JP2009013683A

JP2009013683A - Damping structure of building

Info

Publication number: JP2009013683A
Application number: JP2007177218A
Authority: JP
Inventors: Takuya Nishimura; 拓也西村; Kazuhiko Isoda; 和彦磯田
Original assignee: Shimizu Construction Co Ltd; Shimizu Corp
Current assignee: Shimizu Construction Co Ltd; Shimizu Corp
Priority date: 2007-07-05
Filing date: 2007-07-05
Publication date: 2009-01-22

Abstract

<P>PROBLEM TO BE SOLVED: To provide a damping structure of a building capable of reducing the response of the building by transmitting the resistance force of a damper to the columns without reducing the height to surely prevent both ends of the beams joined to the columns from being share-fractured for properly absorbing vibration energy. <P>SOLUTION: This damping structure C of a building is installed in a structural surface T1 surrounded by a pair of left and right columns 6 (6a, 6b), and a pair of upper and lower beams (1a, 1b) or slabs 2 for absorbing the vibration energy acting on the building T. The damping structure comprises an upper support member 7 having an upper end supported on the upper beam 1a and extending downward, a lower support member 8 having a lower end supported on the lower beam 1b and extending upward, and the damper 9 interposed between the upper support member 7 and the lower support member 8 and absorbing the vibration energy by deforming when the vibration energy acts thereon. The upper support member 7 and the lower support member 8 are connected to the columns 6 through a corrugated plate 15 having a folded part extending in the vertical direction. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

本発明は、左右一対の柱と上下一対の梁又はスラブで囲まれた構面内に設置され、地震時に建物に作用する振動エネルギーを吸収して、該建物の地震時の応答を低減させるための建物の制震構造に関する。 The present invention is installed in a construction surface surrounded by a pair of left and right columns and a pair of upper and lower beams or slabs, and absorbs vibration energy acting on a building during an earthquake to reduce the response of the building during an earthquake. Related to the seismic control structure of Japanese buildings.

従来、建物の地震時の応答を低減させるための制震構造には、左右一対の柱と上下一対の梁（又はスラブ）で囲まれた構面内に設置されて、地震時に建物に作用する振動エネルギーを吸収するように構成したものがあり、この種の制震構造は、間柱型の制震構造と壁型の制震構造に分類されている（例えば、特許文献１、特許文献２、特許文献３参照）。 Conventionally, in a seismic control structure for reducing the response of a building during an earthquake, it is installed in a structure surrounded by a pair of left and right columns and a pair of upper and lower beams (or slabs), and acts on the building during an earthquake. There is one configured to absorb vibration energy, and this type of damping structure is classified into a stud-type damping structure and a wall-type damping structure (for example, Patent Document 1, Patent Document 2, (See Patent Document 3).

間柱型の制震構造Ａは、例えば、図９及び図１０に示すように、上方の梁１（１ａ）と下方の梁１（１ｂ）（下方の梁１ｂで支持したスラブ２）にそれぞれ、例えばアンカーボルト３で連結して建物Ｔの構面Ｔ１内に設置される連結用上部鉄骨４及び連結用下部鉄骨５と、連結用上部鉄骨４に上端側を連結して下方に延設され、左右一対の柱６（６ａ、６ｂ）の間に間隔をあけて配設された上部支持鉄骨（上部支持部材）７と、連結用下部鉄骨５に下端側を連結して上方に延設され、左右一対の柱６（６ａ、６ｂ）の間に間隔をあけて配設された下部支持鉄骨（下部支持部材）８と、上下一対の上部支持鉄骨７と下部支持鉄骨８にそれぞれ上端と下端を連結して支持され、これら両支持鉄骨７、８の間に介装されたダンパ９とを備えて構成されている。 For example, as shown in FIGS. 9 and 10, the stud-type seismic control structure A is provided on the upper beam 1 (1 a) and the lower beam 1 (1 b) (slab 2 supported by the lower beam 1 b), respectively. For example, a connecting upper steel frame 4 and a connecting lower steel frame 5 which are connected by anchor bolts 3 and are installed in the construction surface T1 of the building T, and an upper end side is connected to the connecting upper steel frame 4 and is extended downward. An upper support steel frame (upper support member) 7 disposed with a space between a pair of left and right columns 6 (6a, 6b), and a lower steel frame 5 for connection are connected to the lower end side and extended upward. A lower support steel (lower support member) 8 disposed between the pair of left and right columns 6 (6a, 6b) with an interval therebetween, and an upper end and a lower end of the upper and lower pair of upper support steel 7 and lower support steel 8 respectively. It is connected and supported, and comprises a damper 9 interposed between these two supporting steel frames 7 and 8. To have.

一方、壁型の制震構造Ｂは、例えば、図１１及び図１２に示すように、上方の梁１（１ａ）に上端を連結して下方に延設された鉄筋コンクリート製の上部支持壁（上部支持部材）１１と、下方の梁１（１ｂ）（下方の梁１ｂで支持したスラブ２）に下端を連結して上方に延設された鉄筋コンクリート製の下部支持壁（下部支持部材）１２と、上部支持壁１１の下端に一体に取り付けられた連結プレート１３に上端が、下部支持壁１２の上端に一体に取り付けられた連結プレート１４に下端がそれぞれ連結して支持され、これら支持壁１１、１２の間に介装された複数のダンパ９とを備えて構成されている。なお、上部支持壁１１と下部支持壁１２を鋼材で形成したものもある。 On the other hand, as shown in FIGS. 11 and 12, for example, the wall-type vibration control structure B has an upper support wall (upper part) made of reinforced concrete that extends downward by connecting the upper end to the upper beam 1 (1a). A lower support wall (lower support member) 12 made of reinforced concrete, which has a lower end connected to the lower beam 1 (1b) (slab 2 supported by the lower beam 1b) and extends upward, The upper end is connected to the connecting plate 13 integrally attached to the lower end of the upper support wall 11, and the lower end is connected to the connecting plate 14 integrally attached to the upper end of the lower support wall 12. And a plurality of dampers 9 interposed therebetween. In some cases, the upper support wall 11 and the lower support wall 12 are made of steel.

そして、上記のような間柱型の制震構造Ａ及び壁型の制震構造Ｂにおいては、ダンパ９として例えば低降伏点鋼で形成したパネル部を有するパネルダンパなどが適用され、地震時に発生する上下の梁１の間の相対変位によってパネルダンパ９が弾塑性変形することで、振動エネルギーを吸収し、建物Ｔの地震時の応答を低減させる。このように制震構造Ａ、Ｂを建物Ｔの構面Ｔ１内に設置して建物Ｔの応答を低減させることで、地震時に梁１や柱６の建物Ｔの主架構に損傷が生じることを防止できる。
特開２００１−１３２２６６号公報特開２００２−２０１８１８号公報特開２００４−３００７８２号公報 In the stud-type damping structure A and the wall-type damping structure B as described above, for example, a panel damper having a panel portion formed of a low yield point steel is applied as the damper 9 and is generated during an earthquake. The panel damper 9 undergoes elasto-plastic deformation due to the relative displacement between the upper and lower beams 1, thereby absorbing vibration energy and reducing the response of the building T during an earthquake. By installing the damping structures A and B in the construction surface T1 of the building T in this way and reducing the response of the building T, the main frame of the building T of the beam 1 and the pillar 6 is damaged during the earthquake. Can be prevented.
JP 2001-132266 A JP 2002-201818 A Japanese Patent Laid-Open No. 2004-300782

しかしながら、上記の間柱型及び壁型の制震構造Ａ、Ｂにおいては、地震時に建物Ｔに作用した振動エネルギーが梁１（１ａ、１ｂ）から上部支持部材７、１１及び下部支持部材８、１２を通じてダンパ（パネルダンパ）９に伝達し、ダンパ９が変形してこの振動エネルギーを吸収する際に、ダンパ９の抵抗力が上部支持部材７、１１及び下部支持部材８、１２を通じて上下の梁１にせん断力として伝達し、これら上下の梁１のせん断力を増大させる。そして、上下のそれぞれの梁１には、柱６（６ａ、６ｂ）に接合した両端部側に大きなせん断力が発生し、この部分（図９、図１１に示す危険断面部Ｓ）にせん断破壊が生じるおそれがあった。また、大きな耐力（抵抗力）を有するダンパ９を用いるほど、上下の梁１に大きなせん断力が作用することになり、危険断面部Ｓにせん断破壊がさらに生じやすくなってしまう。 However, in the stud-type and wall-type damping structures A and B described above, vibration energy acting on the building T during the earthquake is transmitted from the beams 1 (1a and 1b) to the upper support members 7 and 11 and the lower support members 8 and 12. When the damper 9 is deformed and absorbs this vibration energy, the resistance force of the damper 9 causes the upper and lower beams 1 to pass through the upper support members 7 and 11 and the lower support members 8 and 12. As a shearing force, the shearing force of these upper and lower beams 1 is increased. In each of the upper and lower beams 1, a large shearing force is generated on both ends joined to the columns 6 (6 a, 6 b), and shear fracture occurs in these portions (the dangerous cross section S shown in FIGS. 9 and 11). Could occur. Further, as the damper 9 having a greater proof stress (resistance force) is used, a greater shearing force acts on the upper and lower beams 1, and shear fracture is more likely to occur in the dangerous cross section S.

このため、梁１の断面耐力（主としてせん断耐力）を上回るせん断力の発生を防止するために、大きな耐力を備えたダンパ９を用いることができず、ダンパ９の選定に制約が生じ、ひいては建物Ｔの構面Ｔ１の１スパン当たりの耐力（補強効果、制震性能）を小さく設定せざるを得ず、制震構造Ａ、Ｂを設置する構面Ｔ１数を多くせざるを得ないという問題があった。また、大きな耐力を備えたダンパ９を用いて制震構造Ａ、Ｂを設置する構面Ｔ１数を減らすためには、梁１の危険断面部Ｓに別途補強を施す必要が生じてしまうという問題があった。 For this reason, in order to prevent generation of shear force exceeding the cross-sectional yield strength (mainly shear strength) of the beam 1, the damper 9 having a large yield strength cannot be used, and the selection of the damper 9 is restricted, and as a result, the building The problem is that the proof strength (strengthening effect, seismic performance) per span of the structural surface T1 of T must be set small, and the number of structural surfaces T1 on which the seismic structures A and B are installed must be increased. was there. Further, in order to reduce the number of structural surfaces T1 on which the damping structures A and B are installed using the damper 9 having a large proof strength, it is necessary to separately reinforce the dangerous cross section S of the beam 1. was there.

一方、例えば図９及び図１０に示した間柱型の制震構造Ａにおいて、連結用上部鉄骨４及び連結用下部鉄骨５のそれぞれの両端部４ａ、４ｂ、５ａ、５ｂを左右の柱６ａ、６ｂ（６）に強固に接合し、梁１の危険断面部Ｓに作用するせん断力をこれら連結用上部鉄骨４及び連結用下部鉄骨５で受け持つようにすることも考えられる。しかしながら、このように連結用上部鉄骨４及び連結用下部鉄骨５を柱６に剛接合した場合には、柱６が短柱化してしまうため、柱６のせん断破壊が卓越して柱６の脆性的な破壊を招くという不都合が生じてしまう。 On the other hand, for example, in the stud-type vibration control structure A shown in FIGS. 9 and 10, both ends 4a, 4b, 5a, 5b of the connecting upper steel frame 4 and the connecting lower steel frame 5 are connected to the left and right columns 6a, 6b. It is conceivable that the connecting upper steel frame 4 and the connecting lower steel frame 5 handle the shearing force acting on the dangerous cross section S of the beam 1 by being firmly joined to (6). However, when the connecting upper steel frame 4 and the connecting lower steel frame 5 are rigidly joined to the column 6 in this way, the column 6 is shortened, so that the shear failure of the column 6 is prominent and the column 6 is brittle. Inconveniences that result in disruption.

本発明は、上記事情に鑑み、ダンパの抵抗力を、短柱化を招くことなく柱に伝達させて、梁の柱と接合する両端部側のせん断破壊を確実に防止し、好適に振動エネルギーを吸収し建物の応答を低減させることが可能な建物の制震構造を提供することを目的とする。 In view of the above circumstances, the present invention transmits the resistance force of the damper to the column without causing a shortening of the column, and reliably prevents the shear failure at both end sides joined to the column of the beam, and preferably vibration energy. An object of the present invention is to provide a vibration control structure of a building that can absorb the noise and reduce the response of the building.

上記の目的を達するために、この発明は以下の手段を提供している。 In order to achieve the above object, the present invention provides the following means.

本発明の建物の制震構造は、左右一対の柱と上下一対の梁又はスラブで囲まれた構面内に設置されて、建物に作用する振動エネルギーを吸収する建物の制震構造であって、上端側が上方の梁に支持されて下方に延設した上部支持部材と、下端側が下方の梁に支持されて上方に延設した下部支持部材と、前記上部支持部材と前記下部支持部材の間に介装され、前記振動エネルギーが作用するとともに弾塑性変形して該振動エネルギーを吸収するダンパとを備え、前記上部支持部材と前記下部支持部材がそれぞれ、上下方向に延びる折曲部を備えた折板を介して前記柱に連結されていることを特徴とする。 The building vibration control structure of the present invention is a building vibration control structure that is installed in a structure surrounded by a pair of left and right columns and a pair of upper and lower beams or slabs and absorbs vibration energy acting on the building. An upper support member whose upper end is supported by the upper beam and extending downward; a lower support member whose lower end is supported by the lower beam and extending upward; and between the upper support member and the lower support member And a damper that absorbs the vibration energy when the vibration energy acts and elastically plastically deforms, and the upper support member and the lower support member each include a bent portion extending in the vertical direction. It is connected to the column via a folded plate.

この発明においては、上部支持部材と下部支持部材のそれぞれと柱とを連結する折板が、上下方向に延びる折曲部を備えて形成されているため、建物に振動エネルギーが作用して、上部支持部材及び下部支持部材のそれぞれと柱とが水平方向に相対変位した際には、折板が折曲部で屈曲変形してダンパの抵抗力（ダンパの抵抗力の水平成分）を吸収し、ダンパの抵抗力がこの折板から柱に直接伝達することを防止できる。これにより、上部支持部材及び下部支持部材と柱とを折板を介して連結した場合においても、ダンパの抵抗力が柱にせん断力として作用することがなく、柱の短柱化を防止し、柱のせん断破壊が卓越することを確実に防止できる。 In this invention, since the folded plate that connects each of the upper support member and the lower support member and the column is formed with a bent portion extending in the vertical direction, vibration energy acts on the building, When each of the support member and the lower support member and the column are relatively displaced in the horizontal direction, the folded plate is bent and deformed at the bent portion to absorb the resistance force of the damper (the horizontal component of the resistance force of the damper), It is possible to prevent the resistance force of the damper from being directly transmitted from the folded plate to the column. Thereby, even when the upper support member and the lower support member and the column are connected via the folded plate, the resistance force of the damper does not act as a shearing force on the column, preventing the column from being shortened, It is possible to surely prevent the column from breaking shear.

一方、上部支持部材及び下部支持部材のそれぞれと柱とが垂直方向（上下方向）に相対変位した際には、折板が変形することがなく、あたかも上部支持部材及び下部支持部材と柱とが折板によって剛接合されているように、ダンパの抵抗力（ダンパの抵抗力の垂直成分）をこの折板から柱に直接伝達させることができ、ダンパの抵抗力の垂直成分を柱の軸力として支持することが可能になる。これにより、ダンパの抵抗力の少なくとも一部が上方の梁及び下方の梁を経ずに（危険断面部を経ずに）、上部支持部材及び下部支持部材からそれぞれ直接柱に伝達して支持されるため、上方の梁と下方の梁に大きなせん断力が作用することがなく、確実に（危険断面部に）せん断破壊が生じることを防止できる。 On the other hand, when the upper support member and the lower support member and the column are relatively displaced in the vertical direction (vertical direction), the folded plate is not deformed, as if the upper support member, the lower support member and the column are The damper's resistance force (the vertical component of the damper's resistance force) can be transmitted directly from this folded plate to the column as if rigidly joined by the folded plate, and the vertical component of the damper's resistance force is transmitted to the axial force of the column. It becomes possible to support as. As a result, at least a part of the resistance force of the damper is transmitted and supported directly from the upper support member and the lower support member to the column without passing through the upper beam and the lower beam (without passing through the dangerous cross section). Therefore, a large shearing force does not act on the upper beam and the lower beam, and it is possible to reliably prevent shear failure (in the dangerous cross section).

また、本発明の建物の制震構造においては、前記折板が前記折曲部によって前記柱の外面に対向する一面を備えるように前記柱の外面に沿って形成され、該折板の一面と前記柱の外面との間に、前記折板と前記柱を相対的に変位させるように絶縁するための弾性部材が介装されていることが望ましい。 In the vibration control structure of a building according to the present invention, the folded plate is formed along the outer surface of the column so as to have one surface facing the outer surface of the column by the bent portion, It is desirable that an elastic member for insulating the folded plate and the column to be relatively displaced is interposed between the outer surface of the column.

この発明においては、折板が折曲部によって柱の外面に沿って形成されていることで、上部支持部材及び下部支持部材のそれぞれと柱とが垂直方向（上下方向）に相対変位した際に、ダンパの抵抗力（ダンパの抵抗力の垂直成分）を確実にこの折板から柱に直接伝達させて柱の軸力として支持させることが可能になる。 In this invention, when the folded plate is formed along the outer surface of the column by the bent portion, each of the upper support member and the lower support member and the column are relatively displaced in the vertical direction (vertical direction). Thus, the resistance force of the damper (the vertical component of the resistance force of the damper) can be reliably transmitted directly from the folded plate to the column and supported as the axial force of the column.

また、折板の一面と柱の外面との間に弾性部材が設けられて、互いが絶縁されていることにより、上部支持部材及び下部支持部材のそれぞれと柱とが水平方向に相対変位した際に、確実に折板を折曲部で屈曲変形させてダンパの抵抗力がこの折板から柱に直接伝達することを防止できる。さらに、このとき、上部支持部材及び下部支持部材のそれぞれと柱とが近づくように相対変位した場合、すなわち折板の一面が柱の外面を水平方向に押圧するように変位した場合においても、弾性部材の弾性によってダンパの抵抗力及び押圧力を吸収できるため、上部支持部材及び下部支持部材と柱とを折板を介して連結しても、確実に柱にせん断力が作用することを防止でき、柱の短柱化を防止することが可能になる。 In addition, when an elastic member is provided between one surface of the folded plate and the outer surface of the column and each other is insulated, each of the upper support member and the lower support member and the column are relatively displaced in the horizontal direction. In addition, the folded plate can be reliably bent and deformed at the bent portion, and the resistance force of the damper can be prevented from being transmitted directly from the folded plate to the column. Further, at this time, even when each of the upper support member and the lower support member is relatively displaced so as to approach the column, that is, when one surface of the folded plate is displaced so as to press the outer surface of the column in the horizontal direction, it is elastic. Because the elastic force of the member can absorb the resistance and pressing force of the damper, even if the upper support member, the lower support member and the column are connected via a folded plate, it is possible to reliably prevent the shearing force from acting on the column. It becomes possible to prevent the column from being shortened.

本発明の建物の制震構造によれば、上部支持部材と下部支持部材がそれぞれ、上下方向に延びる折曲部を備えた折板を介して柱に連結されていることにより、ダンパの抵抗力を、短柱化を招くことなく柱に伝達させて、梁の柱と接合する両端部側のせん断破壊を確実に防止し、好適に振動エネルギーを吸収し建物の応答を低減させることが可能になる。これにより、従来の制震構造のように梁の断面耐力を考慮してダンパを選定する必要がなく、梁に別途補強を施すことを不要にして高耐力のダンパを用いることが可能になる。よって、建物の構面の１スパン当たりの耐力（補強効果、制震性能）を大きく設定し、制震構造を設置する構面数を少なくすることが可能になり、経済的に建物の耐震性能を向上させることが可能になる。 According to the vibration control structure of a building of the present invention, the upper support member and the lower support member are connected to the pillar via the folding plate provided with the bent portion extending in the up-down direction, respectively. Can be transmitted to the column without incurring a shortening of the column, and the shear failure at both ends joined to the column of the beam can be surely prevented, and the vibration energy can be suitably absorbed and the response of the building can be reduced. Become. Accordingly, it is not necessary to select a damper in consideration of the cross-sectional strength of the beam as in the conventional vibration control structure, and it is possible to use a high-strength damper without requiring additional reinforcement of the beam. Therefore, it is possible to increase the proof strength (reinforcing effect, seismic performance) per span of the building surface, and to reduce the number of structural surfaces where the seismic structure is installed. It becomes possible to improve.

以下、図１から図５を参照し、本発明の一実施形態に係る建物の制震構造について説明する。本実施形態は、例えば建物の左右一対の柱と上下一対の梁（又はスラブ）で囲まれた構面内に設置され、地震時に建物に作用する振動エネルギーを吸収してこの建物の地震時の応答を低減させるための制震構造に関するものである。 Hereinafter, a building vibration control structure according to an embodiment of the present invention will be described with reference to FIGS. 1 to 5. This embodiment is installed in a construction surface surrounded by a pair of left and right columns and a pair of upper and lower beams (or slabs) of a building, for example, and absorbs vibration energy acting on the building during an earthquake to The present invention relates to a vibration control structure for reducing response.

ここで、本実施形態の建物Ｔは、図１及び図２に示すように、左右一対の柱６（６ａ、６ｂ）、上下一対の梁１（１ａ、１ｂ）、及びスラブ２が鉄筋コンクリートで形成されており、このうち柱６は、断面方形状の柱本体６ｃと、柱本体６ｃの構面Ｔ１側を向く両側面６ｄ側にそれぞれ一体形成され、各側面６ｄに直交して構面Ｔ１内側に突設した断面方形状の一対の突出部（袖壁）６ｅとを備えて、断面十字状に形成されている。 Here, in the building T of this embodiment, as shown in FIGS. 1 and 2, a pair of left and right columns 6 (6a, 6b), a pair of upper and lower beams 1 (1a, 1b), and a slab 2 are formed of reinforced concrete. Of these, the column 6 is integrally formed on the column main body 6c having a rectangular cross section and both side surfaces 6d facing the surface T1 side of the column main body 6c, and is orthogonal to each side surface 6d and inside the surface T1. And a pair of projecting portions (sleeve walls) 6e having a square cross-section projecting from each other.

このような柱６を備えた建物Ｔの構面Ｔ１内に設置する本実施形態の建物の制震構造（制震構造）Ｃは、図１に示すように、間柱型の制震構造であり、上方の梁１（１ａ）と下方の梁１（１ｂ）（下方の梁１ｂで支持したスラブ２）にそれぞれ連結して設置された連結用上部鉄骨４及び連結用下部鉄骨５と、連結用上部鉄骨４に上端側を連結して下方に延設され、左右一対の柱６（６ａ、６ｂ）の間に配設された上部支持鉄骨（上部支持部材）７と、連結用下部鉄骨５に下端側を連結して上方に延設され、左右一対の柱６の間に配設された下部支持鉄骨（下部支持部材）８と、上下一対の上部支持鉄骨７と下部支持鉄骨８にそれぞれ上端と下端を連結して支持され、これら両支持鉄骨７、８の間に介装されたダンパ９と、上部支持鉄骨７及び下部支持鉄骨８のそれぞれと柱６を連結する折板１５とを備えて構成されている。 The building damping structure (seismic damping structure) C of the present embodiment installed in the construction surface T1 of the building T having such a column 6 is a stud-type damping structure as shown in FIG. A connecting upper steel frame 4 and a connecting lower steel frame 5 connected to the upper beam 1 (1a) and the lower beam 1 (1b) (slab 2 supported by the lower beam 1b), respectively, An upper support steel frame (upper support member) 7 is provided between the upper steel frame 4 and connected to the upper steel frame 4 so as to extend downward and disposed between a pair of left and right columns 6 (6a, 6b). A lower support steel frame (lower support member) 8 that is connected to the lower end side and extends upward and is disposed between a pair of left and right columns 6, and a pair of upper and lower upper support steel frames 7 and 8. And a lower end connected to each other, a damper 9 interposed between the two supporting steel frames 7 and 8, an upper supporting steel frame 7 and It is constituted by a folded plate 15 for connecting each and the bar 6 parts supporting steel frame 8.

また、本実施形態では、連結用上部鉄骨４、連結用下部鉄骨５、上部支持鉄骨７及び下部支持鉄骨８がそれぞれＨ型鋼で構成されており、１つの連結用上部鉄骨４と３つの上部支持鉄骨７で上部フレーム２０が構成され、１つの連結用下部鉄骨５と３つの下部支持鉄骨８で下部フレーム２１が構成されている。さらに、上部フレーム２０及び下部フレーム２１は、連結用上部鉄骨４及び連結用下部鉄骨５がそれぞれ構面Ｔ１の幅よりも僅かに小さな長さ寸法で形成されている。 Moreover, in this embodiment, the connection upper steel frame 4, the connection lower steel frame 5, the upper support steel frame 7, and the lower support steel frame 8 are each made of H-shaped steel, and one connection upper steel frame 4 and three upper support frames. The upper frame 20 is composed of the steel frame 7, and the lower frame 21 is composed of one connecting lower steel frame 5 and three lower supporting steel frames 8. Further, the upper frame 20 and the lower frame 21 are formed such that the connecting upper steel frame 4 and the connecting lower steel frame 5 are each slightly smaller in length than the width of the construction surface T1.

そして、上部フレーム２０においては、連結用上部鉄骨４の延設方向両端部４ａ、４ｂ側及びその中央にそれぞれ１つずつ上部支持鉄骨７が所定の間隔をあけて配設され、連結用上部鉄骨４のフランジを上方の梁１ａの下面にアンカーボルト３で固定して、構面Ｔ１内に配設されている。これにより、各上部支持鉄骨７は、連結用上部鉄骨４を介して上端側が上方の梁１ａに支持されている。また、下部フレーム２１においては、連結用下部鉄骨５の延設方向両端部５ａ、５ｂ側及びその中央にそれぞれ１つずつの下部支持鉄骨８が所定の間隔をあけて配設され、連結用下部鉄骨５のフランジを下方の梁１ｂで支持したスラブ２の床面にこのスラブ２を貫通し下方の梁１ｂに定着したアンカーボルト３で固定して、構面Ｔ１内に配設されている。これにより、各下部支持鉄骨８は、連結用下部鉄骨５を介して下端側が下方の梁１ｂに支持されている。 In the upper frame 20, one upper support steel frame 7 is disposed at a predetermined interval on each of the extension direction both ends 4 a and 4 b side and the center of the connection upper steel frame 4, and the connection upper steel frame 4. The flange 4 is fixed to the lower surface of the upper beam 1a with an anchor bolt 3, and is disposed in the construction surface T1. Thereby, each upper support steel frame 7 is supported by the upper beam 1a on the upper end side via the connection upper steel frame 4. Further, in the lower frame 21, one lower supporting steel frame 8 is disposed at a predetermined interval on each of the extending direction both ends 5a, 5b side and the center of the lower connecting steel frame 5 at a predetermined interval. The steel frame 5 is fixed to the floor surface of the slab 2 supported by the lower beam 1b with an anchor bolt 3 that passes through the slab 2 and is fixed to the lower beam 1b. Thereby, each lower support steel frame 8 is supported by the lower beam 1b on the lower end side via the connecting lower steel frame 5.

また、このとき、上部フレーム２０の３つの上部支持鉄骨７と下部フレーム２１の３つの下部支持鉄骨８は、それぞれ上下１つずつ同軸上に配設されており、上下一対の上部支持鉄骨７の下端と下部支持鉄骨８の上端の間に所定の隙間をあけて配設されている。そして、上下一対の上部支持鉄骨７の下端と下部支持鉄骨８の上端にそれぞれ上端と下端を連結してダンパ９が設けられ、これにより、ダンパ９が両支持鉄骨７、８の間に介装して支持されている。また、本実施形態のダンパ９は、低降伏点鋼で形成したパネル部を備えたパネルダンパであり、２つのパネルダンパ９を上部支持鉄骨７と下部支持鉄骨８のウェブを挟んで両側にそれぞれ取り付けて構成されている（図１０参照）。 At this time, the three upper support steel frames 7 of the upper frame 20 and the three lower support steel frames 8 of the lower frame 21 are arranged coaxially one by one on the upper and lower sides, respectively. A predetermined gap is provided between the lower end and the upper end of the lower support steel frame 8. A damper 9 is provided by connecting the upper end and the lower end to the lower end of the pair of upper and lower upper support steel frames 7 and the upper end of the lower support steel frame 8, respectively, so that the damper 9 is interposed between the support steel frames 7 and 8. And is supported. Moreover, the damper 9 of this embodiment is a panel damper provided with the panel part formed with the low yield point steel, and the two panel dampers 9 are respectively arranged on both sides of the web of the upper support steel 7 and the lower support steel 8. It is configured to be attached (see FIG. 10).

さらに、上部フレーム２０の連結用上部鉄骨４と下部フレーム２１の連結用下部鉄骨５のそれぞれ両端部４ａ、４ｂ、５ａ、５ｂ側に配設された上部支持鉄骨７と下部支持鉄骨８には、各支持鉄骨７、８の柱６（６ａ、６ｂ）側を向くフランジ面に、このフランジ面の直交方向外側（柱６側）に突出する連結板２２が取り付けられている。 Furthermore, the upper support steel 7 and the lower support steel 8 disposed on both ends 4a, 4b, 5a, and 5b of the connection upper steel 4 of the upper frame 20 and the connection lower steel 5 of the lower frame 21, respectively, A connecting plate 22 is attached to the flange surface of each support steel frame 7, 8 that faces the column 6 (6 a, 6 b) side and projects outward in the direction perpendicular to the flange surface (column 6 side).

一方、本実施形態の折板１５は、矩形平板状の鋼板を折り曲げ加工して形成したものであり、図１から図３に示すように、一側端１５ａから他側端１５ｂの間に、一側端１５ａと他側端１５ｂに沿って上下方向に延びる４つの折曲部１５ｃ、１５ｄ、１５ｅ、１５ｆを備えて形成されており、これら折曲部１５ｃ〜１５ｆによって各折曲部１５ｃ〜１５ｆを挟んで両側の鋼板が直交するように折り曲げられている。また、このとき、折板１５は、一側端１５ａから第１折曲部１５ｃの間の第１平板部１５ｇが、連結用上部鉄骨４と連結用下部鉄骨５のそれぞれに取り付けられた連結板２２にボルト及びナットで連結されている。さらに、折板１５は、第１折曲部１５ｃから他側端１５ｂまでの部分が、各折曲部１５ｃ〜１５ｆによって柱６の外面に沿うように形成されている。 On the other hand, the folded plate 15 of the present embodiment is formed by bending a rectangular flat plate-shaped steel plate, and as shown in FIGS. 1 to 3, between one side end 15a and the other side end 15b, Four bent portions 15c, 15d, 15e, 15f extending in the vertical direction along the one side end 15a and the other side end 15b are formed, and the bent portions 15c-15f are formed by these bent portions 15c-15f. The steel plates on both sides are bent so as to be orthogonal to each other with 15f interposed therebetween. Further, at this time, the folded plate 15 is a coupling plate in which the first flat plate portion 15g between the one side end 15a and the first bent portion 15c is attached to each of the coupling upper steel frame 4 and the coupling lower steel frame 5. 22 is connected with a bolt and a nut. Furthermore, the folded plate 15 is formed so that the part from the 1st bending part 15c to the other side end 15b may follow the outer surface of the pillar 6 by each bending part 15c-15f.

すなわち、第１折曲部１５ｃから第２折曲部１５ｄの間の第２平板部１５ｈが柱６の突出部６ｅの構面Ｔ１側を向く外面に、第２折曲部１５ｄから第３折曲部１５ｅの間の第３平板部１５ｉが突出部６ｅの構面Ｔ１と同方向を向く外面に、第３折曲部１５ｅから第４折曲部１５ｆの間の第４平板部１５ｋが柱本体６ｃの構面Ｔ１側を向く外面（側面６ｄ）に、第４折曲部１５ｆから他側端１５ｂの間の第５平板部１５ｍが柱本体６ｃの構面Ｔ１と同方向を向く外面に、それぞれ折板１５の一面を対向させるように配設されている。また、第５平板部１５ｍは、折板１５の一面を柱本体６ｃの外面に面接触させた状態で、柱６にアンカーボルトによって固定されている。 That is, the second flat plate portion 15h between the first bent portion 15c and the second bent portion 15d is on the outer surface facing the construction surface T1 side of the protruding portion 6e of the column 6, and the second bent portion 15d to the third bent portion. The fourth flat plate portion 15k between the third bent portion 15e and the fourth bent portion 15f is a column on the outer surface where the third flat plate portion 15i between the bent portions 15e faces the same direction as the surface T1 of the protruding portion 6e. On the outer surface (side surface 6d) facing the construction surface T1 side of the main body 6c, the fifth flat plate portion 15m between the fourth bent portion 15f and the other end 15b is on the outer surface facing the same direction as the construction surface T1 of the column main body 6c. The folded plates 15 are arranged so as to face each other. The fifth flat plate portion 15m is fixed to the column 6 with an anchor bolt in a state where one surface of the folded plate 15 is in surface contact with the outer surface of the column main body 6c.

また、このように、第１平板部１５ｇを連結板２２に取り付け、第５平板部１５ｍを柱６に固定して、上部支持鉄骨７と下部支持鉄骨８のそれぞれと柱６（６ａ、６ｂ）とを連結するように折板１５を設置した状態で、第２平板部１５ｈ、第３平板部１５ｉ、第４平板部１５ｋのそれぞれの折板１５の一面と、柱６の外面との間には、例えばゴムシートなどの弾性部材２３が介装されている。また、本実施形態において、弾性部材２３は柱６の外面に固着して設けられており、この弾性部材２３によって、折板１５の第２平板部１５ｈ、第３平板部１５ｉ、第４平板部１５ｋは、柱６に固定されることがなく絶縁して設けられ、柱６に対し相対的に変位することが可能とされている。 Further, in this way, the first flat plate portion 15g is attached to the connecting plate 22, the fifth flat plate portion 15m is fixed to the column 6, and each of the upper support steel frame 7 and the lower support steel frame 8 and the column 6 (6a, 6b). In a state in which the folded plate 15 is installed so as to be connected to each other, between the one surface of each folded plate 15 of the second flat plate portion 15h, the third flat plate portion 15i, and the fourth flat plate portion 15k, and the outer surface of the column 6 Is provided with an elastic member 23 such as a rubber sheet. In the present embodiment, the elastic member 23 is fixedly provided on the outer surface of the column 6, and the second flat plate portion 15 h, the third flat plate portion 15 i, and the fourth flat plate portion of the folded plate 15 are provided by the elastic member 23. 15 k is provided without being fixed to the pillar 6 and insulated, and can be displaced relative to the pillar 6.

ついで、上記のように構成した本実施形態の建物の制震構造Ｃの作用及び効果について説明する。 Next, the action and effect of the building vibration control structure C of the present embodiment configured as described above will be described.

地震時に建物Ｔに作用した振動エネルギーが梁１から上部支持鉄骨７及び下部支持鉄骨８を通じてダンパ９に伝達し、ダンパ９が変形してこの振動エネルギーを吸収する。このとき、従来の制震構造Ａにおいては、ダンパ９の抵抗力が上部支持鉄骨７及び下部支持鉄骨８を通じて上下の梁１にせん断力として伝達し、これら上下の梁１のせん断力を増大させ、上下のそれぞれの梁１の柱６に接合した両端部側に大きなせん断力が発生し、この部分（危険断面部Ｓ）にせん断破壊が生じるおそれがあった。 Vibration energy acting on the building T during the earthquake is transmitted from the beam 1 to the damper 9 through the upper support steel 7 and the lower support steel 8, and the damper 9 is deformed to absorb this vibration energy. At this time, in the conventional damping structure A, the resistance force of the damper 9 is transmitted as the shearing force to the upper and lower beams 1 through the upper supporting steel frame 7 and the lower supporting steel frame 8, and the shearing force of these upper and lower beams 1 is increased. A large shearing force was generated on both end sides joined to the pillars 6 of the upper and lower beams 1, and there was a possibility that shear failure would occur in this portion (hazardous cross section S).

これに対し、本実施形態においては、上部支持鉄骨７と下部支持鉄骨８のそれぞれと柱６とが、上下方向に延びる複数の折曲部１５ｃ〜１５ｆを備えた折板１５で連結されている。このため、建物Ｔに振動エネルギーが作用し、ダンパ９がこの振動エネルギーを吸収しつつ変形して、上部支持鉄骨７及び下部支持鉄骨８のそれぞれと柱６とが垂直方向（上下方向）に相対変位した際には、上部支持鉄骨７及び下部支持鉄骨８のそれぞれに伝達したダンパ９の抵抗力（ダンパ９の抵抗力の垂直成分）が、折板１５に上下方向のせん断力Ｑとして伝達される。そして、折板１５が折曲部１５ｃ〜１５ｆを備えることによって平板と比較し上下方向の剛性に優れているため、図３に示すように、上下のせん断力Ｑで折板１５が変形することはなく、あたかも上部支持鉄骨７及び下部支持鉄骨８と柱６とをこの折板１５で剛接合するように振る舞うことになる。このため、折板１５に発生した上下方向のせん断力Ｑがこの折板１５から柱６に直接伝達され、このように折板１５を通じて柱６に伝達したダンパの抵抗力が柱６の軸力Ｎとして支持されることになる。また、本実施形態のように、折板１５が複数の折曲部１５ｃ〜１５ｆによって柱６の外面に沿って形成されていることで、上部支持鉄骨７及び下部支持鉄骨８のそれぞれと柱６とが垂直方向に相対変位した際に、ダンパ９の抵抗力が確実にこの折板１５を通じて柱６に直接伝達して、確実に柱６の軸力Ｎとして支持されることになる。 On the other hand, in this embodiment, each of the upper support steel frame 7 and the lower support steel frame 8 and the column 6 are connected by a folded plate 15 having a plurality of bent portions 15c to 15f extending in the vertical direction. . For this reason, vibration energy acts on the building T, and the damper 9 is deformed while absorbing this vibration energy, so that the upper support steel 7 and the lower support steel 8 and the column 6 are relative to each other in the vertical direction (vertical direction). When displaced, the resistance force of the damper 9 (vertical component of the resistance force of the damper 9) transmitted to each of the upper support steel frame 7 and the lower support steel frame 8 is transmitted to the folded plate 15 as a vertical shearing force Q. The Since the folded plate 15 is provided with the bent portions 15c to 15f and is superior in rigidity in the vertical direction as compared with the flat plate, the folded plate 15 is deformed by the vertical shear force Q as shown in FIG. Instead, the upper support steel frame 7 and the lower support steel frame 8 and the column 6 behave as if they are rigidly joined by the folded plate 15. For this reason, the vertical shearing force Q generated in the folded plate 15 is directly transmitted from the folded plate 15 to the column 6, and thus the resistance force of the damper transmitted to the column 6 through the folded plate 15 is the axial force of the column 6. N will be supported. Further, as in the present embodiment, the folded plate 15 is formed along the outer surface of the column 6 by a plurality of bent portions 15c to 15f, so that each of the upper support steel frame 7 and the lower support steel frame 8 and the column 6 is formed. When the two are relatively displaced in the vertical direction, the resistance force of the damper 9 is reliably transmitted directly to the column 6 through the folded plate 15 and is reliably supported as the axial force N of the column 6.

これにより、ダンパ９から上部支持鉄骨７及び下部支持鉄骨８に伝達したダンパ９の抵抗力は、上方の梁１ａ及び下方の梁１ｂを経ずに（危険断面部Ｓを経ずに）、上部支持鉄骨７及び下部支持鉄骨８から折板１５を通じてそれぞれ直接柱６に伝達して支持される。よって、上方の梁１ａと下方の梁１ｂに大きなせん断力が作用することはなく、梁１の危険断面部Ｓにせん断破壊が生じることが確実に防止される。 Thereby, the resistance force of the damper 9 transmitted from the damper 9 to the upper support steel 7 and the lower support steel 8 does not pass through the upper beam 1a and the lower beam 1b (without passing through the dangerous cross section S). The support steel 7 and the lower support steel 8 are directly transmitted to the pillar 6 through the folded plate 15 and supported. Therefore, a large shearing force does not act on the upper beam 1a and the lower beam 1b, and it is reliably prevented that a shear fracture occurs in the dangerous cross section S of the beam 1.

一方、建物Ｔに振動エネルギーが作用し、ダンパ９がこの振動エネルギーを吸収しつつ変形して、上部支持鉄骨７及び下部支持鉄骨８のそれぞれと柱６とが水平方向に相対変位した際には、図４及び図５に示すように、上部支持鉄骨７及び下部支持鉄骨８のそれぞれに伝達したダンパ９の抵抗力（ダンパ９の抵抗力の水平成分）が折板１５に伝達する。このとき、折板１５の第２平板部１５ｈ、第３平板部１５ｉ、第４平板部１５ｋと柱６の外面との間に弾性部材２３が設けられて、これら折板１５の平板部１５ｈ、１５ｉ、１５ｍが柱６に固定されずに絶縁して設けられているため、この折板１５が、柱６に対し相対的に変位するとともに複数の折曲部１５ｃ〜１５ｆで屈曲変形してダンパ９の抵抗力を吸収する。このため、ダンパ９の抵抗力が、折板１５を通じて柱６に直接伝達されることはなく、上部支持鉄骨７及び下部支持鉄骨８と柱６とを折板１５を介して連結した場合においても、ダンパ９の抵抗力が柱６にせん断力として作用することがない。これにより、柱６の短柱化を防止し、柱６のせん断破壊が卓越することが確実に防止される。 On the other hand, when vibration energy acts on the building T and the damper 9 is deformed while absorbing the vibration energy, the upper support steel frame 7 and the lower support steel frame 8 and the column 6 are relatively displaced in the horizontal direction. 4 and 5, the resistance force of the damper 9 (the horizontal component of the resistance force of the damper 9) transmitted to each of the upper support steel frame 7 and the lower support steel frame 8 is transmitted to the folded plate 15. At this time, the elastic member 23 is provided between the second flat plate portion 15h, the third flat plate portion 15i, the fourth flat plate portion 15k of the folded plate 15 and the outer surface of the column 6, and the flat plate portions 15h of the folded plate 15 are provided. Since 15i and 15m are provided without being fixed to the column 6, the folded plate 15 is relatively displaced with respect to the column 6, and is bent and deformed at a plurality of bent portions 15c to 15f. Absorbs 9 resistance. Therefore, the resistance force of the damper 9 is not directly transmitted to the column 6 through the folded plate 15, and even when the upper support steel 7, the lower support steel 8 and the column 6 are connected via the folded plate 15. The resistance force of the damper 9 does not act on the column 6 as a shearing force. Thereby, shortening of the pillar 6 is prevented and it is reliably prevented that the shear fracture of the pillar 6 is excellent.

また、上部支持鉄骨７及び下部支持鉄骨８のそれぞれと柱６とが近づくように相対変位した場合、すなわち折板１５の第２平板部１５ｈ、第３平板部１５ｉ、第４平板部１５ｋの一面が柱６の外面を水平方向に押圧するように変位した場合においても、これら平板部１５ｈ、１５ｉ、１５ｋの一面と柱６の外面の間に介装した弾性部材２３の弾性によって、ダンパ９の抵抗力及び押圧力が吸収されるため、上部支持鉄骨７及び下部支持鉄骨８と柱６とを折板１５を介して連結しても、やはり確実に柱６にせん断力が作用することが防止されて、柱６の短柱化が防止される。 Further, when the upper support steel frame 7 and the lower support steel frame 8 are relatively displaced so that the column 6 approaches, that is, one surface of the second flat plate portion 15h, the third flat plate portion 15i, and the fourth flat plate portion 15k of the folded plate 15. Is displaced so as to press the outer surface of the column 6 in the horizontal direction, the elasticity of the elastic member 23 interposed between one surface of the flat plate portions 15h, 15i, 15k and the outer surface of the column 6 makes the damper 9 Since the resistance force and the pressing force are absorbed, even if the upper support steel frame 7 and the lower support steel frame 8 are connected to the column 6 via the folded plate 15, it is still possible to prevent the shear force from acting on the column 6 with certainty. Thus, the shortening of the pillar 6 is prevented.

したがって、本実施形態の建物の制震構造Ｃにおいては、上部支持鉄骨７と下部支持鉄骨８のそれぞれと柱６とを連結する折板１５が、上下方向に延びる折曲部１５ｃ〜１５ｆを備えて形成されているため、建物Ｔに振動エネルギーが作用して、上部支持鉄骨７及び下部支持鉄骨８のそれぞれと柱６とが水平方向に相対変位した際には、折板１５が折曲部１５ｃ〜１５ｆで屈曲変形することでダンパ９の抵抗力（ダンパ９の抵抗力の水平成分）を吸収し、ダンパ９の抵抗力がこの折板１５から柱６に直接伝達することを防止できる。これにより、ダンパ９の抵抗力が柱６にせん断力として作用することがなく、柱６の短柱化を防止し、柱６のせん断破壊が卓越することを確実に防止できる。 Therefore, in the building vibration control structure C of the present embodiment, the folded plate 15 that connects each of the upper support steel 7 and the lower support steel 8 and the column 6 includes the bent portions 15c to 15f extending in the vertical direction. Therefore, when the vibration energy acts on the building T and the upper support steel frame 7 and the lower support steel frame 8 and the column 6 are relatively displaced in the horizontal direction, the folded plate 15 is bent. By bending and deforming at 15 c to 15 f, the resistance force of the damper 9 (the horizontal component of the resistance force of the damper 9) can be absorbed, and the resistance force of the damper 9 can be prevented from being transmitted directly from the folded plate 15 to the column 6. As a result, the resistance force of the damper 9 does not act as a shearing force on the column 6, so that the column 6 can be prevented from being shortened, and the shear failure of the column 6 can be reliably prevented.

また、上部支持鉄骨７及び下部支持鉄骨８のそれぞれと柱６とが垂直方向に相対変位した際には、折板１５が変形することがなく、ダンパ９の抵抗力（ダンパ９の抵抗力の垂直成分）をこの折板１５から柱６に直接伝達させることができ、ダンパ９の抵抗力の垂直成分を柱６の軸力Ｎとして支持することが可能になる。これにより、ダンパ９の抵抗力の少なくとも一部が上方の梁１ａ及び下方の梁１ｂを経ずに、上部支持鉄骨７及び下部支持鉄骨８からそれぞれ直接柱６に伝達されて支持されるため、上方の梁１ａと下方の梁１ｂに大きなせん断力が作用することがなく、確実に危険断面部Ｓにせん断破壊が生じることを防止できる。 Further, when each of the upper support steel frame 7 and the lower support steel frame 8 and the column 6 are relatively displaced in the vertical direction, the folded plate 15 is not deformed and the resistance force of the damper 9 (the resistance force of the damper 9 is reduced). The vertical component) can be directly transmitted from the folded plate 15 to the column 6, and the vertical component of the resistance force of the damper 9 can be supported as the axial force N of the column 6. Thereby, since at least a part of the resistance force of the damper 9 is directly transmitted from the upper support steel 7 and the lower support steel 8 to the column 6 and supported without passing through the upper beam 1a and the lower beam 1b, A large shearing force does not act on the upper beam 1a and the lower beam 1b, and it is possible to reliably prevent shear fracture from occurring in the dangerous cross section S.

さらに、このとき、折板１５が折曲部１５ｃ〜１５ｆによって柱６の外面に沿って形成されていることで、上部支持鉄骨７及び下部支持鉄骨８のそれぞれと柱６とが垂直方向に相対変位した際に、ダンパ９の抵抗力を確実にこの折板１５から柱６に直接伝達させて柱６の軸力Ｎとして支持させることが可能になる。 Further, at this time, the folded plate 15 is formed along the outer surface of the column 6 by the bent portions 15c to 15f, so that each of the upper support steel frame 7 and the lower support steel frame 8 and the column 6 are vertically relative to each other. When displaced, the resistance force of the damper 9 can be reliably transmitted directly from the folded plate 15 to the column 6 and supported as the axial force N of the column 6.

また、折板１５の一面と柱６の外面との間に弾性部材２３が設けられて、互いが絶縁されていることにより、上部支持鉄骨７及び下部支持鉄骨８のそれぞれと柱６とが水平方向に相対変位した際に、確実に折板１５を折曲部１５ｃ〜１５ｆで屈曲変形させてダンパ９の抵抗力がこの折板１５から柱６に直接伝達することを防止できる。さらに、上部支持鉄骨７及び下部支持鉄骨８のそれぞれと柱６とが近づくように相対変位した場合においても、弾性部材２３の弾性によってダンパ９の抵抗力及び押圧力を吸収でき、確実に柱６にせん断力が作用することを防止して、柱６の短柱化を防止することが可能になる。 Further, the elastic member 23 is provided between one surface of the folded plate 15 and the outer surface of the column 6 so that the upper support steel frame 7 and the lower support steel frame 8 and the column 6 are horizontally aligned with each other. When the relative displacement is made in the direction, the bent plate 15 can be reliably bent and deformed by the bent portions 15 c to 15 f, and the resistance force of the damper 9 can be prevented from being directly transmitted from the folded plate 15 to the column 6. Further, even when each of the upper support steel frame 7 and the lower support steel frame 8 and the column 6 are relatively displaced, the resistance force and the pressing force of the damper 9 can be absorbed by the elasticity of the elastic member 23, and the column 6 is surely received. It is possible to prevent the column 6 from being shortened by preventing the shearing force from acting on the column 6.

よって、本実施形態の建物の制震構造Ｃによれば、ダンパ９の抵抗力を、短柱化を招くことなく柱６に伝達させて、梁１の柱６と接合する両端部側のせん断破壊を確実に防止し、好適に振動エネルギーを吸収し建物Ｔの応答を低減させることが可能になる。これにより、従来の制震構造Ａのように梁１の断面耐力を考慮してダンパ９を選定する必要がなく、梁１に別途補強を施すことを不要にして高耐力のダンパ９を用いることが可能になる。よって、建物Ｔの構面Ｔ１の１スパン当たりの耐力を大きく設定し、制震構造Ｃを設置する構面Ｔ１数を少なくすることが可能になり、経済的に建物Ｔの耐震性能を向上させることが可能になる。 Therefore, according to the vibration control structure C of the building of the present embodiment, the resistance of the damper 9 is transmitted to the column 6 without causing a shortening of the column, and the shear on both ends joined to the column 6 of the beam 1 It is possible to reliably prevent destruction, suitably absorb vibration energy, and reduce the response of the building T. Thus, it is not necessary to select the damper 9 in consideration of the cross-sectional strength of the beam 1 as in the conventional seismic control structure A, and it is not necessary to separately reinforce the beam 1 and the high strength damper 9 is used. Is possible. Therefore, it is possible to increase the proof strength per span of the structural surface T1 of the building T, to reduce the number of structural surfaces T1 on which the seismic control structure C is installed, and to economically improve the seismic performance of the building T. It becomes possible.

以上、本発明に係る建物の制震構造の実施形態について説明したが、本発明は上記の一実施形態に限定されるものではなく、その趣旨を逸脱しない範囲で適宜変更可能である。例えば、本実施形態では、建物Ｔの構面Ｔ１を形成する柱６が断面十字状に形成され、折板１５がこの柱６の外面に沿う４つの平板部１５ｈ、１５ｉ、１５ｋ、１５ｍを備えるように４つの折曲部１５ｃ〜１５ｆを備えて形成されるとしたが、例えば図６に示すように、断面方形状の柱（突出部（袖壁）６ｅがない柱）６に、２つの折曲部１５ｃ、１５ｄを備えた折板１５を取り付けて建物の制震構造Ｃが構成されてもよく、また、折板１５は、必ずしも柱６の外面に沿って形成されていなくてもよく、一側端１５ａ側が上部支持鉄骨７及び下部支持鉄骨８のそれぞれに連結され、他側端１５ｂ側が柱６に連結されて、一側端１５ａと他側端１５ｂの間に少なくとも一つの折曲部を備えていれば、本実施形態と同様の効果を得ることが可能である。よって、柱６の形状や、折板１５の折曲部の数を限定する必要はない。 As mentioned above, although embodiment of the vibration control structure of the building which concerns on this invention was described, this invention is not limited to said one Embodiment, In the range which does not deviate from the meaning, it can change suitably. For example, in this embodiment, the pillar 6 forming the construction surface T1 of the building T is formed in a cross-shaped cross section, and the folded plate 15 includes four flat plate portions 15h, 15i, 15k, and 15m along the outer surface of the pillar 6. As shown in FIG. 6, for example, as shown in FIG. 6, two columns 6 (columns without projecting portions (sleeve walls) 6e) are provided. The vibration control structure C of the building may be configured by attaching the folded plate 15 provided with the bent portions 15c and 15d, and the folded plate 15 may not necessarily be formed along the outer surface of the column 6. The one side end 15a side is connected to each of the upper support steel frame 7 and the lower support steel frame 8, the other side end 15b side is connected to the column 6, and at least one bent between the one side end 15a and the other side end 15b. If it has a part, it is possible to obtain the same effect as this embodiment That. Therefore, it is not necessary to limit the shape of the pillar 6 or the number of bent portions of the folded plate 15.

さらに、本実施形態では、それぞれ３つずつの上部支持鉄骨（上部支持部材）７と下部支持鉄骨（下部支持部材）８とダンパ９とを備えて建物の制震構造Ｃが構成されているものとしたが、本発明の建物の制震構造は、１つ以上の上部支持部材７と下部支持部材８を備え、上下一対の上部支持部材７と下部支持部材８の間に介装して支持された１つ以上のダンパ９を備えて構成されていればよく、上部支持部材７と下部支持部材８とダンパ９の数を限定する必要はない。 Further, in the present embodiment, the building's seismic control structure C includes three upper support steel frames (upper support members) 7, lower support steel frames (lower support members) 8, and dampers 9. However, the vibration control structure for a building according to the present invention includes one or more upper support members 7 and a lower support member 8, and is supported between a pair of upper and lower upper support members 7 and 8. The number of the upper support member 7, the lower support member 8, and the dampers 9 is not necessarily limited as long as it is configured to include one or more dampers 9.

また、本実施形態では、折板１５の一面と柱６の外面の間に弾性部材２３が介装され、この弾性部材２３が柱６の外面に固着して設けられているものとしたが、弾性部材２３は、折板１５の一面に固着して設けられてもよい。さらに、折板１５の変形に伴ってこの折板１５から柱６にせん断力が作用して柱６の短柱化を招くおそれがない場合には、弾性部材２３を設けなくてもよい。 In the present embodiment, the elastic member 23 is interposed between one surface of the folded plate 15 and the outer surface of the column 6, and the elastic member 23 is fixedly provided on the outer surface of the column 6. The elastic member 23 may be fixed to one surface of the folded plate 15. Further, when there is no possibility that the folded plate 15 is deformed to cause a shearing force from the folded plate 15 to the column 6 to cause the column 6 to be shortened, the elastic member 23 may not be provided.

また、本実施形態では、制震構造Ｃのダンパ９がパネルダンパであるものとしたが、本発明の建物の制震構造Ｃは、粘性ダンパ、粘弾性ダンパ、摩擦ダンパなど他のダンパを備えて構成されてもよい。 In the present embodiment, the damper 9 of the vibration control structure C is a panel damper. However, the vibration control structure C of the building of the present invention includes other dampers such as a viscous damper, a viscoelastic damper, and a friction damper. May be configured.

さらに、本実施形態では、建物の制震構造Ｃが間柱型の制震構造であるものとし、折板１５が、上方の梁１（１ａ）と下方の梁１（１ｂ）（下方の梁１ｂで支持したスラブ２）に設置した連結用上部鉄骨４及び連結用下部鉄骨５に連結して支持された上部支持鉄骨（上部支持部材）７及び下部支持鉄骨（下部支持部材）８のそれぞれに取り付けられているものとして説明を行ったが、本発明の建物の制震構造は、連結用上部鉄骨４及び連結用下部鉄骨５を設けずに、上部支持部材７と下部支持部材８をそれぞれ梁１（又はスラブ２）に直接連結して構成し、このように設けた上部支持部材７と下部支持部材８にそれぞれ折板１５を取り付けるようにしてもよい。 Further, in the present embodiment, it is assumed that the damping structure C of the building is a stud-type damping structure, and the folded plate 15 includes an upper beam 1 (1a) and a lower beam 1 (1b) (lower beam 1b). It is attached to each of the upper support steel frame (upper support member) 7 and the lower support steel frame (lower support member) 8 supported by being connected to the connection upper steel frame 4 and the lower connection steel frame 5 installed in the slab 2) As described above, in the building vibration control structure of the present invention, the upper support member 7 and the lower support member 8 are respectively connected to the beam 1 without providing the connection upper steel frame 4 and the connection lower steel frame 5. Alternatively, the folded plate 15 may be attached to the upper support member 7 and the lower support member 8 provided in this manner.

また、本発明の建物の制震構造Ｄは、例えば図７及び図８に示すように、壁型の制震構造であってもよく、上方の梁１（１ａ）に連結した鉄筋コンクリート製の上部支持壁（上部支持部材）１１と、下方の梁１（１ｂ）（下方の梁１ｂで支持したスラブ２）に連結した鉄筋コンクリート製の下部支持壁（下部支持部材）１２と、上部支持壁１１と下部支持壁１２にそれぞれ一体に取り付けられた連結プレート１３、１４に連結して支持壁１１、１２の間に介装された複数のダンパ９とを備えた壁型の制震構造であってもよい。この場合には、折板１５が、上部支持壁１１及び下部支持壁１２のそれぞれの柱６側を向く側面に一側端１５ａ側をアンカーボルトなどで固定し、他側端１５ｂ側を柱６の外面にアンカーボルトなどで固定して設けられることで、上部支持壁１１及び下部支持壁１２のそれぞれと柱６が折板１５を介して連結される。そして、このように折板１５を設けることによって、壁型の制震構造Ｄであっても、本実施形態と同様に、ダンパ９の抵抗力が柱６にせん断力として作用することがなく、柱６の短柱化を防止し、柱６のせん断破壊が卓越することを確実に防止できる。また、ダンパ９の抵抗力を上方の梁１ａ及び下方の梁１ｂを経ずに、上部支持壁１１及び下部支持壁１２からそれぞれ直接柱６に伝達させ、上方の梁１ａと下方の梁１ｂに大きなせん断力が作用することを防止し、確実に危険断面部Ｓにせん断破壊が生じることを防止できる。 Further, the building damping structure D of the present invention may be a wall-type damping structure as shown in FIGS. 7 and 8, for example, and is an upper part made of reinforced concrete connected to the upper beam 1 (1a). A support wall (upper support member) 11, a lower support wall (lower support member) 12 made of reinforced concrete connected to a lower beam 1 (1b) (slab 2 supported by the lower beam 1b), an upper support wall 11, Even if it is a wall-type vibration control structure provided with a plurality of dampers 9 connected between the support walls 11, 12 connected to the connection plates 13, 14 integrally attached to the lower support wall 12, respectively. Good. In this case, the folded plate 15 is fixed to the side face of each of the upper support wall 11 and the lower support wall 12 facing the pillar 6 side by fixing one side end 15a with an anchor bolt or the like, and the other side end 15b side on the pillar 6 side. Each of the upper support wall 11 and the lower support wall 12 and the column 6 are connected via the folded plate 15 by being fixed to the outer surface of the upper support wall 11 with an anchor bolt or the like. And by providing the folded plate 15 in this way, even in the case of the wall-type damping structure D, the resistance force of the damper 9 does not act as a shearing force on the column 6 as in this embodiment. The shortening of the column 6 can be prevented, and the shear failure of the column 6 can be surely prevented. Further, the resistance force of the damper 9 is transmitted directly from the upper support wall 11 and the lower support wall 12 to the column 6 without passing through the upper beam 1a and the lower beam 1b, and is transmitted to the upper beam 1a and the lower beam 1b. It is possible to prevent a large shearing force from acting, and to reliably prevent a shear fracture from occurring in the dangerous cross section S.

本発明の一実施形態に係る建物の制震構造（間柱型の制震構造）を示す図である。It is a figure which shows the vibration control structure of the building which concerns on one Embodiment of this invention (space pillar type vibration control structure). 図１のＸ２−Ｘ２線矢視図である。FIG. 2 is an X2-X2 arrow view of FIG. 1. 本発明の一実施形態に係る建物の制震構造（間柱型の制震構造）の折板を示す斜視図である。1 is a perspective view showing a folded plate of a building vibration control structure (space pillar type vibration control structure) according to an embodiment of the present invention. 本発明の一実施形態に係る建物の制震構造（間柱型の制震構造）の折板が屈曲変形した状態を示す図である。It is a figure which shows the state which the bending plate of the building damping structure (columnar type damping structure) concerning one Embodiment of this invention bent and deformed. 本発明の一実施形態に係る建物の制震構造（間柱型の制震構造）の折板が屈曲変形した状態を示す斜視図である。It is a perspective view which shows the state which the bending plate of the damping structure of the building which concerns on one Embodiment of this invention (space pillar type damping structure) bent and deformed. 本発明の一実施形態に係る建物の制震構造（間柱型の制震構造）の変形例を示す図である。It is a figure which shows the modification of the damping structure (building-column type damping structure) of the building which concerns on one Embodiment of this invention. 本発明の一実施形態に係る建物の制震構造（壁型の制震構造）を示す図である。It is a figure which shows the damping structure (wall-type damping structure) of the building which concerns on one Embodiment of this invention. 図７のＸ２−Ｘ２線矢視図である。It is the X2-X2 line arrow figure of FIG. 従来の制震構造（間柱型の制震構造）を示す図である。It is a figure which shows the conventional damping structure (space pillar type damping structure). 図９のＸ１−Ｘ１線矢視図である。FIG. 10 is a view taken along line X1-X1 in FIG. 9. 従来の制震構造（壁型の制震構造）を示す図である。It is a figure which shows the conventional damping structure (wall-type damping structure). 図１１のＸ１−Ｘ１線矢視図である。It is a X1-X1 line arrow directional view of FIG.

Explanation of symbols

１梁
１ａ上方の梁
１ｂ下方の梁
２スラブ
４連結用上部鉄骨
５連結用下部鉄骨
６柱
６ｃ柱本体
６ｅ突出部（袖壁）
７上部支持鉄骨（上部支持部材）
８下部支持鉄骨（下部支持部材）
９ダンパ
１１上部支持壁（上部支持部材）
１２下部支持壁（下部支持部材）
１５折板
１５ｃ折曲部
１５ｄ折曲部
１５ｅ折曲部
１５ｆ折曲部
１５ｇ第１平板部
１５ｈ第２平板部
１５ｉ第３平板部
１５ｋ第４平板部
１５ｍ第５平板部
２０上部フレーム
２１下部フレーム
２２連結板
２３弾性部材
Ａ従来の建物の制震構造（間柱型）
Ｂ従来の建物の制震構造（壁型）
Ｃ建物の制震構造（間柱型）
Ｄ建物の制震構造（壁型）
Ｎ軸力
Ｑせん断力
Ｓ危険断面部
Ｔ建物
Ｔ１構面 DESCRIPTION OF SYMBOLS 1 Beam 1a Upper beam 1b Lower beam 2 Slab 4 Connecting upper steel frame 5 Connecting lower steel frame 6 Column 6c Column body 6e Projection (sleeve wall)
7 Upper support steel frame (upper support member)
8 Lower support steel frame (lower support member)
9 Damper 11 Upper support wall (upper support member)
12 Lower support wall (lower support member)
15 bent plate 15c bent portion 15d bent portion 15e bent portion 15f bent portion 15g first flat plate portion 15h second flat plate portion 15i third flat plate portion 15k fourth flat plate portion 15m fifth flat plate portion 20 upper frame 21 lower frame 22 Connecting plate 23 Elastic member A Conventional building vibration control structure
B Conventional building vibration control structure (wall type)
C Seismic control structure of building (column type)
D Damping structure of building (wall type)
N Axial force Q Shear force S Hazardous cross section T Building T1 Construction surface

Claims

It is a building damping structure that is installed in a structure surrounded by a pair of left and right columns and a pair of upper and lower beams or slabs, and absorbs vibration energy acting on the building,
An upper support member whose upper end is supported by the upper beam and extends downward, a lower support member whose lower end is supported by the lower beam and extends upward, and between the upper support member and the lower support member And a damper that absorbs the vibration energy by the vibration energy acting and being deformed,
A building vibration control structure, wherein the upper support member and the lower support member are each connected to the column via a folded plate having a bent portion extending in a vertical direction.

In the vibration control structure of a building according to claim 1,
The folded plate is formed along the outer surface of the column so as to have one surface facing the outer surface of the column by the bent portion, and between the one surface of the folded plate and the outer surface of the column, A building vibration control structure, wherein an elastic member for insulating the column so as to be relatively displaced is interposed.