JP2001200654A - Vibration control building - Google Patents

Vibration control building

Info

Publication number
JP2001200654A
JP2001200654A JP2000010731A JP2000010731A JP2001200654A JP 2001200654 A JP2001200654 A JP 2001200654A JP 2000010731 A JP2000010731 A JP 2000010731A JP 2000010731 A JP2000010731 A JP 2000010731A JP 2001200654 A JP2001200654 A JP 2001200654A
Authority
JP
Japan
Prior art keywords
building
central frame
damping
damper
frame
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
Application number
JP2000010731A
Other languages
Japanese (ja)
Other versions
JP4259710B2 (en
Inventor
Mutsuo Sahashi
睦雄 佐橋
Yutaka Soga
裕 曽我
Mitsuo Asano
三男 浅野
Toru Furukawa
徹 古川
Haruo Kitahara
晴男 北原
Kazuyuki Miyata
和幸 宮田
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Takenaka Komuten Co Ltd
Original Assignee
Takenaka Komuten Co Ltd
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 Takenaka Komuten Co Ltd filed Critical Takenaka Komuten Co Ltd
Priority to JP2000010731A priority Critical patent/JP4259710B2/en
Publication of JP2001200654A publication Critical patent/JP2001200654A/en
Application granted granted Critical
Publication of JP4259710B2 publication Critical patent/JP4259710B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

Links

Abstract

PROBLEM TO BE SOLVED: To reduce rolling of a whole building while obtaining a large displacement force to a vibration control damper so as to obtain higher vibration control effect. SOLUTION: In a vibration control building in which a central frame part 1 provided with a plurality of story layers is provided, an outer peripheral frame part 2 is provided at outer periphery of the central frame part 1, and a vibration control damper 4 is provided over the central frame part 1 and the outer peripheral frame part 2, an increase means P for increasing an input into the vibration control damper 4 in accordance with the action of an external force is provided.

Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION

【0001】[0001]

【発明の属する技術分野】本発明は、複数階層を備えた
中央架構部を設け、前記中央架構部の外周に、外周架構
部を設け、前記中央架構部と外周架構部とにわたって制
振ダンパーを設けてある制振建物に関する。
BACKGROUND OF THE INVENTION The present invention relates to a center frame having a plurality of layers, an outer frame provided around the center frame, and a vibration damper provided between the center frame and the outer frame. About damping building which we established.

【0002】[0002]

【従来の技術】縦に細長い建物の場合、地震や風などに
よって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、建物の一側部が伸び、建
物の他側部が縮む状態の大きな曲げ変形が生じる。この
ような建物に対しては、上下階相互の相対水平変形によ
るせん断エネルギーを吸収できるように構成しても、実
質上の制振効果は少なくなる。従来、この種の制振建物
としては、例えば、図11に示すように、上述のような
曲げ変形を主体とした揺れを効果的に抑制するために、
中央架構部1と外周架構部2とにわたって、相互の対向
側面1a・2aどうしの相対上下移動に対してダンパー
効果を発揮自在な状態に制振ダンパー4を設けてあるも
のがあった(特開平7−269165号公報参照)。
2. Description of the Related Art In the case of a vertically elongated building, when a large horizontal force is applied due to an earthquake, wind, or the like, a large overturning moment is generated in the building body, and one side of the building is extended, and the other side of the building is expanded. A large bending deformation occurs in a state in which the body contracts. Even if such a building is configured to be able to absorb the shear energy due to the relative horizontal deformation between the upper and lower floors, the substantial vibration damping effect is reduced. Conventionally, as a damping building of this type, for example, as shown in FIG. 11, in order to effectively suppress the shaking mainly due to the bending deformation as described above,
In some cases, a vibration damper 4 is provided over the central frame portion 1 and the outer frame portion 2 so that a damper effect can be freely exerted on the relative vertical movement of the opposing side surfaces 1a and 2a (Japanese Patent Application Laid-Open No. HEI 9-208572). 7-269165).

【0003】[0003]

【発明が解決しようとする課題】前記制振ダンパーによ
る制振効果は、制振ダンパーへの初期の変位力が大きく
作用(但し、設計範囲内)するほど、エネルギー吸収も
大きくなり、応答を低減させて高い効果が得られる。従
来の制振建物によれば、制振ダンパーへの変位力が大き
くなるようにするには、中央架構部と外周架構部との対
向側面どうしが大きく上下に相対移動することが必要と
なるが、そのためには、中央架構部と外周架構部とが共
に大きく曲げ変形するように建物を構成しなければなら
ず、建物全体とした初期の横揺れが大きくなり、その点
において、更なる改善が必要とされていた。
The vibration damping effect of the vibration damper is such that the larger the initial displacement force applied to the vibration damper (but within the design range), the greater the energy absorption and the lower the response. High effect can be obtained. According to the conventional vibration-damping building, it is necessary to relatively move up and down between the opposing side surfaces of the central frame portion and the outer frame portion in order to increase the displacement force to the vibration damper. For this purpose, the building must be constructed so that both the central frame and the outer frame are greatly bent and deformed, and the initial rolling of the entire building becomes large, and in that respect, further improvement is required. Was needed.

【0004】従って、本発明の目的は、制振ダンパーへ
の変位力を大きくできながら、建物全体とした横揺れは
少なくでき、より高い制振効果を得ることが可能な制振
建物を提供するところにある。
Accordingly, an object of the present invention is to provide a vibration damping building capable of increasing the displacement force applied to the vibration damper, reducing the roll of the entire building, and obtaining a higher vibration damping effect. There.

【0005】[0005]

【課題を解決するための手段】請求項1の発明の特徴構
成は、図1・6〜9に例示するごとく、複数階層を備え
た中央架構部1を設け、前記中央架構部1の外周に、外
周架構部2を設け、前記中央架構部1と外周架構部2と
にわたって制振ダンパー4を設けてある制振建物におい
て、外力の作用に伴う前記制振ダンパー4への入力を増
加させる増加手段Pを設けてあるところにある。
The present invention is characterized in that a central frame 1 having a plurality of layers is provided on the outer periphery of the central frame 1 as exemplified in FIGS. In a damping building provided with an outer frame 2 and a damper 4 provided between the central frame 1 and the outer frame 2, an increase in the input to the damper 4 due to the action of an external force is provided. The means P is provided.

【0006】請求項1の発明の特徴構成によれば、建物
全体とした横揺れを抑制できる構成をとりながらも、前
記増加手段によって、前記制振ダンパーへの入力を増加
することが可能となるから、それに伴うエネルギー吸収
を期待することができ、より制振効果を向上させること
が可能となる。従って、中央架構部・外周架構部共に、
前記制振ダンパーの効果をフルに発揮して、横揺れが少
なく、制振性能の高い建物に構成することが可能とな
る。
According to the characteristic configuration of the first aspect of the present invention, it is possible to increase the input to the vibration damper by the increasing means, while adopting a configuration capable of suppressing the roll of the entire building. Therefore, it is possible to expect the accompanying energy absorption, and it is possible to further improve the vibration damping effect. Therefore, for both the central frame and the outer frame,
By making full use of the effect of the damping damper, it is possible to configure a building with less lateral sway and high damping performance.

【0007】請求項2の発明の特徴構成は、図1・6〜
9に例示するごとく、前記制振ダンパー4は、前記中央
架構部1と前記外周架構部2との相対上下移動に対して
ダンパー効果を発揮自在に形成してあり、前記増加手段
Pは、前記外周架構部2から延びた梁部9Aに、前記中
央架構部1の構造第一柱部5Bを支持させて、外力作用
時の前記梁部9Aの撓み量の増加によって、前記中央架
構部1と外周架構部2との相対上下移動量の増加を図
り、前記制振ダンパー4への入力を増加させるものであ
るところにある。
[0007] The characteristic structure of the invention of claim 2 is shown in Figs.
As exemplified in FIG. 9, the vibration damper 4 is formed so as to freely exert a damper effect with respect to the relative vertical movement between the central frame 1 and the outer frame 2, and the increasing means P The beam 9A extending from the outer frame 2 supports the first columnar portion 5B of the central frame 1 to increase the amount of bending of the beam 9A when an external force is applied. The purpose is to increase the amount of vertical movement relative to the outer frame 2 and increase the input to the vibration damper 4.

【0008】請求項2の発明の特徴構成によれば、請求
項1の発明による作用効果を叶えることができるのに加
えて、地震や風などによって大きな水平力が建物に加わ
った場合、中央架構部・外周架構部共に曲げ変形するわ
けであるが、前記中央架構部については、構造第一柱部
が、外周架構部から延びた梁部に支持されていることに
よって、梁部そのものの撓み変形をも中央架構部の曲げ
変形に加味することができ、前記中央架構部と外周架構
部との相対上下移動量を増加させることが可能となる。
その結果、前記制振ダンパーへの入力値を大きくするこ
とができ、制振効果を、より強力に発揮することがで
き、建物全体とした横揺れを減少させることが可能とな
る。
According to the characteristic structure of the second aspect of the present invention, in addition to the effect of the first aspect of the present invention, when a large horizontal force is applied to the building due to an earthquake, wind, or the like, the central frame is provided. Both the outer frame and the outer frame are bent and deformed. However, as for the central frame, the first column of the structure is supported by the beam extending from the outer frame, so that the beam itself deforms flexibly. Can be added to the bending deformation of the central frame part, and the relative vertical movement amount between the central frame part and the outer peripheral frame part can be increased.
As a result, the input value to the vibration damper can be increased, the vibration damping effect can be exerted more strongly, and the roll of the entire building can be reduced.

【0009】請求項3の発明の特徴構成は、図1・9に
例示するごとく、前記梁部9Aは、その複数を上下に間
隔をあけて設けてあり、それら各梁部9Aに対して、複
数の前記中央架構部1を各別に支持させてあるところに
ある。請求項3の発明の特徴構成によれば、請求項2の
発明による作用効果を叶えることができるのに加えて、
各梁部に各別に各中央架構部を支持させてあるから、例
えば、一つの梁部ですべての中央架構部を支持するのに
比べて、各梁部に作用する中央架構部の重量を低減する
ことができる。そして、各中央架構部毎のブロックとし
て扱うことができるようになり、各ブロック夫々に、制
振性能を個別に設定して、各ブロックの使用目的に応じ
た肌理の細かな制振対策を講じると言ったことや、各ブ
ロック夫々に、同様の制振性能が得られるように設計し
て、制振上の偏りのない建物に構成すると言ったことを
自由に建物に盛り込むことが可能となり、設計の自由性
を向上させることが可能となる。更には、各ブロック毎
の各部材(梁部や柱部)は、そのブロックにおける荷重
状態を前提に設計することが可能となるから、複数のブ
ロックを上下に積み重ねた建物であっても、前記各部材
は、最低限の設計を採用することが可能となって、建物
全体としたコストダウンを図ることも可能となる。
As shown in FIGS. 1 and 9, a plurality of the beam portions 9A are provided at an interval above and below the beam portion 9A. The plurality of central frame portions 1 are separately supported. According to the characteristic configuration of the third aspect of the invention, in addition to the effect of the second aspect of the invention,
Because each beam supports each central frame, the weight of the central frame acting on each beam is reduced compared to, for example, supporting all central frames with one beam. can do. Then, it can be handled as a block for each central frame part, and the damping performance is set individually for each block, and fine-grained damping measures are taken according to the purpose of use of each block It is possible to freely incorporate in the building what was said and that each block was designed to obtain the same vibration damping performance and that it was constructed in a building with no vibration control bias, It is possible to improve design freedom. Furthermore, since each member (beam or column) of each block can be designed on the premise of the load state of the block, even in a building in which a plurality of blocks are stacked up and down, Each member can adopt a minimum design, so that the cost of the entire building can be reduced.

【0010】請求項4の発明の特徴構成は、図9に例示
するごとく、上下に隣接する他の中央架構部1どうしを
連結する構造第二柱部5Cを、前記構造第一柱部5Bの
平面位置を外した位置に設けてあるところにある。
A feature of the invention according to claim 4 is that, as exemplified in FIG. 9, a second structural column 5C for connecting other vertically adjacent central frame parts 1 to each other is provided with a first structural member 5B of the first structural member 5B. It is located at a position outside the plane position.

【0011】請求項4の発明の特徴構成によれば、請求
項3の発明による作用効果を叶えることができるのに加
えて、中央架構部の荷重を、前記梁部による支持に加え
て、前記構造第二柱部によっても支持することが可能と
なり、梁部断面の縮小化を図ることが可能となる。従っ
て、梁部断面の縮小化によって生まれたスペースを有効
に利用できるようになったり、逆に、前記縮小化によっ
て梁成が低くなった分、階高を小さくして建物コストを
低減したりと言ったことが可能となる。また、構造第二
柱部を設けてあるものの、中央架構部そのものの構成部
材である構造第一柱部の取り付け位置を外してあること
によって、中央架構部の曲げ変形の際に前記構造第一柱
部が支持されている梁部の撓みを阻害し難くすることが
できる。従って、前述の通り、地震や風などによって大
きな水平力が建物に加わった場合に、梁部そのものの撓
み変形をも中央架構部の曲げ変形に加味することがで
き、前記中央架構部と外周架構部との相対上下移動量を
増加させ、前記制振ダンパーへの入力値を大きくするこ
とができ、制振効果を、より強力に発揮することがで
き、建物全体とした横揺れを減少させることが可能とな
る。
According to the characteristic configuration of the invention of claim 4, in addition to the effect of the invention of claim 3 being achieved, the load of the central frame is added to the support by the beam, The structure can be supported by the second pillar portion, and the cross section of the beam portion can be reduced. Therefore, the space created by the reduction of the beam section can be effectively used, and conversely, the building height can be reduced by reducing the floor height by the lower beam structure due to the reduction. You can do what you said. In addition, although the structural second column portion is provided, the mounting position of the structural first column portion, which is a component of the central frame portion itself, is removed, so that the structural first column portion is bent when the central frame portion is bent and deformed. It is possible to make it difficult to inhibit the bending of the beam portion on which the column portion is supported. Therefore, as described above, when a large horizontal force is applied to the building due to an earthquake, wind, or the like, the bending deformation of the beam itself can be added to the bending deformation of the central frame, and the central frame and the outer frame can be considered. The amount of vertical movement relative to the part can be increased, the input value to the vibration damper can be increased, the vibration damping effect can be exerted more strongly, and the rolling of the entire building can be reduced. Becomes possible.

【0012】請求項5の発明の特徴構成は、図9に例示
するごとく、前記構造第二柱部5Cは、前記梁部9Aの
中央位置、又は、ほぼ中央位置に設けてあるところにあ
る。
A characteristic feature of the invention according to claim 5 is that, as illustrated in FIG. 9, the structural second column portion 5C is provided at the center position or substantially at the center position of the beam portion 9A.

【0013】請求項5の発明の特徴構成によれば、請求
項4の発明による作用効果を叶えることができるのに加
えて、地震や風などによって大きな水平力が建物に加わ
った場合の前記梁部の撓み変形(正と負とがある)の絶
対量を、構造第二柱部の取り付いた梁部の中央位置(又
は、ほぼ中央位置)の両端側でほぼ同様にすることが可
能となり、バランスのよい制振建物とすることが可能と
なる。
According to the characteristic configuration of the fifth aspect of the present invention, in addition to the effect of the fourth aspect of the present invention, the beam can be provided when a large horizontal force is applied to the building due to an earthquake, wind, or the like. It is possible to make the absolute amount of the bending deformation (there are positive and negative) of the portion substantially the same at both ends of the center position (or almost the center position) of the beam portion to which the structural second column portion is attached, It becomes possible to make a well-balanced damping building.

【0014】尚、上述のように、図面との対照を便利に
するために符号を記したが、該記入により本発明は添付
図面の構成に限定されるものではない。
As described above, the reference numerals are used for convenience of comparison with the drawings, but the present invention is not limited to the configuration shown in the accompanying drawings.

【0015】[0015]

【発明の実施の形態】以下に本発明の実施の形態を図面
に基づいて説明する。尚、図面において従来例と同一の
符号で表示した部分は、同一又は相当の部分を示してい
る。
Embodiments of the present invention will be described below with reference to the drawings. In the drawings, portions denoted by the same reference numerals as those of the conventional example indicate the same or corresponding portions.

【0016】図1・2は、本発明の制振建物に係わる建
物Bの一実施形態を示す軸組図・伏図である。
FIGS. 1 and 2 are a frame diagram and a plan view showing an embodiment of a building B relating to the damping building of the present invention.

【0017】前記建物Bは、複数階層からなる鉄骨造高
層ビルであり、平面的には、中央部に形成されたコア部
(中央架構部に相当)1と、その外周側を取り囲む状態
に形成された外周部(外周架構部に相当)2と、前記コ
ア部1と外周部2との間に形成された廊下部3とを備え
て構成された、所謂、インナーコア型の建物である。そ
して、前記廊下部3には、床板の下方に、前記コア部1
と外周部2とにわたる状態に制振ダンパー4を設けてあ
る。
The building B is a steel frame high-rise building having a plurality of stories, and is formed in a plan view so as to surround a core portion (corresponding to a central frame portion) 1 formed in a central portion and an outer peripheral side thereof. This is a so-called inner core type building that includes an outer peripheral portion (corresponding to an outer peripheral frame portion) 2 and a corridor lower portion 3 formed between the core portion 1 and the outer peripheral portion 2. In the corridor lower part 3, the core part 1 is provided below the floorboard.
A vibration damper 4 is provided in a state extending between the vibration damper 4 and the outer peripheral portion 2.

【0018】前記コア部1は、エレベータや階段や設備
スペース等の共用施設が配置されており、図1・2に示
すように、複数の柱5・梁6・床板7等を備えて構成し
てある。前記柱5は、コア部1の四隅に各別に配置した
隅柱5Aと、四辺の中央部に各別に配置した中間柱(構
造第一柱部に相当)5Bとで構成してある。そして、複
数の柱5の内、前記中間柱5Bに関しては、複数階ピッ
チで抜いてあり、最上階から最下階の間で、中間柱5B
を抜いた階で不連続となる状態に形成してある。具体的
には、本実施形態においては、一階、十一階、二十一
階、三十一階、四十一階、四十七階において前記中間柱
5Bが抜いてある(以後、単に「柱抜き階」という)。
従って、前記柱抜き階とその直上階との間に位置する梁
(以後、単に支持梁という)6Aは、該当柱抜き階から
上の、次の柱抜き階までの間に位置するコア部1の重量
を支持することになる。このような関係上、前記支持梁
6Aは、他の階の梁6Bより大断面に形成してあり、上
方からの荷重を支持できるように構成されている。
The core unit 1 is provided with common facilities such as elevators, stairs, and equipment spaces, and is provided with a plurality of columns 5, beams 6, floor plates 7, and the like as shown in FIGS. It is. The pillars 5 are composed of corner pillars 5A separately arranged at the four corners of the core portion 1 and intermediate pillars (corresponding to the first pillar portion of the structure) 5B separately arranged at the center of the four sides. Of the plurality of pillars 5, the middle pillar 5B is cut out at a plurality of floor pitches, and the middle pillar 5B is provided between the top floor and the bottom floor.
It is formed in a state where it is discontinuous on the floor where it is omitted. Specifically, in the present embodiment, the intermediate pillar 5B is pulled out on the first floor, the eleventh floor, the twenty-first floor, the thirty-first floor, the forty-first floor, and the forty-seventh floor (hereinafter, simply referred to as “the first floor”). "Pillar floor").
Therefore, the beam (hereinafter, simply referred to as a support beam) 6A located between the pillar-less floor and the floor directly above the pillar-less floor is the core portion 1 located between the pillar-less floor and the next pillar-less floor. Will support the weight of Due to such a relationship, the support beam 6A is formed to have a larger cross section than the beam 6B on the other floor, and is configured to support a load from above.

【0019】一方、前記外周部2は、本実施形態におい
ては、事務所や店舗等の部屋施設が配置されており、図
1・3に示すように、複数の柱8・梁9・床板10等を
備えて構成してある。前記柱8は、前記コア部1とは異
なり、各柱とも最上階から最下階まで同一軸芯上に連続
する状態に配置してある。従って、外周部2そのもの
は、前記梁9・床板10からの荷重を、各階それぞれ柱
8によって支持するように構成されている。また、梁9
の内、前記柱抜き階とその直上階との間の梁位置に設け
られている梁(外周部2から延びた梁部に相当)9A
は、前記コア部1中を貫通する状態に形成してあり、そ
の一部が、前記支持梁6Aとなるように構成してある。
On the other hand, in the present embodiment, the outer peripheral portion 2 is provided with room facilities such as offices and stores, and as shown in FIGS. 1 and 3, a plurality of columns 8, beams 9, and floor plates 10 are provided. And so on. The pillars 8 are different from the core section 1 and are arranged so that each pillar is continuous on the same axis from the top floor to the bottom floor. Accordingly, the outer peripheral portion 2 itself is configured to support the load from the beam 9 and the floor plate 10 by the columns 8 on each floor. In addition, beam 9
9A, a beam (corresponding to a beam portion extending from the outer peripheral portion 2) provided at a beam position between the pillar-free floor and the floor immediately above it 9A
Is formed so as to penetrate through the core portion 1, and a part thereof is configured to be the support beam 6A.

【0020】また、前記廊下部3は、図2・3に示すよ
うに、一端部を前記外周部2に固着され、他端部を前記
コア部1にピン接合された床受け梁3aと、その床受け
梁3a上に配置された床板3bとで構成してある。前記
床受け梁3aは、上述のように一端部は、前記外周部2
の梁9端部に固着してあり、他端部は、前記コア部1の
梁6端部に、ピン連結部11を介して上下に揺動自在に
取り付けてある。従って、コア部1と外周部2との相対
移動があったとしても、ある程度の範囲においては、前
記ピン連結部11での床受け梁3aの揺動によって、前
記相対移動に追従することが可能となる。前記床板3b
は、前記床受け梁3a上に設置された状態で、前記コア
部1の床板7、前記外周部2の床板10と、夫々上面が
面一となるように寸法設定してある。更には、前記床板
3bの両端縁部は、前記両床板7・10に突き合わせた
状態で、対向端面間に隙間Sができるように形成してあ
り、前記コア部1と外周部2との相対移動があったとし
ても、前記隙間S寸法内に納まるものに関しては、隣接
する床板どうしが押し当たって欠けたり割れたりするの
を防止できるように構成してある。
As shown in FIGS. 2 and 3, the corridor lower part 3 has a floor receiving beam 3 a having one end fixed to the outer peripheral part 2 and the other end pinned to the core 1. And a floor plate 3b arranged on the floor receiving beam 3a. One end of the floor receiving beam 3a is connected to the outer peripheral portion 2 as described above.
The other end is attached to the end of the beam 6 of the core 1 via a pin connecting portion 11 so as to be swingable up and down. Therefore, even if there is a relative movement between the core portion 1 and the outer peripheral portion 2, it is possible to follow the relative movement by swinging of the floor receiving beam 3 a at the pin connecting portion 11 within a certain range. Becomes The floorboard 3b
Are set so that the upper surface thereof is flush with the floor plate 7 of the core portion 1 and the floor plate 10 of the outer peripheral portion 2 in a state of being installed on the floor receiving beam 3a. Further, both end edges of the floor plate 3b are formed so as to form a gap S between opposed end surfaces in a state where the both ends are abutted against the both floor plates 7 and 10. Even if there is a movement, it is configured so as to prevent the adjacent floorboards from being chipped or cracked against each other when they fall within the gap S.

【0021】前記制振ダンパー4は、例えば、極低降伏
点鋼せん断パネル、又は、粘弾性ダンパー(図4参照)
等から構成することができ、前記コア部1と前記外周部
2との相対上下移動に対してダンパー効果を発揮自在に
形成してある。前記極低降伏点鋼せん断パネルとは、外
力に対しパネルがせん断降伏することで履歴ループを描
き振動エネルギーを吸収できるものであり、一方、粘弾
性ダンパーとは、図4に示すように、積層したプレート
4A間に粘弾性体4Bを挟み込み、外力に対し粘弾性体
4Bが上下方向にせん断変形し、履歴ループを描き振動
エネルギーを吸収できるよう構成したものである。そし
て、制振ダンパー4は、両端部を、前記コア部1・外周
部2の対向側面に各別に固着してある。従って、コア部
1・外周部2が、地震や風などによる水平力を受けて共
に曲げ変形した際に、図5に示すように、前記コア部1
と外周部2との相対上下移動に対して、当該制振ダンパ
ー4が抵抗となり、振動エネルギーを吸収し、揺れを緩
和することが可能となる。
The vibration damper 4 is, for example, an ultra-low yield point steel shear panel or a viscoelastic damper (see FIG. 4).
And the like, and is formed so as to freely exert a damper effect against the relative vertical movement between the core portion 1 and the outer peripheral portion 2. The extremely low yield point steel shear panel is a panel capable of absorbing vibration energy by drawing a hysteresis loop by shear yielding of the panel against external force, while a viscoelastic damper is laminated as shown in FIG. The viscoelastic body 4B is sandwiched between the plates 4A thus formed, and the viscoelastic body 4B is sheared vertically in response to an external force to form a hysteresis loop and absorb vibration energy. Both ends of the vibration damper 4 are respectively fixed to opposing side surfaces of the core portion 1 and the outer peripheral portion 2. Therefore, when the core portion 1 and the outer peripheral portion 2 are both bent and deformed by receiving a horizontal force due to an earthquake, wind, or the like, as shown in FIG.
The vibration damper 4 becomes a resistance to the relative vertical movement between the vibration damper 4 and the outer peripheral portion 2, and absorbs vibration energy, thereby reducing the vibration.

【0022】本実施形態の建物によれば、上述の制振ダ
ンパー4による制振効果を、より高い効果として発揮す
ることが可能となる。即ち、建物Bが横揺れした際に、
コア部1は、前記梁9A上に支持されていることによっ
て、図5に示すように、梁9Aの撓みによる移動も加算
された状態に変形し、前記外周部2との対向側面(制振
ダンパーの両端)の相対上下移動量を拡大することが可
能となる。その結果、前記制振ダンパー4への入力値が
大きくなり、制振ダンパー4による振動エネルギーの吸
収を高めて、建物全体とした揺れの緩和をより効率よく
実施できるようになる。このように、当該建物Bによれ
ば、制振ダンパー4への入力を増加させることが可能と
なり、その入力を増加させる増加手段Pとしては、前記
外周部2から延びた梁部9Aの中間部に、前記コア部1
の中間柱5Bを支持する状態に連結し、その直下階の中
間柱5Bは抜いてあることで構成してある。
According to the building of the present embodiment, it is possible to exhibit a higher damping effect by the damping damper 4 described above. That is, when building B rolls,
Since the core 1 is supported on the beam 9A, as shown in FIG. 5, the core 1 is deformed into a state in which the movement due to the deflection of the beam 9A is added, and the side facing the outer peripheral portion 2 (vibration suppression). It is possible to increase the relative vertical movement amount of both ends of the damper). As a result, the input value to the damping damper 4 increases, and the absorption of vibration energy by the damping damper 4 is increased, so that the shaking of the entire building can be more efficiently reduced. Thus, according to the building B, the input to the vibration damper 4 can be increased, and the increasing means P for increasing the input includes an intermediate portion of the beam 9A extending from the outer peripheral portion 2. The core part 1
Is connected to support the intermediate column 5B, and the intermediate column 5B on the floor immediately below the intermediate column 5B is removed.

【0023】〔別実施形態〕以下に他の実施の形態を説
明する。
[Another Embodiment] Another embodiment will be described below.

【0024】〈1〉 制振建物Bは、先の実施形態で説
明した鉄骨造高層ビルに限るものではなく、例えば、鉄
筋コンクリート造や、鉄骨鉄筋コンクリート造であって
もよい。また、階層の数についても、高層ビルに限るも
のではない。 〈2〉 前記梁部9Aを設けるピッチは、先の実施形態
で説明した10階毎に限るものではなく、例えば、10
以外で2以上の整数階毎に設定してもよい。また、一つ
の建物に、一つだけ梁部9Aを形成してあってもよい
(図6参照)。また、前記梁部9Aは、コア部(中央架
構部)1を貫通する状態に形成する以外に、例えば、図
7に示すように、片持ち梁として構成することも可能で
ある。また、前記梁部9Aは、コア部(中央架構部)1
の下端部を支持する状態に設けるもの以外に、例えば、
コア部1の上下中間部を支持する状態に設けたり、図8
に示すように、コア部1の上端部を支持する状態に設け
るものであってもよい。 〈3〉 前記ピン連結部11は、先の実施形態で説明し
たように、床受け梁3aの一端側にのみ設けるものに限
るものではなく、例えば、床受け梁3aの両端部に設け
たり、全く設けない構成をとることも可能である。 〈4〉 また、制振建物Bは、例えば、図9・10に示
すように、前記柱抜き階に、上下に隣接する他の中央架
構部1どうしを連結する構造第二柱部5Cを、前記中間
柱5Bの平面位置を外した位置に設けてあれば、前記増
加手段Pによる制振ダンパー4への入力値の増大作用を
維持しながらも、梁部9Aへの鉛直荷重の負担を軽減で
き、梁部断面の縮小化、断面縮小化によって生まれたス
ペースの有効利用、断面縮小化によって階高の低減を図
り建築コストの低減化等を図ることが可能となる。ま
た、前記構造第二柱部5Cは、前記梁部9Aの中央位
置、又は、ほぼ中央位置に設けてあれば、建物の横揺れ
に伴う前記梁部の撓み変形(正と負とがある)の絶対量
を、梁部の中央位置(又は、ほぼ中央位置)の両端側で
ほぼ同様にすることが可能となり、バランスのよい制振
建物とすることが可能となる。
<1> The damping building B is not limited to the steel-framed high-rise building described in the above embodiment, and may be, for example, a reinforced concrete structure or a steel-framed reinforced concrete structure. Also, the number of floors is not limited to high-rise buildings. <2> The pitch at which the beam portions 9A are provided is not limited to every tenth floor described in the above embodiment.
Other than the above, it may be set for every two or more integer floors. Further, only one beam 9A may be formed in one building (see FIG. 6). In addition to forming the beam portion 9A so as to penetrate the core portion (central frame portion) 1, for example, as shown in FIG. 7, the beam portion 9A can be configured as a cantilever. The beam 9A includes a core (central frame) 1
In addition to those provided to support the lower end of, for example,
As shown in FIG.
As shown in (1), it may be provided so as to support the upper end portion of the core portion 1. <3> As described in the above embodiment, the pin connecting portion 11 is not limited to being provided only at one end of the floor receiving beam 3a, and may be provided at both ends of the floor receiving beam 3a, for example. It is also possible to adopt a configuration not provided at all. <4> In addition, as shown in FIGS. 9 and 10, for example, the damping building B has a second pillar portion 5C that connects the other vertically adjacent central frame portions 1 to the pillar-less floor, If the intermediate column 5B is provided at a position out of the plane, the load of the vertical load on the beam 9A is reduced while maintaining the effect of increasing the input value to the vibration damper 4 by the increasing means P. It is possible to reduce the cross section of the beam, to effectively use the space created by the reduction in the cross section, and to reduce the floor height by reducing the cross section, thereby reducing the construction cost. In addition, if the structural second column portion 5C is provided at the center position or substantially at the center position of the beam portion 9A, the beam portion is deformed flexibly (there is positive and negative) due to the rolling of the building. Can be made substantially the same at both ends of the center position (or almost the center position) of the beam portion, and a well-balanced vibration-damping building can be obtained.

【図面の簡単な説明】[Brief description of the drawings]

【図1】建物の軸組図FIG. 1 Frame diagram of a building

【図2】建物の伏図Fig. 2 Floor plan of the building

【図3】制振ダンパーの取付状態を示す要部説明図FIG. 3 is an explanatory view of a main part showing a mounting state of a vibration damper.

【図4】制振ダンパーの取付状態を示す要部斜視図FIG. 4 is a perspective view of an essential part showing a mounted state of a vibration damper.

【図5】建物の変形状態を示す模式図FIG. 5 is a schematic view showing a deformed state of a building.

【図6】別実施形態の建物を示す軸組図FIG. 6 is a frame diagram showing a building according to another embodiment;

【図7】別実施形態の建物を示す軸組図FIG. 7 is a frame diagram showing a building according to another embodiment.

【図8】別実施形態の建物を示す軸組図FIG. 8 is a frame diagram showing a building of another embodiment.

【図9】別実施形態の建物を示す軸組図FIG. 9 is a frame diagram showing a building according to another embodiment.

【図10】別実施形態の建物を示す伏図FIG. 10 is a plan showing a building according to another embodiment.

【図11】従来の建物を示す模式図FIG. 11 is a schematic diagram showing a conventional building.

【符号の説明】[Explanation of symbols]

1 中央架構部 2 外周架構部 4 制振ダンパー 5B 構造第一柱部 5C 構造第二柱部 9A 外周部から延びた梁部 P 増加手段 DESCRIPTION OF SYMBOLS 1 Central frame part 2 Peripheral frame part 4 Vibration damper 5B Structure first column part 5C Structure second column part 9A Beam part P extended from the outer peripheral part P increasing means

───────────────────────────────────────────────────── フロントページの続き (72)発明者 浅野 三男 愛知県名古屋市中区錦一丁目18番22号 株 式会社竹中工務店名古屋支店内 (72)発明者 古川 徹 愛知県名古屋市中区錦一丁目18番22号 株 式会社竹中工務店名古屋支店内 (72)発明者 北原 晴男 愛知県名古屋市中区錦一丁目18番22号 株 式会社竹中工務店名古屋支店内 (72)発明者 宮田 和幸 愛知県名古屋市中区錦一丁目18番22号 株 式会社竹中工務店名古屋支店内 ──────────────────────────────────────────────────続 き Continued on the front page (72) Inventor Mitsuo Asano 1-18-22 Nishiki, Naka-ku, Nagoya City, Aichi Prefecture Inside Nagoya Branch of Takenaka Corporation (72) Inventor Toru Furukawa Nishiki, Naka-ku, Nagoya City, Aichi Prefecture 1-18-18, Takenaka Corporation Nagoya Branch (72) Inventor Haruo Kitahara 1-18-18 Nishiki, Naka-ku, Nagoya-shi, Aichi Prefecture Nagoya Branch, Takenaka Corporation (72) Inventor Miyata Kazuyuki 1-18-22 Nishiki, Naka-ku, Nagoya City, Aichi Prefecture Inside Takenaka Corporation Nagoya Branch

Claims (5)

【特許請求の範囲】[Claims] 【請求項1】 複数階層を備えた中央架構部を設け、前
記中央架構部の外周に、外周架構部を設け、前記中央架
構部と外周架構部とにわたって制振ダンパーを設けてあ
る制振建物であって、 外力の作用に伴う前記制振ダンパーへの入力を増加させ
る増加手段を設けてある制振建物。
1. A vibration-damping building comprising: a central frame having a plurality of stories; an outer frame provided around an outer periphery of the central frame; and a damping damper provided between the central frame and the outer frame. A damping building provided with increasing means for increasing an input to the damping damper due to an external force.
【請求項2】 前記制振ダンパーは、前記中央架構部と
前記外周架構部との相対上下移動に対してダンパー効果
を発揮自在に形成してあり、前記増加手段は、前記外周
架構部から延びた梁部に、前記中央架構部の構造第一柱
部を支持させて、外力作用時の前記梁部の撓み量の増加
によって、前記中央架構部と外周架構部との相対上下移
動量の増加を図り、前記制振ダンパーへの入力を増加さ
せるものである請求項1に記載の制振建物。
2. The vibration damper is formed so as to exert a damper effect with respect to a relative vertical movement between the central frame and the outer frame, and the increasing means extends from the outer frame. The beam portion supports the first pillar portion of the structure of the central frame portion, and the amount of bending of the beam portion when an external force is applied increases, thereby increasing the amount of relative vertical movement between the central frame portion and the outer frame portion. 2. The damping building according to claim 1, wherein the input to the damping damper is increased.
【請求項3】 前記梁部は、その複数を上下に間隔をあ
けて設けてあり、それら各梁部に対して、複数の前記中
央架構部を各別に支持させてある請求項2記載の制振建
物。
3. The control system according to claim 2, wherein a plurality of said beam portions are provided at an interval above and below, and a plurality of said central frame portions are separately supported for each of said beam portions. Building.
【請求項4】 上下に隣接する他の中央架構部どうしを
連結する構造第二柱部を、前記構造第一柱部の平面位置
を外した位置に設けてある請求項3に記載の制振建物。
4. The vibration damper according to claim 3, wherein a second pillar portion for connecting the vertically adjacent other central frame portions is provided at a position other than a plane position of the first pillar portion of the structure. building.
【請求項5】 前記構造第二柱部は、前記梁部の中央位
置、又は、ほぼ中央位置に設けてある請求項4に記載の
制振建物。
5. The vibration-damping building according to claim 4, wherein the structural second pillar portion is provided at a center position or substantially at a center position of the beam portion.
JP2000010731A 2000-01-19 2000-01-19 Damping building Expired - Fee Related JP4259710B2 (en)

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Cited By (6)

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Publication number Priority date Publication date Assignee Title
JP2006045933A (en) * 2004-08-05 2006-02-16 Takenaka Komuten Co Ltd Continuous layer core wall type seismic control high-rise multiple dwelling house building
JP2006274733A (en) * 2005-03-30 2006-10-12 Ohbayashi Corp Triple tube structure and vibration control system thereof
JP2006322309A (en) * 2005-04-19 2006-11-30 Misawa Homes Co Ltd Vibration control unit
JP2007239267A (en) * 2006-03-07 2007-09-20 Daiwa House Ind Co Ltd Vibration control structure and vibration control joint
JP2011042962A (en) * 2009-08-20 2011-03-03 Shimizu Corp Boundary beam-form viscoelastic damper
JP2014507577A (en) * 2011-01-14 2014-03-27 クリストポロス、コンスタンティン Connection members for damping vibrations in building structures

Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2006045933A (en) * 2004-08-05 2006-02-16 Takenaka Komuten Co Ltd Continuous layer core wall type seismic control high-rise multiple dwelling house building
JP4579615B2 (en) * 2004-08-05 2010-11-10 株式会社竹中工務店 Multi-layer core wall type seismic control high-rise apartment building
JP2006274733A (en) * 2005-03-30 2006-10-12 Ohbayashi Corp Triple tube structure and vibration control system thereof
JP4706302B2 (en) * 2005-03-30 2011-06-22 株式会社大林組 Triple tube structure and damping system for triple tube structure
JP2006322309A (en) * 2005-04-19 2006-11-30 Misawa Homes Co Ltd Vibration control unit
JP2007239267A (en) * 2006-03-07 2007-09-20 Daiwa House Ind Co Ltd Vibration control structure and vibration control joint
JP2011042962A (en) * 2009-08-20 2011-03-03 Shimizu Corp Boundary beam-form viscoelastic damper
JP2014507577A (en) * 2011-01-14 2014-03-27 クリストポロス、コンスタンティン Connection members for damping vibrations in building structures
JP2014095287A (en) * 2011-01-14 2014-05-22 Christopoulos Constantin Connection member attenuating vibration of building structure
KR101936186B1 (en) * 2011-01-14 2019-01-08 콘스탄틴 크리스토폴로스 Coupling member for damping vibrations in building structures

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