JP4029685B2

JP4029685B2 - Damping type seismic isolation building and vibration damping device used therefor

Info

Publication number: JP4029685B2
Application number: JP2002222150A
Authority: JP
Inventors: ▲隆▼史藤田; 伸泰川井; 勇司舟山; 昌己持丸; 新治佐藤
Original assignee: Oiles Corp; Okumura Corp
Current assignee: Oiles Corp; Okumura Corp
Priority date: 2002-07-30
Filing date: 2002-07-30
Publication date: 2008-01-09
Anticipated expiration: 2022-07-30
Also published as: JP2004060828A

Description

【０００１】
【発明の属する技術分野】
本発明は、免震装置で免震化された上部構造物の風等による微小振動を効果的に減衰させて強風時の制振効果を得るようにした事務所ビル、集合住宅又は戸建住宅等の制振型免震建物及びこれに用いる振動減衰装置に関する。
【０００２】
【従来の技術】
従来から、地震を対象とした免震建物は、建物の基部を地震による振動に対して免震作動するアイソレータと振動を減衰させるダンパーとからなる免震装置により基礎上に支承されている。斯かる免震建物では、元来、地震の他に小変位の交通振動や風による揺れについては考慮されないのが普通であり、例えば、ロック機構により所定の水平荷重を越える地震が作用するまでは免震装置を不作動にし、それより大きな振動荷重が発生すると、ロック機構を解除して免震装置が作動するようにしたものが一般である。
【０００３】
【発明が解決しようとする課題】
ところで、都市に建設される高層建物では、地震の他に小変位の交通振動や風の揺れを減衰させて居住性を改良することが要求されるようになっているが、単に、ロック機構を省いて、小変位の交通振動や風による揺れをも免震装置のダンパーにより減衰させようとしても、斯かる免震装置に用いられるダンパーの多くは、弾塑性ダンパー又は摩擦ダンパーであって、これらは、その特性上、小変位における振動エネルギの吸収効率が低いために、交通振動や風による揺れを効果的に早期に減衰させることが困難である。
【０００４】
一方、弾塑性ダンパー又は摩擦ダンパーに代えて、小変位における振動エネルギの吸収効率も高く、風や交通振動から大地震までの振動に対応できる粘性ダンパーを使用した免震装置も提案されているが、風や交通振動から大地震までの振動をカバーするには粘性ダンパーのストロークを長大にしなければならず、それに伴い免震装置も長大となって、建物にこの様な長大な免震装置を介装するには問題がある。
【０００５】
本発明は、前記諸点に鑑みてなされたものであって、その目的とするところは、風等による微小振動をも効果的に早期に減衰できて強風時の制振効果を得ることができ、しかも、小型の振動減衰装置を用いることができる制振型免震建物及びこれに用いる振動減衰装置を提供することにある。
【０００６】
【課題を解決するための手段】
本発明の制振型免震建物は、地震による振動に対して免震作動するアイソレータと振動を減衰させる弾塑性系又は摩擦系の第一の振動減衰装置とを具備した免震装置を介して上部構造物を下部構造物上で支承してなり、上部構造物及び下部構造物に連結されていると共に、下部構造物に対して上部構造物が相対的に所定の水平変位を越えると上部構造物及び下部構造物のうちの少なくとも一方に対する該連結を解除する解除機構を備えた粘性系の第二の振動減衰装置を具備し、上部構造物に対する振動減衰に関して、所定の水平変位を越えない地震や風、交通振動等による小さな振動に対しては第一の振動減衰装置と第二の振動減衰装置とを共に作動させ、所定の水平変位を越える地震による大きな振動に対しては第一の振動減衰装置のみを作動させるようにしたことを特徴とする。
【０００７】
斯かる制振型免震建物によれば、上部構造物及び下部構造物に連結されている粘性系の第二の振動減衰装置が、下部構造物に対する上部構造物の相対的な所定の水平変位を越える移動で上部構造物及び下部構造物のうちの少なくとも一方に対する当該連結を解除する解除機構を備えて、小さな振動に対しては第二の振動減衰装置を第一の振動減衰装置と共に作動させるようになっているために、粘性系の第二の振動減衰装置により風等による微小振動をも効果的に早期に減衰できて強風時の制振効果を得ることができ、しかも、所定の水平変位を越える地震による大きな振動に対しては上部構造物に対する振動減衰に関して第一の振動減衰装置のみを作動させるようにしているために、第二の振動減衰装置を大きな振動に対しても作動することができるようにストロークを長大にする必要もなく、したがって、小型の第二の振動減衰装置を用いることができる。
【０００８】
本発明において、第二の振動減衰装置は、粘性ダンパーとトリガーピンを有したトリガーピン式の解除機構とを具備していても、そして、粘性ダンパーと摩擦系の解除機構とを具備して、下部構造物及び上部構造物のうちの一方に摩擦力で連結されていてもよく、そして、トリガーピン式の解除機構は、上部構造物が所定の水平変位を越えるとトリガーピンが上部構造物側に設けた凹所から抜け落ちて連結を解除するようになっており、摩擦系の解除機構は、所定の摩擦力を越えると滑り出して連結を解除するようになっている。
【０００９】
上記の制振型免震建物に用いる振動減衰装置は、地震による振動に対して免震作動と弾塑性系又は摩擦系の振動減衰作動とを行う免震装置を介して上部構造物を下部構造物上で支承してなる制振型免震建物に用いるための粘性系の振動減衰装置であって、上部構造物及び下部構造物に連結されるようになっていると共に、下部構造物に対して上部構造物が相対的に所定の水平変位を越えると上部構造物及び下部構造物のうちの少なくとも一方に対する該連結を解除するようになっている解除機構を備えており、上部構造物に対する振動減衰に関して、所定の水平変位を越えない小さな振動に対しては免震装置と共に作動し、所定の水平変位を越える大きな振動に対しては免震装置のみを作動させるようになっている。
【００１０】
斯かる振動減衰装置は、好ましくは、固定板と、固定板に対して隙間をもって水平方向に可動に粘性体内に配されている可動板と、固定板と可動板との間の隙間に配された粘性体とを有している粘性ダンパーを具備しており、ここで、解除機構は、上昇位置では上部構造物の凹所に嵌合する一方、下降位置では上部構造物の凹所への嵌合を解除するように、上下方向に可動に可動板に連結されたトリガーピンと、このトリガーピンの下面に対峙すると共に、トリガーピンを上昇位置に配するように設けられた突面とを具備しており、トリガーピンは、固定板に対して可動板が所定の水平変位を越えると、その下面で対峙する突面から外れて下降位置に配されるようになっていてもよく、更には、本発明の振動減衰装置は、好ましくは、固定板と、固定板に対して隙間をもって水平方向に可動に粘性体内に配されている可動板と、固定板と可動板との間の隙間に配された粘性体と、可動板を囲繞する囲繞体とを有した粘性ダンパーを具備しており、ここで、解除機構は、互いに摩擦接合する一対の第一の摩擦接合部材と、互いに摩擦接合する一対の第二の摩擦接合部材とを具備しており、一対の第一の摩擦接合部材のうちの一方の摩擦接合部材は、上部構造物に取り付けられるようになっており、一対の第二の摩擦接合部材のうちの一方の摩擦接合部材は、可動板に連結されており、一対の第一の摩擦接合部材のうちの他方の摩擦接合部材と一対の第二の摩擦接合部材のうちの他方の摩擦接合部材とは相互に連結されており、一対の第一の摩擦接合部材の一方の摩擦接合部材は、可動板の囲繞体への当接で、一対の第一の摩擦接合部材の他方の摩擦接合部材との間の水平面内の一方の方向における所定の摩擦接合力を越えると当該他方の摩擦接合部材に対して滑り出すようになっており、一対の第二の摩擦接合部材の一方の摩擦接合部材は、可動板の囲繞体への当接で、一対の第二の摩擦接合部材の他方の摩擦接合部材との間の水平面内の一方の方向に交差する水平面内の他の方向における所定の摩擦接合力を越えると当該他方の摩擦接合部材に対して滑り出すようになっていてもよい。
【００１１】
本発明において、免震装置は、好ましくは、剛性層及び弾性層が交互に積層された積層ゴムからなるアイソレータと、この積層ゴムに埋設された鉛支柱からなる振動減衰装置とを具備しており、また上部構造物は、好ましくは、事務所ビル、集合住宅又は戸建住宅であるが、本発明はこれに限定されず、その他の上部構造物であってもよい。
【００１２】
次に本発明及びその実施の形態を、図を参照して更に詳細に説明する。なお、本発明はこれら実施の形態に何等限定されないのである。
【００１３】
【発明の実施の形態】
図１から図３において、本例の制振型免震建物１は、地盤に杭等により固定されて設置されたコンクリート製の基礎２と、鉛支柱３入りのアイソレータ４からなる免震装置５と、免震装置５を介して基礎２に支持された上部構造物６と、基礎２と上部構造物６との間に配された振動減衰装置７とを具備している。
【００１４】
下部構造物としての基礎２と上部構造物６との間に介在されて、上部構造物６の上下方向（鉛直方向）Ｖの荷重を支持すると共に、上部構造物６の水平方向Ｈの振動を免震する免震装置５は、鋼板等からなる複数の剛性層１１及びゴム等からなる複数の弾性層１２が上下方向Ｖに交互に積層されている積層ゴムからなるアイソレータ４と、アイソレータ４に埋設されている弾塑性系の振動減衰装置としての鉛支柱３と、アイソレータ４を挟持していると共に基礎２と上部構造物６の事務所ビル１５との夫々にアンカーボルト等を介して固着された上下取付け鋼板１３及び１４とを具備している。斯かる免震装置５は、上部構造物６の荷重を受けるべく、基礎２上に適当に分散されて複数個配されている。
【００１５】
上部構造物６は、本例では、例えば高層の事務所ビル１５と、事務所ビル１５の下面１６にボルト等により固着された係合部材１７とを具備しており、係合部材１７の下面１８には、円形の凹所１９が形成されており、凹所１９の周りの係合部材１７の下面１８には、凹所１９を取り囲んで環状のテーパ面２０が形成されている。
【００１６】
凹所１９を、係合部材１７の下面１８に設ける代わりに、事務所ビル１５の下面１６に直接設けてもよく、この場合には係合部材１７を省き得る。
【００１７】
免震装置５を介して基礎２に対して水平方向Ｈの振動に関して免震支持された上部構造物６の当該水平方向Ｈの振動を減衰させる粘性系の振動減衰装置７は、水平方向Ｈの振動を減衰させる粘性ダンパー２１と、上部構造物６の水平方向Ｈの所定振幅、例えば略１００ｍｍ以下の強風等による微小の振動では、粘性ダンパー２１を上部構造物６に連結して、上部構造物６に対する振動減衰に関して、鉛支柱３と共に粘性ダンパー２１を作動させ、地震に起因する上部構造物６の水平方向Ｈの所定振幅、例えば略１００ｍｍを超える振動では、上部構造物６に対する該連結を解除する解除機構２２と、上部構造物６の水平方向Ｈの所定振幅を超える振動の消失後、粘性ダンパー２１の上部構造物６への連結を復帰させるように、解除機構２２を元に戻す戻し機構２３とを具備している。
【００１８】
粘性ダンパー２１は、粘性体３１と、粘性体３１を収容すると共に基礎２にアンカーボルト等により固着された容器３２と、容器３２の内周面３３に夫々の外周縁で溶接等により固着されていると共に上下方向Ｖにおいて互いに隙間をもって配された複数枚の環状であって矩形の固定板３４と、上下方向Ｖにおいて固定板３４に対して隙間をもって当該固定板３４間の隙間の夫々に配されている複数枚の矩形の可動板３５と、各可動板３５の内周縁が溶接等により外周面３６に固着されていると共に可動板３５を支持する円筒体３７と、円筒体３７の内周面３８に溶接等により固着されていると共に円周方向に等間隔、本例では９０゜の角度間隔をもって配された四個の係合突起３９と、固定板３４と可動板３５との間に隙間を保持すると共に固定板３４に摺動自在に接触して可動板３５の両面に固着されたスペーサ４２とを具備している。固定板３４及び可動板３５の夫々は粘性体３１内に配されており、したがって、固定板３４と可動板３５との間の隙間には粘性体３１が介在されている。
【００１９】
粘性ダンパー２１は、固定板３４に対する可動板３５の水平方向Ｈの移動において、固定板３４と可動板３５との間の隙間に配された粘性体３１に粘性剪断変形を生じさせることにより、可動板３５の水平方向Ｈの移動に対して粘性剪断変形に起因する抵抗力を及ぼして可動板３５の水平方向Ｈの振動、延いては上部構造物６の水平方向Ｈの振動を減衰させるようになっている。
【００２０】
解除機構２２は、上下方向Ｖに可動に配されたトリガーピン機構５１と、上部構造物６の水平方向Ｈの所定振幅以下の振動では、上部構造物６の係合部材１７の下面１８に形成された円形の凹所１９にトリガーピン機構５１のトリガーピン５８を嵌合させて粘性ダンパー２１を上部構造物６に連結する一方、上部構造物６の水平方向Ｈの所定振幅を超える振動では、凹所１９へのトリガーピン機構５１のトリガーピン５８の嵌合の解除を許容するように、トリガーピン機構５１を上下動させる突面５２とを具備している。
【００２１】
トリガーピン機構５１は、凹所１９に嵌合自在な円板状の部位５５、部位５５に一体な截頭円錐部５６及び截頭円錐部５６に一体な円柱部５７を有するトリガーピン５８と、トリガーピン機構５１を上下動させる突面５２に摺動自在に接触する底部５９及び底部５９に一体な円筒部６０を有する有底円筒状の摺動部材６１と、摺動部材６１の底部５９及びトリガーピン５８の円柱部５７間に介在されているコイルばねからなる弾性部材６２と、上部構造物６の下面１８に対面するトリガーピン５８の部位５５の上面６５に設けられていると共に、上部構造物６の下面１８に転がり接触可能な複数の球体（ボール）からなる転がり部材６６と、円筒部６０の外周面６７に溶接等により固着されていると共に係合突起３９に摺動自在に接触する円錐外面６８を有する中空の截頭円錐体６９とを具備している。
【００２２】
トリガーピン５８を上昇位置に配するように設けられた突面５２に対峙した下面を有するトリガーピン５８の円柱部５７は、摺動部材６１の円筒部６０内に上下動自在に挿入されており、截頭円錐体６９の円錐外面６８に摺動自在に接触する係合突起３９の面は、円錐外面６８と相補的な形状をもっており、而して、トリガーピン５８は、摺動部材６１、截頭円錐体６９、係合突起３９及び円筒体３７を介して上下方向に可動に可動板３５に連結されている。
【００２３】
戻し機構２３は、夫々の一端がトリガーピン５８の截頭円錐部５６に、夫々の他端が容器３２に固着された複数のコイルばね７５を具備しており、斯かる複数のコイルばね７５は、トリガーピン機構５１を初期位置としての容器３２の中央部に配するために、トリガーピン５８の周りで等角度間隔に放射状に配されている。
【００２４】
トリガーピン機構５１を上下動させる突面５２は、容器３２の底面４１の中央に形成された截頭円錐状の突起８０の外面からなり、突面５２は、水平方向Ｈに平行な平坦な頂面８１及び頂面８１から傾斜して下方に伸びた傾斜面８２を有しており、頂面８１に摺動部材６１が載置されるようになっている。
【００２５】
以上の制振型免震建物１では、通常時には、図２に示すように、頂面８１に摺動部材６１が載置されて、トリガーピン５８が上昇位置に配され、而して、トリガーピン５８の部位５５が凹所１９へ嵌合されている。この状態で、強風が生じて免震装置５の弾性層１２の剪断変形により基礎２に対して上部構造物６が水平方向Ｈに振動される場合であって、その振動が例えば強風等による所定振幅以下である場合には、部位５５の凹所１９への嵌合が維持される結果、アイソレータ４に埋設されている鉛支柱３の水平方向Ｈの弾塑性変形に加えて、上部構造物６の水平方向Ｈの移動が解除機構２２の截頭円錐体６９を介して係合突起３９に伝達されて可動板３５も上部構造物６の水平方向Ｈの移動と共に水平方向Ｈに移動されて、可動板３５の水平方向Ｈの移動により可動板３５と固定板３４との間の隙間の粘性体３１が粘性剪断変形され、而して、鉛支柱３の水平方向Ｈの弾塑性変形に起因する抵抗力に加えて、粘性ダンパー２１におけるこの粘性剪断変形に起因する抵抗力は、可動板３５の水平方向Ｈの振動を減衰させ、これにより上部構造物６の水平方向Ｈの振動を減衰させる。強風が収まると、免震装置５の弾性層１２による原点復帰機能により制振型免震建物１は、図２に示す状態に戻される。
【００２６】
地震が生じて免震装置５の弾性層１２の剪断変形により基礎２に対して上部構造物６が水平方向Ｈに振動される場合であって、その振動が所定振幅を越える場合には、換言すれば、トリガーピン５８を介して可動板３５が水平方向Ｈに移動させられて固定板３４に対して可動板３５が所定の水平変位を越える場合には、図４に示すように、摺動部材６１が頂面８１から水平方向Ｈに外れて底面４１に接触し、これによりトリガーピン５８もその下面で対峙する突面５２の頂面８１から水平方向Ｈに外れて下降して下降位置に配されて、部位５５の凹所１９への嵌合が解除される結果、上部構造物６に対する粘性ダンパー２１の連結が解除されて、可動板３５はその位置に停止されて減衰動作を行わないようになる一方、更なる上部構造物６の水平方向Ｈの移動で、図５に示すように、部位５５の上面６５が凹所１９以外の部位で上部構造物６の下面１８に対面するようになる。図５に示すような上部構造物６の水平方向Ｈの移動では、鉛支柱３が十分に変形されるために、鉛支柱３のこの弾塑性変形でもって上部構造物６の水平方向Ｈの大きな移動が好ましく早期に減衰されることになる。
【００２７】
水平方向Ｈに所定振幅を越えて最大まで変位した上部構造物６が水平方向Ｈにおいて前記と逆方向に移動すると、凹所１９が部位５５の上面６５を通過して、部位５５の上面６５が凹所１９以外の水平方向Ｈに関して前記とは反対の部位で上部構造物６の下面１８に対面するようになる。以下、地震に起因する上部構造物６の水平方向Ｈの振動が鉛支柱３の変形による減衰をもって小さくなって、最後に凹所１９が図２に示す初期位置に停止されると、トリガーピン機構５１がコイルばね７５に引っ張られて、この引っ張りでもって摺動部材６１が突起８０を乗り上げて突面５２の頂面８１に着座し、トリガーピン機構５１もまた図２に示す初期位置に戻される。
【００２８】
トリガーピン機構５１の初期位置への戻しに際し、転がり部材６６が下面１８に転がり接触すると共にトリガーピン５８の円柱部５７が摺動部材６１の円筒部６０により挿入されて弾性部材６２が縮められ、摺動部材６１の頂面８１への着座後、弾性部材６２が伸ばされて、部位５５が凹所１９に再び嵌合される。このように、戻し機構２３は、上部構造物６の水平方向Ｈの所定振幅を超える振動の消失後であって、凹所１９が図２に示す初期位置に停止された後に、解除機構２２を元に戻すようになっている。テーパ面２０は、部位５５の凹所１９への再嵌合を容易にするように部位５５を案内するようになっている。
【００２９】
以上の制振型免震建物１は、地震による基礎２の水平方向Ｈの振動に対して免震作動するアイソレータ４と上部構造物６の水平方向Ｈの振動を減衰させる鉛支柱３とを具備した免震装置５を介して上部構造物６を基礎２上で支承してなり、上部構造物６には解除機構２２のトリガーピン５８を介して解除自在に連結され、基礎２には容器３２及びアンカーボルト等を介して連結されていると共に、基礎２に対して上部構造物６が相対的に所定の水平変位を越えると上部構造物６に対する連結を解除するトリガーピン式のトリガーピン機構５１及び突面５２を備えた振動減衰装置７を具備し、上部構造物６に対する振動減衰に関して、所定の水平変位を越えない地震や風、交通振動等による小さな振動に対しては鉛支柱３と振動減衰装置７の粘性ダンパー２１とを共に作動させ、所定の水平変位を越える地震による大きな振動に対しては鉛支柱３のみを作動させるようになっており、そして、制振型免震建物１においては、トリガーピン機構５１及び突面５２からなるトリガーピン式の解除機構２２は、上部構造物６が所定の水平変位を越えるとトリガーピン機構５１のトリガーピン５８が上部構造物６側に設けた凹所１９から抜け落ちて解除機構２２を介する上部構造物６と振動減衰装置７との連結を解除するようになっている。
【００３０】
ところで、免震層に弾塑性系のダンパー（第一の振動減衰装置）を有するのみで、粘性ダンパー（第二の振動減衰装置）による粘性減衰定数（ｈ）が零の場合（ｈ＝０）の高層の免震建物は、風による上部構造物の応答加速度（ｃｍ／ｓｅｃ^２）と層（階数）との関係の一例を示す図６において曲線ａで示すように、上部構造物と基礎とを剛に結合した場合（非免震であって図６において曲線ｂで示す）よりも風により大きく揺れるのであるが、振動減衰装置７を具備した本例の制振型免震建物１によれば、曲線ｃで示すように風による揺れを極めて小さくできる上に、小型の振動減衰装置７を用いることができる。
【００３１】
即ち、制振型免震建物１によれば、上部構造物６及び基礎２に連結されている振動減衰装置７が、基礎２に対して上部構造物６の相対的な所定の水平変位を越える振動で上部構造物６との連結を解除する解除機構２２を備えて、小さな振動変位に対しては振動減衰装置７の粘性ダンパー２１を鉛支柱３と共に作動させるようになっているために、振動減衰装置７の粘性ダンパー２１により風等による微小振動をも効果的に早期に減衰できて強風時の制振効果を得ることができ、しかも、所定の水平変位を越える地震による大きな振動に対しては鉛支柱３のみを作動させるようにしているために、振動減衰装置７の粘性ダンパー２１を大きな振動変位に対しても作動することができるようにストロークを長大にする必要もなく、したがって、小型の粘性ダンパー２１を用いることができる。
【００３２】
上記の例において、戻し機構２３を設けないで、手動によりトリガーピン機構５１を初期位置に戻すようにしてもよい。
【００３３】
ところで、振動減衰装置７を上記に代えて図７及び図８に示すように構成してもよい。即ち、図７及び図８に示す粘性系の振動減衰装置７は、水平方向Ｈの振動を減衰させる粘性ダンパー１０１と、強風等による上部構造物６の水平方向Ｈの所定振幅以下の小さな振動では、粘性ダンパー１０１を上部構造物６に連結して、上部構造物６に対する振動減衰に関して、鉛支柱３と共に粘性ダンパー１０１を作動させ、地震等に起因する上部構造物６の水平方向Ｈの所定振幅を超える大きな振動では、上部構造物６に対する該連結を解除する解除機構１０２とを具備している。
【００３４】
粘性ダンパー１０１は、可動板としての円板状の抵抗発生体１１１と、抵抗発生体１１１を囲繞する囲繞体としての円筒部１１２を有した容器１１３と、円筒部１１２内に配されて容器１１３内に収容された粘性体１１４とを具備しており、容器１１３は、固定板としてのその底板部１１５でアンカーボルト等を介して基礎２に固着されている。
【００３５】
粘性体１１４内に配されていると共に隙間１１６をもって容器１１３の底板部１１５と対面している抵抗発生体１１１は、その水平方向Ｈの移動により隙間１１６に配された粘性体１１４に粘性剪断変形を生じさせ、斯かる粘性体１１４の粘性剪断変形でその水平方向Ｈの移動に抗する抵抗力を発生し、而して、その水平方向Ｈの移動を減衰させるようになっている。
【００３６】
粘性ダンパー１０１は、抵抗発生体１１１の水平方向Ｈの移動で、抵抗発生体１１１と底板部１１５との間の隙間１１６に存在する粘性体１１４に粘性剪断変形を生じさせて減衰力を発生し、而して、抵抗発生体１１１の水平方向Ｈの移動を減衰させ、延いては上部構造物６の水平方向Ｈの移動を減衰させる。
【００３７】
解除機構１０２は、上部構造物６の事務所ビル１５の下面１６にボルト等により固着されて取り付けられていると共に水平面内において一方の方向Ｈ１に伸びた平行な一対のレール１０３（一個のみ図示）と、各レール１０３に方向Ｈ１に摺動自在に嵌合して摩擦接合していると共にレール１０３に吊り下げられた複数のスライダ１０４と、スライダ１０４に固着された可動板１０６と、可動板１０６の下面１２１にボルト等により固着されて斯かる可動板１０６を介してスライダ１０４に連結されていると共に水平面内において方向Ｈ１に交差、本例では直交する方向Ｈ２に伸びた平行な一対のレール１２２と、一対のレール１２２に方向Ｈ２に摺動自在に嵌合して摩擦接合していると共にレール１２２に吊り下げられた複数のスライダ１２３と、複数のスライダ１２３が上面に固着されて当該複数のスライダ１２３を支持した支持板１２５と、一端では支持板１２５に固着され、他端では抵抗発生体１１１に固着されていると共に支持板１２５と抵抗発生体１１１とを連結する連結部材１２６とを具備しており、スライダ１２３は、支持板１２５及び連結部材１２６を介して抵抗発生体１１１に連結されている。
【００３８】
互いに摩擦接合する一対の摩擦接合部材としてのレール１０３とスライダ１０４とは、事務所ビル１５からなる上部構造物６の水平方向Ｈにおける方向Ｈ１の所定振幅以下の振動に起因して粘性体１１４の粘性剪断変形により抵抗発生体１１１に発生される抵抗力では、互いの間に滑りが生じない一方、上部構造物６の水平方向Ｈにおける方向Ｈ１の所定振幅を超える振動に起因して抵抗発生体１１１の円筒部１１２への当接により発生される抵抗力では、互いの間に滑りが生じるような摩擦抵抗をもって互いに摩擦接触しており、他の一対の摩擦接合部材としてのレール１２２とスライダ１２３ともまた、事務所ビル１５からなる上部構造物６の水平面内における方向Ｈ２の所定振幅以下の振動に起因して粘性体１１４の粘性剪断変形により抵抗発生体１１１に発生される抵抗力では、互いの間に滑りが生じない一方、上部構造物６の水平方向Ｈにおける方向Ｈ２の所定振幅を超える振動に起因して抵抗発生体１１１の円筒部１１２への当接により発生される抵抗力では、互いの間に滑りが生じるような摩擦抵抗をもって互いに摩擦接触している。即ち、レール１０３は、抵抗発生体１１１の円筒部１１２への当接で、スライダ１０４との間の方向Ｈ１における所定の摩擦接合力を越えるとスライダ１０４に対して方向Ｈ１に滑り出すようになっており、スライダ１２３もまた、抵抗発生体１１１の円筒部１１２への当接で、レール１２２との間の方向Ｈ２における所定の摩擦接合力を越えるとレール１２２に対して方向Ｈ２に滑り出すようになっている。
【００３９】
図７及び図８に示す上部構造物６及び振動減衰装置７を有すると共に上述の免震装置５でもって上部構造物６が免震支持されてなる制振型免震建物１では、通常時、図７に示すように、抵抗発生体１１１は、最初は容器１１３の中央部に配されている。この状態で、強風が生じて免震装置５の弾性層１２の剪断変形により基礎２に対して上部構造物６が方向Ｈ１に振動される場合であって、その振動が強風等による上部構造物６の方向Ｈ１の所定振幅以下の小さな振動の場合は、粘性ダンパー１０１が一対のレール１０３とスライダ１０４との間の摩擦を介して上部構造物６に連結されている結果、上部構造物６の方向Ｈ１の移動が一対のレール１０３とスライダ１０４との摩擦を介して可動板１０６に伝達され、可動板１０６に伝達された上部構造物６の方向Ｈ１の移動が一対のレール１２２及びスライダ１２３、支持板１２５並びに連結部材１２６を介して抵抗発生体１１１に伝達され、これにより抵抗発生体１１１も上部構造物６の方向Ｈ１の移動と共に方向Ｈ１に移動されて、抵抗発生体１１１の方向Ｈ１の移動により抵抗発生体１１１と底板部１１５との間の隙間１１６の粘性体３１が粘性剪断変形され、粘性ダンパー１０１におけるこの粘性剪断変形に起因する抵抗力は、抵抗発生体１１１の方向Ｈ１の振動を減衰させ、而して、上部構造物６の方向Ｈ１の振動を減衰させる。強風が収まると、免震装置５の弾性層１２による原点復帰機能により制振型免震建物１は、図７に示す状態に戻されると共に、抵抗発生体１１１もまた、容器１１３の中央部に戻される。
【００４０】
地震が生じて免震装置５の弾性層１２の剪断変形により基礎２に対して上部構造物６が方向Ｈ１に振動される場合であって、その振動が所定振幅を越える場合には、解除機構１０２が抵抗発生体１１１を所定振幅まで方向Ｈ１に移動させた後に、図９に示すように、抵抗発生体１１１が円筒部１１２へ当接して抵抗発生体１１１が方向Ｈ１に移動できなくなる結果、粘性ダンパー１０１は、上部構造物６の方向Ｈ１の振動に対する減衰動作を行い得ないようになる一方、一対のレール１０３とスライダ１０４との間に滑りが生じて上部構造物６に対する粘性ダンパー１０１の連結が解除され、上部構造物６の方向Ｈ１の振動が粘性ダンパー１０１からの粘性剪断変形に起因する抵抗力を受けることなしに許容されるようになり、而して、更なる上部構造物６の方向Ｈ１の移動では、鉛支柱３が十分に変形されるために、鉛支柱３のこの変形でもって上部構造物６の方向Ｈ１の大きな移動が好ましく早期に減衰されることになる。
【００４１】
方向Ｈ１に所定振幅を越えて最大まで変位した上部構造物６が方向Ｈ１において前記と逆方向に移動すると、円筒部１１２への当接が解除されるように抵抗発生体１１１が移動されるために、一対のレール１０３とスライダ１０４との間の摩擦を介する上部構造物６に対する粘性ダンパー１０１の連結が復活して上部構造物６の方向Ｈ１における前記と逆方向の移動が可動板１０６に伝達され、これにより抵抗発生体１１１も上部構造物６の方向Ｈ１において前記と逆方向に移動されて、上部構造物６が粘性ダンパー１０１からの粘性剪断変形に起因する抵抗力を受けつつ移動される。この逆方向の移動で抵抗発生体１１１が再び円筒部１１２へ当接して抵抗発生体１１１が方向Ｈ１に移動できなくなると、一対のレール１０３とスライダ１０４との間に滑りが生じて上部構造物６に対する粘性ダンパー１０１の連結が再び解除され、上部構造物６の方向Ｈ１の振動が粘性ダンパー１０１からの粘性剪断変形に起因する抵抗力を受けることなしに許容されるようになり、而して、更なる上部構造物６の方向Ｈ１の移動では、鉛支柱３が十分に変形されるために、鉛支柱３のこの変形でもって上部構造物６の方向Ｈ１における前記と逆方向の大きな移動が好ましく早期に減衰されることになる。
【００４２】
以下、上記の動作が繰り返されて、上部構造物６の方向Ｈ１の振幅が徐々に小さくなり、抵抗発生体１１１が円筒部１１２へ当接しなくなると、上部構造物６の方向Ｈ１の振動と共に抵抗発生体１１１が方向Ｈ１に振動されて、地震が収まると、免震装置５の弾性層１２による原点復帰機能により上部構造物６は、図７に示す状態に戻される一方、抵抗発生体１１１は、円筒部１１２へ最後に当接した後の上部構造物６の方向Ｈ１の移動量との関連で場合により図７に示す状態から偏倚した位置に配される。
【００４３】
上部構造物６が方向Ｈ２に振動される場合も、図７及び図８に示す制振型免震建物１は、一対のレール１２２とスライダ１２３との間の摺動、非摺動でもって前記と同様な動作を行い、また、上部構造物６が水平面内における方向Ｈ１と方向Ｈ２との間の方向に振動される場合は、一対のレール１０３とスライダ１０４との間の摺動、非摺動及び一対のレール１２２とスライダ１２３との間の摺動、非摺動でもって前記と同様な動作を行う。
【００４４】
図７及び図８に示す制振型免震建物１も、上部構造物６には解除機構１０２を介して解除自在に連結され、基礎２には容器１１３及びアンカーボルト等を介して連結されていると共に、基礎２に対して上部構造物６が相対的に所定の水平変位を越えると上部構造物６に対する連結を解除する摩擦系の解除機構１０２を備えた振動減衰装置７を具備し、上部構造物６に対する振動減衰に関して、所定の水平変位を越えない地震や風、交通振動等による小さな振動に対しては鉛支柱３と振動減衰装置７の粘性ダンパー１０１とを共に作動させ、所定の水平変位を越える地震による大きな振動に対しては鉛支柱３のみを作動させるようになっており、そして、図７及び図８に示す制振型免震建物１において、振動減衰装置７の粘性ダンパー１０１は、上部構造物６に摩擦力で連結されており、摩擦系の解除機構１０２は、所定の摩擦力を越えると滑り出して上部構造物６と振動減衰装置７の粘性ダンパー１０１との連結を解除するようになっている。
【００４５】
以上のように図７及び図８に示す振動減衰装置７を具備する制振型免震建物１でも、鉛支柱３の変形による減衰を期待できないような強風等の風による上部構造物６の水平方向Ｈの微小振動を効果的に早期に減衰できて強風時の制振効果を得ることができ、しかも、所定振幅を超える振動に対する構成を必要としない結果、小型の粘性ダンパー１０１を用いることができる。
【００４６】
図７及び図８に示す振動減衰装置７では、地震が収まった後における抵抗発生体１１１の位置が種々変動する虞があって、一対のレール１０３からスライダ１０４が外れる場合又は一対のレール１２２からスライダ１２３が外れる場合が生じる虞があるために、これを防止すべく、一対のレール１０３及び１２２の夫々にストッパを設けてもよい。
【００４７】
振動減衰装置７の参考例を図１０に示す。即ち、図１０に示す参考例の振動減衰装置７は、上部取り付け板１８１と、下部取り付け板１８２と、上端面では上部取り付け板１８１に、下端面では下部取り付け板１８２に夫々固着されていると共に、上部取り付け板１８１と下部取り付け板１８２との間に介在された粘弾性体１８３とを有した粘弾性ダンパを具備しており、上部取り付け板１８１は、事務所ビル１５の下面にボルト等により固着されており、下部取り付け板１８２は、基礎２にアンカーボルト等を介して固着されており、こうして、上端面で上部構造物６に上部取り付け板１８１及びボルト等を介して連結され、下端面で基礎２に下部取り付け板１８２及びアンカーボルト等を介して連結されている粘弾性体１８３を具備した振動減衰装置７は、所定の水平変位を越えない地震や風、交通振動等による上部構造物６の水平方向Ｈの小さな振動に対しては、粘弾性体１８３に剪断変形を生じさせてその振動を減衰させるようになっており、そしてまた、図１０に示す振動減衰装置７では、上部構造物６が所定の水平変位を越えると粘弾性体１８３自身が切断されることによって、上部構造物６と基礎２との連結を解除するようになって、粘弾性体１８３自身の切断でもって解除機構が構成されている。
【００４８】
参考例としての図１０に示す振動減衰装置７を有した制振型免震建物１も、上部構造物６に対する振動減衰に関して、所定の水平変位を越えない地震や風、交通振動等による小さな振動に対しては鉛支柱３と振動減衰装置７の粘弾性体１８３とを共に作動させ、所定の水平変位を越える地震による大きな振動に対しては鉛支柱３のみを作動させるようにしている。
【００４９】
なお、免震装置における振動減衰装置としては、鉛支柱３を用いる代わりに、摩擦を用いた摩擦系の振動減衰装置を用いてもよく、また、基礎２に対して上部構造物６が相対的に所定の水平変位を越える場合に、振動減衰装置７と上部構造物６との連結を解除する代わりに、振動減衰装置７と基礎２との連結を解除するようにしてもよい。
【００５０】
【発明の効果】
本発明によれば、風等による微小振動を効果的に早期に減衰できて強風時の制振効果を得ることができ、しかも、小型の減衰装置を用いることができる制振型免震建物及びこれに用いる振動減衰装置を提供することができる。
【図面の簡単な説明】
【図１】本発明の実施態様の好ましい例の正面説明図である。
【図２】図１に示す例の構造物用振動減衰装置の説明図である。
【図３】図２に示すＩＩＩ−ＩＩＩ線矢視断面図である。
【図４】図１に示す例の動作説明図である。
【図５】図１に示す例の動作説明図である。
【図６】図１に示す例の動作説明図である。
【図７】本発明の実施態様の好ましい他の例の正面説明図である。
【図８】図７に示すＶＩＩＩ−ＶＩＩＩ線矢視断面図である。
【図９】図７に示す例の動作説明図である。
【図１０】参考例の正面説明図である。
【符号の説明】
１制振型免震建物
２基礎
３鉛支柱
４アイソレータ
５免震装置
６上部構造物
７振動減衰装置[0001]
BACKGROUND OF THE INVENTION
The present invention relates to an office building, an apartment house, or a detached house that effectively attenuates minute vibrations caused by wind or the like of a superstructure that has been seismically isolated by a seismic isolation device to obtain a damping effect in a strong wind. The present invention relates to a vibration-damping type seismic isolation building and the vibration damping device used therefor.
[0002]
[Prior art]
Conventionally, a base-isolated building for earthquakes is supported on a foundation by a base-isolating device including an isolator that performs base-isolation operation against vibration caused by the earthquake and a damper that attenuates vibration. In such seismic isolation buildings, it is normal that small displacement traffic vibrations and wind fluctuations are not considered in addition to earthquakes. For example, until an earthquake exceeding a predetermined horizontal load is applied by a lock mechanism. When the seismic isolation device is deactivated and a larger vibration load is generated, the lock mechanism is released and the seismic isolation device is activated.
[0003]
[Problems to be solved by the invention]
By the way, high-rise buildings built in cities are required to improve the comfortability by attenuating small displacement traffic vibrations and wind fluctuations in addition to earthquakes. Even if a small displacement of traffic vibration or wind vibration is damped by the damper of the seismic isolation device, most of the dampers used in such a seismic isolation device are elastoplastic dampers or friction dampers. Because of its low vibration energy absorption efficiency at small displacements, it is difficult to effectively attenuate traffic vibrations and wind-induced vibrations early.
[0004]
On the other hand, instead of elastic-plastic dampers or friction dampers, seismic isolation devices using viscous dampers that have high vibration energy absorption efficiency at small displacements and can handle vibrations from wind and traffic vibrations to large earthquakes have been proposed. In order to cover vibrations from wind and traffic vibrations to large earthquakes, the stroke of the viscous dampers must be lengthened, and the seismic isolation device becomes long accordingly. There is a problem to intervene.
[0005]
The present invention has been made in view of the above points, and the object of the present invention is to be able to effectively attenuate micro-vibration due to wind or the like early and to obtain a damping effect during strong winds. Moreover, it is an object of the present invention to provide a vibration damping type seismic isolation building that can use a small vibration damping device and a vibration damping device used therefor.
[0006]
[Means for Solving the Problems]
The present invention System The seismic isolation building is designed to isolate the superstructure through an isolator that has an isolator that performs seismic isolation against the vibration caused by the earthquake and an elastic-plastic or friction first vibration damping device that attenuates the vibration. It is supported on the lower structure and connected to the upper structure and the lower structure. When the upper structure exceeds a predetermined horizontal displacement relative to the lower structure, the upper structure and the lower structure are supported. A second vibration damping device of a viscous system provided with a release mechanism for releasing the connection to at least one of the objects, and an earthquake, wind or traffic that does not exceed a predetermined horizontal displacement with respect to the vibration damping of the superstructure. The first vibration damping device and the second vibration damping device are operated together for small vibrations such as vibrations, and only the first vibration damping device is used for large vibrations caused by earthquakes exceeding a predetermined horizontal displacement. Activate And said that there was Unishi.
[0007]
Such According to the damping type seismic isolation building, the viscous second vibration damping device connected to the upper structure and the lower structure exceeds the predetermined horizontal displacement of the upper structure relative to the lower structure. A release mechanism for releasing the connection to at least one of the upper structure and the lower structure by movement is provided to operate the second vibration damping device together with the first vibration damping device for small vibrations. Therefore, the second vibration damping device of the viscous system can effectively attenuate micro-vibration due to wind etc. early and can obtain the vibration control effect in strong wind, and it can reduce the predetermined horizontal displacement. For large vibrations due to earthquakes that exceed, only the first vibration damping device is operated with respect to vibration damping for the superstructure, so the second vibration damping device can be operated even for large vibrations. so There is no need to long strokes to so that, therefore, it is possible to use a second vibration damping apparatus compact.
[0008]
In the present invention, the second vibration damping device is , Sticky A trigger pin type release mechanism having a sex damper and a trigger pin, and , Sticky A friction damper and a friction system release mechanism, and may be connected to one of the lower structure and the upper structure by a frictional force; and The The release mechanism of the rigger pin type is designed to release the trigger pin from the recess provided on the upper structure side when the upper structure exceeds the predetermined horizontal displacement. , Ma The rubbing system releasing mechanism slides out to release the connection when a predetermined frictional force is exceeded.
[0009]
Used for the above-mentioned vibration-damping buildings Shake The dynamic damping device is a vibration damping type that supports the upper structure on the lower structure via a seismic isolation device that performs seismic isolation and elasto-plastic or frictional vibration damping against vibrations caused by earthquakes. A viscous vibration damping device for use in a base-isolated building, which is connected to an upper structure and a lower structure, and the upper structure is relatively fixed to the lower structure. A release mechanism is provided to release the connection to at least one of the upper structure and the lower structure when the horizontal displacement is exceeded, and the predetermined horizontal displacement is not exceeded with respect to vibration damping for the upper structure. It operates with the seismic isolation device for small vibrations, and operates only the seismic isolation device for large vibrations exceeding a predetermined horizontal displacement.
[0010]
Such a vibration damping device is preferably , Solid Viscosity having a fixed plate, a movable plate disposed in a viscous body movably in a horizontal direction with a gap with respect to the fixed plate, and a viscous body disposed in a gap between the fixed plate and the movable plate The release mechanism has a vertical direction so that the release mechanism fits into the recess of the upper structure in the raised position and releases the fit in the recess of the upper structure in the lowered position. A trigger pin movably connected to the movable plate, and a projecting surface provided so as to face the lower surface of the trigger pin and to place the trigger pin in the raised position. In contrast, when the movable plate exceeds a predetermined horizontal displacement, the movable plate may be disposed at a lowered position away from the projecting surface facing the lower surface, and the vibration damping device of the present invention is preferably Is , Solid Surrounding the movable plate with the fixed plate, the movable plate disposed in the viscous body movably in the horizontal direction with a gap with respect to the fixed plate, and the viscous body disposed in the gap between the fixed plate and the movable plate The release mechanism includes a pair of first friction bonding members that are friction-bonded to each other, and a pair of second friction bonding members that are friction-bonded to each other. One friction joining member of the pair of first friction joining members is adapted to be attached to the upper structure, and one friction joining member of the pair of second friction joining members Is connected to the movable plate, and the other friction bonding member of the pair of first friction bonding members and the other friction bonding member of the pair of second friction bonding members are connected to each other. And one friction joining member of the pair of first friction joining members is If the predetermined frictional joining force in one direction in a horizontal plane between the first frictional joining member of the pair of first frictional joining members exceeds the predetermined frictional joining force of the moving plate against the enclosure, the other frictional joining member One friction joining member of the pair of second friction joining members is in contact with the surrounding body of the movable plate, and the other friction joining of the pair of second friction joining members. When a predetermined frictional joining force in the other direction in the horizontal plane intersecting with one direction in the horizontal plane between the members is exceeded, the other frictional joining member may be slid out.
[0011]
In the present invention, the seismic isolation device preferably includes an isolator made of laminated rubber in which rigid layers and elastic layers are alternately laminated, and a vibration damping device made of lead struts embedded in the laminated rubber. In addition, the upper structure is preferably an office building, an apartment house, or a detached house, but the present invention is not limited to this, and may be another upper structure.
[0012]
Next, the present invention and its embodiments will be described in more detail with reference to the drawings. The present invention is not limited to these embodiments.
[0013]
DETAILED DESCRIPTION OF THE INVENTION
1 to 3, the vibration-damping type seismic isolation building 1 of this example is a seismic isolation device 5 including a concrete base 2 installed by being fixed to a ground with a pile or the like, and an isolator 4 containing lead columns 3. And an upper structure 6 supported by the foundation 2 via the seismic isolation device 5, and a vibration damping device 7 disposed between the foundation 2 and the upper structure 6.
[0014]
It is interposed between the foundation 2 as the lower structure and the upper structure 6 to support the load in the vertical direction (vertical direction) V of the upper structure 6 and to vibrate in the horizontal direction H of the upper structure 6. The seismic isolation device 5 for seismic isolation includes an isolator 4 made of laminated rubber in which a plurality of rigid layers 11 made of steel plates and a plurality of elastic layers 12 made of rubber or the like are alternately laminated in the vertical direction V; The lead strut 3 as an embedded elastic-plastic vibration damping device and the isolator 4 are sandwiched and fixed to the foundation 2 and the office building 15 of the upper structure 6 via anchor bolts or the like. The upper and lower mounting steel plates 13 and 14 are provided. A plurality of such seismic isolation devices 5 are appropriately distributed on the foundation 2 to receive the load of the upper structure 6.
[0015]
In this example, the upper structure 6 includes, for example, a high-rise office building 15 and an engaging member 17 fixed to the lower surface 16 of the office building 15 with a bolt or the like. A circular recess 19 is formed in 18, and an annular tapered surface 20 is formed on the lower surface 18 of the engaging member 17 around the recess 19 so as to surround the recess 19.
[0016]
Instead of providing the recess 19 on the lower surface 18 of the engaging member 17, it may be provided directly on the lower surface 16 of the office building 15, and in this case, the engaging member 17 may be omitted.
[0017]
A viscous vibration damping device 7 for damping the horizontal H vibration of the upper structure 6 that is seismically isolated with respect to the horizontal vibration H with respect to the foundation 2 via the seismic isolation device 5 In the case of minute vibration due to a strong amplitude of a viscous damper 21 that attenuates vibration and the horizontal direction H of the upper structure 6, for example, about 100 mm or less, the viscous damper 21 is connected to the upper structure 6, and the upper structure With respect to vibration damping with respect to 6, the viscous damper 21 is operated together with the lead strut 3, and the connection to the upper structure 6 is released when the vibration exceeds a predetermined amplitude in the horizontal direction H of the upper structure 6 due to an earthquake, for example, approximately 100 mm. The release mechanism 22 and the release mechanism 22 so that the connection of the viscous damper 21 to the upper structure 6 is restored after the disappearance of the vibration exceeding the predetermined amplitude in the horizontal direction H of the upper structure 6. Back and provided with a mechanism 23 back to the.
[0018]
The viscous damper 21 is fixed by welding or the like to the inner peripheral surface 33 of the container 32 and the inner periphery 33 of the container 32 which accommodates the viscous body 31 and accommodates the viscous body 31 and is fixed to the foundation 2 by anchor bolts or the like. And a plurality of annular and rectangular fixing plates 34 arranged with a gap in the vertical direction V, and a gap between the fixing plates 34 with a gap to the fixing plate 34 in the vertical direction V. A plurality of rectangular movable plates 35, an inner peripheral edge of each movable plate 35 fixed to the outer peripheral surface 36 by welding or the like, and supporting the movable plate 35, and an inner peripheral surface of the cylindrical body 37 38 is fixed by welding or the like, and is spaced between the four engaging projections 39 disposed at equal intervals in the circumferential direction, in this example, at an angular interval of 90 °, and the fixed plate 34 and the movable plate 35. Hold and share Slidably contact with are provided with a spacer 42 which is secured to both sides of the movable plate 35 to the fixed plate 34. Each of the fixed plate 34 and the movable plate 35 is disposed in the viscous body 31. Therefore, the viscous body 31 is interposed in the gap between the fixed plate 34 and the movable plate 35.
[0019]
The viscous damper 21 is movable by causing viscous shear deformation in the viscous body 31 disposed in the gap between the fixed plate 34 and the movable plate 35 in the horizontal movement H of the movable plate 35 with respect to the fixed plate 34. A resistance force caused by viscous shear deformation is exerted on the movement of the plate 35 in the horizontal direction H so as to attenuate the vibration of the movable plate 35 in the horizontal direction H, and hence the vibration of the upper structure 6 in the horizontal direction H. It has become.
[0020]
The release mechanism 22 is formed on the lower surface 18 of the engaging member 17 of the upper structure 6 when the trigger pin mechanism 51 is movably arranged in the vertical direction V, and the vibration of the upper structure 6 is less than a predetermined amplitude in the horizontal direction H. While the viscous damper 21 is coupled to the upper structure 6 by fitting the trigger pin 58 of the trigger pin mechanism 51 into the circular recess 19 formed, the vibration of the upper structure 6 exceeding the predetermined amplitude in the horizontal direction H A protrusion 52 for moving the trigger pin mechanism 51 up and down is provided so as to allow the trigger pin 58 of the trigger pin mechanism 51 to be disengaged from the recess 19.
[0021]
The trigger pin mechanism 51 includes a trigger pin 58 having a disc-shaped portion 55 that can be fitted into the recess 19, a truncated cone portion 56 that is integral with the portion 55, and a columnar portion 57 that is integral with the truncated cone portion 56; A bottom 59 that is slidably in contact with a projecting surface 52 that moves the trigger pin mechanism 51 up and down, and a bottomed cylindrical sliding member 61 that has a cylindrical portion 60 that is integral with the bottom 59, and a bottom 59 of the sliding member 61, An elastic member 62 made of a coil spring interposed between the cylindrical portions 57 of the trigger pin 58 and an upper surface 65 of the portion 55 of the trigger pin 58 facing the lower surface 18 of the upper structure 6, and an upper structure A rolling member 66 composed of a plurality of spheres (balls) that can make rolling contact with the lower surface 18 of the object 6 and an outer peripheral surface 67 of the cylindrical portion 60 are fixed by welding or the like and slidably contact the engaging protrusions 39. Circle It is provided with a hollow truncated cone 69 having an outer surface 68.
[0022]
A columnar portion 57 of the trigger pin 58 having a lower surface facing the protruding surface 52 provided so as to place the trigger pin 58 in the raised position is inserted into the cylindrical portion 60 of the sliding member 61 so as to be movable up and down. The surface of the engaging protrusion 39 that slidably contacts the outer cone surface 68 of the truncated cone 69 has a shape complementary to the outer cone surface 68. Thus, the trigger pin 58 includes the sliding member 61, It is connected to the movable plate 35 movably in the vertical direction via the truncated cone 69, the engagement protrusion 39 and the cylindrical body 37.
[0023]
The return mechanism 23 includes a plurality of coil springs 75 each having one end fixed to the frustoconical portion 56 of the trigger pin 58 and each other end fixed to the container 32. In order to place the trigger pin mechanism 51 in the central portion of the container 32 as an initial position, the trigger pin mechanisms 51 are radially arranged around the trigger pin 58 at equal angular intervals.
[0024]
The projecting surface 52 for moving the trigger pin mechanism 51 up and down is formed by the outer surface of the frustoconical projection 80 formed at the center of the bottom surface 41 of the container 32, and the projecting surface 52 is a flat top parallel to the horizontal direction H. The surface 81 and the inclined surface 82 inclined from the top surface 81 and extending downward are provided, and the sliding member 61 is placed on the top surface 81.
[0025]
In the above-described vibration-damping type seismic isolation building 1, normally, as shown in FIG. 2, the sliding member 61 is placed on the top surface 81, and the trigger pin 58 is arranged at the ascending position. A portion 55 of the pin 58 is fitted into the recess 19. In this state, a strong wind is generated and the upper structure 6 is vibrated in the horizontal direction H with respect to the foundation 2 due to the shear deformation of the elastic layer 12 of the seismic isolation device 5. If the amplitude is equal to or less than the amplitude, the fitting of the portion 55 to the recess 19 is maintained. As a result, in addition to the elasto-plastic deformation in the horizontal direction H of the lead strut 3 embedded in the isolator 4, the superstructure 6 The movement in the horizontal direction H is transmitted to the engagement protrusion 39 via the truncated cone 69 of the release mechanism 22, and the movable plate 35 is also moved in the horizontal direction H together with the movement in the horizontal direction H of the upper structure 6. Due to the movement of the movable plate 35 in the horizontal direction H, the viscous body 31 in the gap between the movable plate 35 and the fixed plate 34 is subjected to viscous shear deformation, and thus is caused by the elastic plastic deformation of the lead strut 3 in the horizontal direction H. In addition to the resistance force, this viscous shear change in the viscous damper 21 Resistance force caused by attenuates the vibrations in the horizontal direction H of the movable plate 35, thereby damping vibrations in the horizontal direction H of the upper structure 6. When the strong wind is settled, the damping type seismic isolation building 1 is returned to the state shown in FIG. 2 by the origin return function by the elastic layer 12 of the seismic isolation device 5.
[0026]
When an earthquake occurs and the upper structure 6 is vibrated in the horizontal direction H with respect to the foundation 2 due to the shear deformation of the elastic layer 12 of the seismic isolation device 5, the vibration exceeds a predetermined amplitude. In this case, when the movable plate 35 is moved in the horizontal direction H via the trigger pin 58 and the movable plate 35 exceeds a predetermined horizontal displacement with respect to the fixed plate 34, as shown in FIG. The member 61 is detached from the top surface 81 in the horizontal direction H and contacts the bottom surface 41, whereby the trigger pin 58 is also detached from the top surface 81 of the projecting surface 52 facing the lower surface in the horizontal direction H and lowered to the lowered position. As a result, the connection of the viscous damper 21 to the upper structure 6 is released as a result of the fitting of the portion 55 to the recess 19 being released, and the movable plate 35 is stopped at that position and does not perform the damping operation. While the additional superstructure 6 By moving the horizontal direction H, as shown in FIG. 5, the upper surface 65 of part 55 comes to face the lower surface 18 of the upper structure 6 at a site other than the recess 19. In the movement in the horizontal direction H of the upper structure 6 as shown in FIG. 5, since the lead strut 3 is sufficiently deformed, the horizontal structure H of the upper structure 6 is large due to this elastic-plastic deformation of the lead strut 3. The movement is preferably attenuated early.
[0027]
When the upper structure 6 displaced in the horizontal direction H exceeding the predetermined amplitude to the maximum moves in the horizontal direction H in the opposite direction to the above, the recess 19 passes through the upper surface 65 of the portion 55, and the upper surface 65 of the portion 55 is changed. It faces the lower surface 18 of the upper structure 6 at a portion opposite to the above in the horizontal direction H other than the recess 19. Hereinafter, when the vibration in the horizontal direction H of the superstructure 6 caused by the earthquake becomes small due to the attenuation due to the deformation of the lead strut 3, and finally the recess 19 is stopped at the initial position shown in FIG. 51 is pulled by the coil spring 75, and by this pulling, the sliding member 61 rides on the protrusion 80 and sits on the top surface 81 of the protruding surface 52, and the trigger pin mechanism 51 is also returned to the initial position shown in FIG. .
[0028]
When the trigger pin mechanism 51 is returned to the initial position, the rolling member 66 is brought into rolling contact with the lower surface 18 and the columnar portion 57 of the trigger pin 58 is inserted by the cylindrical portion 60 of the sliding member 61 so that the elastic member 62 is contracted. After the sliding member 61 is seated on the top surface 81, the elastic member 62 is extended, and the portion 55 is fitted into the recess 19 again. In this way, the return mechanism 23 moves the release mechanism 22 after the disappearance of the vibration exceeding the predetermined amplitude in the horizontal direction H of the upper structure 6 and after the recess 19 is stopped at the initial position shown in FIG. It is supposed to be restored. The tapered surface 20 guides the part 55 so as to facilitate re-fitting the part 55 to the recess 19.
[0029]
The above-described vibration-damping type seismic isolation building 1 includes an isolator 4 that performs seismic isolation against vibration in the horizontal direction H of the foundation 2 due to an earthquake, and a lead column 3 that attenuates horizontal vibration in the horizontal direction of the upper structure 6. The upper structure 6 is supported on the foundation 2 via the seismic isolation device 5, and is connected to the upper structure 6 via the trigger pin 58 of the release mechanism 22 so as to be freely releasable. And a trigger pin mechanism 51 that releases the connection to the upper structure 6 when the upper structure 6 exceeds a predetermined horizontal displacement relative to the foundation 2. And the vibration damping device 7 having the projecting surface 52, and the vibration of the superstructure 6 with respect to the small vibrations caused by earthquakes, winds, traffic vibrations, etc. that do not exceed a predetermined horizontal displacement. Viscosity of the damping device 7 The damper 21 is operated together, and only the lead column 3 is activated for a large vibration caused by an earthquake exceeding a predetermined horizontal displacement. In the vibration-damping type seismic isolation building 1, the trigger pin mechanism When the upper structure 6 exceeds a predetermined horizontal displacement, the trigger pin 58 of the trigger pin type release mechanism 22 composed of 51 and the projecting surface 52 falls off from the recess 19 provided on the upper structure 6 side. Thus, the connection between the superstructure 6 and the vibration damping device 7 via the release mechanism 22 is released.
[0030]
By the way, when the seismic isolation layer has only an elastic-plastic damper (first vibration damping device) and the viscous damping constant (h) by the viscous damper (second vibration damping device) is zero (h = 0) The high-rise base-isolated buildings of the superstructure response acceleration (cm / sec) ² ) And the layer (the number of floors) as shown by a curve a in FIG. 6, when the upper structure and the foundation are rigidly coupled (non-seismic isolation, indicated by a curve b in FIG. 6) However, according to the vibration-damping type seismic isolation building 1 having the vibration damping device 7, the vibration due to the wind can be made extremely small as shown by the curve c, and the small vibration can be obtained. Attenuator 7 can be used.
[0031]
That is, according to the damping type seismic isolation building 1, the vibration damping device 7 connected to the upper structure 6 and the foundation 2 exceeds the predetermined horizontal displacement of the upper structure 6 relative to the foundation 2. Since a release mechanism 22 for releasing the connection with the upper structure 6 by vibration is provided and the viscous damper 21 of the vibration damping device 7 is operated together with the lead strut 3 for small vibration displacement, The viscous damper 21 of the damping device 7 can effectively dampen even minute vibrations caused by wind and the like, and can obtain a damping effect during strong winds. Moreover, it can withstand large vibrations caused by earthquakes exceeding a predetermined horizontal displacement. Since only the lead support 3 is operated, it is not necessary to make the stroke long so that the viscous damper 21 of the vibration damping device 7 can be operated even with a large vibration displacement, and therefore, the small It can be used for viscous damper 21.
[0032]
In the above example, the trigger pin mechanism 51 may be manually returned to the initial position without providing the return mechanism 23.
[0033]
By the way, the vibration damping device 7 may be configured as shown in FIGS. 7 and 8 instead of the above. That is, the viscous vibration damping device 7 shown in FIG. 7 and FIG. 8 is a viscous damper 101 that attenuates vibration in the horizontal direction H, and small vibrations of the upper structure 6 in the horizontal direction H that are less than a predetermined amplitude due to strong winds or the like. The viscous damper 101 is connected to the upper structure 6 and the damper 10 is operated together with the lead strut 3 with respect to vibration damping with respect to the upper structure 6, and the predetermined amplitude in the horizontal direction H of the upper structure 6 caused by an earthquake or the like. And a release mechanism 102 that releases the connection to the upper structure 6.
[0034]
The viscous damper 101 includes a disk-shaped resistance generator 111 as a movable plate, a container 113 having a cylindrical portion 112 as an enclosure surrounding the resistance generator 111, and a container 113 disposed in the cylindrical portion 112. The container 113 is fixed to the foundation 2 via an anchor bolt or the like at its bottom plate portion 115 as a fixed plate.
[0035]
The resistance generator 111 disposed in the viscous body 114 and facing the bottom plate portion 115 of the container 113 with the gap 116 is subjected to viscous shear deformation to the viscous body 114 disposed in the gap 116 by the movement in the horizontal direction H. Thus, the viscous shear deformation of the viscous body 114 generates a resistance force that resists the movement in the horizontal direction H, and thus attenuates the movement in the horizontal direction H.
[0036]
The viscous damper 101 generates a damping force by causing viscous shear deformation of the viscous body 114 existing in the gap 116 between the resistance generating body 111 and the bottom plate portion 115 by the movement of the resistance generating body 111 in the horizontal direction H. Thus, the movement of the resistance generator 111 in the horizontal direction H is attenuated, and consequently the movement of the upper structure 6 in the horizontal direction H is attenuated.
[0037]
The release mechanism 102 is fixedly attached to the lower surface 16 of the office building 15 of the superstructure 6 with bolts or the like, and is a pair of parallel rails 103 (only one is shown) extending in one direction H1 in the horizontal plane. A plurality of sliders 104 that are slidably fitted and frictionally joined to the rails 103 in the direction H1, a movable plate 106 fixed to the sliders 104, and a movable plate 106 A pair of parallel rails 122 that are fixed to the lower surface 121 of the steel plate 121 by bolts or the like and are connected to the slider 104 via the movable plate 106 and intersect the direction H1 in the horizontal plane, and extend in the direction H2 orthogonal in this example. And a plurality of sliders 1 that are slidably fitted to the pair of rails 122 in the direction H2 and are frictionally joined, and are suspended from the rails 122. 3 and a support plate 125 that has a plurality of sliders 123 fixed to the upper surface to support the plurality of sliders 123, one end fixed to the support plate 125, and the other end fixed to the resistance generator 111 and the support plate 125, and a connecting member 126 that connects the resistance generator 111, and the slider 123 is connected to the resistance generator 111 via the support plate 125 and the connecting member 126.
[0038]
The rail 103 and the slider 104 as a pair of friction bonding members that are friction-bonded to each other are caused by the vibration of the viscous body 114 due to the vibration of the upper structure 6 including the office building 15 having a predetermined amplitude or less in the horizontal direction H1. The resistance force generated in the resistance generator 111 by the viscous shear deformation does not cause a slip between them, while the resistance generator is caused by vibration exceeding the predetermined amplitude in the direction H1 in the horizontal direction H of the upper structure 6. The resistance force generated by the abutting of the cylinder 111 on the cylindrical portion 112 is in frictional contact with each other with frictional resistance that causes slippage between the rail 122 and the slider 123 as another pair of friction joining members. Both are caused by viscous shear deformation of the viscous body 114 due to the vibration of the upper structure 6 comprising the office building 15 within the horizontal plane in the direction H2 with a predetermined amplitude or less. The resistance force generated in the resistance generator 111 does not slip between each other, while the cylindrical portion of the resistance generator 111 is caused by the vibration of the upper structure 6 exceeding the predetermined amplitude in the direction H2 in the horizontal direction H. In the resistance force generated by the contact with 112, the frictional contact with each other is generated with a frictional resistance that causes slippage between them. That is, the rail 103 comes into contact with the cylindrical portion 112 of the resistance generator 111 and slides in the direction H1 with respect to the slider 104 when a predetermined frictional joining force in the direction H1 between the rail 103 and the slider 104 is exceeded. The slider 123 also slides in the direction H2 with respect to the rail 122 when the resistance generator 111 abuts against the cylindrical portion 112 and exceeds a predetermined frictional bonding force in the direction H2 with the rail 122. ing.
[0039]
In the vibration-damping type seismic isolation building 1 having the upper structure 6 and the vibration damping device 7 shown in FIGS. 7 and 8 and having the upper structure 6 supported by seismic isolation with the above-described seismic isolation device 5, As shown in FIG. 7, the resistance generator 111 is initially disposed in the center of the container 113. In this state, strong wind is generated and the upper structure 6 is vibrated in the direction H1 with respect to the foundation 2 due to shear deformation of the elastic layer 12 of the seismic isolation device 5, and the vibration is caused by the strong wind or the like. In the case of a small vibration having a predetermined amplitude of 6 or less in the direction H1, the viscous damper 101 is connected to the upper structure 6 through friction between the pair of rails 103 and the slider 104. The movement in the direction H1 is transmitted to the movable plate 106 via friction between the pair of rails 103 and the slider 104, and the movement in the direction H1 of the upper structure 6 transmitted to the movable plate 106 is transmitted to the pair of rails 122 and the slider 123, The resistance generator 111 is transmitted to the resistance generator 111 via the support plate 125 and the connecting member 126, whereby the resistance generator 111 is also moved in the direction H1 along with the movement of the upper structure 6 in the direction H1. Due to the movement of the body 111 in the direction H1, the viscous body 31 in the gap 116 between the resistance generator 111 and the bottom plate 115 is subjected to viscous shear deformation, and the resistance force caused by this viscous shear deformation in the viscous damper 101 is caused by the resistance generator. The vibration in the direction H1 of 111 is attenuated, and thus the vibration in the direction H1 of the upper structure 6 is attenuated. When the strong wind is settled, the vibration damping type seismic isolation building 1 is returned to the state shown in FIG. Returned.
[0040]
When an earthquake occurs and the upper structure 6 is vibrated in the direction H1 with respect to the foundation 2 due to shear deformation of the elastic layer 12 of the seismic isolation device 5, and the vibration exceeds a predetermined amplitude, the release mechanism As shown in FIG. 9, after the resistance generator 111 has moved in the direction H1 to a predetermined amplitude, the resistance generator 111 comes into contact with the cylindrical portion 112 and the resistance generator 111 cannot move in the direction H1. The viscous damper 101 cannot perform a damping operation with respect to the vibration of the upper structure 6 in the direction H1. On the other hand, a slip occurs between the pair of rails 103 and the slider 104, and the viscous damper 101 with respect to the upper structure 6 The connection is released and vibrations in the direction H1 of the superstructure 6 are allowed without being subjected to resistance forces due to viscous shear deformation from the viscous damper 101, and thus In the movement of the upper structure 6 in the direction H1, since the lead strut 3 is sufficiently deformed, the large movement of the upper structure 6 in the direction H1 is preferably attenuated early by this deformation of the lead strut 3. Become.
[0041]
When the superstructure 6 displaced in the direction H1 exceeding the predetermined amplitude to the maximum moves in the direction H1 in the opposite direction, the resistance generator 111 is moved so that the contact with the cylindrical portion 112 is released. In addition, the connection of the viscous damper 101 to the upper structure 6 through friction between the pair of rails 103 and the slider 104 is restored, and the movement of the upper structure 6 in the direction H1 opposite to the above is transmitted to the movable plate 106. Accordingly, the resistance generator 111 is also moved in the direction H1 opposite to the above in the direction H1 of the upper structure 6, and the upper structure 6 is moved while receiving a resistance force caused by the viscous shear deformation from the viscous damper 101. . When the resistance generator 111 comes into contact with the cylindrical portion 112 again by this movement in the opposite direction and the resistance generator 111 cannot move in the direction H1, slip occurs between the pair of rails 103 and the slider 104, and the upper structure The connection of the viscous damper 101 with respect to 6 is released again, and the vibration in the direction H1 of the superstructure 6 is allowed without receiving the resistance force due to the viscous shear deformation from the viscous damper 101, and thus In the further movement of the upper structure 6 in the direction H1, since the lead strut 3 is sufficiently deformed, the deformation of the lead strut 3 causes a large movement in the direction opposite to the above in the direction H1 of the upper structure 6. It is preferably attenuated early.
[0042]
Thereafter, when the above operation is repeated and the amplitude of the upper structure 6 in the direction H1 gradually decreases and the resistance generator 111 does not contact the cylindrical portion 112, the resistance is increased along with the vibration of the upper structure 6 in the direction H1. When the generator 111 is vibrated in the direction H1 and the earthquake is settled, the upper structure 6 is returned to the state shown in FIG. 7 by the origin return function by the elastic layer 12 of the seismic isolation device 5, while the resistance generator 111 is The upper structure 6 after the last contact with the cylindrical portion 112 is disposed at a position deviated from the state shown in FIG. 7 in some cases in relation to the amount of movement in the direction H1.
[0043]
Even when the superstructure 6 is vibrated in the direction H2, the vibration-damping type seismic isolation building 1 shown in FIGS. 7 and 8 has the sliding and non-sliding motion between the pair of rails 122 and the slider 123. When the upper structure 6 is vibrated in the direction between the direction H1 and the direction H2 in the horizontal plane, the sliding and non-sliding between the pair of rails 103 and the slider 104 is performed. The same operation as described above is performed by moving and sliding between the pair of rails 122 and the slider 123.
[0044]
7 and 8 are also connected to the upper structure 6 through a release mechanism 102 so as to be freely released, and to the foundation 2 through a container 113 and anchor bolts. And a vibration damping device 7 having a friction system releasing mechanism 102 for releasing the connection to the upper structure 6 when the upper structure 6 exceeds a predetermined horizontal displacement relative to the foundation 2. With respect to vibration damping for the structure 6, the lead strut 3 and the viscous damper 101 of the vibration damping device 7 are operated together for small vibrations such as earthquakes, winds, traffic vibrations, etc. that do not exceed a predetermined horizontal displacement. Only the lead strut 3 is actuated against a large vibration caused by an earthquake exceeding the displacement, and the viscous damper 101 of the vibration damping device 7 is used in the vibration-damping type seismic isolation building 1 shown in FIGS. Is It is connected to the upper structure 6 by frictional force, and the frictional release mechanism 102 slides out when a predetermined frictional force is exceeded, so that the connection between the upper structure 6 and the viscous damper 101 of the vibration damping device 7 is released. It has become.
[0045]
As described above, even in the vibration-damping type seismic isolation building 1 having the vibration damping device 7 shown in FIGS. 7 and 8, the horizontal structure of the upper structure 6 due to wind such as strong wind that cannot be expected to be attenuated by deformation of the lead column 3. The small vibration in the direction H can be effectively attenuated at an early stage to obtain a vibration control effect during strong winds. In addition, a configuration for vibration exceeding a predetermined amplitude is not required. As a result, the small viscous damper 101 is used. it can.
[0046]
In the vibration damping device 7 shown in FIG. 7 and FIG. 8, there is a possibility that the position of the resistance generator 111 after the earthquake has ceased to change variously, and the slider 104 is detached from the pair of rails 103 or from the pair of rails 122. Since there is a possibility that the slider 123 may come off, a stopper may be provided on each of the pair of rails 103 and 122 in order to prevent this.
[0047]
A reference example of the vibration damping device 7 is shown in FIG. That is, the vibration damping device 7 of the reference example shown in FIG. 10 is fixed to the upper mounting plate 181, the lower mounting plate 182, the upper mounting plate 181 at the upper end surface, and the lower mounting plate 182 at the lower end surface. And a viscoelastic damper having a viscoelastic body 183 interposed between the upper mounting plate 181 and the lower mounting plate 182, and the upper mounting plate 181 is attached to the lower surface of the office building 15 with a bolt or the like. The lower mounting plate 182 is fixed to the foundation 2 via an anchor bolt or the like, and is thus connected to the upper structure 6 via the upper mounting plate 181 and the bolt or the like at the upper end surface. The vibration damping device 7 including the viscoelastic body 183 connected to the base 2 via the lower mounting plate 182 and anchor bolts exceeds the predetermined horizontal displacement. For small vibrations in the horizontal direction H of the superstructure 6 caused by earthquakes, winds, traffic vibrations, etc., the viscoelastic body 183 is subjected to shear deformation to attenuate the vibrations. In the vibration damping device 7 shown in FIG. 10, when the upper structure 6 exceeds a predetermined horizontal displacement, the viscoelastic body 183 itself is cut, thereby releasing the connection between the upper structure 6 and the foundation 2. The release mechanism is configured by cutting the viscoelastic body 183 itself.
[0048]
As a reference example The vibration control type seismic isolation building 1 having the vibration damping device 7 shown in FIG. The lead strut 3 and the viscoelastic body 183 of the vibration damping device 7 are operated together, and only the lead strut 3 is activated for a large vibration caused by an earthquake exceeding a predetermined horizontal displacement.
[0049]
In addition, as the vibration damping device in the seismic isolation device, a frictional vibration damping device using friction may be used instead of using the lead support 3, and the upper structure 6 is relative to the foundation 2. When the predetermined horizontal displacement is exceeded, the connection between the vibration damping device 7 and the foundation 2 may be released instead of releasing the connection between the vibration damping device 7 and the upper structure 6.
[0050]
【The invention's effect】
According to the present invention, it is possible to effectively attenuate micro-vibration caused by wind or the like at an early stage to obtain a damping effect in a strong wind, and a damping type seismic isolation building that can use a small damping device and The vibration damping device used for this can be provided.
[Brief description of the drawings]
FIG. 1 is a front explanatory view of a preferred example of an embodiment of the present invention.
FIG. 2 is an explanatory diagram of the structural vibration damping device of the example shown in FIG. 1;
3 is a cross-sectional view taken along line III-III shown in FIG.
4 is an operation explanatory diagram of the example shown in FIG. 1. FIG.
FIG. 5 is an operation explanatory diagram of the example shown in FIG. 1;
6 is an operation explanatory diagram of the example shown in FIG. 1. FIG.
FIG. 7 is a front explanatory view of another preferred example of an embodiment of the present invention.
8 is a cross-sectional view taken along line VIII-VIII shown in FIG.
9 is an operation explanatory diagram of the example shown in FIG. 7;
FIG. 10 is an explanatory front view of a reference example.
[Explanation of symbols]
1 Damping type seismic isolation building
2 Basics
3 Lead strut
4 Isolator
5 Seismic isolation device
6 Superstructure
7 Vibration damping device

Claims

The upper structure is supported on the lower structure via an isolator that has an isolator that performs seismic isolation against vibration caused by an earthquake and an elasto-plastic or friction first vibration damping device that attenuates the vibration. The vibration-damping type seismic isolation building is connected to the upper structure and the lower structure, and when the upper structure exceeds a predetermined horizontal displacement relative to the lower structure, the upper structure and A second viscous vibration damping device having a release mechanism for releasing the connection to at least one of the substructures , wherein the release mechanism is provided below the trigger pin and the trigger pin; When the upper structure exceeds a predetermined horizontal displacement, the lower surface of the trigger pin is disengaged from the top surface of the protrusion facing it, and the trigger pin is provided on the upper structure side. A recessed recess Falling off and being adapted to release the connection, with respect to the vibration damping for the upper structure, given the connection by the first vibration damping earthquakes and wind not exceeding horizontal displacement, for small vibrations due to traffic vibrations The device and the second vibration damping device are operated together, and only the first vibration damping device is operated by releasing the above connection for a large vibration caused by an earthquake exceeding a predetermined horizontal displacement. Damping type seismic isolation building.

The upper structure is supported on the lower structure via an isolator that has an isolator that performs seismic isolation against vibration caused by an earthquake and an elasto-plastic or friction first vibration damping device that attenuates the vibration. The vibration-damping type seismic isolation building is connected to the upper structure and the lower structure, and when the upper structure exceeds a predetermined horizontal displacement relative to the lower structure, the upper structure and A second vibration damping device having a viscous system having a release mechanism for releasing the connection to at least one of the lower structures, and being connected to the upper structure by frictional force; The apparatus includes a viscous damper and a friction system releasing mechanism that slides out when the upper structure exceeds a predetermined horizontal displacement relative to the lower structure and releases the connection due to the frictional force. The damper has a lower structure A fixed plate fixed to the container, a fixed plate fixed to the container, a movable plate disposed in a viscous body so as to be movable in a horizontal direction with a gap with respect to the fixed plate, and a gap between the fixed plate and the movable plate And the container has a surrounding body that surrounds the movable plate, and the release mechanism is a pair of first friction members that are friction-joined to each other. A joining member and a pair of second friction joining members that are frictionally joined to each other, and one friction joining member of the pair of first friction joining members is attached to the upper structure, One friction joining member of the pair of second friction joining members is connected to the movable plate, and the other friction joining member of the pair of first friction joining members and the pair of second friction joining members. The other friction joining member is connected to each other, and One friction joining member of the first friction joining member is in contact with the surrounding body of the movable plate and is in one direction in a horizontal plane between the other friction joining member of the pair of first friction joining members. When a predetermined frictional joining force is exceeded, the other frictional joining member starts to slide, and one frictional joining member of the pair of second frictional joining members is brought into contact with the surrounding body of the movable plate. When the predetermined frictional joining force in the other direction in the horizontal plane intersecting one direction in the horizontal plane between the pair of second frictional joining members and the other frictional joining member is exceeded, the other friction joining member The release mechanism is designed to release the connection by the two slides, and the earthquake, wind and traffic that do not exceed a predetermined horizontal displacement with respect to vibration damping for the upper structure. For small vibrations such as vibration In this case, the first vibration damping device and the viscous damper are operated together by the above connection, and only the first vibration damping device can be obtained by releasing the connection by the above frictional force for a large vibration caused by an earthquake exceeding a predetermined horizontal displacement. A seismic isolation building characterized by the fact that it operates .

Used for damping type seismic isolation buildings where the upper structure is supported on the lower structure via a seismic isolation device that performs seismic isolation and elasto-plastic or frictional vibration damping against vibrations caused by earthquakes A vibration damping device for a viscous system for connecting to an upper structure and a lower structure, and when the upper structure exceeds a predetermined horizontal displacement relative to the lower structure. A release mechanism configured to release the connection to at least one of the upper structure and the lower structure, and the release mechanism includes a trigger pin and a frustoconical shape provided under the trigger pin. When the upper structure exceeds a predetermined horizontal displacement, the lower surface of the trigger pin is disengaged from the top surface of the protrusion facing the upper structure, and the trigger pin is provided on the upper structure side. Fall out from above Is adapted to release the binding, with respect to the vibration damping for superstructure, for over no small vibration a predetermined horizontal displacement works with isolator by the connection, the large vibration exceeding a predetermined horizontal displacement On the other hand, the vibration damping device is characterized in that only the seismic isolation device is operated by releasing the connection .

Used for damping type seismic isolation buildings where the upper structure is supported on the lower structure via a seismic isolation device that performs seismic isolation and elasto-plastic or frictional vibration damping against vibrations caused by earthquakes A vibration damping device for a viscous system for connecting to an upper structure and a lower structure, and when the upper structure exceeds a predetermined horizontal displacement relative to the lower structure. A release mechanism configured to release the connection to at least one of the upper structure and the lower structure, a container fixed to the lower structure, a fixing plate fixed to the container, A movable plate disposed in the viscous body so as to be movable in the horizontal direction with a gap with respect to the fixed plate, and a viscous body disposed in the gap between the fixed plate and the movable plate and accommodated in the container It has a viscous damper and the container is movable The release mechanism includes a pair of first friction bonding members that are friction-bonded to each other and a pair of second friction bonding members that are friction-bonded to each other. One friction joining member of the first friction joining members is attached to the upper structure, and one friction joining member of the pair of second friction joining members is connected to the movable plate. The other friction joining member of the pair of first friction joining members and the other friction joining member of the pair of second friction joining members are coupled to each other, and the pair of first friction joining members One of the friction bonding members is a predetermined contact in one direction in a horizontal plane between the pair of first friction bonding members and the other friction bonding member by contact of the movable plate with the enclosure. When the frictional bonding force is exceeded, the other frictional bonding member slips. One friction joining member of the pair of second friction joining members is in contact with the surrounding body of the movable plate, and is in contact with the other friction joining member of the pair of second friction joining members. When a predetermined frictional joining force in the other direction in the horizontal plane intersecting one direction in the horizontal plane is exceeded, the other frictional joining member starts to slide, and the release mechanism is The connection is released, and with respect to vibration damping for the superstructure, for small vibrations that do not exceed the predetermined horizontal displacement, the viscous damper is operated together with the seismic isolation device by the above connection, and the predetermined horizontal displacement is achieved. The vibration damping device is characterized in that only the seismic isolation device is operated by releasing the connection with respect to a large vibration exceeding .