JP2004019361A - Brace damper - Google Patents

Brace damper Download PDF

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Publication number
JP2004019361A
JP2004019361A JP2002178842A JP2002178842A JP2004019361A JP 2004019361 A JP2004019361 A JP 2004019361A JP 2002178842 A JP2002178842 A JP 2002178842A JP 2002178842 A JP2002178842 A JP 2002178842A JP 2004019361 A JP2004019361 A JP 2004019361A
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Japan
Prior art keywords
damper
brace
brace body
sub
building
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JP2002178842A
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JP3820523B2 (en
Inventor
Kazuhiko Isoda
磯田 和彦
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Shimizu Construction Co Ltd
Shimizu Corp
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Shimizu Construction Co Ltd
Shimizu Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a brace type steel damper which is low in cost and usable and which is applicable for various earthquakes widely from a strong earthquake to a medium or slight earthquake. <P>SOLUTION: The brace damper can be installed on a building as a brace and also functions as a damper absorbing vibration energy of the building. Both ends of the damper are fixed to the building and the damper is chiefly constituted of a brace body 1 of which both ends are fixed to the building and which is formed of a strap-like steel plate and yields when it is subjected to a specified axial force and a constraint member 2 preventing a out-of-plane buckling while allowing the axial deformation of the brace body by fitting to the periphery of the brace body. The constraint member is fitted to the brace body in a constraint state that the relative displacement in the axial direction against the brace body is restricted. A sub-damper 3 actuating when the brace body is elastically deformed in the axial direction is interposed. <P>COPYRIGHT: (C)2004,JPO

Description

【0001】
【発明の属する技術分野】
本発明は、建物にブレースとして設置されるとともに建物の振動エネルギーを吸収するダンパーとしても機能するブレースダンパー、特に大地震から中小地震まで幅広く制震効果が得られるブレースダンパーに関する。
【0002】
【従来の技術】
建物の要所に制震ダンパーを設置して地震による振動や損傷をコントロールする制震構造が一般化しつつある。この種の構造に適用する制震ダンパーとしては鋼材ダンパー、摩擦ダンパー、粘性系ダンパー等、各種のものがあるが、特に鋼材の降伏に伴う履歴吸収エネルギーを利用する鋼材ダンパーはローコストで大きな減衰性能を発揮できるものであることから広く採用される気運にあり、なかでもブレースタイプの鋼材ダンパーは機構が簡単で設計的にも扱い易く、設置スペースもさして必要としないことから、最も有効と考えられている。
【0003】
【発明が解決しようとする課題】
ところで、鋼材ダンパーは鋼材の降伏後の塑性変形を利用してエネルギーを吸収し制震効果を得るものであるから、当然に弾性変形限度内では制震効果が発揮されず、そのため従来の鋼材ダンパーはそれ自体では様々な規模の地震に対して幅広く適用できない点で不具合であった。すなわち、大地震時を対象として鋼材ダンパーにより充分な制震効果を得ようとすると、つまり大地震時におけるダンパー負担力を大きく設定して大きなエネルギー吸収効果を得ようとすると、必然的に制震効果を発揮し始める降伏変位が大きくなってしまい、そのため中小地震時には弾性変形するに留まって降伏変形するに到らず、制震効果が発揮できないものとなる。逆に、中小地震時にも有効になるように鋼材ダンパーが早期に降伏変形するようにした場合には、大地震時におけるダンパー負担力が小さくなって充分にエネルギー吸収ができなくなり、大地震時には充分な制震効果を得ることができなくなる。
【0004】
そのような鋼材ダンパーに対し、粘性体や粘弾性体のせん断変形によるエネルギー吸収効果を利用する粘性系ダンパーは、中小地震あるいは風による微小振動から大地震まで幅広く制震効果を得ることが可能であるので、その点では鋼材ダンパーよりも有利であるといえるが、粘性系ダンパーは鋼材ダンパーに比較して構造が複雑にならざるを得ないし、かなりコスト高であり、保守も必要とし、また振動数や歪、温度等に依存して減衰性能が大きく変化するといった問題もあって必ずしも使い易いものではない。以上のことからローコストで最も使い易いブレースタイプの鋼材ダンパーを大地震から中小地震まで幅広く適用し得るものとしたい、という要請があった。
【0005】
【課題を解決するための手段】
請求項1の発明は、建物にブレースとして設置されるとともに建物の振動エネルギーを吸収するダンパーとしても機能するブレースダンパーであって、両端が建物に対して固定され所定軸力を受けた際に降伏する帯板状の鋼板からなるブレース本体と、ブレース本体の周囲に装着されることによりブレース本体の軸方向変形を許容しつつ面外座屈を防止する拘束部材とを主体として構成されてなり、拘束部材をブレース本体に対して軸方向への相対変位を拘束した状態で装着するとともに、その拘束部材とブレース本体との間に、ブレース本体が軸方向に弾性変形した際に作動するサブダンパーを介装したことを特徴とする。
【0006】
請求項2の発明は、請求項1の発明のブレースダンパーにおけるサブダンパーとして、ブレース本体に設けたリブプレートと、拘束部材に設けた取付リブとを、スプライスプレートを介して摩擦接合してなる摩擦ダンパーを採用したことを特徴とする。
【0007】
【発明の実施の形態】
図1〜図3は本発明の実施形態であるブレースダンパーを示す。これは、ブレース本体1と、その周囲に装着されてブレース本体1の面外座屈を防止する拘束部材2を主体として構成されたもので、ブレース本体1をブレースとして機能させるばかりでなくそれを大地震時に制震効果を発揮させるダンパーとして機能させるものとし、さらに大地震時のみならず中小地震時にも制震効果を発揮させるためのサブダンパー3を備えた構成とされている。
【0008】
ブレース本体1は帯板状の鋼板(フラットバー)からなり、その両端部が建物に対して固定されることでこれ自体が通常のブレースとして機能するものである。ブレース本体1の端部両面にはリブプレート4が溶接されていて、ブレース本体1の両端部における横断面形状は十字形をなすものとされている。また、本実施形態におけるブレース本体1は極軟鋼(低降伏点鋼)からなり、所定軸力を受けた際にはその中央部に設定されている降伏部1aが降伏することでダンパーとして機能するものとなっている。本実施形態では、ブレース本体1の素材である帯板状の鋼板の中央部両側を切除して、そこでの幅寸法を小さくして断面積を絞ることにより降伏部1aを形成しており、このブレース本体1は大地震時にはじめて降伏して充分な制震効果が得られるようにその降伏耐力(軸耐力)は充分に大きく設定されている。換言すれば、そのブレース本体1は中小地震時には降伏するに到らず弾性変形するに留まるものである。
【0009】
拘束部材2は対のチャンネル鋼材5と帯鋼板からなる対のカバープレート6からなり、チャンネル鋼材5を背中合わせにした状態でそれらのウェブ部によりブレース本体1を両側から挟み込み、その状態でそれらのフランジ部にカバープレート6をボルト締結することで全体としてH型断面となるように組み立てられてブレース本体1の外側に装着されている。
【0010】
そのように組み立てられた拘束部材2は、ブレース本体1の面外方向への変形を拘束してその座屈を防止するものであるが、チャンネル鋼材5にはこのチャンネル鋼材5自体が面外方向に変形することを防止するための補剛材7が取り付けられている。補剛材7はチャンネル鋼材5に溶接された鋼板からなる縦リブ7aと、それら縦リブ7a間に溶接された同じく鋼板からなる横リブ7bからなり、本実施形態においては4枚の縦リブ7aと3枚の横リブ7bとがブレース本体1の降伏部1aを挟み込む位置に設けられることで、ブレース本体1に対する面外方向の拘束が十分に確保されるようになっている。
【0011】
上記のように組み立てられてブレース本体1に装着される拘束部材2は、ブレース本体1の面外方向への変形を拘束して面外座屈を防止するものであるが、ブレース本体1をダンパーとして機能させるためにはブレース本体1の軸方向の変形は拘束しないものとする必要があり、そのため、図2に示すように各チャンネル鋼材5のウェブ部とブレース本体1の表面との間にはそれらをアンボンド(非付着)状態に維持して軸方向の相対変形を許容せしめるための緩衝材8が介装されている。緩衝材8としてはたとえばクロロプレンゴム等の高分子系材料からなるシート材が好適に採用可能である。
【0012】
なお、図3(b)に示すように、チャンネル鋼材5の端部には上記のリブプレート4との干渉を避けるためのスリット9が形成されていて、チャンネル鋼材5をブレース本体1に装着した状態ではリブプレート4がスリット9を通してチャンネル鋼材5の外側に位置するようになっている。そして、本実施形態のブレースダンパーは、そのリブプレート4と拘束部材2との間に上記のサブダンパー3を取り付けるようにしている。
【0013】
すなわち、ブレース本体1に装着された拘束部材2はその一端側(図1において左側)においてチャンネル鋼材5およびブレース本体1を挿通する締結ボルト10によりブレース本体1に対して締結され、したがって拘束部材2は上述のようにブレース本体1の軸方向変形を拘束はしないものの、締結ボルト10がずれ止めとなって拘束部材2全体がブレース本体1に対して軸方向にずれてしまうことが防止されるようになっている。
【0014】
また、図3に示すように、拘束部材2の他端側には、チャンネル鋼材5に取り付けられている補剛材7に連続するように取付リブ11が溶接されて固定されており、このチャンネル鋼材5をブレース本体1に組み付けて、ブレース本体1のリブプレート4をスリット9からチャンネル鋼材5の外側に位置させると、リブプレート4と取付リブ11とが同一平面内で軸方向に若干の隙間をあけた状態で横並びとなり、図3(b)に示すようにそれらリブプレート4と取付リブ11とを上下からスプライスプレート12および締結ボルト13により狭持して2面摩擦接合の形態で連結するようになっている。
【0015】
ここで、スプライスプレート12とリブプレート4および取付リブ11との摩擦接合面には、有機系塗料やアルミ溶射等による表面処理が施されて適切な摩擦係数が与えられ、これによりこれらリブプレート4、取付リブ11、スプライスプレート12により、リブプレート4とスプライスプレート12の滑りを利用した摩擦ダンパーとして機能するサブダンパー3が構成されている。このサブダンパー3の滑り始める軸耐力はブレース本体1の降伏耐力よりも充分に小さく設定されていて、ブレース本体1が降伏するに到らず微小な弾性変形を生じるに留まる中小地震時にこのサブダンパー3が作動するものとされている。つまりサブダンパー3は、中小地震時におけるブレース本体1の弾性変形に対して、スプライスプレート12とリブプレート4との摩擦接合面が滑りを生じてその摩擦抵抗力により軽微なダンパーとして機能し、それにより中小地震時における振動減衰効果が得られるようになっている。なお、上記のようなスプライスプレート12とリブプレート4との滑りを許容するために、リブプレート4に形成されているボルト孔は軸方向に長いルーズホールとされている。
【0016】
以上のように、本実施形態のブレースダンパーは、大地震時にはブレース本体1が降伏することで従来一般のブレースタイプの鋼材ダンパーと同様に大きな減衰性能を持たせることができ、したがってブレース本体1により大地震時に優れた制震効果が得られることに加え、中小地震時には降伏耐力が小さく小さな変形から非線形性を示して履歴エネルギーを有効に吸収するサブダンパー3により優れた制震効果が得られ、したがってこのブレースダンパーは中小地震から大地震まで幅広く適用できるものである。
【0017】
特に、本実施形態のブレースダンパーは、想定する中小地震の規模等に応じてサブダンパー3の負担力や剛性を調整することにより、変形に応じた種々の減衰性能を設定することができ、どの程度の変形でどのような減衰性能を与えるかを容易に設計することができる。また、サブダンパー3の負担力が多少変動するようなことがあってもその減衰性能への影響は少ないので、サブダンパー3の履歴性能(軸耐力)はあまり厳格に管理する必要はなく、たとえば上記実施形態におけるサブダンパー3の場合には摩擦面処理やボルト締結力には多少のばらつきを許容でき、設計および製作が容易である。
【0018】
また、サブダンパー3はコンパクトなもので良いし、従来のブレースタイプの鋼材ダンパーの形態や外形寸法を変更することなくそれにサブダンパー3を付加することのみで従来のものと同様に取り扱うことができ、その製作作業や現場への設置作業も何等面倒ではない。勿論、大地震時にサブダンパー3が破損してもブレース本体1はそのまま本来のダンパーとして支障なく機能するし、破損したサブダンパー3は事後に容易に交換することができる。
【0019】
図4に具体的な設計例を示す。(a)は本発明のブレースダンパーの構造を示す模式図であり、これは(b)に力学モデルとして示すように、拘束部材2とサブダンパー3とが直列に設けられ、それらとブレース本体1が並列に設けられたものとなる。
【0020】
ここで、Kcはブレース本体1の剛性であり、ブレース本体1の等価断面積Ae、最小断面積Ac、降伏点σy、長さL、ヤング係数Eとすると、
Kc=E・Ae/L
で表され、ブレース本体1の降伏応力(荷重)Pyは、
Py=σy・Ac
で表される。
【0021】
また、Ksは拘束部材2(補剛材7を含む)の剛性であり、その断面積をAsとすると
Ks=E・As/L
で表される。
【0022】
Kfはサブダンパー3の剛性であり、拘束部材2とサブダンパー3との直列バネ剛性Ksfは、
Ksf={(1/Ks)+(1/Kf)}−1
で表され、したがってブレースダンパー全体の剛性Kは、
K=Ksf+Kc={(L/E・As)+(1/Kf)}−1+(E・Ae/L)
で表される。
【0023】
具体的な数値例を挙げてさらに説明する。
各部材の仕様が、
・ブレース本体:PL−25×374〜250(LY225)、L=300cm、Ac=62.5cm、Ae=80cm、σy=22.5kN/cm
・拘束部材:2C−380×100×10.5×16+2PL−12×227、As=193cm
・サブダンパー:Kf=150MN/cm、負担力Pf=270kN=0.27MN
の場合、上記各式より
Kc=5.6MN/cm
Py=1.4MN
Ks=13MN/cm
Ksf=12MN/cm
サブダンパーが滑り出すときの変位σsfは
σsf=Pf/Ksf=0.022cm
全体剛性Kは
K=Ksf+Kc=18MN/cm
となり、その結果を図4(c)に示す。
【0024】
このブレースダンパーの等価減衰定数heqを求める。
摩擦ダンパーが滑り出す変位0.02cmまでの減衰は0(ゼロ)であり、この変位からブレース本体が降伏する0.26cmまでの減衰を算定すると、変位量σとしたときの履歴吸収エネルギーΔWは
ΔW=2×0.27×2(δ−0.02)=1.08(δ−0.02)
変位δ時のポテンシャルエネルギーWは
W=(5.6δ+0.27)δ/2=(2.8δ+0.135)δ
等価減衰定数heqは、
heq=(1/4π)・(ΔW/W)=0.086(δ−0.02)/(2.8δ+0.135)δ
【0025】
以上の結果を図4(d)に示すが、これから、変位0.025cm以降、ブレース本体が降伏する0.26cmまでは8%以上の減衰が安定して確保されていることがわかる。この減衰にはブレース本体と並列させ、拘束部材と直列させているというロスを含んでいるが、それでもこの程度の減衰性能が確保され、本ブレースダンパーは充分に実用的であると判断できる。
【0026】
さらに、ブレース本体の降伏後も含めたブレースダンパー全体の減衰特性を検討する。ブレース本体の降伏変位0.26cm以上の変位に対する1ループ当たりの履歴吸収エネルギーΔWは
ΔW=4×(1.44−0.28×0.26)(δ−0.26)+1.08(δ−0.02)
変位δ時のポテンシャルエネルギーWは
W={1.44+0.27+0.28(δ−0.26)}δ/2={0.86+0.14(δ−0.26)}δ
等価減衰定数heqは、

Figure 2004019361
【0027】以上の結果を図4(e)に示す。これから、本実施形態のブレースダンパーは、減衰定数に2つのピークを持つ特性があり、中小地震や風などの小さな外力に対してはサブダンパー3が、大地震には本来のダンパーであるブレース本体1が有効に効く鋼材ダンパーとして挙動することがわかる。なお、一般にこの種のダンパーの軸変位は巨大地震でも30mm以内であり、サブダンパー3を付加しない単なるブレースタイプの鋼材ダンパーでは軸方向変位が2.6mm以下では弾性のために減衰機能を持たないが、サブダンパー3を付加したものでは1桁小さい0.25mm以上から減衰性能を発揮できるため、大地震だけでなく中小地震に対しても有効な制震ダンパーとなるのである。一般的な構造物がもつ鉄骨やコンクリートの躯体による減衰は0.02(2%)程度であり、0.25mmの微小変位から0.08(8%)以上の付加減衰を安定して与えられるこのブレースダンパーを使用することで大幅に減衰性能が向上し、大地震から中小地震まで応答低減を図ることができる。
【0028】
以上で本発明の実施形態を説明したが、本発明は上記実施形態に限定されることなく、ブレース本体よりも負担力が充分に小さい軽微なサブダンパーを備える限りにおいて適宜の設計的変更が可能である。たとえば、上記実施形態では、ブレース本体1のリブプレート4と拘束部材2としてのチャンネル鋼材5との間にサブダンパー3としての摩擦ダンパーを介装するようにしたが、サブダンパー3としてはせん断パネルダンパーや鉛ダンパー等の他の履歴ダンパーを採用することも可能であるし、必要に応じて複数のサブダンパーを設けたり、異種のサブダンパーを組み合わせて設けることも可能である。また、サブダンパー3はブレース本体1の弾性変形時に有効に作動するようにブレース本体1と拘束部材2との間へ介装すれば良いのであり、その限りにおいてブレースダンパーに対するサブダンパー3の設置の構造、組み込みの形態は任意である。
【0029】
また、上記実施形態ではブレース本体1の中央部の幅寸法を小さくすることでそこでの断面積を絞って降伏部1aを形成したが、ブレース本体1は所定軸力で降伏するものであれば良く、その限りにおいて全長にわたって同一断面のものであっても良いし、中央部にスリットや長穴を形成する等により降伏部を形成するものも採用可能である。
【0030】
また、上記実施形態ではチャンネル鋼材5とカバープレート6とをH形に組み立てる形態の拘束部材2を採用したが、拘束部材2はブレース本体1の面外座屈を防止できるものであれば良く、その限りにおいて適宜の材質や形態のものが考えられし、ブレース本体1の形態によってはその幅方向の面内座屈を拘束し得るものとしておくことがより好ましい。
【0031】
【発明の効果】
請求項1の発明は、ブレース本体が軸方向に弾性変形した際に作動する軽微なサブダンパーをブレース本体と拘束部材との間に介装したので、大地震時にはブレース本体により優れた制震効果が得られることに加え、中小地震時にもサブダンパーにより優れた制震効果が得られるものであり、ローコストで使い易いブレースタイプの鋼材ダンパーを中小地震から大地震まで幅広く適用することが可能である。
【0032】
請求項2の発明は、サブダンパーとして、ブレース本体に設けたリブプレートと、拘束部材に設けた取付リブとを、スプライスプレートを介して摩擦接合してなる摩擦ダンパーを採用したので、従来一般のブレースタイプの鋼材ダンパーに対してサブダンパーを簡単に付加することで本発明のブレースダンパーを構成することができ、したがって従来のブレースタイプの鋼材ダンパーと同様に取り扱うことができ、その製作作業や現場への設置作業も何等面倒ではなく、サブダンパーが破損してもブレース本体はそのまま本来のダンパーとして支障なく機能するし、破損したサブダンパーは容易に交換することができる。
【図面の簡単な説明】
【図1】本発明の実施形態であるブレースダンパーの概略構成を示す図であって、(a)は側面図、(b)は上面図、(c)は(a)におけるIc−Ic線視平断面図である。
【図2】同、横断面図であり、(a)は図1(a)におけるIIa−IIa線視図、(b)は同じくIIb−IIb線視図、(c)は同じくIIc−IIc線視図である。
【図3】同、要部の組立図である。
【図4】同、具体的な設計例を説明するための図である。
【符号の説明】
1 ブレース本体
1a 降伏部
2 拘束部材
3 サブダンパー
4 リブプレート
5 チャンネル鋼材
6 カバープレート
7 補剛材
7a 縦リブ
7b 横リブ
8 緩衝材
9 スリット
10 締結ボルト
11 取付リブ
12 スプライスプレート
13 締結ボルト[0001]
TECHNICAL FIELD OF THE INVENTION
The present invention relates to a brace damper that is installed in a building as a brace and also functions as a damper that absorbs vibration energy of the building, and particularly to a brace damper that can provide a wide range of vibration control effects from a large earthquake to a small earthquake.
[0002]
[Prior art]
Vibration control structures that control vibration and damage caused by earthquakes by installing vibration control dampers at key points in buildings are becoming common. There are various types of damping dampers applicable to this type of structure, such as steel dampers, friction dampers, viscous dampers, etc.Especially, steel dampers that use the hysteresis energy absorbed by the yielding of steel materials have low damping performance at low cost. The brace-type steel damper is considered to be the most effective because the mechanism is simple, the design is easy to handle, and no installation space is required. ing.
[0003]
[Problems to be solved by the invention]
By the way, the steel damper absorbs energy by utilizing the plastic deformation after yielding of the steel material to obtain the damping effect, so that the damping effect is naturally not exerted within the elastic deformation limit. Was itself a failure in that it could not be widely applied to earthquakes of various sizes. In other words, if a steel damper is used to obtain a sufficient damping effect for a large earthquake, that is, if a large energy absorption effect is set by setting a large damper burden force during a large earthquake, the damping is inevitable. The yield displacement at which the effect starts to be exerted becomes large, so that during a small-to-medium-sized earthquake, only the elastic deformation occurs and the yield deformation does not occur, and the damping effect cannot be exhibited. Conversely, if the steel damper yields early and deforms so that it is effective even during a small or medium-sized earthquake, the damper burden during a large earthquake becomes small and energy cannot be absorbed sufficiently. It will not be possible to obtain a great vibration control effect.
[0004]
For such steel dampers, viscous dampers that use the energy absorption effect of shear deformation of viscous or viscoelastic materials can provide a wide range of vibration damping effects from small to medium-sized earthquakes or small vibrations caused by wind to large earthquakes. Therefore, it can be said that it is more advantageous than steel dampers in that respect, but viscous dampers have to be more complicated in structure than steel dampers, are considerably expensive, require maintenance, and It is not always easy to use because there is a problem that the damping performance greatly changes depending on the number, strain, temperature and the like. In view of the above, there has been a demand for a low-cost and easiest-to-use brace-type steel damper to be widely applicable from large earthquakes to small and medium-sized earthquakes.
[0005]
[Means for Solving the Problems]
The invention according to claim 1 is a brace damper that is installed as a brace in a building and also functions as a damper that absorbs vibration energy of the building, and that yields when both ends are fixed to the building and receives a predetermined axial force. A brace body made of a strip-shaped steel plate and a restraint member that prevents axial buckling of the brace body by being attached around the brace body while preventing out-of-plane buckling, The restraining member is mounted with the relative displacement in the axial direction restrained with respect to the brace body, and a sub-damper that operates when the brace body is elastically deformed in the axial direction is provided between the restraining member and the brace body. It is characterized by being interposed.
[0006]
According to a second aspect of the present invention, as a sub-damper of the brace damper according to the first aspect of the present invention, a friction plate is formed by frictionally joining a rib plate provided on a brace body and a mounting rib provided on a restraining member via a splice plate. It features a damper.
[0007]
BEST MODE FOR CARRYING OUT THE INVENTION
1 to 3 show a brace damper according to an embodiment of the present invention. This is mainly composed of a brace body 1 and a restraining member 2 mounted around the brace body 1 to prevent out-of-plane buckling of the brace body 1. The brace body 1 not only functions as a brace but also functions as a brace. It functions as a damper that exerts a vibration control effect at the time of a large earthquake, and further includes a sub-damper 3 that exerts a vibration control effect not only at the time of a large earthquake but also at the time of a small and medium-sized earthquake.
[0008]
The brace body 1 is made of a strip-shaped steel plate (flat bar), and functions as a normal brace by fixing both ends to the building. Rib plates 4 are welded to both ends of the brace body 1, and the cross-sectional shape at both ends of the brace body 1 is a cross. Further, the brace body 1 in the present embodiment is made of extremely mild steel (low yield point steel), and when receiving a predetermined axial force, yields a yield portion 1a set at the center thereof to function as a damper. It has become something. In the present embodiment, the yielding portion 1a is formed by cutting off both sides of the central portion of the strip-shaped steel plate as the material of the brace body 1, reducing the width dimension there, and narrowing the cross-sectional area. The yield strength (axial strength) is set sufficiently large so that the brace body 1 yields for the first time in the event of a large earthquake and a sufficient damping effect is obtained. In other words, the brace body 1 is elastically deformed without yielding during a small or medium-sized earthquake.
[0009]
The restraining member 2 is composed of a pair of channel steel members 5 and a pair of cover plates 6 made of a strip steel plate. With the channel steel members 5 back to back, the brace body 1 is sandwiched from both sides by their web portions. The cover plate 6 is assembled to the H-shaped cross section by bolting the cover plate 6 to the portion, and is mounted on the outside of the brace body 1.
[0010]
The restraining member 2 assembled as described above restrains the brace body 1 from deforming in the out-of-plane direction to prevent its buckling. A stiffener 7 is attached to prevent deformation. The stiffening member 7 includes vertical ribs 7a made of a steel plate welded to the channel steel member 5, and horizontal ribs 7b made of the same steel plate welded between the vertical ribs 7a. In the present embodiment, four vertical ribs 7a are formed. The three lateral ribs 7b are provided at positions sandwiching the yielding portion 1a of the brace body 1, so that the out-of-plane constraint on the brace body 1 is sufficiently ensured.
[0011]
The restraining member 2 assembled as described above and mounted on the brace body 1 restrains the brace body 1 from deforming in the out-of-plane direction to prevent out-of-plane buckling. In order to function as a brace, it is necessary not to restrict the deformation of the brace body 1 in the axial direction. Therefore, as shown in FIG. 2, there is a gap between the web portion of each channel steel material 5 and the surface of the brace body 1. A cushioning material 8 is provided to maintain them in an unbonded (non-adhered) state and allow relative deformation in the axial direction. As the buffer material 8, for example, a sheet material made of a polymer material such as chloroprene rubber can be suitably used.
[0012]
As shown in FIG. 3 (b), a slit 9 is formed at an end of the channel steel member 5 to avoid interference with the rib plate 4, and the channel steel member 5 is mounted on the brace body 1. In this state, the rib plate 4 is located outside the channel steel material 5 through the slit 9. In the brace damper of the present embodiment, the above-described sub damper 3 is attached between the rib plate 4 and the restraining member 2.
[0013]
That is, the restraining member 2 attached to the brace body 1 is fastened to the brace body 1 at one end side (left side in FIG. 1) by the channel steel member 5 and the fastening bolt 10 that penetrates the brace body 1. Does not restrict the axial deformation of the brace body 1 as described above, but the fastening bolt 10 serves as a stopper to prevent the entire restraining member 2 from being displaced in the axial direction with respect to the brace body 1. It has become.
[0014]
As shown in FIG. 3, a mounting rib 11 is welded and fixed to the other end side of the restraining member 2 so as to be continuous with the stiffener 7 mounted on the channel steel material 5. When the steel member 5 is assembled to the brace body 1 and the rib plate 4 of the brace body 1 is positioned outside the channel steel member 5 from the slit 9, the rib plate 4 and the mounting rib 11 have a slight gap in the same plane in the axial direction. 3b, the rib plate 4 and the mounting rib 11 are sandwiched from above and below by a splice plate 12 and fastening bolts 13 and connected in the form of two-sided friction welding as shown in FIG. 3 (b). It has become.
[0015]
Here, the frictional joint surface between the splice plate 12, the rib plate 4, and the mounting rib 11 is subjected to a surface treatment such as an organic paint or aluminum spraying to give an appropriate friction coefficient. The sub-damper 3 which functions as a friction damper using the sliding of the rib plate 4 and the splice plate 12 is constituted by the mounting rib 11 and the splice plate 12. The axial strength at which the sub-damper 3 starts to slide is set to be sufficiently smaller than the yield strength of the brace body 1, and the sub-damper 3 is subjected to small elastic deformation without yielding the brace body 1 and yielding only a small elastic deformation. 3 is to be activated. That is, the sub-damper 3 functions as a small damper due to the frictional resistance of the frictional joint surface between the splice plate 12 and the rib plate 4 due to the elastic deformation of the brace body 1 during a small-to-medium-sized earthquake. Thus, a vibration damping effect during a small-to-medium-sized earthquake can be obtained. The bolt holes formed in the rib plate 4 are loose holes long in the axial direction in order to allow the splice plate 12 and the rib plate 4 to slide as described above.
[0016]
As described above, the brace damper of the present embodiment can have a large damping performance similarly to the conventional general brace type steel damper by yielding the brace main body 1 during a large earthquake. In addition to the excellent damping effect at the time of a large earthquake, the sub damper 3 that has a small yield strength and exhibits nonlinearity from small deformation and effectively absorbs the hysteresis energy at the time of a small or medium-sized earthquake provides an excellent damping effect. Therefore, this brace damper can be widely applied from a small earthquake to a large earthquake.
[0017]
In particular, the brace damper of the present embodiment can set various damping performances according to the deformation by adjusting the burden and rigidity of the sub-damper 3 according to the scale of the assumed small and medium earthquakes. It is possible to easily design what kind of damping performance is given by a certain degree of deformation. Further, even if the burden force of the sub-damper 3 slightly fluctuates, the influence on the damping performance is small, so the hysteresis performance (axial strength) of the sub-damper 3 does not need to be controlled very strictly. In the case of the sub-damper 3 in the above-described embodiment, slight variations in friction surface treatment and bolt fastening force can be allowed, and design and manufacture are easy.
[0018]
The sub-damper 3 may be a compact one, and can be handled in the same manner as the conventional one by simply adding the sub-damper 3 to the conventional brace-type steel damper without changing the shape and external dimensions of the damper. The production work and the installation work on the site are not troublesome. Of course, even if the sub-damper 3 is damaged during a large earthquake, the brace body 1 functions as it is without any trouble as the original damper, and the damaged sub-damper 3 can be easily replaced later.
[0019]
FIG. 4 shows a specific design example. (A) is a schematic view showing the structure of the brace damper of the present invention. As shown in (b) as a dynamic model, a restraining member 2 and a sub damper 3 are provided in series, and Are provided in parallel.
[0020]
Here, Kc is the rigidity of the brace body 1, and assuming that the equivalent sectional area Ae, the minimum sectional area Ac, the yield point σy, the length L, and the Young's modulus E of the brace body 1,
Kc = E · Ae / L
And the yield stress (load) Py of the brace body 1 is
Py = σy · Ac
Is represented by
[0021]
Ks is the rigidity of the restraint member 2 (including the stiffener 7), and if its sectional area is As, Ks = E · As / L
Is represented by
[0022]
Kf is the rigidity of the sub damper 3, and the series spring rigidity Ksf of the restraining member 2 and the sub damper 3 is
Ksf = {(1 / Ks) + (1 / Kf)} -1
Therefore, the rigidity K of the entire brace damper is
K = Ksf + Kc = {(L / E · As) + (1 / Kf)} −1 + (E · Ae / L)
Is represented by
[0023]
This will be further described with reference to specific numerical examples.
The specifications of each member are
Brace body: PL-25 × 374~250 (LY225 ), L = 300cm, Ac = 62.5cm 2, Ae = 80cm 2, σy = 22.5kN / cm 2
・ Restriction member: 2C-380 × 100 × 10.5 × 16 + 2PL-12 × 227, As = 193 cm 2
・ Sub damper: Kf = 150MN / cm, burden force Pf = 270kN = 0.27MN
In the case of, Kc = 5.6 MN / cm from the above equations.
Py = 1.4 MN
Ks = 13MN / cm
Ksf = 12MN / cm
The displacement σsf when the sub damper starts to slide is σsf = Pf / Ksf = 0.022 cm
The total rigidity K is K = Ksf + Kc = 18 MN / cm
And the result is shown in FIG.
[0024]
The equivalent damping constant heq of the brace damper is obtained.
The damping up to the displacement of 0.02 cm at which the friction damper slides is 0 (zero), and the damping up to 0.26 cm at which the brace body yields from this displacement is calculated. = 2 × 0.27 × 2 (δ−0.02) = 1.08 (δ−0.02)
The potential energy W at the time of displacement δ is W = (5.6δ + 0.27) δ / 2 = (2.8δ + 0.135) δ
The equivalent damping constant heq is
heq = (1 / 4π) · (ΔW / W) = 0.086 (δ−0.02) / (2.8δ + 0.135) δ
[0025]
The above results are shown in FIG. 4 (d). From this, it can be seen that, after the displacement of 0.025 cm, the attenuation of 8% or more is secured stably until the brace body yields to 0.26 cm. This damping includes the loss of being arranged in parallel with the brace body and being in series with the restraining member. Nevertheless, this degree of damping performance is ensured, and it can be determined that the brace damper is sufficiently practical.
[0026]
Furthermore, the damping characteristics of the entire brace damper, including after the yield of the brace body, are examined. The hysteresis absorption energy ΔW per loop with respect to the displacement of the yield displacement of the brace body of 0.26 cm or more is ΔW = 4 × (1.44−0.28 × 0.26) (δ−0.26) +1.08 (δ) -0.02)
The potential energy W at the time of displacement δ is W = {1.44 + 0.27 + 0.28 (δ−0.26)} δ / 2 = {0.86 + 0.14 (δ−0.26)} δ
The equivalent damping constant heq is
Figure 2004019361
The above results are shown in FIG. From this, the brace damper of the present embodiment has the characteristic of having two peaks in the damping constant, the sub-damper 3 against a small external force such as a small or medium-sized earthquake or wind, and the brace body which is the original damper against a large earthquake. It can be seen that No. 1 behaves as an effective steel damper. Generally, the axial displacement of this type of damper is within 30 mm even in a huge earthquake, and a simple brace-type steel damper without the sub-damper 3 does not have a damping function due to elasticity when the axial displacement is 2.6 mm or less. However, when the sub-damper 3 is added, the damping performance can be exhibited from 0.25 mm or more, which is one digit smaller, so that the damping damper is effective not only for large earthquakes but also for small and medium-sized earthquakes. Damping due to the steel frame or concrete skeleton of a general structure is about 0.02 (2%), and an additional damping of 0.08 (8%) or more can be stably given from a small displacement of 0.25 mm. By using this brace damper, the damping performance is greatly improved, and the response can be reduced from a large earthquake to a small earthquake.
[0028]
Although the embodiment of the present invention has been described above, the present invention is not limited to the above-described embodiment, and appropriate design changes can be made as long as there is a small sub-damper having a sufficiently smaller burden than the brace body. It is. For example, in the above embodiment, the friction damper as the sub-damper 3 is interposed between the rib plate 4 of the brace body 1 and the channel steel 5 as the restraining member 2, but the shear panel is used as the sub-damper 3. Other hysteretic dampers, such as a damper and a lead damper, can be employed, and a plurality of sub-dampers can be provided as needed, or a combination of different types of sub-dampers can be provided. Further, the sub damper 3 may be interposed between the brace main body 1 and the restraining member 2 so that the sub damper 3 is effectively operated when the brace main body 1 is elastically deformed. The structure and the form of installation are arbitrary.
[0029]
In the above-described embodiment, the yielding portion 1a is formed by reducing the width of the central portion of the brace body 1 to reduce the cross-sectional area there. However, the brace body 1 may be any as long as it can yield with a predetermined axial force. However, as long as it has the same cross section over the entire length, it is also possible to adopt a structure in which a yield portion is formed by forming a slit or a long hole in the center.
[0030]
Further, in the above-described embodiment, the restraint member 2 in which the channel steel material 5 and the cover plate 6 are assembled into an H shape is adopted. However, the restraint member 2 may be any as long as it can prevent the brace body 1 from buckling out of plane. As long as the brace body 1 has a suitable material or form, it is more preferable that the brace body 1 be capable of restraining in-plane buckling in the width direction depending on the form.
[0031]
【The invention's effect】
According to the first aspect of the invention, a small sub-damper that operates when the brace body is elastically deformed in the axial direction is interposed between the brace body and the restraining member. In addition to the above, the sub-damper provides excellent damping effect even during small and medium-sized earthquakes, and a low-cost, easy-to-use brace-type steel damper can be widely applied from small to medium-sized earthquakes to large earthquakes. .
[0032]
The invention according to claim 2 employs a friction damper in which a rib plate provided on a brace body and a mounting rib provided on a restraining member are friction-joined via a splice plate as a sub-damper. The brace damper of the present invention can be configured by simply adding a sub-damper to the brace-type steel damper, and therefore can be handled in the same manner as a conventional brace-type steel damper. The brace body functions as it is without any trouble even if the sub-damper is damaged, and the damaged sub-damper can be easily replaced.
[Brief description of the drawings]
FIG. 1 is a diagram showing a schematic configuration of a brace damper according to an embodiment of the present invention, where (a) is a side view, (b) is a top view, and (c) is a line Ic-Ic in (a). It is a plane sectional view.
2 (a) is a cross-sectional view taken along line IIa-IIa of FIG. 1 (a), FIG. 2 (b) is a cross-sectional view taken along line IIb-IIb, and FIG. 2 (c) is a line IIc-IIc. FIG.
FIG. 3 is an assembly view of a main part of the same.
FIG. 4 is a diagram for explaining a specific design example.
[Explanation of symbols]
DESCRIPTION OF SYMBOLS 1 Brace body 1a Yield part 2 Restriction member 3 Sub damper 4 Rib plate 5 Channel steel material 6 Cover plate 7 Stiffener 7a Vertical rib 7b Lateral rib 8 Buffer material 9 Slit 10 Fastening bolt 11 Mounting rib 12 Splice plate 13 Fastening bolt

Claims (2)

建物にブレースとして設置されるとともに建物の振動エネルギーを吸収するダンパーとしても機能するブレースダンパーであって、両端が建物に対して固定され所定軸力を受けた際に降伏する帯板状の鋼板からなるブレース本体と、ブレース本体の周囲に装着されることによりブレース本体の軸方向変形を許容しつつ面外座屈を防止する拘束部材とを主体として構成されてなり、拘束部材をブレース本体に対して軸方向への相対変位を拘束した状態で装着するとともに、その拘束部材とブレース本体との間に、ブレース本体が軸方向に弾性変形した際に作動するサブダンパーを介装したことを特徴とするブレースダンパー。A brace damper that is installed as a brace in a building and also functions as a damper that absorbs the vibration energy of the building. And a restraining member that prevents axial buckling of the brace body by being attached around the brace body and that prevents out-of-plane buckling. Attached with the relative displacement in the axial direction constrained, a sub damper that operates when the brace body is elastically deformed in the axial direction is interposed between the restraining member and the brace body. Brace damper to do. サブダンパーとして、ブレース本体に設けたリブプレートと、拘束部材に設けた取付リブとを、スプライスプレートを介して摩擦接合してなる摩擦ダンパーを採用したことを特徴とする請求項1記載のブレースダンパー。2. A brace damper according to claim 1, wherein a friction damper obtained by frictionally joining a rib plate provided on the brace body and a mounting rib provided on the restraining member via a splice plate is used as the sub-damper. .
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JP2006225864A (en) * 2005-02-15 2006-08-31 Mitsubishi Heavy Ind Ltd Combined damper
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JP2007191987A (en) * 2006-01-23 2007-08-02 Shimizu Corp Earthquake resisting brace
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