JPH07269165A - Vibration control structure - Google Patents
Vibration control structureInfo
- Publication number
- JPH07269165A JPH07269165A JP6310094A JP6310094A JPH07269165A JP H07269165 A JPH07269165 A JP H07269165A JP 6310094 A JP6310094 A JP 6310094A JP 6310094 A JP6310094 A JP 6310094A JP H07269165 A JPH07269165 A JP H07269165A
- Authority
- JP
- Japan
- Prior art keywords
- building body
- vibration
- damping
- building
- links
- 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】この発明は、強風や地震による揺
れを抑制する制振構造物に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a vibration control structure for suppressing shaking caused by strong winds and earthquakes.
【0002】[0002]
【従来の技術】細長い塔状建物や超高層建物では強風や
地震によって相当大きな揺れが生じ、内部の人に強い不
快感や不安感を与えやすい。このような揺れをできるだ
け小さく抑制するために、例えばアクティブ・マス・ダ
ンパーと呼ばれる各種構造の制振装置が開発され、実際
の建物に適用されつつある。2. Description of the Related Art In a slender tower-like building or a super high-rise building, a strong wind or an earthquake causes a considerable sway, which easily causes a strong discomfort or anxiety to an inside person. In order to suppress such shaking as much as possible, a vibration damping device having various structures called, for example, an active mass damper has been developed and is being applied to an actual building.
【0003】[0003]
【発明が解決しようとする課題】従来の制振装置は主に
地震や風の水平力による建物のせん断変形を対象にした
装置であり、転倒モーメントによる曲げ変形が大きな比
率を占める細長い塔状建物や超高層あるいは超超高層建
物に適用しても効果は期待できない。The conventional vibration damping device is a device mainly intended for shear deformation of a building due to an earthquake or horizontal force of a wind. No effect can be expected when applied to or high-rise or super-high-rise buildings.
【0004】この発明は前述した従来の問題点に鑑みな
されたもので、その目的は、細長い高い建物の曲げ変形
を主体にした揺れを効果的に抑制することができるよう
にした制振構造物を提供することにある。The present invention has been made in view of the above-mentioned conventional problems, and an object thereof is to effectively suppress the sway mainly due to the bending deformation of a long and tall building. To provide.
【0005】[0005]
【課題を解決するための手段】この発明の制振構造物
は、塔状の建物本体またはその周辺に、複数本の制振用
柱を配置し、この制振用柱を局部的に基礎または前記建
物本体に固定するとともに、前記制振用柱と前記建物本
体とを多数のリンクを介してピン結合し、かつ、前記制
振用柱と前記建物本体とを多数のダンパーで結合したも
のである。A vibration control structure of the present invention has a plurality of vibration control columns arranged in or around a tower-shaped building body, and the vibration control columns are locally used as a foundation or While being fixed to the building body, the damping column and the building body are pin-coupled via a number of links, and the damping column and the building body are coupled with a number of dampers. is there.
【0006】[0006]
【作用】この発明による前記の構造物に地震などの大き
な水平力が加わった場合、建物本体には大きな転倒モー
メントが発生して、一側部が伸び、他側部が縮む状態の
大きな曲げ変形が生じる。しかし、前記制振用柱は転倒
モーメントを負担しないので、部材の軸方向変形は起ら
ない。そのため、前記リンクと前記ダンパーで結合され
ている前記制振用柱と前記建物本体の部分部分には大き
な相対変形が発生する。この相対変形に対してその部分
部分に設けられている前記ダンパーが抵抗し、全体とし
て建物本体の曲げ変形を抑制する大きな抵抗力となる。When a large horizontal force such as an earthquake is applied to the above-mentioned structure according to the present invention, a large overturning moment is generated in the main body of the building, which causes one side portion to expand and the other side portion to contract greatly. Occurs. However, since the damping column does not bear the overturning moment, axial deformation of the member does not occur. Therefore, a large relative deformation occurs in the vibration damping column and the part of the building body, which are connected to the link by the damper. The damper provided in that part resists this relative deformation, and becomes a large resistance force that suppresses bending deformation of the building body as a whole.
【0007】[0007]
【実施例】図1にこの発明の一実施例による制振構造物
の概略構成を示している。同図に示すように、この制振
構造の基本は、塔状の建物本体1の周辺に複数本の制振
用柱2を配置し、この制振用柱2の下端を地盤Gに形成
した基礎に固定するとともに、制振用柱2と建物本体1
とを多数のリンク3を介してピン接合し、かつ、制振用
柱2と建物本体1とを多数のダンパー4で結合したもの
である。FIG. 1 shows a schematic structure of a vibration damping structure according to an embodiment of the present invention. As shown in the figure, the basic structure of this damping structure is that a plurality of damping columns 2 are arranged around a tower-shaped building body 1, and the lower ends of the damping columns 2 are formed on the ground G. While being fixed to the foundation, the damping column 2 and the building body 1
Are connected to each other via a number of links 3 and the damping columns 2 and the building body 1 are connected to each other by a number of dampers 4.
【0008】建物本体1と制振用柱2の平面図上の配置
関係の四つの例を図2に示している。図2(A)の例で
は、平断面が正方形の建物本体1の四つの角部外側にそ
れぞれ制振用柱2を立設している。図2(B)の例で
は、平断面が正方形の建物本体1の4面の中央外側にそ
れぞれ制振用柱2を立設している。図2(C)の例で
は、正方形の四隅部分にそれぞれ凹部1aを設けた形状
の建物本体1に対し、その凹部1a内に収まる配置で制
振用柱2を立設している。図2(D)の例では、正方形
の4辺部分の中央にそれぞれ凹部1bを設けた形状の建
物本体1に対し、その凹部1b内に収まる配置で制振用
柱2を立設している。図2(C),(D)のような構成
を採用すれば、制振用柱2が建物本体1と一体となった
通常のビルなどとあまり変わらない外観とすることが可
能である。FIG. 2 shows four examples of the positional relationship between the building body 1 and the damping columns 2 on the plan view. In the example of FIG. 2 (A), damping columns 2 are erected on the outer sides of the four corners of a building body 1 having a square plane cross section. In the example of FIG. 2B, damping columns 2 are erected on the outside of the center of the four surfaces of the building body 1 having a square plane cross section. In the example of FIG. 2 (C), the building main body 1 having the shape in which the recesses 1a are provided at the four corners of the square is provided with the damping columns 2 so as to be placed within the recesses 1a. In the example of FIG. 2 (D), with respect to the building main body 1 in which the recesses 1b are provided at the centers of the four sides of the square, the damping columns 2 are erected so as to fit within the recesses 1b. . By adopting the configuration shown in FIGS. 2C and 2D, it is possible to make the appearance of the building almost the same as that of a normal building in which the damping columns 2 are integrated with the building body 1.
【0009】制振用柱2と建物本体1とをピン接合で連
結するリンク3は、高さ方向に所定の間隔をおいて配設
する。図1の例では、建物本体1の2階分の高さごとに
リンク3を配設しており、10階建ての建物本体1と各
制振用柱2とが5本のリンク3によって連結されてい
る。ここでは各リンク3の間隔部分を基本区画と呼ぶこ
とにする。図1の例では、建物本体1が10階建てなの
で、各制振用柱2について上下方向に配列された5本の
リンク3により5つの基本区画が形成されている。そし
て図1に示すように、5つの基本区画の1つおきにダン
パー4が配設されている。The links 3 connecting the damping columns 2 and the building body 1 with pin joints are arranged at a predetermined interval in the height direction. In the example of FIG. 1, the links 3 are arranged at the heights of two floors of the building body 1, and the building body 1 of 10 floors and each damping column 2 are connected by five links 3. Has been done. Here, the space between the links 3 will be referred to as a basic partition. In the example of FIG. 1, since the building body 1 is a 10-story building, five basic sections are formed by the five links 3 arranged in the vertical direction for each damping column 2. And as shown in FIG. 1, the damper 4 is arrange | positioned every other five basic divisions.
【0010】ダンパー4としては履歴減衰タイプまたは
粘弾性タイプのものを使用し、その両端側は制振用柱2
および建物本体1に強固に固着しておく。ダンパー4
は、その両端の固着点間の変位に対して大きな抵抗力を
発生するものである。As the damper 4, a hysteresis damping type or a viscoelastic type is used, and both ends of the damper 4 are damping columns 2.
And firmly fixed to the building body 1. Damper 4
Generates a large resistance force to the displacement between the fixing points at both ends thereof.
【0011】図1(B)は、同図(A)の制振構造物に
地震などの大きな水平力が加わった場合の曲げ変形の様
子を示している。地震などの水平力を受けて建物本体1
には大きな転倒モーメントが発生して、一側部が伸び、
他側部が縮む状態の大きな曲げ変形が生じる。しかし、
制振用柱2は転倒モーメントを負担しないので、部材の
軸方向変形は起らない。そのため、リンク3とダンパー
4で結合されている制振用柱2と建物本体1の部分部分
(各基本区画)には大きな相対変形が発生する。この相
対変形に対してその部分部分に設けられているダンパー
4が抵抗し、全体として建物本体1の曲げ変形を抑制す
る大きな抵抗力となる。FIG. 1 (B) shows the state of bending deformation when a large horizontal force such as an earthquake is applied to the vibration control structure of FIG. 1 (A). Building body 1 under horizontal force such as earthquake
Causes a large overturning moment and one side extends,
Large bending deformation occurs with the other side shrinking. But,
Since the damping column 2 does not bear the overturning moment, no axial deformation of the member occurs. Therefore, a large relative deformation occurs in the vibration damping column 2 and the partial portion (each basic section) of the building body 1 which are connected by the link 3 and the damper 4. The damper 4 provided in that part resists this relative deformation, and becomes a large resistance force that suppresses the bending deformation of the building body 1 as a whole.
【0012】図3にはこの発明の他の実施例の概略構成
を示している。この例の建物本体1は18階建てであ
り、これの周囲に配設する制振用柱2a〜2cは上下方
向に3本に分割されている。1番下の制振用柱2aは地
盤Gの基礎上に立設され、建物本体1の6階まで達して
おり、その中間の2階天井部位と4階天井部位にそれぞ
れ配設されたリンク3により建物本体1とピン接合され
ている。そして両リンク3の上の基本区画部分にそれぞ
れダンパー4が配設されて制振用柱2aと建物本体1と
が結合されている。FIG. 3 shows a schematic configuration of another embodiment of the present invention. The building body 1 of this example is an 18-story building, and the damping columns 2a to 2c arranged around the building body 1 are vertically divided into three. The lowest damping column 2a is erected on the foundation of the ground G and reaches the 6th floor of the building body 1, and the links are respectively arranged on the 2nd floor ceiling part and the 4th floor ceiling part in between. It is pin-joined to the building body 1 by 3. A damper 4 is arranged in each of the basic sections above the links 3 to connect the damping column 2a and the building body 1 to each other.
【0013】建物本体1の6階天井部位には外側に突出
した突出梁5aが設けられており、2番目の制振用柱2
bの下端はこの突出梁5aに固定されている。また、建
物本体1の8階天井部位と10階天井部位にはそれぞれ
リンク3が配設され、そのリンク3を介して制振用柱2
bと建物本体1がピン接合されている。さらに、両リン
ク3の上の基本区画部分にそれぞれダンパー4が配設さ
れて制振用柱2bと建物本体1とが結合されている。A projecting beam 5a projecting outward is provided on the ceiling portion of the 6th floor of the building body 1, and the second damping column 2 is provided.
The lower end of b is fixed to this protruding beam 5a. Further, links 3 are arranged on the ceiling portion of the 8th floor and the ceiling portion of the 10th floor of the building body 1, and the damping columns 2 are connected through the links 3.
b and the building body 1 are pin-joined. Further, dampers 4 are respectively arranged on the basic partition portions on both links 3 to connect the vibration damping column 2b and the building body 1 to each other.
【0014】同様に、建物本体1の12階天井部位には
外側に突出した突出梁5bが設けられており、3番目の
制振用柱2cの下端はこの突出梁5bに固定されてい
る。また、建物本体1の14階天井部位と16階天井部
位と18階天井部位にはそれぞれリンク3が配設され、
そのリンク3を介して制振用柱2cと建物本体1がピン
接合されている。さらに、下の2つのリンク3の上の基
本区画部分にそれぞれダンパー4が配設されて制振用柱
2cと建物本体1とが結合されている。Similarly, a projecting beam 5b projecting outward is provided at the ceiling portion of the 12th floor of the building body 1, and the lower end of the third damping column 2c is fixed to this projecting beam 5b. Further, the links 3 are respectively arranged on the 14th floor ceiling portion, the 16th floor ceiling portion and the 18th floor ceiling portion of the building body 1,
The vibration damping column 2c and the building body 1 are pin-joined to each other via the link 3. Further, dampers 4 are respectively arranged in the basic partition portions above the two lower links 3 to couple the damping columns 2c and the building body 1.
【0015】図3の実施例における制振のメカニズムは
図1の実施例と同様である。つまり、地震などの水平力
を受けて建物本体1には大きな転倒モーメントが発生す
ると、一側部が伸び、他側部が縮む状態の大きな曲げ変
形が生じる。しかし、制振用柱2a、2b、2cは転倒
モーメントを負担しないので、部材の軸方向変形は起ら
ない。そのため、リンク3とダンパー4で結合されてい
る制振用柱2a、2b、2cと建物本体1の部分部分
(各基本区画)には大きな相対変形が発生する。この相
対変形に対してその部分部分に設けられているダンパー
4が抵抗し、全体として建物本体1の曲げ変形を抑制す
る大きな抵抗力となる。特にこの実施例においては、制
振用柱2a〜2cが上下方向に3分割されているので、
建物本体1の曲げ変形振動の基本振動モードだけでな
く、二次あるいは三次の振動モードに対しても大きな制
振効果を示すことになる。The damping mechanism in the embodiment of FIG. 3 is the same as that of the embodiment of FIG. That is, when a large overturning moment is generated in the building body 1 due to a horizontal force such as an earthquake, a large bending deformation occurs in which one side portion expands and the other side portion contracts. However, since the vibration damping columns 2a, 2b, 2c do not bear the overturning moment, axial deformation of the members does not occur. Therefore, large relative deformation occurs in the vibration damping columns 2a, 2b, 2c connected by the link 3 and the damper 4 and the partial portions (each basic section) of the building body 1. The damper 4 provided in that part resists this relative deformation, and becomes a large resistance force that suppresses the bending deformation of the building body 1 as a whole. Particularly, in this embodiment, since the vibration damping columns 2a to 2c are vertically divided into three parts,
Not only the fundamental vibration mode of the bending deformation vibration of the building body 1 but also the secondary or tertiary vibration mode has a great damping effect.
【0016】尚、上記実施例においては、建物本体1の
周辺に配置した制振用柱を例示して説明したが、このよ
うに別途構築されるものではなく、構造計画に組み込ん
で、建物本体1の一部を構成する柱を制振用柱として機
能させても良い。In the above embodiment, the damping columns arranged around the building body 1 have been described as an example. However, the building columns are not constructed separately as described above, but are incorporated in a structural plan to construct the building body. The column forming a part of 1 may be made to function as a damping column.
【0017】[0017]
【発明の効果】以上詳細に説明したように、この発明の
制振構造物によれば、細長い高い建物の曲げ変形を主体
にした揺れを効果的に抑制することができる。また構成
的には、建物本体の外側部に付設した制振用柱と建物本
体とをリンクを介してピン接合するとともにダンパーで
結合するという非常に簡単なものであるから、各種の塔
状の建物に比較的容易に適用することができ、かつ大き
な制振効果が期待できる。As described in detail above, according to the vibration control structure of the present invention, it is possible to effectively suppress the sway mainly due to the bending deformation of a long and tall building. Also, structurally, it is a very simple thing to connect the damping column attached to the outer side of the building body and the building body with a pin through a link and also with a damper. It can be applied to buildings relatively easily, and a large damping effect can be expected.
【図1】この発明の第1実施例に係る制振構造物の概略
構成図(A)と、曲げ変形を受けた状態の説明図(B)
である。FIG. 1 is a schematic configuration diagram (A) of a vibration damping structure according to a first embodiment of the present invention, and an explanatory diagram (B) of a state in which it is subjected to bending deformation.
Is.
【図2】同上実施例における建物本体と4本の制振用柱
との平面配置関係の四つの例を示す平面図である。FIG. 2 is a plan view showing four examples of a planar arrangement relationship between a building body and four damping columns in the same embodiment.
【図3】この発明の第2実施例に係る制振構造物の概略
構成図である。FIG. 3 is a schematic configuration diagram of a vibration damping structure according to a second embodiment of the present invention.
1 建物本体 2、2a、2b、2c 制振用柱 3 リンク 4 ダンパー 5a、5b 突出梁 1 Building body 2, 2a, 2b, 2c Damping column 3 Link 4 Damper 5a, 5b Projecting beam
Claims (1)
本の制振用柱を配置し、この制振用柱を局部的に基礎ま
たは前記建物本体に固定するとともに、前記制振用柱と
前記建物本体とを多数のリンクを介してピン結合し、か
つ、前記制振用柱と前記建物本体とを多数のダンパーで
結合したことを特徴とする制振構造物。1. A plurality of damping columns are arranged in or around a tower-shaped building body, and the damping columns are locally fixed to the foundation or the building body, and the damping columns are also provided. And the building body are pin-coupled to each other via a number of links, and the damping column and the building body are coupled to each other with a plurality of dampers.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP6310094A JPH07269165A (en) | 1994-03-31 | 1994-03-31 | Vibration control structure |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP6310094A JPH07269165A (en) | 1994-03-31 | 1994-03-31 | Vibration control structure |
Publications (1)
Publication Number | Publication Date |
---|---|
JPH07269165A true JPH07269165A (en) | 1995-10-17 |
Family
ID=13219545
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP6310094A Pending JPH07269165A (en) | 1994-03-31 | 1994-03-31 | Vibration control structure |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPH07269165A (en) |
Cited By (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2001311321A (en) * | 2000-04-28 | 2001-11-09 | Takenaka Komuten Co Ltd | Connection vibration-damping device for separated frames |
JP2008190713A (en) * | 2007-01-11 | 2008-08-21 | Shimizu Corp | Vibration reduction mechanism and specification method thereof |
WO2018010402A1 (en) * | 2016-07-11 | 2018-01-18 | 蒋理中 | Inverted fastening mortise of building structure and technical procedure for resisting earthquake, strong wind, and tsunami |
CN107949678A (en) * | 2015-12-08 | 2018-04-20 | 蒋理中 | Earthquake-proof, the wind that tends to become strong, the building structure of the back-off fourth of the twelve Earthly Branches and technological process for refusing tsunami |
-
1994
- 1994-03-31 JP JP6310094A patent/JPH07269165A/en active Pending
Cited By (6)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2001311321A (en) * | 2000-04-28 | 2001-11-09 | Takenaka Komuten Co Ltd | Connection vibration-damping device for separated frames |
JP4545878B2 (en) * | 2000-04-28 | 2010-09-15 | 株式会社竹中工務店 | Separation frame connection vibration control device |
JP2008190713A (en) * | 2007-01-11 | 2008-08-21 | Shimizu Corp | Vibration reduction mechanism and specification method thereof |
CN107949678A (en) * | 2015-12-08 | 2018-04-20 | 蒋理中 | Earthquake-proof, the wind that tends to become strong, the building structure of the back-off fourth of the twelve Earthly Branches and technological process for refusing tsunami |
JP2019521267A (en) * | 2015-12-08 | 2019-07-25 | 理中 蒋 | Reverse tenon building structure and technology process to withstand earthquakes, strong winds and tsunamis |
WO2018010402A1 (en) * | 2016-07-11 | 2018-01-18 | 蒋理中 | Inverted fastening mortise of building structure and technical procedure for resisting earthquake, strong wind, and tsunami |
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