JPH0726783A - Composite control type earthquake suppressing - Google Patents

Composite control type earthquake suppressing

Info

Publication number
JPH0726783A
JPH0726783A JP16878893A JP16878893A JPH0726783A JP H0726783 A JPH0726783 A JP H0726783A JP 16878893 A JP16878893 A JP 16878893A JP 16878893 A JP16878893 A JP 16878893A JP H0726783 A JPH0726783 A JP H0726783A
Authority
JP
Japan
Prior art keywords
core
outer peripheral
frame
girder
damping
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
JP16878893A
Other languages
Japanese (ja)
Other versions
JP2663835B2 (en
Inventor
Haruhiko Kurino
治彦 栗野
Shozo Maeda
祥三 前田
Naomiki Niwa
直幹 丹羽
Yukimasa Yamamoto
幸正 山本
Tomohiko Hatada
朋彦 畑田
Takeshi Takai
剛 高井
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 JP16878893A priority Critical patent/JP2663835B2/en
Publication of JPH0726783A publication Critical patent/JPH0726783A/en
Application granted granted Critical
Publication of JP2663835B2 publication Critical patent/JP2663835B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

Links

Abstract

PURPOSE:To reduce bending deformation of a bending deformation type structure and increase an installation effect of an interlayer earthquake suppressing device installed in an outer peripheral frame. CONSTITUTION:An earthquake suppressing structure 1 comprises a core 2 and an outer peripheral frame 3, wherein an interlayer earthquake suppressing device 7 for applying damping force to post and beam frames is installed between layers of the outer peripheral frame 3, top girders 4 stretched out from either one of the top core 2 or the top of the outer peripheral frame 3, while the top girders are separated from the other one thereof, and an earthquake suppressing device 5 for applying damping force to the core 2 is laid between the top girder 4 and the outer peripheral frame 3 or the core 2. The device 5 are connected to both core and frame so as to decrease response of the core 2 and reduce bending deformation, and an earthquake suppressing effect can be increased by installing the interlayer earthquake suppressing device 7.

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,
または外周壁とで構成される曲げ変形型構造物の変形を
せん断変形型に制御し、層間に設置されるダンパ等の制
震装置の効果を上げる、複合制御型制震構造物に関する
ものである。
This invention relates to a core and a peripheral frame,
Alternatively, the present invention relates to a composite control type vibration control structure that controls the deformation of a bending deformation type structure configured with an outer peripheral wall to a shear deformation type and enhances the effect of a vibration control device such as a damper installed between layers. .

【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図11に示すような曲
げ変形型になる傾向があるため、層間単位で振動を抑制
するために外周フレームの各層の柱・梁フレーム内にダ
ンパ等の層間制震装置を設置した場合の効果が発揮され
なくなる。
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. As a result, the deformation of the frame due to seismic force and wind pressure is dominated by core deformation, but as the frame with continuous seismic resistant elements tends to be bent and deformed as shown in Fig. 11, the higher the level. , In order to suppress the vibration on a layer-by-layer basis, the effect will not be exerted when an interlayer damping device such as a damper is installed in the column / beam frame of each layer of the outer frame.

【0003】層間の柱・梁フレーム内に設置され、互い
に切り離された上層階側と下層階側とに接続される層間
制震装置は層間せん断変位量に応じた減衰力をフレーム
に与えることから、その機能は相対水平せん断変位が大
きい程発揮されるが、架構が曲げ変形型であれば層間の
水平せん断変位が小さくなり、設置による振動抑制効果
が低下することになるため、高層建物の外周フレームに
層間制震装置を設置する場合には、コアの曲げ変形を低
減することが必要になる。
Since the inter-story vibration control device installed in the inter-story column / beam frame and connected to the upper and lower floors separated from each other gives a damping force to the frame according to the amount of inter-story shear displacement. , Its function is exhibited as the relative horizontal shear displacement is larger, but if the frame is of bending deformation type, the horizontal shear displacement between layers will be small and the vibration suppression effect due to installation will be reduced. It is necessary to reduce the bending deformation of the core when installing the inter-layer damping device on the frame.

【0004】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
地震力が過大になり、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 peripheral frame.
If the rigidity of the entire frame is increased and the core and outer frame are designed to share the same horizontal force, the seismic force input to the outer frame will be excessive, and on the contrary, they will be separated and the core will bear most of the seismic force. If it is designed, the overturning moment at the leg of the core becomes too large, so that it is necessary to increase the rigidity of the lower floors, such as increasing the cross section, which may make the design impossible.

【0005】この発明はコアと外周フレームを持つ曲げ
変形型構造物の層間に制震装置を設置する場合の、制震
装置の機能低下の問題に着目してなされたもので、制震
装置の設置効果を高める構造物を提案しようとするもの
である。
The present invention was made by paying attention to the problem of deterioration of the function of the vibration control device when the vibration control device is installed between layers of a bending deformation type structure having a core and an outer frame. It is intended to propose a structure that enhances the installation effect.

【0006】[0006]

【課題を解決するための手段】本発明ではコアと外周フ
レームを切り離し、コアに地震力の多くを負担させるこ
とにより外周フレームへの過大な地震力の入力を回避
し、またコアの少なくとも頂部と外周フレームとの間に
コアに減衰力を付与する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
し、外周フレームの層間に設置される層間制震装置の設
置による振動抑制効果を高める。
According to the present invention, the core and the outer peripheral frame are separated from each other so that the core bears much of the seismic force to avoid the input of excessive seismic force to the outer peripheral frame, and at least the top of the core. By connecting a damping device that applies damping force to the core with the outer frame, the vibration of the core is damped, the response is reduced and bending deformation is reduced, and the inter-layer damping installed between the layers of the outer frame. Enhances the vibration suppression effect by installing the device.

【0007】コアは外周フレームから切り離されること
から、地震力のほとんどを負担し、曲げ変形量と脚部の
転倒モーメントが大きくなる傾向があるが、変形量に応
じて少なくとも頂部において変形の増大が抑制されるこ
とにより応答を低減させられ、曲げ変形量が低減する。
また変形時には制震装置から転倒モーメントを低減する
曲げ戻しモーメントを受けることにより架構の変形性状
は曲げ変形型からせん断変形型に変わり、層間の相対水
平せん断変位量が増大し、層間制震装置の設置効果が高
まる。
Since the core is separated from the outer peripheral frame, it bears most of the seismic force, and tends to increase the bending deformation amount and the overturning moment of the legs, but the deformation increases at least at the apex depending on the deformation amount. By being suppressed, the response is reduced and the amount of bending deformation is reduced.
In addition, the deformation behavior of the frame changes from bending deformation type to shear deformation type by receiving a bending back moment that reduces the overturning moment during deformation, increasing the relative horizontal shear displacement between layers, Installation effect is enhanced.

【0008】コアの頂部と外周フレーム,または外周壁
の頂部のいずれか一方側からは他方側から切り離される
トップガーダーが張り出し、このトップガーダーと外周
フレーム,または外周壁との間、もしくはコアとの間に
制震装置が架設され、双方に接続される。コアの頂部と
外周フレーム,または外周壁間に制震装置が架設される
ことにより制震装置はコアの曲げ変形が増大する程効率
的に機能し、トップガーダーと外周フレーム,または外
周壁間やコア間の相対変位量に応じた減衰力をコアに付
与し、コアの応答を低減する。
A top girder that is cut off from the other side of the top part of the core and the outer peripheral frame or the top part of the outer peripheral wall projects from either side, and between the top girder and the outer peripheral frame or outer peripheral wall, or between the top girder and the core. A seismic control device is installed between them and connected to both. Since the damping device is installed between the top of the core and the outer frame or outer wall, the damping device works efficiently as the bending deformation of the core increases, and between the top girder and the outer frame or outer wall. A damping force according to the relative displacement amount between the cores is applied to the cores to reduce the response of the cores.

【0009】コアの応答低減の効果は頂部のトップガー
ダーに加え、コアの中間層と外周フレーム,または外周
壁の中間層のいずれか一方側から、他方側から切り離さ
れる中間ガーダーを張り出し、中間ガーダーと外周フレ
ーム,または外周壁との間、もしくはコアとの間にも制
震装置を架設し、複数層でコアに減衰力を付与すること
により高められる。コアが平面上、複数個の耐震要素に
分割される場合には、この対向する耐震要素間の空間も
制震装置の設置に利用される。
The effect of reducing the response of the core is that, in addition to the top girder at the top, an intermediate girder that is cut off from the other side is extended from either side of the intermediate layer of the core and the outer peripheral frame or the intermediate layer of the outer peripheral wall. It is increased by installing a damping device between the core and the outer frame or outer wall, or between the core and a plurality of layers to apply damping force to the core. When the core is divided into a plurality of seismic resistant elements in a plane, the space between the opposing seismic resistant elements is also used for installing the damping device.

【0010】[0010]

【実施例】以下本発明を一実施例を示す図面に基づいて
説明する。
DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described below with reference to the drawings showing an embodiment.

【0011】この発明の制震構造物1は図1〜図4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,または外周壁32からなり、図13,図14に示
すように外周フレーム3,または外周壁32の層間の柱・
梁フレーム内に層間変位時に柱・梁フレームに減衰力を
付与する層間制震装置7が設置された構造物であり、少
なくとも頂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の曲げ変形を低減し、層間制
震装置7の設置効果を高めたものである。コア2の耐震
要素21は図5,図6に示すようにRC造壁式構造やS造
ブレース構造等で構築され、曲げ変形が支配的な構造で
あれば構造形態は問われない。
As shown in FIGS. 1 to 4, the vibration control structure 1 of the present invention comprises a core 2 composed of a series of seismic resistant elements 21 and an outer peripheral frame 3, or an outer peripheral wall 32, and FIGS. As shown in, the outer frame 3, or the pillar between the outer wall 32
A structure in which an inter-layer vibration damping device 7 that gives a damping force to a column / beam frame during displacement between layers in a beam frame is installed, and vibration is suppressed by at least the vibration damping device 5 installed at the top of the core. The bending deformation of No. 2 is reduced, and the installation effect of the inter-layer vibration damping device 7 is enhanced. As shown in FIGS. 5 and 6, the seismic resistant element 21 of the core 2 is constructed with an RC wall structure, an S bracing structure, or the like, and the structural form is not limited as long as bending deformation is dominant.

【0012】図1及びそのx−x線断面図である図3に
示すようにコア2の頂部と外周フレーム3,または外周
壁32の頂部のいずれか一方側からは他方側から切り離さ
れるトップガーダー4が張り出し、このトップガーダー
4と外周フレーム3,または外周壁32との間、もしくは
コア2との間に制震装置5が架設され、双方に接続され
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。図1〜図
8はトップガーダー4をコア2から張り出した場合、図
9,図10は外周壁32から張り出した場合である。
As shown in FIG. 1 and FIG. 3 which is a sectional view taken along the line xx, a top girder is separated from either the top of the core 2 and the top of the outer frame 3, or the outer wall 32 from the other side. 4, a vibration control device 5 is installed between the top girder 4 and the outer peripheral frame 3, or the outer peripheral wall 32, or between the core 2 and is connected to both. The top girder 4 has a high wall beam shape and is an earthquake resistant element.
It has a rigidity that is not significantly different from the rigidity of 21. 1 to 8 show the case where the top girder 4 projects from the core 2, and FIGS. 9 and 10 show the case where it projects from the outer peripheral wall 32.

【0013】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、油圧シリンダがコア2と
外周フレーム3,または外周壁32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、コア2
と外周フレーム3,または外周壁32の任意の方向の相対
変位時にロッドが往復動し、変位量を低減する。制震装
置5にはコア2が曲げ変形した際に、外周フレーム3や
外周壁32との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 one of the core 2 and the outer peripheral frame 3, or the outer peripheral wall 32, and the rod is connected to the other so as to be capable of relative rotational displacement.
When the relative displacement of the outer peripheral frame 3 or the outer peripheral wall 32 in any direction, the rod reciprocates to reduce the displacement amount. In the vibration control device 5, when the core 2 is bent and deformed, a passive high damping device that generates a damping force corresponding to the relative displacement between the core 2 and the outer peripheral frame 3 or the outer peripheral wall 32, or movement of pressure oil is used. The stop is automatically switched by the operation of the switching valve, and an active variable damping device capable of adjusting the damping force is used.

【0014】制震装置5は図1に示すようにトップガー
ダー4と外周フレーム3の柱31との間や、図9,図10に
示すように外周壁32から張り出すトップガーダー4とコ
ア2の耐震要素21との間の他、図1のy−y線断面図で
ある図4に示すようにコア2が平面上、複数個の耐震要
素21,21に分割される場合の、対向する耐震要素21,21
の頂部間等に架設され、コア2の曲げ変形に伴うコア2
と外周フレーム3,または外周壁32間の相対変位時と、
耐震要素21,21間の相対変位時にコア2に減衰力を付与
する。コア2は曲げ変形時に振動が減衰させられると同
時に、トップガーダー4の位置に制震装置5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。
As shown in FIG. 1, the vibration control device 5 includes a top girder 4 and a core 2 which extend between the top girder 4 and a column 31 of the outer peripheral frame 3 or from an outer peripheral wall 32 as shown in FIGS. 9 and 10. In addition to the seismic resistant element 21 of FIG. 1, the core 2 is divided into a plurality of seismic resistant elements 21, 21 on the plane as shown in FIG. 4 which is a sectional view taken along the line yy of FIG. Seismic element 21, 21
The core 2 installed between the tops of the
And the relative displacement between the outer peripheral frame 3 or the outer peripheral wall 32,
A damping force is applied to the core 2 during relative displacement between the seismic resistant elements 21, 21. The vibration of the core 2 is attenuated at the time of bending deformation, and at the same time, the core 2 receives a bending-back moment in the position of the top girder 4 from the vibration control device 5 in a direction opposite to the overturning moment.

【0015】図1,図2はセンターコア型の平面計画例
の場合であるが、図7に示す片側コア型その他のタイプ
の場合にもトップガーダー4をコア2から外周フレーム
3まで、または外周フレーム3からコア2まで張り出す
ことにより制震装置5は同様に設置される。
FIGS. 1 and 2 show an example of a center core type plan plan, but in the case of the one side core type and other types shown in FIG. 7, the top girder 4 is arranged from the core 2 to the outer peripheral frame 3 or the outer periphery. The vibration control device 5 is similarly installed by projecting from the frame 3 to the core 2.

【0016】図8は図1に示す平面の場合に、頂部のト
ップガーダー4に加え、コア2の中間層と外周フレーム
3,または外周壁32の中間層のいずれか一方側から、他
方側から切り離される中間ガーダー6を張り出し、中間
ガーダー6と外周フレーム3,または外周壁32との間、
もしくはコア2との間にも制震装置5を架設した場合の
実施例である。この実施例ではコア2が複数層で減衰力
を付与され、曲げ戻しモーメントを受けるため応答低減
と転倒モーメント低減の効果が高められる。中間ガーダ
ー6もトップガーダー4と同等の剛性を持つ。
In the case of the plane shown in FIG. 1, in addition to the top girder 4 at the top, FIG. 8 shows one of the intermediate layer of the core 2 and the outer peripheral frame 3, or the intermediate layer of the outer peripheral wall 32 from one side or the other side. The intermediate girder 6 to be separated is projected, and between the intermediate girder 6 and the outer peripheral frame 3, or the outer peripheral wall 32,
Alternatively, it is an example in which the vibration damping device 5 is installed between the core 2 and the core 2. In this embodiment, the core 2 is provided with a damping force in a plurality of layers and receives a bending-back moment, so that the effects of response reduction and tipping moment reduction are enhanced. The intermediate girder 6 also has the same rigidity as the top girder 4.

【0017】図9,図10は片側コアタイプの場合に、外
周壁32からコア2までトップガーダー4と中間ガーダー
6を張り出し、複数層に制震装置5を設置した場合であ
る。
FIGS. 9 and 10 show the case of the one-sided core type in which the top girder 4 and the intermediate girder 6 are extended from the outer peripheral wall 32 to the core 2 and the vibration control devices 5 are installed in a plurality of layers.

【0018】コア2は変形量に応じ、頂部,または頂部
と中間層において減衰力を受けることにより応答が低減
し、曲げ変形量が低減する。加えて変形時に制震装置5
から転倒モーメントを低減する曲げ戻しモーメントを受
けることによりコア2の変形性状は図11に示す曲げ変形
型より図12に示すせん断変形型が支配的になり、外周フ
レーム3や外周壁32の層間の相対水平せん断変位量が増
大する。
Depending on the amount of deformation, the core 2 receives a damping force at the apex, or at the apex and the intermediate layer, so that the response is reduced and the amount of bending deformation is reduced. In addition, the vibration control device 5 when deformed
By receiving a bending-back moment that reduces the overturning moment, the deformation characteristics of the core 2 become more dominant between the bending deformation type shown in FIG. 11 and the shear deformation type shown in FIG. The amount of relative horizontal shear displacement increases.

【0019】せん断変形型の架構内では、層間せん断変
位差は振動モードの節に相当する層で顕著になることか
ら、図13,図14に示すように層間制震装置7はこの節に
相当する,あるいはそれに近い層に設置される程効果を
発揮する。図13は層間制震装置7を外周フレーム3内の
1次振動モードが節になる層に、図14はそれに加えて2
次振動モードが節になる層にも設置した場合を示す。
In the shear deformation type frame, the inter-story shear displacement difference becomes remarkable in the layer corresponding to the node of the vibration mode. Therefore, as shown in FIGS. 13 and 14, the inter-layer vibration control device 7 corresponds to this node. , Or the closer it is, the more effective it is. 13 shows the inter-layer vibration control device 7 in the layer where the primary vibration mode in the outer frame 3 becomes a node, and FIG.
The case where it is installed also in the layer where the secondary vibration mode becomes a node is shown.

【0020】層間制震装置7は柱・梁のフレーム内の、
上層階と下層階のいずれか一方側に接続し、他方側から
切り離される等、一方がフレームに接続し、他方がフレ
ームから切り離されて組み立てられるV型ブレース等の
耐震架構8と、その切り離される側のフレームとに跨っ
て設置され、層間変位時に柱・梁のフレームに減衰力を
与え、振動を減衰させる。
The inter-layer vibration control device 7 is installed in the frame of the pillar / beam,
A seismic frame 8 such as a V-shaped brace that is connected to either one of the upper floor and the lower floor and is separated from the other side, such that one is connected to the frame and the other is separated from the frame It is installed straddling the frame on the side and gives a damping force to the frame of the pillar / beam at the time of interlayer displacement to damp the vibration.

【0021】層間制震装置7には前記した制震装置5の
他、鋼材ダンパや粘性ダンパ等が使用される。
As the inter-layer damping device 7, in addition to the damping device 5 described above, a steel material damper, a viscous damper, or the like is used.

【0022】[0022]

【発明の効果】この発明は以上の通りであり、コアと外
周フレーム,または外周壁を切り離し、コアに地震力の
多くを負担させることにより外周フレームや外周壁への
過大な地震力の入力を回避し、コアの少なくとも頂部と
外周フレーム,または外周壁との間にコアに減衰力を付
与する制震装置を接続することによりコアの振動を減衰
させると同時に、コアに曲げ戻しモーメントを作用させ
るものであるため、架構の曲げ変形を低減し、その変形
性状をせん断変形型に変えることが可能となり、外周フ
レームや外周壁の層間に設置される層間制震装置の設置
による振動抑制効果を高めることができる。
The present invention is as described above. By separating the core from the outer peripheral frame or the outer peripheral wall and allowing the core to bear much of the seismic force, an excessive seismic force is applied to the outer peripheral frame and the outer peripheral wall. By avoiding and damping the vibration of the core by connecting a damping device that gives a damping force to the core between at least the top of the core and the outer frame or outer wall, a bending moment is applied to the core. Since it is a structure, it is possible to reduce the bending deformation of the frame and change its deformation property to the shear deformation type, and enhance the vibration suppression effect by installing the interlayer damping device installed between the layers of the outer frame and outer wall. be able to.

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

【図1】センターコアタイプの場合の制震装置の設置位
置を示した屋上階の平面図である。
FIG. 1 is a plan view of a roof floor showing the installation position of a vibration control device in the case of a center core type.

【図2】図1の基準階の平面図である。FIG. 2 is a plan view of a reference floor of FIG.

【図3】図1のx−x線断面図である。FIG. 3 is a sectional view taken along line xx of FIG.

【図4】図1のy−y線断面図である。4 is a cross-sectional view taken along the line yy of FIG.

【図5】RC造壁式構造のコアを示した立面図である。FIG. 5 is an elevation view showing a core of an RC wall structure.

【図6】S造ブレース構造のコアを示した立面図であ
る。
FIG. 6 is an elevational view showing a core having an S brace structure.

【図7】片側コアタイプの場合の制震装置の設置位置を
示した屋上階の平面図である。
FIG. 7 is a plan view of the roof floor showing the installation position of the vibration control device for the one-sided core type.

【図8】コアから中間ガーダーを張り出した場合の図1
のx−x線断面図である。
FIG. 8 is a view in which an intermediate girder is extended from the core.
3 is a cross-sectional view taken along line xx of FIG.

【図9】片側コアタイプの外周壁から中間ガーダーを張
り出した場合の基準階の平面図である。
FIG. 9 is a plan view of a reference floor when an intermediate girder is projected from an outer peripheral wall of one side core type.

【図10】図9の断面図である。10 is a cross-sectional view of FIG.

【図11】曲げ変形型架構の変形性状を示した概要図で
ある。
FIG. 11 is a schematic diagram showing a deformation property of a bending deformation type frame.

【図12】せん断変形型架構の変形性状を示した概要図
である。
FIG. 12 is a schematic diagram showing the deformation characteristics of a shear deformation type frame.

【図13】外周フレームへの層間制震装置の設置例を示
した立面図である。
FIG. 13 is an elevational view showing an installation example of the interlayer vibration damping device on the outer peripheral frame.

【図14】層間制震装置の他の設置例を示した立面図で
ある。
FIG. 14 is an elevational view showing another installation example of the inter-layer damping device.

【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、32……外周壁、4……トッ
プガーダー、5……制震装置、6……中間ガーダー、7
……層間制震装置、8……耐震架構。
1 ... Seismic control structure, 2 ... Core, 21 ... Seismic element, 3 ...
… Outer frame, 31 …… Pillar, 32 …… Outer wall, 4 …… Top girder, 5 …… Vibration control device, 6 …… Intermediate girder, 7
…… Layered seismic control device, 8 …… Seismic frame.

───────────────────────────────────────────────────── フロントページの続き (72)発明者 山本 幸正 東京都港区元赤坂1丁目2番7号 鹿島建 設株式会社内 (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 (72)発明者 高井 剛 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 front page (72) Inventor Yukoma Yamamoto 1-2-7 Moto-Akasaka, Minato-ku, Tokyo Kashima Construction Co., Ltd. (72) Inventor Tomohiko Hatada 1-2-7 Moto-Akasaka, Minato-ku, Tokyo No. Kashima Construction Co., Ltd. (72) Inventor Tsuyoshi Takai 1-2-7 Moto-Akasaka, Minato-ku, Tokyo Kashima Construction Co., Ltd.

Claims (3)

【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,または外周壁からなり、外周フレーム,
または外周壁の層間の柱・梁フレーム内に層間変位時に
柱・梁フレームに減衰力を付与する層間制震装置が設置
された構造物であり、コアの頂部と外周フレーム,また
は外周壁の頂部のいずれか一方側からは他方側から切り
離されるトップガーダーが張り出し、このトップガーダ
ーと外周フレーム,または外周壁との間、もしくはコア
との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複合制御型制震
構造物。
1. A core composed of multiple layers of seismic resistant elements,
The outer frame, or outer wall,
Or a structure in which an inter-layer vibration control device that gives a damping force to the pillar / beam frame during interlayer displacement is installed in the interlayer pillar / beam frame of the outer peripheral wall, and the top of the core and the outer peripheral frame, or the top of the outer peripheral wall A top girder, which is separated from the other side, overhangs from either side, and a vibration control device is installed between the top girder and the outer frame or outer wall, or between the core and a damping device that applies damping force to the core. ,
A composite control type damping structure characterized by being connected to both sides.
【請求項2】 頂部のトップガーダーに加え、コアの中
間層と外周フレーム,または外周壁の中間層のいずれか
一方側から、他方側から切り離される中間ガーダーが張
り出し、中間ガーダーと外周フレーム,または外周壁と
の間、もしくはコアとの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
する請求項1記載の複合制御型制震構造物。
2. In addition to the top girder at the top, an intermediate girder separated from the other side extends from either one of the intermediate layer of the core and the outer peripheral frame or the intermediate layer of the outer peripheral wall, and the intermediate girder and the outer peripheral frame, or The composite control type vibration control structure according to claim 1, wherein a vibration control device that applies a damping force to the core is installed between the outer peripheral wall and the core and is connected to both of them.
【請求項3】 コアは平面上、複数個の耐震要素に分割
され、この分割された、対向する耐震要素間に制震装置
が架設され、双方に接続されていることを特徴とする請
求項1,または請求項2記載の複合制御型制震構造物。
3. The core is divided into a plurality of seismic resistant elements on a plane, and a seismic damping device is installed between the divided seismic resistant elements and connected to both of them. 1 or the composite control type damping structure according to claim 2.
JP16878893A 1993-07-08 1993-07-08 Compound control type vibration control structure Expired - Fee Related JP2663835B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP16878893A JP2663835B2 (en) 1993-07-08 1993-07-08 Compound control type vibration control structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP16878893A JP2663835B2 (en) 1993-07-08 1993-07-08 Compound control type vibration control structure

Publications (2)

Publication Number Publication Date
JPH0726783A true JPH0726783A (en) 1995-01-27
JP2663835B2 JP2663835B2 (en) 1997-10-15

Family

ID=15874486

Family Applications (1)

Application Number Title Priority Date Filing Date
JP16878893A Expired - Fee Related JP2663835B2 (en) 1993-07-08 1993-07-08 Compound control type vibration control structure

Country Status (1)

Country Link
JP (1) JP2663835B2 (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH10280725A (en) * 1997-04-08 1998-10-20 Shimizu Corp Damping skeleton construction
JP2009512796A (en) * 2005-10-21 2009-03-26 オーヴ・アラップ・アンド・パートナーズ・インターナショナル・リミテッド Damping of tall structures

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH10280725A (en) * 1997-04-08 1998-10-20 Shimizu Corp Damping skeleton construction
JP2009512796A (en) * 2005-10-21 2009-03-26 オーヴ・アラップ・アンド・パートナーズ・インターナショナル・リミテッド Damping of tall structures

Also Published As

Publication number Publication date
JP2663835B2 (en) 1997-10-15

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