JPH11172952A - Seisemic resistant and wind resistant structure - Google Patents

Seisemic resistant and wind resistant structure

Info

Publication number
JPH11172952A
JPH11172952A JP9361896A JP36189697A JPH11172952A JP H11172952 A JPH11172952 A JP H11172952A JP 9361896 A JP9361896 A JP 9361896A JP 36189697 A JP36189697 A JP 36189697A JP H11172952 A JPH11172952 A JP H11172952A
Authority
JP
Japan
Prior art keywords
vertical
resistant
damper
horizontal
wind
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
JP9361896A
Other languages
Japanese (ja)
Inventor
Koji Yanagisawa
孝次 柳澤
Masanori Yoshimura
正憲 吉村
Etsuro Suzuki
悦郎 鈴木
Original Assignee
Taisei Corp
大成建設株式会社
Etsuro Suzuki
悦郎 鈴木
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 Taisei Corp, 大成建設株式会社, Etsuro Suzuki, 悦郎 鈴木 filed Critical Taisei Corp
Priority to JP9361896A priority Critical patent/JPH11172952A/en
Publication of JPH11172952A publication Critical patent/JPH11172952A/en
Granted legal-status Critical Current

Links

Abstract

PROBLEM TO BE SOLVED: To greatly absorb energy of earthquake and wind acting on a structure by setting a vertical member at a central position on a plan of the structure and providing a damper between the vertical member and beam end parts of each story collecting on the vertical member to connect them slidably. SOLUTION: This structure is constituted in such a way that two vertical members 1 are set in a substantially central part at a predetermined interval when viewed in plan. This vertical member 1 has higher rigidity than a column 2, a beam 3, etc., arranged on the outside of the member 1, and a damper D is provided between the member 1 and beam 3 end parts of each story collected on the member 1 and is separated from a floor system 5 completely. Moreover, the end parts of the beams 3 collected on the vertical member 1 are supported through slide mechanism by brackets 7 overhanging from the vertical member 1. When external force acts on this structure, the energy is absorbed greatly by the damper D so that the oscillation and deformation can be reduced.

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、耐震耐風構造物に
関するもので、低層から超高層の建物や塔状構造物に適
用できる。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an earthquake-resistant and wind-resistant structure, and can be applied to low- to high-rise buildings and tower structures.
【0002】[0002]
【従来の技術】従来の構造物は、一般に柱、梁、床及び
耐震壁或いはブレ−ス材で構成し、仮定荷重即ち、固定
荷重、積載荷重、地震や風等の荷重を予測推定して設計
し、設計した構造物のモデルに、同構造物が立地する条
件に合った地震波等を入力し、その応答にもとずき構造
物の剛性や強度を全体的に調整し、安全性を確認して構
築される。
2. Description of the Related Art Conventional structures are generally composed of columns, beams, floors, and shear walls or bracing materials, and predict and estimate assumed loads, that is, fixed loads, loaded loads, and loads such as earthquakes and winds. Designed and input a seismic wave or the like that matches the conditions where the structure is located into the model of the designed structure, and adjust the rigidity and strength of the structure as a whole based on the response to improve safety. Confirmed and built.
【0003】[0003]
【発明が解決しようとする課題】しかし、建設された構
造物に、予測を超えた大きな水平力、例えば巨大地震や
暴風が作用したとき、大きな揺れにより構造物に損傷が
生じる惧れがある。それを回避するために過剰設計とな
る場合があり、その結果、建設コストが増大することに
なる。
However, when an unexpectedly large horizontal force, such as a large earthquake or a storm, acts on the constructed structure, the structure may be damaged by large shaking. In order to avoid this, over-designing can occur, which results in increased construction costs.
【0004】[0004]
【本発明の目的】上記のような課題を解決するためにな
された本発明は、予測を超える大きな水平力が構造物に
作用したときでも、大きな揺れが生じることのない合理
的且つ経済的な設計及び構築が可能な、耐震耐風構造物
を提供することにある。
SUMMARY OF THE INVENTION An object of the present invention, which has been made to solve the above-mentioned problems, is to provide a rational and economical method which does not cause large shaking even when a large horizontal force exceeding a prediction is applied to a structure. An object of the present invention is to provide a seismic and windproof structure that can be designed and constructed.
【0005】[0005]
【課題を解決するための手段】前記の目的を達成するた
めに、本発明の耐震耐風構造物の構成は、(1)鉛直部
材は、同部材の外側に配設する柱、梁よりも剛性が高い
部材であり、同鉛直部材を構造物の平面の略中心位置に
設定し、鉛直部材と、同部材に集まる各階の梁端部との
間にダンパ−を介装して接続したことにあり、(2)上
記(1)の構造物において、鉛直部材に、同部材の外側
に配設する柱、梁よりも剛性が高い水平部材を剛接合し
たことにあり、(3)上記(2)の構造物において、鉛
直部材の頂部に、同部材の外側に配設する柱、梁よりも
剛性が高い水平部材を剛接合したことにあり、(4)前
記(2)の構造物において、鉛直部材に、同部材の外側
に配設する柱、梁よりも剛性が高い水平部材を、複数層
毎に剛接合したことにあり、(5)前記(1)〜(4)
のいずれかに記載の構造物において、鉛直部材に、同部
材に集まる梁を水平方向にスライド可能に接続したこと
にある。
In order to achieve the above object, the structure of the earthquake-resistant and windproof structure of the present invention is as follows. (1) The vertical member is more rigid than the columns and beams provided outside the member. Is a high member, and the vertical member is set at substantially the center position of the plane of the structure, and a damper is interposed between the vertical member and the beam end of each floor gathered by the member to connect the vertical member. (2) In the structure of the above (1), the vertical member is rigidly joined to a horizontal member having higher rigidity than columns and beams provided outside the member, and (3) the above (2) (4) In the structure of (2), a horizontal member having higher rigidity than columns and beams disposed outside the member is rigidly joined to the top of the vertical member. (4) In the structure of (2), Vertical members rigidly connected to columns and beams, which are more rigid than columns and beams, Located, (5) the (1) to (4)
In the structure according to any one of the above, a beam gathered on the vertical member is connected to the vertical member so as to be slidable in the horizontal direction.
【0006】[0006]
【発明の実施の形態1】以下、図面を用いて本発明の実
施の形態を説明する。 <イ>耐震耐風構造物A(図1,図2) 構造物Aは、平面で見てその略中心部に、2本の鉛直部
材1(図示の例では芯柱)が所定間隔をおいて設定して
ある。この鉛直部材1は、同部材1の外側に配設した柱
2、梁3,4よりも剛性が高い部材であって、この鉛直
部材1と、同部材1に集まる各階の梁3端部との間にダ
ンパ−Dが介装してあり、床版5とは縁切りされてい
る。(図7)鉛直部材1に集まる梁3の端部は、鉛直部
材1から張出したブラケット7によりスライド機構を介
装して支承されている。この構造物Aは低層及び中層建
物に好適であって、構造物Aに外力が作用したとき、そ
のエネルギ−がダンパ−Dにより著しく吸収されるの
で、従来の構造物と比べて揺れが少なく、変形を小さく
することができる。
DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Embodiments of the present invention will be described below with reference to the drawings. <A> Seismic and wind-resistant structure A (FIGS. 1 and 2) The structure A has two vertical members 1 (core poles in the illustrated example) spaced apart from each other at a substantially central portion in a plan view. It has been set. The vertical member 1 is a member having higher rigidity than the columns 2 and the beams 3 and 4 disposed outside the member 1, and includes the vertical member 1 and the ends of the beams 3 on each floor gathered in the member 1. A damper D is interposed therebetween, and is separated from the floor slab 5. (FIG. 7) The ends of the beams 3 gathering on the vertical member 1 are supported by a bracket 7 projecting from the vertical member 1 via a slide mechanism. This structure A is suitable for low-rise and middle-rise buildings. When an external force acts on the structure A, its energy is remarkably absorbed by the damper D. Deformation can be reduced.
【0007】[0007]
【発明の実施の形態2】<ロ>耐震耐風構造物B(図3
及び図5,図6) 構造物Bは、前記
[Embodiment 2] <b> Seismic and windproof structure B (FIG. 3)
And FIGS. 5 and 6) The structure B is
【実施の形態1】に示したの構造物Aにおいて、鉛直部
材1の頂部に高剛性の水平部材を設置した場合である。
即ち、構造物Bの平面の中心に設定した鉛直部材10
(芯柱)は、同部材の外側に配設した柱12、梁13,
14よりも剛性が高くしてある。また、水平部材11
は、鉛直部材10(芯柱)の外側に配設した柱12、梁
13,14よりも剛性が高い部材であって、鉛直部材1
0の頂部に剛接合してある。 鉛直部材10と、同部材
10に集まる各階の梁13端部との間にダンパ−Dが介
装してある。尚、その他の符号は図1,図2と同一であ
る。この構造物Bは、中層乃至高層建物やアスペクト比
が大きい建物に好適であって、構造物Bに水平力が作用
したとき、このエネルギ−はダンパ−Dにより吸収され
ると共に、構造物Bの上層部に生じる曲げ変形に抵抗し
て曲げ戻し作用が働くので、従来の同規模のそれと比べ
て上層階の揺れが少なくなり、変形を小さくすることが
できる。
This is a case where a high-rigidity horizontal member is installed on the top of the vertical member 1 in the structure A shown in the first embodiment.
That is, the vertical member 10 set at the center of the plane of the structure B
(Core column) are columns 12, beams 13, and
The rigidity is higher than 14. The horizontal member 11
Is a member having higher rigidity than the column 12 and the beams 13 and 14 disposed outside the vertical member 10 (core column).
0 is rigidly connected to the top. A damper D is interposed between the vertical member 10 and the end of the beam 13 of each floor gathered on the vertical member 10. The other reference numerals are the same as those in FIGS. This structure B is suitable for middle to high-rise buildings and buildings with a large aspect ratio. When a horizontal force acts on the structure B, this energy is absorbed by the damper D and the structure B Since the bending-back action acts against the bending deformation generated in the upper layer, the swing of the upper floor is reduced as compared with the conventional one of the same scale, and the deformation can be reduced.
【0008】[0008]
【発明の実施の形態3】<ハ>耐震耐風構造物C(図4
及び図5,図6) 構造物Cは、前記
<Embodiment 3><c> Seismic and windproof structure C (FIG. 4)
And FIGS. 5 and 6) The structure C is
【実施の形態1】又はEmbodiment 1 or
【実施の形態2】の各構造物A,Bにおける鉛直部材
1,10に、高剛性の水平部材を複数階毎に設置した場
合である。 即ち、構造物Cの平面の中心に設定した鉛
直部材20(芯柱)は、同部材の外側に配設した柱2
2、梁23,24よりも剛性が高くしてある。また、水
平部材21,31は、鉛直部材20(芯柱)の外側に配
設した柱22、梁23,24よりも剛性が高い部材であ
って、鉛直部材20の頂部に水平部材21が、複数階お
きに水平部材31が夫々剛接合してある。鉛直部材20
と、同部材20に集まる各階の梁23端部との間にダン
パ−Dが介装してある。尚、その他の符号は図1〜図3
と同一である。この構造物Cは、高層乃至超高層建物や
アスペクト比が非常に大きい建物や塔状構造物に好適で
あって、構造物Cに水平力にが作用したとき、このエネ
ルギ−はダンパ−Dにより吸収されると共に、構造物C
の上層部及び中層部に生じる変形に抵抗して曲げ戻し作
用が働くので、従来の同規模のそれと比べて上層及び中
層階の揺れが少なくなり、各階の変形を小さくすること
ができる。
In this embodiment, a high-rigidity horizontal member is provided for each of a plurality of floors on the vertical members 1 and 10 of each of the structures A and B of the second embodiment. That is, the vertical member 20 (core column) set at the center of the plane of the structure C is the column 2 disposed outside the member.
2. The rigidity is higher than the beams 23 and 24. The horizontal members 21 and 31 are members having higher rigidity than the columns 22 and the beams 23 and 24 disposed outside the vertical member 20 (core column). The horizontal member 21 is provided on the top of the vertical member 20. The horizontal members 31 are rigidly connected to each other on a plurality of floors. Vertical member 20
A damper D is interposed between the member 20 and the end of the beam 23 on each floor gathered on the member 20. Other symbols are shown in FIGS.
Is the same as This structure C is suitable for high-rise or high-rise buildings or buildings having a very large aspect ratio or tower-like structures. When a horizontal force is applied to the structure C, this energy is generated by the damper D. While being absorbed, the structure C
Since the bending-back action acts against the deformation occurring in the upper layer and the middle layer, the swing of the upper and middle floors is reduced as compared with the conventional one of the same scale, and the deformation of each floor can be reduced.
【0009】各構造物A,B,Cは、平面形状が不整形
(図2)や矩形(図5,図6)の例が示してあるが、円
形、楕円形、或いは多角形でも勿論適用できるものであ
る。
Each of the structures A, B, and C has an example in which the planar shape is irregular (FIG. 2) or rectangular (FIGS. 5 and 6). However, a circular shape, an elliptical shape, or a polygonal shape is of course applicable. You can do it.
【0010】<ニ>鉛直部材(図1〜図6) 各鉛直部材1,10,20は、同部材1,10,20の
外側に配設した柱2,12,22よりも高剛性、即ち断
面2次モ−メントや断面係数等の断面性能が著しく大き
い高強度の部材である。例えば、RC造、SRC造、S
造、PS造の柱、及びそれらの複合柱、或いはトラス形
式の組立て柱などであって、各構造物A,B,Cにおけ
る芯柱として位置付けされる。
<D> Vertical members (FIGS. 1 to 6) Each of the vertical members 1, 10, and 20 has higher rigidity than the columns 2, 12, and 22 disposed outside the members 1, 10, and 20, that is, It is a high-strength member that has a remarkably large cross-sectional performance such as a cross-sectional secondary moment and a section modulus. For example, RC, SRC, S
Pillars, PS pillars, and composite columns thereof, or truss-type assembled pillars, etc., which are positioned as core pillars in each of the structures A, B, and C.
【0011】各鉛直部材1,10,20は前記<ニ>の
芯柱に代えて、壁柱、コアウォ−ルなどでもよく、各構
造物A,B,Cにおける壁体として位置付けされる部材
である。(図示省略)
Each of the vertical members 1, 10, and 20 may be a wall column, a core wall, or the like instead of the core column of <d>, and is a member positioned as a wall in each of the structures A, B, and C. is there. (Not shown)
【0012】図示の例では、各芯柱1,10,20に集
まる各階の梁3,13,23は、4本の場合であるがそ
れに限定せず、例えば構造物の平面形状が円形や楕円形
で、各芯柱1,10,20に梁が多数本放射状に集まる
場合にも適用される。(図示省略)
In the example shown in the figure, the number of beams 3, 13, and 23 on each floor gathering on each of the core columns 1, 10, and 20 is four, but is not limited thereto. For example, the planar shape of the structure is circular or elliptical. The present invention is also applicable to a case where a large number of beams are radially gathered on each of the core pillars 1, 10, and 20. (Not shown)
【0013】<ホ>水平部材 各水平部材11,21,22は、各芯柱1,10,20
の外側に配設した各柱2,12,22、梁3,4、1
3,14、23,24よりも高剛性、即ち断面2次モ−
メントや断面係数等の断面性能が著しく大きい高強度の
部材で、例えば鉄筋コンクリ−ト造、鉄骨鉄筋コンクリ
−ト造、鉄骨造、プレストレストコンクリ−ト造の梁
や、トラス梁等のガ−ダ−である。
<E> Horizontal Member Each of the horizontal members 11, 21, and 22 includes
Pillars 2, 12, 22 and beams 3, 4, 1
Higher rigidity than 3,14,23,24
High-strength members with remarkably large cross-sectional performance such as element and section modulus. For example, girder such as reinforced concrete, steel-framed reinforced concrete, steel frame, prestressed concrete beam, truss beam, etc. -.
【0014】<へ>ダンパ−D,E(図8〜12) ダンパ−Dは、各芯柱1,10,20と、同柱に集まる
各梁3,13,23の端面との間に介装してあり(図8
〜図11)、またダンパ−Eは、各芯柱1,10,20
から張出したブラケット7と、梁3,13,23の端部
下端との間に介装してある(図11,図12)。これに
よって、各構造物A,B,Cに水平力が作用したとき、
エネルギ−が吸収されるので揺れが少なくなる。図11
に示すダンパ−D,Eは、夫々小型化して梁3,13,
23の端面及び端部下端に配設したので、大きな外力に
対応できる上、狭い空間でも据付けることができ経済的
である。尚、ダンパ−D,Eは同種又は異種の装置を用
いることができる。
<F> Dampers D, E (FIGS. 8 to 12) The dampers D are provided between the core pillars 1, 10, 20 and the end faces of the beams 3, 13, 23 gathering on the pillars. (Fig. 8
To FIG. 11), and the damper E is provided for each of the core columns 1, 10, and 20.
It is interposed between the bracket 7 protruding from the lower end and the lower ends of the ends of the beams 3, 13, and 23 (FIGS. 11 and 12). Thus, when a horizontal force acts on each of the structures A, B, and C,
Since the energy is absorbed, the swing is reduced. FIG.
The dampers D and E shown in FIG.
Since it is arranged at the end face and the lower end of the end 23, it can cope with a large external force and can be installed in a narrow space, which is economical. The dampers D and E may be of the same or different types.
【0015】ダンパ−D,Eは、各構造物A,B,Cの
振動性状に応じて下記のタイプを選択することができ
る。 (a)板ばねダンパ− (b)コイルばねダンパ− (c)硬質ゴムダンパ− (d)金属板積層ゴムダンパ− (e)エアダンパ−(エアチュ−ブ) (f)粘性体ダンパ−(オイル又は水をチュ−ブに封
入)
The following types of dampers D and E can be selected according to the vibration characteristics of each of the structures A, B and C. (A) Leaf spring damper (b) Coil spring damper (c) Hard rubber damper (d) Laminated rubber damper for metal plate (e) Air damper (air tube) (f) Viscous material damper (oil or water (Enclosed in tube)
【0016】<ト>鉛直部材周りの床版5の縁切り機構
(図7) 芯柱1,10,20の周囲の床5はクリアランス15を
設けて縁切りしてある。クリアランス15を設けたこと
によって、構造物A,B,Cは、水平力を受けたとき、
ダンパ−D,Eの変形分だけ水平変形してその変形量を
吸収する。尚、クリアランス15は弾性材料により充填
する。
<G> Trimming mechanism of the floor slab 5 around the vertical member (FIG. 7) The floor 5 around the core pillars 1, 10, 20 is trimmed by providing a clearance 15. When the clearances 15 are provided, the structures A, B, and C receive a horizontal force.
The horizontal deformation is performed by the deformation of the dampers D and E, and the deformation is absorbed. The clearance 15 is filled with an elastic material.
【0017】<チ>梁のスライド機構6(図8〜12) スライド機構6は、各構造物A,B,Cの鉛直部材1,
10,20から張出したブラケット7と、鉛直部材1,
10,20に集まる梁3,13,23との間に設置して
ある。これにより各構造物A,B,Cは、ダンパ−D,
Eの変形量だけ移動する。尚、以上の説明による変形量
は、ダンパ−D,Eによってエネルギ−吸収されるので
極めて微小であり、建物の居住性を損なうことは全くな
い。
<H> Beam slide mechanism 6 (FIGS. 8 to 12) The slide mechanism 6 includes a vertical member 1 for each of the structures A, B and C.
Bracket 7 extending from 10, 20 and vertical member 1,
It is installed between the beams 3, 13 and 23 gathering at 10 and 20. As a result, each of the structures A, B, and C becomes a damper D,
Move by the amount of deformation of E. The amount of deformation according to the above description is extremely small because the energy is absorbed by the dampers D and E, and does not impair the livability of the building at all.
【0018】図8に示すスライド機構6は、摩擦係数の
小さい滑り板16を2枚(1枚でも可)介装した場合で
ある。
The slide mechanism 6 shown in FIG. 8 is a case in which two (even one) slide plates 16 having a small coefficient of friction are interposed.
【0019】図9及び図11,図12に示すスライド機
構6は、滑り支承体26をブラケット7と梁3,13,
23との間に設置した場合で、支承体26は梁3と固着
してあり、ブラケット7上を滑動する。
The slide mechanism 6 shown in FIGS. 9, 11 and 12 comprises a sliding support 26 which includes a bracket 7 and beams 3, 13,.
23, the bearing 26 is fixed to the beam 3 and slides on the bracket 7.
【0020】図10に示すスライド機構6は台車の例で
あるが、ベアリングやころ等により滑動するロ−ラ−支
承36としてもよい。
Although the slide mechanism 6 shown in FIG. 10 is an example of a bogie, it may be a roller bearing 36 which slides with a bearing or a roller.
【0021】[0021]
【発明の効果】本発明の耐震耐風構造物は、以上説明し
たようになるから次のような効果を得ることができる。 (1)鉛直部材は、同部材の外側に配設する柱、梁より
も剛性が高い部材であり、構造物の平面の略中心位置に
前記鉛直部材を設定し、鉛直部材と、同部材に集まる各
階の梁端部との間にダンパ−を介装し、水平方向にスラ
イド可能に接続したことによって、 <イ>構造物に作用する地震や風のエネルギ−が著しく
吸収されるので、従来の構造物と比べて揺れが少なくな
り、従って変形を小さくすることができる。 <ロ>その結果、本発明の構造物の各階の柱梁材は、従
来のそれと比べて重量低減が可能となるので、合理的且
つ経済的な構造物の設計・構築ができる。 <ハ>大きな外力に対しても構造物の安全性が飛躍的に
向上する。 <ニ>構造物の外周や空間内に壁やブレ−ス材などの耐
震要素が激減するので、従来の構造物と比べて居住性に
優れる。 <ホ>制御装置などによる特別な操作を必要としないの
で、ランニングコストがかからない。 (2)前記(1)の構造物において、鉛直部材の頂部
に、同部材の外側に配設する柱、梁よりも剛性が高い水
平部材を剛接合したことによって、前記(1)と同様の
効果が得られるほか、<イ>構造物に外力が作用したと
き、このエネルギ−はダンパ−により吸収されると共
に、構造物の上層部に生じる曲げ変形に抵抗して曲げ戻
し作用が働くので、従来の同規模のそれと比べて上層階
の揺れが少なくなり、変形を小さくすることができる。 (3)前記(1)又は(2)の構造物において、鉛直部
材に、同部材の外側に配設する柱、梁よりも剛性が高い
水平部材を、複数層毎に剛接合したことによって、上記
(1)及び(2)と同様の効果がえられるほか、<イ>
構造物に水平力にが作用したとき、このエネルギ−はダ
ンパ−により吸収されると共に、構造物の上層部及び中
層部に生じる変形に抵抗して曲げ戻し作用が働くので、
従来の同規模のそれと比べて上層及び中層階の揺れが少
なくなり、各階の変形を小さくすることができる。
The seismic and windproof structure according to the present invention has the following effects. (1) The vertical member is a member having higher rigidity than columns and beams provided outside the member, and the vertical member is set at substantially the center of the plane of the structure, and the vertical member and the member By installing a damper between the beam end of each floor and the slidable connection in the horizontal direction, <a> seismic and wind energy acting on the structure is remarkably absorbed. As compared with the structure of the above, the shaking is reduced, so that the deformation can be reduced. <B> As a result, the weight of the column and beam material on each floor of the structure of the present invention can be reduced as compared with that of the related art, so that a rational and economical structure can be designed and constructed. <C> The safety of the structure is dramatically improved even with a large external force. <D> Seismic elements such as walls and bracing material are drastically reduced on the outer periphery and in the space of the structure, so that the structure is more comfortable than conventional structures. <E> Since no special operation is required by the control device or the like, no running cost is required. (2) In the structure of the above (1), a horizontal member having higher rigidity than a column or a beam disposed outside the vertical member is rigidly joined to the top of the vertical member, thereby providing the same structure as the above (1). In addition to the effect obtained, <i> When an external force acts on the structure, this energy is absorbed by the damper, and a bending-back action acts against the bending deformation generated in the upper layer of the structure. Compared with the conventional one of the same scale, the swing of the upper floor is reduced, and the deformation can be reduced. (3) In the structure according to the above (1) or (2), a horizontal member having higher rigidity than columns and beams arranged outside the member is rigidly joined to the vertical member for each of a plurality of layers. The same effects as in the above (1) and (2) are obtained.
When a horizontal force acts on the structure, this energy is absorbed by the damper, and a bending-back action acts against the deformation generated in the upper and middle layers of the structure.
The swing of the upper and middle floors is reduced as compared with the conventional one of the same scale, and the deformation of each floor can be reduced.
【図面の簡単な説明】[Brief description of the drawings]
【図1】 本発明に係る、耐震耐風構造物の実施形態1
を示す側面図(図2のa−a視)
FIG. 1 shows a first embodiment of an earthquake-resistant and wind-resistant structure according to the present invention.
Side view showing (a-a view of FIG. 2)
【図2】 図1の平面図FIG. 2 is a plan view of FIG. 1;
【図3】 本発明に係る、耐震耐風構造物の実施形態2
を示す側断面図(図5及び図6のb−b視)
FIG. 3 is a second embodiment of the earthquake-resistant and wind-resistant structure according to the present invention.
FIG. 5 is a side cross-sectional view (a bb view in FIGS. 5 and 6).
【図4】 本発明に係る、耐震耐風構造物の実施形態3
を示す側断面図(図5及び図6のb−b視)
FIG. 4 is an embodiment 3 of an earthquake-resistant windproof structure according to the present invention.
FIG. 5 is a side cross-sectional view (a bb view in FIGS. 5 and 6).
【図5】 図3又は図4における基準階平面図FIG. 5 is a plan view of a reference floor in FIG. 3 or FIG.
【図6】 図3又は図4における高剛性水平部材を設置
した階の平面図
FIG. 6 is a plan view of a floor on which the high-rigidity horizontal member shown in FIG. 3 or 4 is installed.
【図7】 ダンパ−を設置した状況を示す平面図FIG. 7 is a plan view showing a situation where a damper is installed.
【図8】 ダンパ−及びスライド機構の設置例1示す側
面図
FIG. 8 is a side view showing an installation example 1 of a damper and a slide mechanism.
【図9】 ダンパ−及びスライド機構の設置例2示す側
面図
FIG. 9 is a side view showing an installation example 2 of a damper and a slide mechanism.
【図10】ダンパ−及びスライド機構の設置例3示す側
面図
FIG. 10 is a side view showing an installation example 3 of a damper and a slide mechanism.
【図11】ダンパ−及びスライド機構の設置例4示す側
面図
FIG. 11 is a side view showing an installation example 4 of a damper and a slide mechanism.
【図12】ダンパ−及びスライド機構の設置例5示す側
面図
FIG. 12 is a side view showing an installation example 5 of a damper and a slide mechanism.
───────────────────────────────────────────────────── フロントページの続き (72)発明者 鈴木 悦郎 神奈川県川崎市中原区今井南町441 ────────────────────────────────────────────────── ─── Continued on the front page (72) Inventor Etsuo Suzuki 441 Imai Minamicho, Nakahara-ku, Kawasaki-shi, Kanagawa

Claims (7)

    【特許請求の範囲】[Claims]
  1. 【請求項1】鉛直部材は、同部材の外側に配設する柱、
    梁よりも剛性が高い部材であり、 同鉛直部材を構造物の平面の略中心位置に設定し、 鉛直部材と、同部材に集まる各階の梁端部との間にダン
    パ−を介装して接続したことを特徴とする、 耐震耐風構造物。
    The vertical member includes a column disposed outside the member.
    It is a member that is higher in rigidity than the beam, and the vertical member is set at approximately the center of the plane of the structure, and a damper is interposed between the vertical member and the beam end of each floor gathered in the member. A seismic and windproof structure characterized by being connected.
  2. 【請求項2】請求項1に記載の耐震耐風構造物におい
    て、 鉛直部材に、同部材の外側に配設する柱、梁よりも剛性
    が高い水平部材を剛接合したことを特徴とする、 耐震耐風構造物。
    2. The earthquake-resistant wind-resistant structure according to claim 1, wherein a horizontal member having rigidity higher than columns and beams disposed outside the vertical member is rigidly connected to the vertical member. Wind resistant structure.
  3. 【請求項3】請求項2に記載の耐震耐風構造物におい
    て、 鉛直部材の頂部に、同部材の外側に配設する柱、梁より
    も剛性が高い水平部材を剛接合したことを特徴とする、 耐震耐風構造物。
    3. A seismic and windproof structure according to claim 2, wherein a horizontal member having a higher rigidity than columns and beams disposed outside the vertical member is rigidly connected to a top of the vertical member. , Seismic and windproof structures.
  4. 【請求項4】請求項2に記載の耐震耐風構造物におい
    て、 鉛直部材に、同部材の外側に配設する柱、梁よりも剛性
    が高い水平部材を、複数層毎に剛接合したことを特徴と
    する、 耐震耐風構造物。
    4. The earthquake-resistant and wind-resistant structure according to claim 2, wherein the vertical member is rigidly connected to a horizontal member having a higher rigidity than columns and beams disposed outside the member, for each of a plurality of layers. Characterized as an earthquake-resistant and wind-resistant structure.
  5. 【請求項5】請求項1乃至4のいずれかに記載の耐震耐
    風構造物において、 鉛直部材に、同部材に集まる梁を水平方向にスライド可
    能に接続したことを特徴とする、 耐震耐風構造物。
    5. An anti-seismic wind-resistant structure according to claim 1, wherein a beam converging on the vertical member is connected to the vertical member so as to be slidable in a horizontal direction. .
  6. 【請求項6】請求項1乃至5のいずれかに記載の耐震耐
    風構造物において、 鉛直部材は芯柱又は壁体であることを特徴とする、 耐震耐風構造物。
    6. An anti-seismic wind-resistant structure according to claim 1, wherein the vertical member is a pillar or a wall.
  7. 【請求項7】請求項1乃至6のいずれかに記載の耐震耐
    風構造物において、 床板は、鉛直部材に対して水平方向にスライド可能に構
    成したことを特徴とする、 耐震耐風構造物。
    7. The aseismic wind-resistant structure according to claim 1, wherein the floor plate is configured to be slidable in a horizontal direction with respect to a vertical member.
JP9361896A 1997-12-10 1997-12-10 Seisemic resistant and wind resistant structure Granted JPH11172952A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP9361896A JPH11172952A (en) 1997-12-10 1997-12-10 Seisemic resistant and wind resistant structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP9361896A JPH11172952A (en) 1997-12-10 1997-12-10 Seisemic resistant and wind resistant structure

Publications (1)

Publication Number Publication Date
JPH11172952A true JPH11172952A (en) 1999-06-29

Family

ID=18475218

Family Applications (1)

Application Number Title Priority Date Filing Date
JP9361896A Granted JPH11172952A (en) 1997-12-10 1997-12-10 Seisemic resistant and wind resistant structure

Country Status (1)

Country Link
JP (1) JPH11172952A (en)

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2001132264A (en) * 1999-11-05 2001-05-15 Penta Ocean Constr Co Ltd Base isolation structure
JP2001132263A (en) * 1999-11-05 2001-05-15 Penta Ocean Constr Co Ltd Base isolation structure
JP2001152550A (en) * 1999-11-30 2001-06-05 Takenaka Komuten Co Ltd Semi-rigid-connected column/beam connection structure
JP2001207676A (en) * 2000-01-28 2001-08-03 Fujita Corp Damping structure for building
JP2007231523A (en) * 2006-02-27 2007-09-13 Taisei Corp Base-isolated floor structure
JP2008025153A (en) * 2006-07-19 2008-02-07 East Japan Railway Co Building and its construction method
JP2010013934A (en) * 2009-10-19 2010-01-21 Fujita Corp Seismic control structure of building
KR100994671B1 (en) 2010-07-20 2010-11-16 (주)씨케이피풍공학연구소 Control apparatus of building using controlling air current and control method of the same
JP2011144833A (en) * 2010-01-12 2011-07-28 Sumitomo Rubber Ind Ltd Vibration control unit, building and building reinforcing method

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2001132264A (en) * 1999-11-05 2001-05-15 Penta Ocean Constr Co Ltd Base isolation structure
JP2001132263A (en) * 1999-11-05 2001-05-15 Penta Ocean Constr Co Ltd Base isolation structure
JP2001152550A (en) * 1999-11-30 2001-06-05 Takenaka Komuten Co Ltd Semi-rigid-connected column/beam connection structure
JP2001207676A (en) * 2000-01-28 2001-08-03 Fujita Corp Damping structure for building
JP2007231523A (en) * 2006-02-27 2007-09-13 Taisei Corp Base-isolated floor structure
JP2008025153A (en) * 2006-07-19 2008-02-07 East Japan Railway Co Building and its construction method
JP2010013934A (en) * 2009-10-19 2010-01-21 Fujita Corp Seismic control structure of building
JP2011144833A (en) * 2010-01-12 2011-07-28 Sumitomo Rubber Ind Ltd Vibration control unit, building and building reinforcing method
KR100994671B1 (en) 2010-07-20 2010-11-16 (주)씨케이피풍공학연구소 Control apparatus of building using controlling air current and control method of the same

Similar Documents

Publication Publication Date Title
JPH11172952A (en) Seisemic resistant and wind resistant structure
JP2006045933A (en) Continuous layer core wall type seismic control high-rise multiple dwelling house building
KR100798457B1 (en) Vibration control structure
JP4700816B2 (en) Building construction method and seismic control building with excellent seismic safety
JP4155928B2 (en) Structure of apartment building
JP2004211288A (en) Structure of building
JP3677703B2 (en) Damping building
JPH10280725A (en) Damping skeleton construction
JP3463085B2 (en) Seismic building
JP2573525B2 (en) Partition wall damping structure
JP2003328585A (en) Vibration control structure for building having piloti
JP2002004628A (en) Damping skeleton structure and building
JP2006249756A (en) Frame structure of building
JP3552008B2 (en) Vibration control structure of building structure
JP2003082869A (en) Boardlike house
JPH09170353A (en) Damping structure for existing building
JP3020089B2 (en) Damping structure beam
JP2005256436A (en) Seismic reinforcing frame structure and seismic structure using the same
JPH09310510A (en) Earthquake resistant reinforcing construction of existing building
JPH10266620A (en) Vibration damping frame structure and construction method therefor
JP2002309797A (en) Method of constructing frame for multistory precast and pre-stressed concrete building
JPH0751803B2 (en) Seismic retrofitting method for RC structure opening
JPH09310509A (en) Earthquake resistant reinforcing construction of existing building
JP2662619B2 (en) Mid-to-high-rise building with earthquake-resistant walls formed at the projecting part
JPH05321351A (en) Damping structure for building units

Legal Events

Date Code Title Description
R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

FPAY Renewal fee payment (prs date is renewal date of database)

Year of fee payment: 5

Free format text: PAYMENT UNTIL: 20080411

S531 Written request for registration of change of domicile

Free format text: JAPANESE INTERMEDIATE CODE: R313531

R350 Written notification of registration of transfer

Free format text: JAPANESE INTERMEDIATE CODE: R350

FPAY Renewal fee payment (prs date is renewal date of database)

Free format text: PAYMENT UNTIL: 20080411

Year of fee payment: 5

FPAY Renewal fee payment (prs date is renewal date of database)

Free format text: PAYMENT UNTIL: 20090411

Year of fee payment: 6

FPAY Renewal fee payment (prs date is renewal date of database)

Year of fee payment: 6

Free format text: PAYMENT UNTIL: 20090411

FPAY Renewal fee payment (prs date is renewal date of database)

Year of fee payment: 7

Free format text: PAYMENT UNTIL: 20100411

FPAY Renewal fee payment (prs date is renewal date of database)

Year of fee payment: 8

Free format text: PAYMENT UNTIL: 20110411

FPAY Renewal fee payment (prs date is renewal date of database)

Free format text: PAYMENT UNTIL: 20120411

Year of fee payment: 9

FPAY Renewal fee payment (prs date is renewal date of database)

Year of fee payment: 10

Free format text: PAYMENT UNTIL: 20130411

FPAY Renewal fee payment (prs date is renewal date of database)

Free format text: PAYMENT UNTIL: 20130411

Year of fee payment: 10

FPAY Renewal fee payment (prs date is renewal date of database)

Free format text: PAYMENT UNTIL: 20140411

Year of fee payment: 11

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250