JP2001262840A - Vibration control reinforcing structure - Google Patents
Vibration control reinforcing structureInfo
- Publication number
- JP2001262840A JP2001262840A JP2000080934A JP2000080934A JP2001262840A JP 2001262840 A JP2001262840 A JP 2001262840A JP 2000080934 A JP2000080934 A JP 2000080934A JP 2000080934 A JP2000080934 A JP 2000080934A JP 2001262840 A JP2001262840 A JP 2001262840A
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- Japan
- Prior art keywords
- existing building
- frame
- vibration control
- vibration
- building
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、既存建物に対する
制震補強構造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a vibration control structure for an existing building.
【０００２】[0002]
【従来の技術】兵庫県南部地震を契機として、耐震性能
が十分でないいわゆる既存不適格建物の耐震性を向上さ
せることが緊急かつ重要な課題となっている。既存建物
の耐震性を向上させるための手法としては、耐力壁やブ
レースを増設して耐力や剛性を増強する、柱に鋼板を巻
き立てる等して靱性を高め変形性能を向上させる、要所
に制震ダンパーを設置して減衰性能を向上させる、とい
った様々なものが提案され、実用化されている。2. Description of the Related Art In the wake of the Hyogoken-Nanbu Earthquake, it has become an urgent and important task to improve the seismic resistance of so-called existing ineligible buildings with insufficient seismic performance. Techniques to improve the seismic resistance of existing buildings include strengthening the strength and rigidity by adding load-bearing walls and braces, and rolling up steel plates on columns to improve toughness and improve deformability. Various devices have been proposed and put into practical use, such as installing a damping damper to improve damping performance.
【０００３】図６および図７は既存建物１に制震ダンパ
ーを設置する制震補強構造の従来例を示す。これは、た
とえば極軟鋼からなるパネルタイプの制震ダンパー２お
よびそれに連結されたブレース材３を組み込んだ矩形枠
状の制震フレーム４を既存建物１の躯体に対して固定す
ることにより、地震時の層間変形を制震フレーム４およ
びブレース材３を介して各制震ダンパー２に伝達してそ
れによる制震効果を得るようにしたものである。FIGS. 6 and 7 show a conventional example of a vibration control reinforcement structure in which a vibration control damper is installed in an existing building 1. FIG. This is achieved, for example, by fixing a panel-shaped damping frame 2 made of extremely mild steel and a rectangular frame-shaped damping frame 4 incorporating a brace material 3 connected thereto to the frame of the existing building 1 during an earthquake. Is transmitted to each damping damper 2 via the damping frame 4 and the brace material 3 to obtain the damping effect.
【０００４】この場合、図６に示すように制震フレーム
４を各階ごとに独立したものとしてそれを各階の柱５と
梁６とにより囲まれる構面内に固定するか、あるいは図
７に示すように各階の制震フレーム４を既存建物１の全
階にわたって連続せしめたものとしてその一連の制震フ
レーム４を既存建物１の外周部の構面外に固定する（す
なわち外壁部に設置する）ことが考えられているが、い
ずれにしても、既存建物１の層間変形を制震フレーム４
を介して制震ダンパー２に確実に伝達するためには制震
フレーム４を既存建物１の躯体に対して確実強固に固定
する必要があり、そのため、躯体に対する制震フレーム
４の固定は次のようにして行うことが通常である。In this case, as shown in FIG. 6, the damping frame 4 is made independent for each floor, and is fixed in a structure surrounded by columns 5 and beams 6 on each floor, or as shown in FIG. As described above, the vibration control frames 4 of each floor are made continuous over all floors of the existing building 1 and the series of the vibration control frames 4 are fixed outside the outer peripheral surface of the existing building 1 (that is, installed on the outer wall). In any case, the inter-story deformation of the existing building 1 is
In order to transmit the vibration control damper 2 to the damper 2 securely via the bridge, it is necessary to securely fix the vibration control frame 4 to the frame of the existing building 1. Therefore, the fixing of the frame 4 to the frame is performed as follows. It is usual to do so.
【０００５】すなわち、従来一般には、制震フレーム４
にはその全周にわたって多数のスタッドを密に取り付け
ておくとともに、制震フレーム４を設置するべき位置に
は多数の後施工アンカーを柱５や梁６の全長にわたって
密に設けて、それらスタッドと後施工アンカーとを直接
あるいは間接的に係合せしめ、その状態で制震フレーム
４と柱５および梁６との間の隙間に図７に示すようにコ
ンクリートやモルタル７を打設充填してスタッドと後付
けアンカーを相互に固着せしめるようにしている。That is, conventionally, generally, the vibration control frame 4
A large number of studs are densely mounted around the entire circumference, and a large number of post-installed anchors are densely provided over the entire length of the columns 5 and beams 6 where the damping frame 4 is to be installed. The post-installed anchor is engaged directly or indirectly, and in that state, concrete or mortar 7 is poured into the gap between the vibration control frame 4 and the columns 5 and the beams 6 as shown in FIG. And the retrofitting anchor are fixed to each other.
【０００６】[0006]
【発明が解決しようとする課題】ところで、既存建物に
対して耐震性を向上させるための補強を行う場合には、
その補強により既存建物の居住性や機能、使用勝手を大
きく低下させることがないこと、また補強工事を既存建
物を使用しながら可及的に短期間で行い得ることが要求
されるものである。By the way, when reinforcing an existing building to improve its earthquake resistance,
It is required that the reinforcement does not significantly reduce the livability, function, and usability of the existing building, and that the reinforcement work can be performed in the shortest possible time while using the existing building.
【０００７】しかし、図６および図７に示した従来の制
震補強構造による場合には、制震フレーム４を固定する
に際して既存建物１の躯体に対して膨大な数の後施工ア
ンカーを設けることが必要であることから多大な施工手
間を要するのみならず、施工箇所が既存建物１の全体に
渡り、したがって必然的に工期も長くかかり、既存建物
１をそのまま使用しながらの工事は殆ど不可能であるこ
とが実状であり、有効な改善策が望まれていた。However, in the case of the conventional vibration damping reinforcement structure shown in FIGS. 6 and 7, when fixing the vibration damping frame 4, an enormous number of post-construction anchors are provided for the frame of the existing building 1. Not only requires a great deal of construction work, but also the construction site extends over the entire existing building 1, and therefore the construction period is necessarily long, and construction using the existing building 1 as it is is almost impossible. The fact is that effective improvement measures have been desired.
【０００８】[0008]
【課題を解決するための手段】上記事情に鑑み、請求項
１の発明は、制震ダンパーを組み込んだ制震フレームを
既存建物の躯体に対して固定することによって該既存建
物の耐震性能を向上せしめる制震補強構造において、前
記制震フレームの角部を前記既存建物の躯体の構面外に
実質的にピン接合するものである。In view of the above circumstances, the invention of claim 1 improves the seismic performance of an existing building by fixing a damping frame incorporating a damping damper to the frame of the existing building. In the vibration damping reinforcement structure, a corner of the vibration damping frame is substantially pin-joined to the outside of the structure of the frame of the existing building.
【０００９】請求項２の発明は、請求項１の発明におい
て、前記制震フレームの角部を前記既存建物の躯体の構
面外に実質的にピン接合するための接合部材として、剪
断剛性に比して捻り剛性の低いＨ形鋼等の開断面鋼材を
用いるものである。According to a second aspect of the present invention, in the first aspect of the present invention, a shearing rigidity is provided as a joining member for substantially pin-joining the corner portion of the vibration control frame to the outside of the frame of the frame of the existing building. An open section steel material such as an H-section steel having a low torsional rigidity is used.
【００１０】請求項３の発明は、請求項１または２の発
明において、前記制震フレームを既存建物の外周部の構
面外に固定するものである。According to a third aspect of the present invention, in the first or the second aspect of the present invention, the vibration control frame is fixed to an outer peripheral part of an existing building outside the construction surface.
【００１１】[0011]
【発明の実施の形態】図１および図２は本発明の一実施
形態を示すものである。本実施形態の制震補強構造は、
図７に示したものと同様に各階の制震ダンパー２および
ブレース材３を組み込んだ一連の制震フレーム４を既存
建物１の外周部の構面外に設置することを基本とするも
のであるが、従来においてはそのような制震フレーム４
の全周を既存建物１の柱５および梁６の全長にわたって
固定していたのに対し、本実施形態では各階の制震フレ
ーム４の角部のみを接合部材８を介して実質的にピン接
合の形態で既存建物１の躯体に対して接合するようにし
ている。FIG. 1 and FIG. 2 show an embodiment of the present invention. The vibration damping reinforcement structure of this embodiment
Similar to the structure shown in FIG. 7, a series of vibration control frames 4 incorporating the vibration dampers 2 and the brace materials 3 on each floor are basically installed outside the outer peripheral surface of the existing building 1. However, conventionally, such a vibration control frame 4
Is fixed over the entire length of the pillars 5 and the beams 6 of the existing building 1, whereas in the present embodiment, only the corners of the vibration control frame 4 on each floor are substantially pin-joined via the joint members 8. In this embodiment, the structure is joined to the frame of the existing building 1.
【００１２】図２はその接合部材８による接合部（図１
におけるII部）の詳細を示す。この接合部材８は制震フ
レーム４の角部に対して直接的に溶接された小断面の短
いＨ形鋼からなり、そのＨ形鋼８の先端にはベースプレ
ート９が溶接されていて、そのベースプレート９を既存
建物１の躯体に対し複数本（図示例のものは１０本）の
後施工アンカー１０により定着するようにしており、こ
の接合部材８のみによって制震フレーム４を既存建物１
に対して固定するようになっている。FIG. 2 shows a joint (FIG. 1) of the joining member 8.
In section II). The joining member 8 is made of a short H-section steel having a small cross section directly welded to a corner of the vibration control frame 4, and a base plate 9 is welded to a tip of the H-section steel 8. 9 are fixed to the frame of the existing building 1 by a plurality of post-installed anchors 10 (10 in the illustrated example), and the vibration damping frame 4 is attached to the existing building 1 only by the joining members 8.
To be fixed against.
【００１３】このように小断面の短いＨ形鋼を接合部材
８として採用すると、地震時に既存建物１に生じる層間
変形はこれら接合部材８を介して制震フレーム４に剪断
力として伝達され、制震フレーム４からブレース材３を
介して制震ダンパー２に支障なく伝達されてその制震ダ
ンパー２による制震効果が得られる。そして、上記の層
間変形が生じた際には各接合部材８には剪断力のみなら
ず捻りトルクが作用するが、その捻りトルクは接合部材
８自身が弾性的に捻れ変形を生じることで吸収すること
が可能であり、したがってこのような接合部材８による
接合の形態では過大な捻りトルクの伝達がなされず、こ
れは実質的にピン接合とみなすことができるものであ
る。When the H-section steel having a small cross section is used as the joining member 8 as described above, the interlayer deformation occurring in the existing building 1 at the time of an earthquake is transmitted to the vibration control frame 4 via these joining members 8 as a shearing force. The vibration is transmitted from the vibration frame 4 to the vibration damper 2 via the brace material 3 without any trouble, and the vibration damping effect of the vibration damper 2 is obtained. When the above-mentioned interlayer deformation occurs, not only a shear force but also a torsional torque acts on each joint member 8, and the torsional torque is absorbed by the elastically torsional deformation of the joint member 8 itself. Therefore, in such a form of joining by the joining member 8, excessive torsion torque is not transmitted, and this can be regarded as substantially a pin joining.
【００１４】すなわち、接合部材８としてたとえば鋼管
や中実鋼材等の閉断面部材を採用することを想定した場
合、そのような閉断面部材は剪断剛性のみならず捻り剛
性にも優れるものであるから、これによる接合の形態は
自ずと剛接合となって剪断力のみならず捻りトルクも伝
達されてしまうものとなるが、本実施形態のように接合
部材８として小断面のＨ形鋼等の開断面部材を用いる
と、その捻り剛性は閉断面部材に比べて適度に低下した
ものとなって弾性的な捻れ変形を期待できるから、これ
による接合の形態は捻りトルクを十分には伝達し得ない
ピン接合と見なせるのである。That is, when it is assumed that a closed section member such as a steel pipe or a solid steel material is used as the joining member 8, such a closed section member is excellent not only in shear rigidity but also in torsional rigidity. In this connection, the form of joining is naturally rigid, and not only the shearing force but also the torsional torque is transmitted. However, as in the present embodiment, the joining member 8 is an open section of a small section such as an H-section steel. When a member is used, its torsional rigidity is appropriately reduced as compared with a closed cross-section member, and elastic torsional deformation can be expected. It can be regarded as joining.
【００１５】そして、接合部材として捻り剛性の高い閉
断面部材を用いる場合には、それを既存建物１に対して
定着するための後施工アンカー１０に対しても同等以上
の捻り剛性が必要とされ、必然的に高強度の後施工アン
カーが多数必要となるのであるが、本実施形態のように
接合部材８としてＨ形鋼等の開断面部材を用いてその捻
り剛性を適度に低下せしめることにより、後施工アンカ
ー１０に要求される捻り剛性も軽減することができる。When a closed section member having high torsional rigidity is used as the joining member, the post-installed anchor 10 for fixing the same to the existing building 1 needs to have the same or higher torsional rigidity. Inevitably, a large number of high-strength post-installed anchors are required. However, by using an open section member such as an H-section steel as the joining member 8 as in the present embodiment, the torsional rigidity is appropriately reduced. Also, the torsional rigidity required for the post-installed anchor 10 can be reduced.
【００１６】それ故に、本実施形態では各接合部材８を
わずか１０本程度の後施工アンカー１０により既存建物
１の躯体に定着することで十分であるし、従来のように
制震フレーム４の全長を柱５や梁６の全長にわたって固
定するまでもなく各制震フレーム４の角部のみを接合部
材８により固定することで十分であり、図示しているよ
うに既存建物１が８階建ての場合においても接合箇所は
各階２カ所ずつわずか１８カ所で済むことになり、従来
に比べて制震フレーム４の設置作業を大幅に軽減でき、
工期も大幅に短縮することが可能である。Therefore, in the present embodiment, it is sufficient to fix each connecting member 8 to the frame of the existing building 1 by only about ten post-installed anchors 10, and it is sufficient to use the entire length of the vibration control frame 4 as in the conventional case. It is sufficient to fix only the corners of each vibration control frame 4 with the joint members 8 without fixing the entire length of the pillars 5 and the beams 6, and as shown in the drawing, the existing building 1 is an eight-story building. Even in this case, only 18 joints are required at two places on each floor, and the work of installing the damping frame 4 can be greatly reduced as compared with the conventional case.
The construction period can be significantly reduced.
【００１７】しかも、一連の制震フレーム４を既存建物
１の外周部の躯体の構面外すなわち外壁部に設置するよ
うにしていることから、既存建物１の外部からのみの作
業で制震フレーム４を設置することができて建物内にお
ける作業を殆ど不要とでき、その結果、既存建物１の居
住性や機能、使用勝手を大きく損なうことはないし、そ
の工事を既存建物１をそのまま使用しながら短期間で行
うことも可能となる。Moreover, since a series of vibration damping frames 4 are installed outside the structure of the frame of the outer peripheral part of the existing building 1, that is, on the outer wall, the vibration damping frame 4 can be operated only from outside the existing building 1. 4 can be installed and work in the building can be made almost unnecessary. As a result, the livability, function, and usability of the existing building 1 are not significantly impaired, and the construction can be performed while using the existing building 1 as it is. This can be done in a short time.
【００１８】なお、接合部材８としては上記実施形態の
ような小断面のＨ形鋼を用いることが最適かつ現実的で
あるが、実質的にピン接合と見なせる程度の適度の捻り
剛性を有するものであればたとえばアングル材やＴバー
等の他の開断面形状の鋼材等を用いることでも良いし、
必要であれば文字どうりピンを用いた本来のピン接合と
することも妨げるものではない。Although it is optimal and practical to use an H-section steel having a small cross section as in the above embodiment, the joining member 8 has an appropriate torsional rigidity that can be regarded as substantially a pin joint. If so, for example, another open-section steel material such as an angle material or a T-bar may be used.
If necessary, it does not prevent the actual pin connection using the pin from the character.
【００１９】また、上記実施形態では、既存建物１の柱
５と梁６との仕口部に対して接合部材８を定着するよう
にしたが、建物の規模や形態によってはたとえば図３に
示すように梁６の中間部に対して接合部材８を定着する
ことでも良い。Further, in the above embodiment, the joining member 8 is fixed to the connection between the column 5 and the beam 6 of the existing building 1, but depending on the scale and form of the building, for example, as shown in FIG. As described above, the joining member 8 may be fixed to the intermediate portion of the beam 6.
【００２０】さらに、上記実施形態の制震フレーム４は
パネルタイプの制震ダンパー２を組み込んだものとした
が、制震フレーム４やそれに組み込む制震ダンパー２の
形態も上記実施形態に限らず適宜の変更が可能であっ
て、たとえば図４および図５に示すような偏心Ｋ型ブレ
ースダンパーを採用することもできる。これは、制震フ
レーム４の水平部材１１をブレース材３および連結材１
２により軸方向に伸縮せしめることでその水平部材１１
自体を制震ダンパーとして機能せしめるものであって、
図４ではそのような制震ダンパー１１および連結材１２
を各階に組み込んだ一連の制震フレーム４の角部をそれ
ぞれ各階の柱５と梁６との仕口部に上記と同様の接合部
材８により接合したもの、図５は各階の梁６の中間部に
接合したものであり、上記実施形態と同様の効果が得ら
れる。Further, the vibration damping frame 4 of the above embodiment incorporates the panel type damping damper 2, but the form of the vibration damping frame 4 and the damping damper 2 to be incorporated therein is not limited to the above embodiment, but may be appropriately. Can be changed, and for example, an eccentric K-shaped brace damper as shown in FIGS. 4 and 5 can be adopted. This is because the horizontal member 11 of the vibration damping frame 4 is
The horizontal member 11 is expanded and contracted in the axial direction by 2.
It makes itself function as a vibration damper,
FIG. 4 shows such a vibration damper 11 and a connecting member 12.
Is connected to the connection between the pillar 5 and the beam 6 on each floor by the same connecting member 8 as described above. FIG. 5 shows the middle of the beam 6 on each floor. And the same effect as in the above embodiment can be obtained.
【００２１】[0021]
【発明の効果】以上のように、請求項１の発明は、制震
ダンパーを組み込んだ制震フレームの角部を既存建物の
躯体の構面外に実質的にピン接合するものであるから、
既存建物の層間変形の際に制震フレームに対して剪断力
を支障なく伝達しつつ捻りトルクの伝達を軽減すること
ができ、したがってそのような接合を行うための接合部
材を既存建物に定着するためのアンカーにはさほどの捻
り剛性を持たせる必要はなく、そのため、アンカーの所
要強度や所要本数を大幅に削減することができ、その結
果、既存建物に対して制震フレームを設置する工事を大
幅に簡略化でき、工費削減と工期短縮に大きく寄与し得
る。As described above, according to the first aspect of the present invention, the corner of the damping frame incorporating the damping damper is substantially pin-joined to the outside of the frame of the existing building.
The transmission of torsional torque can be reduced while the shearing force is transmitted to the seismic control frame during inter-story deformation of the existing building, and therefore, the connecting members for performing such connection are fixed to the existing building. It is not necessary for the anchors to have much torsional rigidity, so the required strength and number of anchors can be significantly reduced, and as a result, construction work to install a vibration control frame on existing buildings is required. It can be greatly simplified, and can greatly contribute to reduction of construction cost and construction period.
【００２２】請求項２の発明は、上記の接合部材として
剪断剛性に比して捻り剛性の低いＨ形鋼等の開断面鋼材
を用いるものであるから、通常の建設資材である安価な
鋼材により実質的なピン接合を実現でき、極めて合理的
である。The invention according to claim 2 uses an open-section steel material such as an H-section steel having a low torsional rigidity as compared with the shear rigidity as the joining member, and therefore uses an inexpensive steel material as a normal construction material. Substantial pin bonding can be realized, which is extremely reasonable.
【００２３】請求項３の発明は制震フレームを既存建物
の外周部の構面外に固定するものであるから、制震フレ
ームの設置作業を既存建物の外部からのみの作業で実施
できて建物内における作業を殆ど不要とでき、その結
果、既存建物の居住性や機能、使用勝手を大きく損なう
ことはないし、その工事を既存建物をそのまま使用しな
がら短期間で行うことも可能である。According to the third aspect of the present invention, since the vibration control frame is fixed to the outside of the outer peripheral surface of the existing building, the work of installing the vibration control frame can be performed only from outside the existing building. The work inside the building can be almost unnecessary, and as a result, the livability, function and usability of the existing building are not significantly impaired, and the work can be performed in a short time while using the existing building as it is.
【図１】 本発明の実施形態である制震補強構造を示す
概略構成図である。FIG. 1 is a schematic configuration diagram showing a vibration control reinforcement structure according to an embodiment of the present invention.
【図２】 同、接合部の詳細を示す図である。FIG. 2 is a diagram showing details of a joint portion.
【図３】 本発明の他の実施形態である制震補強構造を
示す概略構成図である。FIG. 3 is a schematic configuration diagram showing a vibration damping reinforcement structure according to another embodiment of the present invention.
【図４】 本発明のさらに他の実施形態である制震補強
構造を示す概略構成図である。FIG. 4 is a schematic configuration diagram showing a vibration damping reinforcement structure according to still another embodiment of the present invention.
【図５】 本発明のさらに他の実施形態である制震補強
構造を示す概略構成図である。FIG. 5 is a schematic configuration diagram showing a vibration damping reinforcement structure according to still another embodiment of the present invention.
【図６】 従来の制震補強構造の一例を示す概略構成図
である。FIG. 6 is a schematic configuration diagram showing an example of a conventional vibration damping reinforcement structure.
【図７】 従来の制震補強構造の他の例を示す概略構成
図である。FIG. 7 is a schematic configuration diagram showing another example of a conventional vibration damping reinforcement structure.
１ 既存建物 ２ 制震ダンパー ３ ブレース材 ４ 制震フレーム ５ 柱（躯体） ６ 梁（躯体） ８ 接合部材 ９ ベースプレート １０ 後施工アンカー １１ 水平部材（制震ダンパー） DESCRIPTION OF SYMBOLS 1 Existing building 2 Damping damper 3 Brace material 4 Damping frame 5 Column (body) 6 Beam (body) 8 Connection member 9 Base plate 10 Post-installation anchor 11 Horizontal member (vibration damper)
───────────────────────────────────────────────────── フロントページの続き (72)発明者 堀江 竜巳 東京都港区芝浦一丁目２番３号 清水建設 株式会社内 Ｆターム(参考） 2E176 AA00 BB28 ────────────────────────────────────────────────── ─── Continued on the front page (72) Inventor Tatsumi Horie 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation F-term (reference) 2E176 AA00 BB28
Claims (3)
を既存建物の躯体に対して固定することによって該既存
建物の耐震性能を向上せしめる制震補強構造において、
前記制震フレームの角部を前記既存建物の躯体の構面外
に実質的にピン接合せしめてなることを特徴とする制震
補強構造。Claims: 1. A vibration damping reinforcement structure for improving a seismic performance of an existing building by fixing a vibration damping frame incorporating a vibration damper to a frame of the existing building.
A cornering portion of the vibration control frame is substantially pin-joined to the outside of the frame of the building of the existing building.
の躯体の構面外に実質的にピン接合するための接合部材
として、剪断剛性に比して捻り剛性の低いＨ形鋼等の開
断面鋼材を用いてなることを特徴とする請求項１記載の
制震補強構造。2. A joint member for substantially pin-joining a corner portion of the vibration control frame to the outside of the structure of the frame of the existing building, such as an H-section steel having a low torsional rigidity compared to a shear rigidity. 2. The seismic control reinforcement structure according to claim 1, wherein the structural member is made of an open-section steel material.
構面外に固定してなることを特徴とする請求項１または
２記載の制震補強構造。3. The vibration damping reinforcement structure according to claim 1, wherein the vibration damping frame is fixed outside the structure of an outer peripheral portion of the existing building.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000080934A JP2001262840A (en) | 2000-03-22 | 2000-03-22 | Vibration control reinforcing structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000080934A JP2001262840A (en) | 2000-03-22 | 2000-03-22 | Vibration control reinforcing structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2001262840A true JP2001262840A (en) | 2001-09-26 |
Family
ID=18597955
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2000080934A Pending JP2001262840A (en) | 2000-03-22 | 2000-03-22 | Vibration control reinforcing structure |
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| Country | Link |
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| JP (1) | JP2001262840A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008208612A (en) * | 2007-02-26 | 2008-09-11 | Taisei Corp | External aseismatic reinforcing structure |
| JP2009068182A (en) * | 2007-09-11 | 2009-04-02 | Takenaka Komuten Co Ltd | Aseismatic reinforcing structure and method for existing building |
-
2000
- 2000-03-22 JP JP2000080934A patent/JP2001262840A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008208612A (en) * | 2007-02-26 | 2008-09-11 | Taisei Corp | External aseismatic reinforcing structure |
| JP2009068182A (en) * | 2007-09-11 | 2009-04-02 | Takenaka Komuten Co Ltd | Aseismatic reinforcing structure and method for existing building |
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