
連結する高剛性の横架構造体を設け、かつ、内部には上
下方向に連続する一連の連層耐震壁を設けて、該連層耐
震壁の上部と前記横架構造体との間に上下方向ダンパー
を介装してなることを特徴とする制振建物。1. A high-rigid outer peripheral frame is provided on an outer peripheral portion, and a high-rigidity horizontal structure for connecting upper ends of the outer peripheral frame to each other is provided on a top portion, and a vertical structure is provided inside the upper frame. A vibration-damping building comprising a series of continuous earthquake-resisting walls, and a vertical damper interposed between an upper portion of the earthquake-resisting walls and the horizontal structure.
フレームを設け、該内周部フレームと前記連層耐震壁と
の間に上下方向ダンパーを介装してなることを特徴とす
る請求項１記載の制振建物。2. A high-rigidity inner peripheral frame is provided around the multi-story earthquake-resistant wall, and a vertical damper is interposed between the inner peripheral frame and the multi-story earthquake-resistant wall. The damping building according to claim 1, wherein
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11004691A JP2000204787A (en) | 1999-01-11 | 1999-01-11 | Vibration controlled building |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11004691A JP2000204787A (en) | 1999-01-11 | 1999-01-11 | Vibration controlled building |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2000204787A true JP2000204787A (en) | 2000-07-25 |
Family
ID=11590926
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP11004691A Pending JP2000204787A (en) | 1999-01-11 | 1999-01-11 | Vibration controlled building |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2000204787A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009249973A (en) * | 2008-04-09 | 2009-10-29 | Ohbayashi Corp | Vibration control structure |
| JP2013506066A (en) * | 2009-09-25 | 2013-02-21 | ファウ・エス・エル・インターナツイオナール・アクチエンゲゼルシヤフト | Method and structure for dampening motion in a building |
| CN103758243A (en) * | 2014-01-03 | 2014-04-30 | 清华大学 | All-steel buckling restrained brace provided with inner cavity |
| JP7492431B2 (en) | 2020-10-12 | 2024-05-29 | 株式会社フジタ | Base structure of unbonded precast prestressed concrete columns |
-
1999
- 1999-01-11 JP JP11004691A patent/JP2000204787A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009249973A (en) * | 2008-04-09 | 2009-10-29 | Ohbayashi Corp | Vibration control structure |
| JP2013506066A (en) * | 2009-09-25 | 2013-02-21 | ファウ・エス・エル・インターナツイオナール・アクチエンゲゼルシヤフト | Method and structure for dampening motion in a building |
| CN103758243A (en) * | 2014-01-03 | 2014-04-30 | 清华大学 | All-steel buckling restrained brace provided with inner cavity |
| CN103758243B (en) * | 2014-01-03 | 2016-02-10 | 清华大学 | A kind of anti-buckling support of all steel with internal cavity |
| JP7492431B2 (en) | 2020-10-12 | 2024-05-29 | 株式会社フジタ | Base structure of unbonded precast prestressed concrete columns |
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