JPH10331477A - Vibration control frame - Google Patents
Vibration control frameInfo
- Publication number
- JPH10331477A JPH10331477A JP9142155A JP14215597A JPH10331477A JP H10331477 A JPH10331477 A JP H10331477A JP 9142155 A JP9142155 A JP 9142155A JP 14215597 A JP14215597 A JP 14215597A JP H10331477 A JPH10331477 A JP H10331477A
- Authority
- JP
- Japan
- Prior art keywords
- damper
- boundary
- earthquake
- story
- boundary beam
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
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- Building Environments (AREA)
- Load-Bearing And Curtain Walls (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、コアウォール等の
連層耐震壁をダンパーで連結した制振架構に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a damping structure in which multi-story shear walls such as a core wall are connected by a damper.
【０００２】[0002]
【従来の技術】先般の阪神大震災以来、建物の耐震安全
性がクローズアップされてきており、中でも地震入力を
大幅に減少させる免震・制振構造が脚光を浴びている。
しかしながら、簡便で効果的な制振壁構造は未だ開発さ
れておらず、各方面からの提案が種々出されているのが
現状である。特に、ＲＣ（鉄筋コンクリート）造や、耐
震壁を含む建物では、構造体の水平剛性が大きいため層
間変位が小さく、通常の制振ダンパーではエネルギー吸
収が小さくなり、地震時の応答低減効果を充分に挙げる
ことができなかった。又、センターコアタイプの高層建
物等で用いられている連層耐震壁（コアウォール）にお
いては、接続部をＲＣ造としていたため、Ｘ型配筋や高
強度剪断補強筋等を使用して耐力を確保し、型枠作業や
コンクリート打設を行って構築していたが、この部分は
地震時に応力集中が生じることとなり、早期に剪断ひび
割れが生じたり破壊する等の問題があった。2. Description of the Related Art Since the recent Great Hanshin Earthquake, the seismic safety of buildings has been increasing. In particular, seismic isolation / damping structures that greatly reduce earthquake input have been spotlighted.
However, a simple and effective damping wall structure has not yet been developed, and various proposals have been made from various directions. In particular, in buildings including RC (Reinforced Concrete) structures and earthquake-resistant walls, the horizontal displacement of the structure is large, so the interlayer displacement is small, and the ordinary vibration damper reduces the energy absorption, making it possible to sufficiently reduce the response in the event of an earthquake. I couldn't list it. Also, in the multi-story shear wall (core wall) used in center-core type high-rise buildings, etc., the connection part is made of RC, so X-type reinforcing bars and high-strength shear reinforcing bars are used to withstand the strength. And the construction was done by formwork and concrete casting. However, stress concentration occurred in this part during an earthquake, and there were problems such as early generation of shear cracks and breakage.
【０００３】[0003]
【発明が解決しようとする課題】本発明は、このような
従来の問題を解決するためになされ、一般的な連層耐震
壁を容易に制振架構に変更することができ、地震時に効
率良くエネルギーを吸収させることで剪断ひび割れや破
壊を防止できるようにした制振架構を提供することを目
的とする。SUMMARY OF THE INVENTION The present invention has been made in order to solve such a conventional problem, and a general multi-story shear wall can be easily changed to a vibration damping structure. An object of the present invention is to provide a vibration damping structure capable of preventing shear cracking and destruction by absorbing energy.
【０００４】[0004]
【課題を解決するための手段】上記の目的を達成するた
めの具体的手段として、本発明は、一定の間隔をあけて
配設した２以上の連層耐震壁を、複数のダンパー材で連
結一体化した構成を要旨とする。又、ダンパー材が軟鋼
材から成る境界梁であり、もしくは中間に履歴系又は粘
性系の減衰装置を介在させた境界梁であること、更に、
一定の間隔をあけて配設した連層耐震壁を、複数の普通
鋼から成る境界梁で連結すると共に、これらの境界梁間
に軟鋼材から成るブレースダンパー、もしくは粘弾性ダ
ンパーを構成要素としたブレースダンパーを取り付けて
トラス構造としたことを要旨とする。As a specific means for achieving the above object, the present invention relates to a method of connecting two or more multi-story shear walls arranged at regular intervals by a plurality of damper members. The gist is an integrated configuration. Further, the damper material is a boundary beam made of mild steel material, or a boundary beam in which a hysteretic or viscous damping device is interposed in the middle,
Multi-story shear walls arranged at regular intervals are connected by multiple boundary beams made of ordinary steel, and a brace damper made of mild steel or a viscoelastic damper is a component between these boundary beams. The gist is to have a truss structure with a damper attached.
【０００５】[0005]
【発明の実施の形態】以下、本発明の実施の形態を添付
図面に基づいて詳説する。図１において、１、２は一定
の間隔をあけて配設された連層耐震壁であり、これらは
複数の軟鋼材例えば極低降伏点鋼から成る境界梁３によ
り連結一体化されている。ここで、軟鋼材とは低降伏点
鋼及び極低降伏点鋼を指す、以下同様。又、前記連層耐
震壁は２以上の場合もある。Embodiments of the present invention will be described below in detail with reference to the accompanying drawings. In FIG. 1, reference numerals 1 and 2 denote multi-layered earthquake-resistant walls arranged at regular intervals, which are connected and integrated by a boundary beam 3 made of a plurality of mild steel materials, for example, extremely low yield point steel. Here, the mild steel material refers to a low yield point steel and an extremely low yield point steel, and so on. Further, there may be two or more multi-story shear walls.
【０００６】前記境界梁３の連層耐震壁１、２への定着
方法は、例えば図２(イ) 、(ロ) に示すように境界梁３の
上下フランジの端部に貫通孔３ａをそれぞれ設け、連層
耐震壁１、２内に定着されるねじ鉄筋４を貫通させて上
下フランジにロックナット５で締め付ける。この場合、
境界梁３の応力をねじ鉄筋４で振り替えることになる。
３ｂは境界梁３の端部に形成したリブプレートであり、
型枠を兼用する。The method of fixing the boundary beam 3 to the multi-story shear walls 1 and 2 is, for example, as shown in FIGS. 2A and 2B by forming through holes 3a at the ends of the upper and lower flanges of the boundary beam 3, respectively. It is provided, and it penetrates the screw reinforcing bar 4 fixed in the multi-story earthquake-resistant walls 1 and 2, and is fastened to the upper and lower flanges with the lock nut 5. in this case,
The stress of the boundary beam 3 is transferred by the screw reinforcing bar 4.
3b is a rib plate formed at the end of the boundary beam 3,
The formwork is also used.
【０００７】このようにして、従来の連層耐震壁を分割
し或は２以上の連層耐震壁を用いて、それらの間を極軟
鋼の境界梁３で連結一体化するだけで、一般的な耐震構
造である連層耐震壁架構を容易に制振架構に変更するこ
とができる。又、平面計画的には、従来連層耐震壁の通
路開口等はＲＣ造の境界梁とされていたが、これを前記
極軟鋼材から成る境界梁３に置換することも可能であ
る。[0007] In this way, a conventional multi-story shear wall is divided or two or more multi-story shear walls are used and connected and integrated by a boundary beam 3 made of extremely mild steel. It is possible to easily change a multi-story earthquake-resistant wall frame with a simple earthquake-resistant structure to a vibration-damping frame. Further, according to the plan plan, the passage openings and the like of the multi-story shear walls have conventionally been formed as RC boundary beams, but these may be replaced with the boundary beams 3 made of extremely mild steel.
【０００８】従来連層耐震壁の連結部位は、耐震設計に
おいても梁の剪断設計が厳しいためＸ型配筋を採用した
り、ウルボンやリバーボン等の高強度剪断補強筋で対応
していたが、先の阪神大震災で境界梁の剪断破壊の被害
が報告されており、構造体内において特に地震のエネル
ギーを大きく吸収する部位であるといえる。Conventionally, the connecting portion of a multi-story earthquake-resistant wall has adopted an X-type reinforcing bar or a high-strength shear reinforcing bar such as an urbon or a riverbon because the shear design of a beam is severe even in an earthquake-resistant design. It has been reported that the boundary beam was damaged by shearing in the previous Great Hanshin Earthquake, and it can be said that it is a part of the structure that particularly absorbs the energy of the earthquake.
【０００９】本発明においては、この境界梁を極軟鋼と
することで、地震時にこの部位を積極的に先行降伏さ
せ、エネルギーを大きく吸収することにより過大なひび
割れや破壊を防止することができる。つまり、境界梁３
を制振ダンパーとして作用させるのであり、そのダンパ
ー性能は境界梁３の材質と厚さ等によりコントロールす
ることができる。更に、境界梁３の剪断降伏を利用する
目的で、梁部材をフランジが高張力鋼、ウエブが極軟鋼
という組み合わせにすることも可能である。使用材料が
鋼材であることから、オイルダンパー等とは異なり基本
的にメンテナンスフリーである。尚、境界梁３は極低降
伏点鋼のみならず、低降伏点鋼や通常の高張力鋼を用い
る場合もある。In the present invention, the boundary beam is made of extremely mild steel, so that this portion is actively yielded at the time of an earthquake and a large amount of energy is absorbed, so that excessive cracking and destruction can be prevented. That is, boundary beam 3
Act as a vibration damper, and the damper performance can be controlled by the material and thickness of the boundary beam 3. Further, for the purpose of utilizing the shear yield of the boundary beam 3, the beam member may be a combination of a high-strength steel flange and a very mild steel web. Since the material used is steel, it is basically maintenance-free unlike oil dampers and the like. The boundary beam 3 may use not only an extremely low yield point steel but also a low yield point steel or a normal high tensile strength steel.
【００１０】前記境界梁３の部分はスパンが小さく、長
期鉛直荷重時の応力は殆どない。従って、このダンパー
は常時は構造的に何ら支障はなく、地震時にのみ効果的
な機能を果たすことになる。梁成が大きい場合や、パネ
ルゾーンの板厚が小さい場合には、境界梁３のウエブに
補強リブを追加して面外座屈を防止する。The boundary beam 3 has a small span and has almost no stress during a long-term vertical load. Therefore, this damper does not have any structural problems at all times, and performs an effective function only during an earthquake. When the beam structure is large or the panel zone has a small thickness, reinforcing ribs are added to the web of the boundary beam 3 to prevent out-of-plane buckling.
【００１１】図３は、境界梁３′の中間に履歴系又は粘
性系の減衰装置３′ｃを介在させたものであり、履歴系
の減衰装置としては極低降伏点鋼や鉛を使用したもの、
粘性系の減衰装置としてはブタン系高分子材料やゴムア
スファルト系粘弾性体等を用いることができる。境界梁
３′は軟鋼材の場合と普通鋼材の場合とがある。FIG. 3 shows a hysteresis or viscous damper 3'c interposed between the boundary beams 3 '. The hysteresis damper is made of extremely low yield point steel or lead. thing,
As a viscous damping device, a butane-based polymer material, a rubber asphalt-based viscoelastic body, or the like can be used. The boundary beam 3 'may be made of a mild steel material or a normal steel material.
【００１２】この減衰装置３′ｃは、例えば図４(イ) 、
(ロ) に示すように境界梁３′の中間部におけるウエブ
３′ｄを切り欠いて空間部を設け、その空間部を利用し
て形成することが可能であり、減衰装置３′ｃの両端部
にはリブプレート３′ｅを取り付けて隔壁とする。この
ようにして形成した減衰装置３′ｃを利用して、境界梁
３′をダンパーとして機能させ、制振架構を構成するよ
うにしても良い。This damping device 3'c is, for example, shown in FIG.
As shown in (b), the web 3'd at the intermediate portion of the boundary beam 3 'can be cut out to provide a space, and the space can be formed using the space, and both ends of the damping device 3'c can be formed. A rib plate 3'e is attached to the portion to form a partition. By using the damping device 3'c formed in this way, the boundary beam 3 'may be made to function as a damper to constitute a vibration control frame.
【００１３】図５は、本発明の他の実施態様を示すもの
で、一定の間隔をあけて配設した連層耐震壁６、７を、
複数の普通鋼から成る境界梁８で連結すると共に、これ
らの境界梁８間に極低降伏点鋼又は低降伏点鋼から成る
ブレースダンパー９を取り付けてトラス構造としたもの
である。FIG. 5 shows another embodiment of the present invention, in which multi-story shear walls 6 and 7 arranged at regular intervals are provided.
The truss structure is formed by connecting a plurality of boundary beams 8 made of ordinary steel and attaching a brace damper 9 made of an extremely low yield point steel or a low yield point steel between these boundary beams 8.
【００１４】ブレースダンパー９は、図６(イ) 、(ロ) の
ように帯板状の粘弾性体９ａを積層した粘弾性ダンパー
９ｂをブレースの構成要素としたものでも良い。ここ
で、粘弾性体９ａとしてはゴムアスファルト系、高減衰
ゴム、アクリル樹脂系等を用いることができる。(イ) に
おいて、９ｃは綴りボルト、９ｄは外表ボックス、９ｅ
はモルタル充填部である。(ロ) において、９ｃは綴りボ
ルト、９ｆは保持枠、９ｇは固定板である。As shown in FIGS. 6A and 6B, the brace damper 9 may be constituted by a viscoelastic damper 9b formed by laminating a band-shaped viscoelastic body 9a. Here, as the viscoelastic body 9a, a rubber asphalt type, a high attenuation rubber, an acrylic resin type or the like can be used. In (a), 9c is a spelling bolt, 9d is an outer box, 9e.
Is a mortar filling part. In (b), 9c is a spelling bolt, 9f is a holding frame, and 9g is a fixing plate.
【００１５】このようにブレースダンパー９を組み込ん
だ場合には、連層耐震壁６、７の制振効果は大きいが、
ブレースダンパー９があるため前記実施態様のものとは
異なって境界梁８間に通路等の開口部を設けることはで
きない。When the brace damper 9 is incorporated as described above, the damping effect of the multi-story shear walls 6 and 7 is large,
Since the brace damper 9 is provided, an opening such as a passage cannot be provided between the boundary beams 8 unlike the embodiment.
【００１６】前記境界梁８と連層耐震壁６、７との取り
合いは、例えば図７に示すように連層耐震壁６、７内に
Ｈ型鉄骨柱１０を設けて境界梁８の端部と剛接合する。
この場合、境界梁８の応力を連層耐震壁内に埋め込んだ
鉄骨柱１０で振り替えることになる。As shown in FIG. 7, for example, as shown in FIG. 7, an H-shaped steel column 10 is provided in the multi-story shear walls 6 and 7 to connect the boundary beams 8 to the multi-story shear walls 6 and 7. Rigid connection with
In this case, the stress of the boundary beam 8 is transferred by the steel column 10 embedded in the multistory shear wall.
【００１７】図８は、本発明に係る制振架構を高層建物
に適用した例を示すもので、図９のように断面Ｌ型のコ
アウォール１１をコーナーに配設すると共に、これらの
コアウォール１１を複数の境界梁１２でそれぞれ連結一
体化することで建物の中央にコア部Ａが構築されてい
る。この場合、コアウォール１１は連層耐震壁で形成さ
れ、境界梁１２は極低降伏点鋼材によるＳ造となってい
る。FIG. 8 shows an example in which the vibration damping structure according to the present invention is applied to a high-rise building. As shown in FIG. The core part A is constructed in the center of the building by connecting and integrating 11 with a plurality of boundary beams 12, respectively. In this case, the core wall 11 is formed of a multi-story earthquake-resistant wall, and the boundary beam 12 is made of S made of a steel material having an extremely low yield point.
【００１８】前記コア部Ａを取り囲む一般部Ｂは、ＣＦ
Ｔ又はＳ、ＳＲＣ造の外周柱１３と、Ｓ又はＳＲＣ造の
外周梁１４と、内梁１５とで構築され、且つフラットス
ラブにて各階層の床１６が形成されている。この場合、
上下の境界梁１２間は通路等の開口部１７として利用す
ることができる。尚、コアと外周柱までのスパンが小さ
い場合は、外周柱１３をＲＣ又はＳＲＣ造、ＣＦＴとし
て境界梁１２以外の梁を廃止したフラットスラブ構造と
することもできる。The general portion B surrounding the core portion A is CF
An outer pillar 13 of T or S, SRC structure, an outer beam 14 of S or SRC structure, and an inner beam 15 are provided, and a floor 16 of each story is formed by a flat slab. in this case,
The space between the upper and lower boundary beams 12 can be used as an opening 17 such as a passage. When the span between the core and the outer peripheral column is small, the outer peripheral column 13 may be made of RC or SRC, and the CFT may be a flat slab structure in which beams other than the boundary beam 12 are eliminated.
【００１９】地震時には、前記境界梁１２がダンパーと
して作用し、エネルギーを効率良く吸収するため制振機
能を充分発揮することができ、大地震で大きなエネルギ
ーが入力された場合には、境界梁１２が先に降伏して建
物のひび割れや破壊を未然に防止することができる。従
って、地震に強い安全な高層建物となり、集合住宅、オ
フィスビル、ホテルを始めとして種々の形態を持つ建物
に好適であり、しかも容易に適用でき、コスト、工期等
の面からも他の制振装置以上の効果が期待できる。At the time of an earthquake, the boundary beam 12 acts as a damper, and can sufficiently exhibit a vibration damping function because it absorbs energy efficiently. Can survive first and crack or destruction of the building can be prevented. Therefore, it becomes a safe high-rise building that is resistant to earthquakes, and is suitable for buildings having various forms including apartment buildings, office buildings, hotels, etc., and can be easily applied. In terms of cost, construction period, etc. The effect more than the device can be expected.
【００２０】[0020]
【発明の効果】以上説明したように、本発明は連層耐震
壁間に制振ダンパーを組み込むことで次のような効果を
奏することができる。 外観上の形態は一般の連層耐震壁を含む架構と同じ
であり、構造計画、建築計画上の特別な制約がないた
め、従来の耐震設計と同様の設計作業でこの架構を盛り
込むことができる。 オイルダンパーのようにピストンや回転ピン機構等
の可動部がないため、エネルギーロスが殆どない単純な
機構のダンパー装置であり、効率良く減衰効果を発揮さ
せることができる。 降伏し易い部位に軟鋼材を使用することで、普通鋼
材に比して小さな変形で早期の降伏が生じることから、
履歴吸収エネルギーを大きくすることができ、効率の高
い剪断降伏型の鋼材系ダンパーを構築できる。 通常ならば建物内で最も剪断応力度が大きくなる部
位に剪断降伏型の鋼材ダンパーを構成するため、地震時
の変形に対して効率良くエネルギー吸収を図ることがで
きる。 軟鋼材を利用するため降伏応力度の小さい鋼材系の
ダンパーであり、境界梁のダンパーが降伏した状態でも
架構の大部分は依然として降伏せずに弾性を保持してお
り、地震応答解析によると架構の残留変形は最大変形と
比較して充分小さい。従って、地震後に建物に有害な残
留変形を残さず、機能を維持することができる。 定期点検の必要なオイルダンパーとは異なり、通常
の鋼材系ダンパーと同様に基本的にメンテナンスフリー
である。 ダンパー部は単純な構成となっているため、ローコ
ストに製作でき、現場での取り付け施工も極めて簡単で
ある。従来のＲＣ造による境界梁では、Ｘ型配筋を採用
し、或はウルボンやリバーボン等の高強度剪断補強筋を
使用した上で、型枠作業やコンクリート打設を行ってい
たが、本発明によれば工場製作した鉄骨の境界梁を設置
するのみで済むため、省力化と品質の安定化が図れる。 制振ダンパーにより地震時の応答が小さくなるた
め、通常の耐震構造と比較して本体構造躯体の断面を小
さくすることが可能となり、コストダウンに貢献するこ
とができる。 制振ダンパーにより地震時の応答が小さくなるた
め、従来は浮き上がりや転倒の問題があったアスペクト
比（塔状比）の大きなスレンダーな建物でも充分建設が
可能となり、矮小な敷地の有効活用を図ることもでき
る。As described above, according to the present invention, the following effects can be obtained by incorporating the vibration damper between the multistory shear walls. The external form is the same as that of a frame including a general multi-story earthquake-resistant wall, and there are no special restrictions on structural and architectural planning, so this frame can be included in the same design work as conventional seismic design . Since there is no movable part such as a piston and a rotating pin mechanism like an oil damper, the damper device has a simple mechanism with little energy loss, and can exhibit a damping effect efficiently. By using mild steel material in the parts where yielding is likely to occur, early yielding occurs with small deformation compared to ordinary steel material,
The hysteresis absorption energy can be increased, and a highly efficient shear yield type steel damper can be constructed. Normally, a shear yielding type steel damper is formed at the site where the degree of shear stress is largest in a building, so that energy can be efficiently absorbed with respect to deformation during an earthquake. This is a steel damper with a low yield stress due to the use of mild steel.Even when the damper of the boundary beam yields, most of the frame still does not yield and retains its elasticity. Is sufficiently smaller than the maximum deformation. Therefore, the function can be maintained without leaving harmful residual deformation in the building after the earthquake. Unlike oil dampers that require regular inspection, they are basically maintenance-free, just like ordinary steel dampers. Since the damper portion has a simple configuration, it can be manufactured at low cost, and installation on site is extremely easy. The conventional RC-structured boundary beam employs X-type reinforcing bars, or uses high-strength shear reinforcement such as urbon or riverbon, and then performs formwork or concrete casting. According to the above, it is only necessary to install a steel-made boundary beam manufactured at the factory, so that labor can be saved and quality can be stabilized. Since the response in the event of an earthquake is reduced by the vibration damper, the cross section of the main body structure can be made smaller than that of a normal earthquake-resistant structure, which can contribute to cost reduction. Because the damping damper reduces the response in the event of an earthquake, it is possible to sufficiently construct even a slender building with a large aspect ratio (tower ratio), which used to have a problem of uplifting and overturning. You can also.
【図１】本発明に係る制振架構の実施の態様を示す要部
の立面図である。FIG. 1 is an elevational view of a main part showing an embodiment of a vibration damping frame according to the present invention.
【図２】同、境界梁と連層耐震壁との取り合い部を示す
もので、(イ) は概略断面図、(ロ) は(イ) におけるａ−ａ
線断面図である。FIG. 2 shows the connection between the boundary beam and the multi-story shear wall, (a) is a schematic sectional view, and (b) is aa in (a).
It is a line sectional view.
【図３】境界梁に減衰装置を設けた例を示す説明図であ
る。FIG. 3 is an explanatory diagram showing an example in which a damping device is provided on a boundary beam.
【図４】(イ) は減衰装置の一例を示す正面図、(ロ) は
(イ) におけるｂ−ｂ線断面図である。FIG. 4A is a front view showing an example of a damping device, and FIG.
FIG. 3 is a sectional view taken along line bb in FIG.
【図５】本発明に係る制振架構の他の実施の態様を示す
要部の立面図である。FIG. 5 is an elevational view of a main part showing another embodiment of the vibration damping frame according to the present invention.
【図６】(イ) 、(ロ) はいずれも粘弾性ダンパーの断面図
である。FIGS. 6A and 6B are cross-sectional views of a viscoelastic damper.
【図７】境界梁と連層耐震壁との取り合い部を示す概略
断面図である。FIG. 7 is a schematic cross-sectional view showing an interface between a boundary beam and a multi-story shear wall.
【図８】本発明に係る制振架構を高層建物に適用した例
を示す説明図である。FIG. 8 is an explanatory diagram showing an example in which the vibration control frame according to the present invention is applied to a high-rise building.
【図９】同、要部の概略断面図である。FIG. 9 is a schematic sectional view of a main part of the same.
１、２…連層耐震壁 ３…境界梁 ４…ねじ鉄筋 ５…ロックナット ６、７…連層耐震壁 ８…境界梁 ９…ブレースダンパー １０…鉄骨柱 １１…コアウォール １２…境界梁 １３…外周柱 １４…外周梁 １５…内梁 １６…床 １７…開口部 1, 2 ... Multi-story shear wall 3 ... Boundary beam 4 ... Screw reinforcement 5 ... Lock nut 6, 7 ... Multi-story shear wall 8 ... Boundary beam 9 ... Brace damper 10 ... Steel column 11 ... Core wall 12 ... Boundary beam 13 ... Outer pillar 14 ... Outer beam 15 ... Inner beam 16 ... Floor 17 ... Opening
───────────────────────────────────────────────────── フロントページの続き (51)Int.Cl.6 識別記号 ＦＩ Ｅ０４Ｂ 2/56 ６４３ Ｅ０４Ｂ 2/56 ６４３Ａ ──────────────────────────────────────────────────続 き Continued on the front page (51) Int.Cl. 6 Identification code FI E04B 2/56 643 E04B 2/56 643A
Claims (3)
耐震壁を、複数のダンパー材で連結一体化したことを特
徴とする制振架構。An anti-vibration frame comprising: two or more multi-story earthquake-resistant walls arranged at regular intervals connected and integrated by a plurality of damper members.
り、もしくは中間に履歴系又は粘性系の減衰装置を介在
させた境界梁である請求項１記載の制振架構。2. The vibration damping structure according to claim 1, wherein the damper material is a boundary beam made of a mild steel material, or a boundary beam having a hysteretic or viscous damping device interposed therebetween.
を、複数の普通鋼から成る境界梁で連結すると共に、こ
れらの境界梁間に軟鋼材から成るブレースダンパー、も
しくは粘弾性ダンパーを構成要素としたブレースダンパ
ーを取り付けてトラス構造としたことを特徴とする制振
架構。3. A multi-story shear wall provided at a fixed interval is connected with a plurality of boundary beams made of ordinary steel, and a brace damper or a viscoelastic damper made of a mild steel material is interposed between these boundary beams. A vibration control frame characterized by a truss structure with a brace damper as a component.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP9142155A JPH10331477A (en) | 1997-05-30 | 1997-05-30 | Vibration control frame |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP9142155A JPH10331477A (en) | 1997-05-30 | 1997-05-30 | Vibration control frame |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH10331477A true JPH10331477A (en) | 1998-12-15 |
Family
ID=15308649
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP9142155A Pending JPH10331477A (en) | 1997-05-30 | 1997-05-30 | Vibration control frame |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH10331477A (en) |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003090082A (en) * | 2001-09-18 | 2003-03-28 | Shimizu Corp | Boundary beam damper |
| JP2006037659A (en) * | 2004-07-30 | 2006-02-09 | Takenaka Komuten Co Ltd | Continuous quake resisting wall |
| CN102425249A (en) * | 2011-08-22 | 2012-04-25 | 中国建筑设计研究院 | Cave mouth structure of steel-plate shear wall |
| KR101305882B1 (en) * | 2012-12-06 | 2013-09-09 | 군산대학교산학협력단 | Coupled shear wall of building |
| CN104674941A (en) * | 2015-02-10 | 2015-06-03 | 海南大学 | Tubular structure system capable of restoring functions |
| CN104989013A (en) * | 2015-07-10 | 2015-10-21 | 浙江大学宁波理工学院 | Anti-seismic frame shear wall and construction method thereof |
| CN106049709A (en) * | 2016-07-29 | 2016-10-26 | 重庆渝发建设有限公司 | Connecting system of hybrid coupled shear wall and construction method |
| CN106368348A (en) * | 2016-09-08 | 2017-02-01 | 重庆大学 | Overlapped combined shear wall with double-phase stress characteristic |
| CN106639469A (en) * | 2016-11-25 | 2017-05-10 | 西安建筑科技大学 | Phased yield type mild steel damper |
| CN107989226A (en) * | 2017-12-06 | 2018-05-04 | 南通蓝科减震科技有限公司 | One kind energy consumption coupling beam and viscous damper combined system and its design method |
| CN109057144A (en) * | 2018-07-03 | 2018-12-21 | 同济大学 | A kind of Multifunctional replaceable coupling beam structure |
| CN109083295A (en) * | 2018-08-07 | 2018-12-25 | 同济大学 | A kind of recoverable function Coupled Shear Wall structure with field-replaceable unit |
| CN110080426A (en) * | 2019-04-16 | 2019-08-02 | 浙江科技学院 | Band easily resets the Self-resetting Coupled Shear Wall structure and construction method of replaceable coupling beam |
| JP2020007842A (en) * | 2018-07-11 | 2020-01-16 | 清水建設株式会社 | Joint structure of reinforced concrete skeleton and brace |
| CN114046078A (en) * | 2021-10-24 | 2022-02-15 | 北京工业大学 | Assembly type shear wall with replaceable edge component |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0413763U (en) * | 1990-05-28 | 1992-02-04 | ||
| JPH074113A (en) * | 1993-06-21 | 1995-01-10 | Takenaka Komuten Co Ltd | Building equipped with juxtaposed multilayer earthquake-resisting walls |
| JPH0913739A (en) * | 1995-06-29 | 1997-01-14 | Toda Constr Co Ltd | Damping device by short span beam |
-
1997
- 1997-05-30 JP JP9142155A patent/JPH10331477A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0413763U (en) * | 1990-05-28 | 1992-02-04 | ||
| JPH074113A (en) * | 1993-06-21 | 1995-01-10 | Takenaka Komuten Co Ltd | Building equipped with juxtaposed multilayer earthquake-resisting walls |
| JPH0913739A (en) * | 1995-06-29 | 1997-01-14 | Toda Constr Co Ltd | Damping device by short span beam |
Cited By (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003090082A (en) * | 2001-09-18 | 2003-03-28 | Shimizu Corp | Boundary beam damper |
| JP2006037659A (en) * | 2004-07-30 | 2006-02-09 | Takenaka Komuten Co Ltd | Continuous quake resisting wall |
| JP4559793B2 (en) * | 2004-07-30 | 2010-10-13 | 株式会社竹中工務店 | Multi-story shear wall |
| CN102425249A (en) * | 2011-08-22 | 2012-04-25 | 中国建筑设计研究院 | Cave mouth structure of steel-plate shear wall |
| KR101305882B1 (en) * | 2012-12-06 | 2013-09-09 | 군산대학교산학협력단 | Coupled shear wall of building |
| CN104674941A (en) * | 2015-02-10 | 2015-06-03 | 海南大学 | Tubular structure system capable of restoring functions |
| CN104989013B (en) * | 2015-07-10 | 2017-11-17 | 浙江大学宁波理工学院 | Earthquake-proof frame shear wall and its construction method |
| CN104989013A (en) * | 2015-07-10 | 2015-10-21 | 浙江大学宁波理工学院 | Anti-seismic frame shear wall and construction method thereof |
| CN106049709A (en) * | 2016-07-29 | 2016-10-26 | 重庆渝发建设有限公司 | Connecting system of hybrid coupled shear wall and construction method |
| CN106368348A (en) * | 2016-09-08 | 2017-02-01 | 重庆大学 | Overlapped combined shear wall with double-phase stress characteristic |
| CN106639469A (en) * | 2016-11-25 | 2017-05-10 | 西安建筑科技大学 | Phased yield type mild steel damper |
| CN106639469B (en) * | 2016-11-25 | 2022-01-18 | 西安建筑科技大学 | Staged yield type mild steel damper |
| CN107989226A (en) * | 2017-12-06 | 2018-05-04 | 南通蓝科减震科技有限公司 | One kind energy consumption coupling beam and viscous damper combined system and its design method |
| CN109057144A (en) * | 2018-07-03 | 2018-12-21 | 同济大学 | A kind of Multifunctional replaceable coupling beam structure |
| JP2020007842A (en) * | 2018-07-11 | 2020-01-16 | 清水建設株式会社 | Joint structure of reinforced concrete skeleton and brace |
| CN109083295A (en) * | 2018-08-07 | 2018-12-25 | 同济大学 | A kind of recoverable function Coupled Shear Wall structure with field-replaceable unit |
| CN110080426A (en) * | 2019-04-16 | 2019-08-02 | 浙江科技学院 | Band easily resets the Self-resetting Coupled Shear Wall structure and construction method of replaceable coupling beam |
| CN114046078A (en) * | 2021-10-24 | 2022-02-15 | 北京工业大学 | Assembly type shear wall with replaceable edge component |
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