JPH08277650A - Bending deformation control type vibration damping structure - Google Patents

Bending deformation control type vibration damping structure

Info

Publication number
JPH08277650A
JPH08277650A JP8250895A JP8250895A JPH08277650A JP H08277650 A JPH08277650 A JP H08277650A JP 8250895 A JP8250895 A JP 8250895A JP 8250895 A JP8250895 A JP 8250895A JP H08277650 A JPH08277650 A JP H08277650A
Authority
JP
Japan
Prior art keywords
core
bending deformation
foundation
frame
outer 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
JP8250895A
Other languages
Japanese (ja)
Other versions
JP3555232B2 (en
Inventor
Naomiki Niwa
直幹 丹羽
Yukimasa Yamamoto
幸正 山本
Tomonori Ikeura
友則 池浦
Tomohiko Hatada
朋彦 畑田
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.)
Kajima Corp
Original Assignee
Kajima Corp
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 Kajima Corp filed Critical Kajima Corp
Priority to JP08250895A priority Critical patent/JP3555232B2/en
Publication of JPH08277650A publication Critical patent/JPH08277650A/en
Application granted granted Critical
Publication of JP3555232B2 publication Critical patent/JP3555232B2/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

Abstract

PURPOSE: To reduce the bending deformation of the core of a bending deformation type structure and the overturn moment of leg sections. CONSTITUTION: This bending deformation control type vibration damping structure is constituted of a core 2 formed with multi-layer earthquake-resistant elements and an outer periphery frame 3, and a top girder 4 is protruded from the apex of the core 2 to the apex of the outer periphery frame 3 and is connected to the outer periphery frame 3. Leg sections of the outer periphery frame 3 are separated from a foundation 6, and vibration damping devices applying damping force to the core 2 are provided between the leg sections of the outer periphery frame 3 and the foundation 6 and are connected to both of them.

Description

【発明の詳細な説明】Detailed Description of the Invention

【0001】[0001]

【産業上の利用分野】この発明はコアと外周フレームと
で構成される曲げ変形型構造物の曲げ変形を低減する、
曲げ変形制御型制震構造物に関するものである。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention reduces bending deformation of a bending-deformable structure composed of a core and an outer frame.
The present invention relates to a bending deformation control type vibration control structure.

【0002】[0002]

【従来技術及び発明が解決しようとする課題】広い空間
を確保する目的で建物架構を連層の耐震要素からなるコ
アと外周フレームから構成する場合、剛性の差からコア
が水平力の大半を分担することから、地震力や風圧力に
よる架構の変形性状はコアの変形が優勢になるが、耐震
要素が連続する架構は高層化する程曲げ変形型になる傾
向があるため、コアの変形低減が高層建物の設計上の課
題になる。
2. Description of the Related Art When a building frame is composed of a core consisting of multi-story seismic elements and an outer frame for the purpose of securing a large space, the core shares most of the horizontal force due to the difference in rigidity. Therefore, the deformation of the frame due to seismic force and wind pressure is dominated by the core deformation, but the frame with continuous seismic resistant elements tends to be bent and deformed as the height increases, so the core deformation can be reduced. It becomes a design issue for high-rise buildings.

【0003】コアの曲げ変形の低減は外周フレームを含
めた架構全体の剛性を上げることにより解決されるが、
架構全体の剛性を高め、コアと外周フレームに同等の水
平力を分担させる設計をすれば外周フレームに入力する
地震力が過大になる。逆に両者を切り離し、コアに地震
力のほとんどを負担させる設計をすればコアの脚部にお
ける転倒モーメントが過大になるため断面を増す等、下
層階の剛性を上げる必要が生じ、いずれも設計が不可能
になることがある。
The reduction of bending deformation of the core can be solved by increasing the rigidity of the entire frame including the outer frame.
If the rigidity of the entire frame is increased and the core and outer frame share the same horizontal force, the seismic force input to the outer frame will be excessive. On the contrary, if the core is designed so that most of the seismic force is loaded, the overturning moment at the legs of the core becomes excessive, so it is necessary to increase the cross-section and increase the rigidity of the lower floors. It can be impossible.

【0004】コアと外周フレームを持つ曲げ変形型構造
物の変形低減の難しさに着目し、出願人は先に曲げ変形
を効果的に低減する構造物を提案している(特開平7-2
6786号)が、本発明は既出願発明とは別の方法で曲げ変
形を低減する構造物を提案するものである。
Focusing on the difficulty of reducing the deformation of a bending-deformable structure having a core and an outer peripheral frame, the applicant has previously proposed a structure that effectively reduces the bending deformation (Japanese Patent Laid-Open No. 7-2.
No. 6786), the present invention proposes a structure that reduces bending deformation by a method different from that of the previously filed invention.

【0005】[0005]

【課題を解決するための手段】本発明ではコアと外周フ
レームをトップガーダーによって接続しながら外周フレ
ームを基礎から切り離すことによりコアに地震力の多く
を負担させ、外周フレームへの過大な地震力の入力を回
避する。また外周フレームと基礎に制震装置を接続する
ことによりコアの振動を減衰させ、応答を低減して曲げ
変形を低減すると同時に、コアに変形と逆向きの曲げ戻
しモーメントを作用させ、地震力の多くを負担すること
に伴う脚部の転倒モーメントを低減する。
According to the present invention, by connecting the core and the outer peripheral frame with a top girder and separating the outer peripheral frame from the foundation, much of the seismic force is borne by the core, and excessive seismic force is applied to the outer peripheral frame. Avoid typing. Also, by connecting a vibration control device to the outer frame and foundation, the vibration of the core is damped, the response is reduced and bending deformation is reduced, and at the same time, a bending-back moment opposite to the deformation is applied to the core to reduce the seismic force. It reduces the overturning moment of the legs due to the heavy burden.

【0006】トップガーダーはコアの頂部から外周フレ
ームの頂部へ張り出して外周フレームに接続し、トップ
ガーダーに接続する外周フレームの脚部が基礎から切り
離され、外周フレームの脚部と基礎間にコアに減衰力を
付与する制震装置が架設され、双方に接続される。
The top girder extends from the top of the core to the top of the outer frame and is connected to the outer frame. The legs of the outer frame that are connected to the top girder are separated from the foundation, and the core is placed between the legs of the outer frame and the foundation. A damping device that gives damping force is installed and connected to both.

【0007】外周フレームはトップガーダーによってコ
アと一体的に挙動し、コアの曲げ変形による相対変位は
外周フレームの脚部と基礎との間に発生するため、外周
フレームの脚部に制震装置が接続されることによりコア
の曲げ変形量に対応した減衰力がコアに付与され、コア
の応答が低減される。
The outer frame behaves integrally with the core by the top girder, and relative displacement due to bending deformation of the core occurs between the leg of the outer frame and the foundation. By being connected, a damping force corresponding to the bending deformation amount of the core is applied to the core, and the response of the core is reduced.

【0008】コアは外周フレームに接続しながらも外周
フレームが基礎から切り離されることにより地震力のほ
とんどを負担するが、制震装置によって曲げ変形量が低
減し、曲げ変形時に基礎から曲げ戻しモーメントを受け
ることにより転倒モーメントに対する安全性を得、転倒
モーメントに対して脚部の剛性を上げる等の対策が不要
になる。
The core bears most of the seismic force by disconnecting the outer frame from the foundation while connecting it to the outer frame, but the amount of bending deformation is reduced by the vibration control device, and a bending back moment from the foundation is generated during bending deformation. By receiving it, the safety against the fall moment is obtained, and it is not necessary to take measures such as increasing the rigidity of the legs against the fall moment.

【0009】またコアが地震力の大部分を負担すること
により外周フレームは地震力の負担から解放され、長期
荷重のみを負担する程度の機能を持てばよく、建物のデ
ザイン上の自由度が増す。
Further, since the core bears most of the seismic force, the outer peripheral frame is released from the seismic force, and only needs to have a function of bearing a long-term load, which increases the degree of freedom in designing the building. .

【0010】[0010]

【実施例】この発明の制震構造物1は図1,図2に示す
ように連層の耐震要素21から構成されるコア2と外周フ
レーム3からなり、外周フレーム3の柱31の脚部に設置
される制震装置5によって振動を抑制されることにより
コア2の曲げ変形と脚部における転倒モーメントを低減
するものである。コア2の耐震要素21はRC造壁式構造
やS造ブレース構造等で構築され、曲げ変形が支配的で
あれば構造形態は問われない。
DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS A vibration control structure 1 of the present invention comprises a core 2 composed of multi-layered seismic resistant elements 21 and an outer peripheral frame 3 as shown in FIGS. 1 and 2, and legs of columns 31 of the outer peripheral frame 3. The vibration is suppressed by the vibration control device 5 installed in the core to reduce the bending deformation of the core 2 and the overturning moment in the legs. The seismic resistant element 21 of the core 2 is constructed by an RC wall construction structure, an S construction brace structure or the like, and the structural form is not limited as long as bending deformation is dominant.

【0011】コア2の頂部からは外周フレーム3の頂部
へトップガーダー4が張り出して外周フレーム3に接続
し、外周フレーム3はコア2と一体的に挙動する。外周
フレーム3の脚部は基礎6から切り離され、この切り離
された外周フレーム3の脚部と基礎6間にコア2に減衰
力を付与する制震装置5が架設され、双方に接続され
る。外周フレーム3の脚部は柱31において基礎6から切
り離され、制震装置5は柱31の脚部と基礎6に接続され
る。トップガーダー4は成の高い壁梁状をし、耐震要素
21の剛性と極端な差がない程度の剛性を持つ。
A top girder 4 projects from the top of the core 2 to the top of the outer peripheral frame 3 and connects to the outer peripheral frame 3, and the outer peripheral frame 3 behaves integrally with the core 2. The leg portion of the outer peripheral frame 3 is separated from the foundation 6, and a vibration control device 5 that applies a damping force to the core 2 is installed between the separated leg portion of the outer peripheral frame 3 and the foundation 6 and is connected to both. The legs of the outer peripheral frame 3 are separated from the foundation 6 at the columns 31, and the vibration control device 5 is connected to the legs of the columns 31 and the foundation 6. The top girder 4 is shaped like a high-quality wall beam,
It has a rigidity that is not significantly different from the rigidity of 21.

【0012】制震装置5はピストンの両側に油圧室を持
つ油圧シリンダ内をロッドが往復動し、圧力油が油圧室
間を移動するときの抵抗力を減衰力として発生すること
を基本原理とする装置であり、油圧シリンダが外周フレ
ーム3の柱31と基礎6のいずれか一方に、ロッドが他方
に、共に相対回転変位可能に接続され、柱31の基礎6に
対する任意の方向の相対変位時にロッドが往復動し、コ
ア2に減衰力を付与する。制震装置5にはコア2が曲げ
変形した際に、柱31と基礎6間の相対変位量に応じた減
衰力を発生する受動型の高減衰装置や、圧力油の移動と
停止が切換弁の操作によって自動的に切り換えられ、減
衰力の調整が可能な能動型の可変減衰装置が使用され
る。
The basic principle of the vibration control device 5 is that a rod reciprocates in a hydraulic cylinder having hydraulic chambers on both sides of a piston, and a resistance force when the pressure oil moves between the hydraulic chambers is generated as a damping force. The hydraulic cylinder is connected to either one of the pillar 31 and the foundation 6 of the outer peripheral frame 3 and the rod to the other so as to be capable of relative rotational displacement, and when the pillar 31 is displaced relative to the foundation 6 in an arbitrary direction. The rod reciprocates to give a damping force to the core 2. The damping device 5 includes a passive high damping device that generates a damping force according to the relative displacement between the column 31 and the foundation 6 when the core 2 is bent and deformed, and a switching valve that moves and stops pressure oil. Is used, an active variable damping device is used that can be automatically switched and the damping force can be adjusted.

【0013】コア2の曲げ変形時には柱31の脚部と基礎
6との間に相対変位が生じ、制震装置5によって相対変
位に対応した減衰力がコア2に作用し、同時にコア2は
制震装置5を介して基礎6から転倒モーメントと逆向き
の曲げ戻しモーメントを受ける。
When the core 2 is bent and deformed, relative displacement occurs between the leg portion of the column 31 and the foundation 6, and a damping force corresponding to the relative displacement acts on the core 2 by the vibration control device 5, and at the same time the core 2 is restrained. It receives a bending-back moment in the direction opposite to the falling moment from the foundation 6 via the seismic device 5.

【0014】図3はコア2と外周フレーム3間に中間ガ
ーダー7を架設した場合であるが、この場合も外周フレ
ーム3はコア2と一体的に挙動するため、制震装置5は
柱31の脚部に設置される。
FIG. 3 shows the case where the intermediate girder 7 is installed between the core 2 and the outer peripheral frame 3. In this case as well, the outer peripheral frame 3 behaves integrally with the core 2, so that the seismic damping device 5 is mounted on the pillar 31. It is installed on the legs.

【0015】なお、図1,図3の実施例では制震装置5
をトップガーダー4と柱31との接続部にも設置する場合
があり、図3の実施例では中間ガーダー4と柱31との接
続部にも設置する場合がある。
In the embodiment shown in FIGS. 1 and 3, the vibration control device 5 is used.
May be installed also in the connection part of the top girder 4 and the pillar 31, and in the embodiment of FIG. 3, it may be installed also in the connection part of the intermediate girder 4 and the pillar 31.

【0016】[0016]

【発明の効果】トップガーダーによって外周フレームを
コアと一体的に挙動させると共に、外周フレームを基礎
から切り離し、相対変位が発生する外周フレームの脚部
と基礎との間に制震装置を設置することによりコアに曲
げ変形量に応じた減衰力を付与するため曲げ変形時のコ
アの応答を低減できる。
The outer girder frame behaves integrally with the core by the top girder, the outer girth frame is separated from the foundation, and a vibration control device is installed between the leg of the outer girth frame where the relative displacement occurs and the foundation. As a result, a damping force corresponding to the amount of bending deformation is applied to the core, so that the response of the core during bending deformation can be reduced.

【0017】コアに接続する外周フレームが基礎から切
り離される結果、コアは地震力のほとんどを負担する
が、変形時に制震装置を介して変形と逆向きの曲げ戻し
モーメントを受けるため地震力の多くを負担することに
伴う脚部の転倒モーメントが低減され、転倒モーメント
に対する脚部の対策が不要になる。
As a result of the outer frame connected to the core being separated from the foundation, the core bears most of the seismic force. The overturning moment of the leg due to the load is reduced, and it is not necessary to take measures against the overturning moment of the leg.

【0018】外周フレームは地震力をほとんど負担しな
いため長期荷重のみを負担する程度の機能を持てばよ
く、立面計画上の自由度が増す。
Since the outer peripheral frame bears almost no seismic force, it only needs to have a function of bearing a long-term load, which increases the degree of freedom in elevation planning.

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

【図1】制震構造物を示した立面図である。FIG. 1 is an elevation view showing a vibration control structure.

【図2】図1の平面図である。FIG. 2 is a plan view of FIG.

【図3】他の制震構造物を示した立面図である。FIG. 3 is an elevational view showing another vibration control structure.

【符号の説明】[Explanation of symbols]

1……制震構造物、2……コア、21……耐震要素、3…
…外周フレーム、31……柱、4……トップガーダー、5
……制震装置、6……基礎、7……中間ガーダー。
1 ... Seismic control structure, 2 ... Core, 21 ... Seismic element, 3 ...
… Perimeter frame, 31… Pillars, 4… Top girder, 5
…… Seismic control device, 6 …… Basic, 7 …… Intermediate girder.

───────────────────────────────────────────────────── フロントページの続き (72)発明者 畑田 朋彦 東京都港区元赤坂1丁目2番7号 鹿島建 設株式会社内 ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Inventor Tomohiko Hatada 1-2-7 Moto-Akasaka, Minato-ku, Tokyo Kashima Construction Co., Ltd.

Claims (1)

【特許請求の範囲】[Claims] 【請求項1】 連層の耐震要素から構成されるコアと、
外周フレームからなる構造物であり、コアの頂部から外
周フレームの頂部へトップガーダーが張り出して外周フ
レームに接続し、トップガーダーに接続する外周フレー
ムの脚部は基礎から切り離され、外周フレームの脚部と
基礎間にコアに減衰力を付与する制震装置が架設され、
双方に接続されていることを特徴とする曲げ変形制御型
制震構造物。
1. A core composed of multiple layers of seismic resistant elements,
It is a structure consisting of an outer frame, the top girder overhangs from the top of the core to the top of the outer frame and connects to the outer frame, and the legs of the outer frame connecting to the top girder are separated from the foundation, and the legs of the outer frame A damping device that applies damping force to the core is installed between the
Bending deformation control type damping structure characterized by being connected to both sides.
JP08250895A 1995-04-07 1995-04-07 Bending deformation control type vibration control structure Expired - Lifetime JP3555232B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP08250895A JP3555232B2 (en) 1995-04-07 1995-04-07 Bending deformation control type vibration control structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP08250895A JP3555232B2 (en) 1995-04-07 1995-04-07 Bending deformation control type vibration control structure

Publications (2)

Publication Number Publication Date
JPH08277650A true JPH08277650A (en) 1996-10-22
JP3555232B2 JP3555232B2 (en) 2004-08-18

Family

ID=13776462

Family Applications (1)

Application Number Title Priority Date Filing Date
JP08250895A Expired - Lifetime JP3555232B2 (en) 1995-04-07 1995-04-07 Bending deformation control type vibration control structure

Country Status (1)

Country Link
JP (1) JP3555232B2 (en)

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000192684A (en) * 1998-12-25 2000-07-11 Takenaka Komuten Co Ltd Highly damping frame for building
JP2004257042A (en) * 2003-02-25 2004-09-16 Fujita Corp Elevator supporting structure of building wherein intermediate layer is base-isolated
JP2004316112A (en) * 2003-04-11 2004-11-11 Kajima Corp Structure
JP2015200123A (en) * 2014-04-09 2015-11-12 株式会社大林組 Vibration control building and building vibration control method
JP2015200125A (en) * 2014-04-09 2015-11-12 株式会社大林組 Vibration control building and building vibration control method
JP2018162618A (en) * 2017-03-27 2018-10-18 三菱日立パワーシステムズ株式会社 Vibration control structure and vibration control method of structure

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000192684A (en) * 1998-12-25 2000-07-11 Takenaka Komuten Co Ltd Highly damping frame for building
JP2004257042A (en) * 2003-02-25 2004-09-16 Fujita Corp Elevator supporting structure of building wherein intermediate layer is base-isolated
JP2004316112A (en) * 2003-04-11 2004-11-11 Kajima Corp Structure
JP2015200123A (en) * 2014-04-09 2015-11-12 株式会社大林組 Vibration control building and building vibration control method
JP2015200125A (en) * 2014-04-09 2015-11-12 株式会社大林組 Vibration control building and building vibration control method
JP2018162618A (en) * 2017-03-27 2018-10-18 三菱日立パワーシステムズ株式会社 Vibration control structure and vibration control method of structure

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