JP2020090812A - Vibration control structure - Google Patents

Vibration control structure Download PDF

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JP2020090812A
JP2020090812A JP2018227687A JP2018227687A JP2020090812A JP 2020090812 A JP2020090812 A JP 2020090812A JP 2018227687 A JP2018227687 A JP 2018227687A JP 2018227687 A JP2018227687 A JP 2018227687A JP 2020090812 A JP2020090812 A JP 2020090812A
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wall
pedestal
side bracket
vibration
wall body
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JP7052953B2 (en
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麻由美 矢澤
Mayumi Yazawa
麻由美 矢澤
西村 章
Akira Nishimura
章 西村
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Takenaka Komuten Co Ltd
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Takenaka Komuten Co Ltd
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Abstract

To provide a vibration control structure capable of sufficiently obtaining a damping effect of a vibration damper.SOLUTION: A vibration control structure 10 has a base 16, a beam column frame 14 vertically arranged from the base 16, a wall body 24 vertically arranged from the base 16 and separated from the beam column frame 14, a wall side bracket 26 provided on the top of the wall body 24, embedded into the wall body 24 on the lower side, and projected upwardly from the top surface on the top side of the wall body 24, a vibration damper 30 coupled to the wall side bracket 26 at one end and coupled to the beam column frame 14 at the other end, and controls relative displacement of the wall body 24 and the beam column frame 14, and diagonal members 44L,R embedded into the wall body 24, coupled to the base 16 at one end, adjacent or coupled to the wall side bracket 26 at the other end, and bearing tensile force to transmit, to the base 16, shearing force of the wall side bracket 26 associated with the relative displacement of the wall side bracket 26 and the base 16.SELECTED DRAWING: Figure 1

Description

本発明は、制振構造に関する。 The present invention relates to a vibration damping structure.

地震時等に建物の揺れを低減するために、建物の躯体、即ち、柱梁架構と壁との間に制振ダンパーを配置し、柱梁架構の揺れを抑制することがある(例えば、特許文献1参照)。
このような制振ダンパーの制振効果を十分に発揮するためには、柱梁架構と壁体とが相対変位した際に、制振ダンパーが十分に変形(伸縮)し、振動エネルギーを吸収する必要がある。
柱梁架構と壁体とが相対的に変位した際に、制振ダンパーから受ける反力によって壁体が押し戻されて変形することがある。
その結果、制振ダンパーが十分に変形できず、振動エネルギーを十分に吸収できない場合がある。また、制振ダンパーの反力を下部構造体へ伝達する機構の構築が必要である。
In order to reduce the shaking of the building during an earthquake, etc., a vibration damper may be placed between the frame of the building, that is, the column-beam structure and the wall to suppress the shaking of the column-beam structure (for example, a patent Reference 1).
In order to sufficiently exert the vibration damping effect of such a vibration damper, the vibration damper sufficiently deforms (expands and contracts) when the column-beam frame structure and the wall body are relatively displaced to absorb vibration energy. There is a need.
When the column-beam frame structure and the wall are relatively displaced, the wall may be pushed back and deformed by the reaction force received from the vibration damper.
As a result, the vibration damper may not be sufficiently deformed, and the vibration energy may not be sufficiently absorbed. In addition, it is necessary to construct a mechanism that transmits the reaction force of the vibration damper to the lower structure.

特開平9−170353号公報JP-A-9-170353

本発明は、上記事実を鑑み、制振ダンパーの制振効果を十分に得られ、制振ダンパーの反力を効率的に下部構造体へ伝達する制振構造を提供することにある。 In view of the above facts, the present invention is to provide a vibration damping structure in which the vibration damping effect of the vibration damping damper is sufficiently obtained and the reaction force of the vibration damping damper is efficiently transmitted to the lower structure.

請求項1に記載の制振構造は、下部構造体と、前記下部構造体から立設された柱梁架構と、前記下部構造体から立設され、前記柱梁架構から離間した台座と、前記台座の上部に設けられ、下側が前記台座に埋設され、上側が前記台座の上面より上方に突出された受け部材と、一端部が前記受け部材に連結されて他端が前記柱梁架構に連結され、前記受け部材と前記柱梁架構との相対変位を抑制する制振ダンパーと、前記台座に埋設され、一端が前記下部構造体に連結され、他端が前記受け部材に近接乃至連結され、張力を負担して、前記受け部材と前記下部構造体との前記相対変位に伴う前記台座の剪断力を前記下部構造体へ直接伝達する斜材と、を有する。 The damping structure according to claim 1, wherein a lower structure, a post beam frame erected from the lower structure, a pedestal erected from the lower structure and separated from the post beam frame, A receiving member which is provided on an upper portion of the pedestal, a lower side of which is embedded in the pedestal and an upper side of which is projected upward from an upper surface of the pedestal, and one end of which is connected to the receiving member and the other end of which is connected to the post beam frame. A damping damper that suppresses relative displacement between the receiving member and the post beam frame, and is embedded in the pedestal, one end is connected to the lower structure, the other end is adjacent to or connected to the receiving member, A diagonal member that bears tension and directly transmits the shearing force of the pedestal accompanying the relative displacement of the receiving member and the lower structure to the lower structure.

請求項1に記載の制振構造では、例えば、地震、強風等により柱梁架構に揺れが生じ、下部構造体と柱梁架構との間に相対変位が生じると、制振ダンパーが振動エネルギーを吸収して該相対変位を抑制する。その結果、柱梁架構の揺れが低減される。 In the vibration damping structure according to claim 1, for example, when the column-beam frame is swayed due to an earthquake, a strong wind, or the like, and a relative displacement occurs between the lower structure and the column-beam frame, the vibration damper releases vibration energy. Absorb and suppress the relative displacement. As a result, the sway of the column-beam structure is reduced.

制振ダンパーが該相対変位を抑制する際、受け部材を介して制振ダンパーの連結されている台座は、受け部材を介して制振ダンパーからの反力を受ける。台座の剛性が低い場合、台座は制振ダンパーからの反力を受けて変形する場合がある。 When the vibration damper suppresses the relative displacement, the pedestal connected to the vibration damper via the receiving member receives a reaction force from the vibration damper via the receiving member. When the pedestal has low rigidity, the pedestal may be deformed by receiving a reaction force from the vibration damper.

ここで、制振ダンパーの取り付けられている台座が変形すると、制振ダンパーへの入力が減少して大きな減衰力が得られなくなる。
請求項1に記載の制振構造では、台座を鉄筋コンクリート造の壁で構築し剪断変形を抑制する。さらに、一端が下部構造体に連結され、他端が受け部材に近接乃至連結される斜材が台座に埋設されているので、柱梁架構に揺れが生じた際に、斜材が張力を負担して、制振ダンパーからの反力を直接下部構造体に伝達する。
これにより、制振ダンパーに対して効率的に荷重(地震、強風等による水平荷重)を伝達させることができ、制振ダンパーにおいて減衰力を確実に得ることができる。
Here, if the pedestal to which the vibration damper is attached is deformed, the input to the vibration damper is reduced and a large damping force cannot be obtained.
In the vibration damping structure according to the first aspect, the pedestal is constructed of a reinforced concrete wall to suppress shear deformation. Further, since the diagonal member whose one end is connected to the lower structure and the other end is close to or connected to the receiving member is embedded in the pedestal, the diagonal member bears the tension when the column-frame structure shakes. Then, the reaction force from the vibration damper is directly transmitted to the lower structure.
As a result, the load (horizontal load due to earthquake, strong wind, etc.) can be efficiently transmitted to the vibration damper, and the damping force can be reliably obtained in the vibration damper.

請求項2に記載の発明は、請求項1に記載の制振構造において、前記相対変位の方向が、前記台座の面内方向とされ、前記受け部材は、前記台座の中央に配置され、前記台座に埋設される前記斜材は、前記受け部材から前記下部構造体に向けて傾斜した第1斜材部と、前記受け部材から前記下部構造体に向けて前記第1斜材部とは反対方向へ傾斜した第2斜材部とを含んでいる。 According to a second aspect of the present invention, in the vibration damping structure according to the first aspect, the direction of the relative displacement is an in-plane direction of the pedestal, and the receiving member is arranged at the center of the pedestal. The diagonal member embedded in the pedestal is opposite to a first diagonal member portion inclined from the receiving member toward the lower structure, and a first diagonal member portion extending from the receiving member toward the lower structure. And a second diagonal member inclined in the direction.

請求項2に記載の制振構造では、下部構造体に対して柱梁架構が相対変位すると、変位とは反対方向へ傾斜した第1斜材部、または第2斜材部が張力を負担し、直接下部構造体に伝達する。 In the vibration damping structure according to claim 2, when the column-beam frame structure is relatively displaced with respect to the lower structure, the first diagonal member portion or the second diagonal member portion inclined in a direction opposite to the displacement bears the tension. , Directly to the lower structure.

請求項3に記載の発明は、請求項1または請求項2に記載の制振構造において、前記台座と前記柱梁架構との相対変位を制限するストッパーが前記台座、または前記柱梁架構に設けられている。 According to a third aspect of the present invention, in the vibration control structure according to the first or second aspect, a stopper that limits relative displacement between the pedestal and the column beam frame is provided on the pedestal or the column beam frame. Has been.

請求項3に記載の制振構造では、ストッパーが台座と柱梁架構との相対変位を制限する。これにより、制振ダンパーの損傷を防ぐことができる。 In the vibration damping structure according to the third aspect, the stopper limits the relative displacement between the pedestal and the beam structure. As a result, damage to the vibration damper can be prevented.

以上説明したように本発明の制振構造によれば、制振ダンパーの制振効果を十分に得ることができる。 As described above, according to the damping structure of the present invention, the damping effect of the damping damper can be sufficiently obtained.

本発明の第1の実施形態に係る制振構造を示す正面図であるである。It is a front view showing a damping structure concerning a 1st embodiment of the present invention. (A)は制振構造の制振ダンパー付近を示す上面図であり、(B)は壁体の上端付近を示す水平方向断面図であり、(C)は壁体の上端付近の縦断面図である。(A) is a top view showing the vicinity of a vibration damper of a vibration control structure, (B) is a horizontal cross-sectional view showing the vicinity of the upper end of the wall, and (C) is a vertical cross-sectional view of the vicinity of the upper end of the wall. Is. (A)は受け部材を示す斜視図であり、(B)は受け部材を示す側面図である。(A) is a perspective view showing a receiving member, and (B) is a side view showing the receiving member. 本発明の第2の実施形態に係る制振構造を示す正面図であるである。It is a front view which shows the damping structure which concerns on the 2nd Embodiment of this invention. 第2の実施形態に係る制振構造の受け部材を示す斜視図である。It is a perspective view which shows the receiving member of the damping structure which concerns on 2nd Embodiment. 本発明の第3の実施形態に係る制振構造を示す正面図であるである。It is a front view which shows the damping structure which concerns on the 3rd Embodiment of this invention.

[第1の実施形態]
以下、図1〜図3を用いて、本発明の第1の実施形態に係る制振構造10について説明する。
図1に示すように、本実施形態に係る制振構造10は、例えば、建物等の構造物12の柱梁架構14に適用されるものであり、
[First Embodiment]
Hereinafter, the vibration damping structure 10 according to the first embodiment of the present invention will be described with reference to FIGS. 1 to 3.
As shown in FIG. 1, the vibration damping structure 10 according to the present embodiment is applied to, for example, a beam structure 14 of a structure 12 such as a building.

図1に示すように、構造物12は、下部構造体としての鉄筋コンクリート造の基礎16によって支持され、複数本の柱18、及び梁20で構成された柱梁架構14を有した鉄骨造の建築物である。基礎16の上側には、柱18と梁20で囲まれる開口部22が設けられている。 As shown in FIG. 1, a structure 12 is a steel-framed building that is supported by a reinforced concrete foundation 16 as a lower structure and has a pillar-beam frame structure 14 composed of a plurality of pillars 18 and beams 20. It is a thing. An opening 22 surrounded by a pillar 18 and a beam 20 is provided on the upper side of the foundation 16.

開口部22には、台座としての鉄筋コンクリート造の壁体24が、基礎16の上に立設されている。壁体24の縦方向に配筋された縦鉄筋24Aの下端部が基礎16に埋設されて定着されており、また、縦鉄筋24Aと交差して横鉄筋24Cが配筋されている。これにより、壁体24が基礎16と一体化されている。より詳しくは、縦鉄筋24Aの下端部が基礎16と一体化している。
壁体24の周囲には、柱梁架構14を構成する左右の柱18との間、及び上側の梁20との間に隙間Sが設けられている。
A wall body 24 made of a reinforced concrete as a pedestal is erected on the foundation 16 in the opening 22. The lower end portion of the vertical reinforcing bars 24A arranged in the vertical direction of the wall 24 is embedded and fixed in the foundation 16, and the horizontal reinforcing bars 24C are arranged so as to intersect the vertical reinforcing bars 24A. Thereby, the wall body 24 is integrated with the foundation 16. More specifically, the lower end portion of the vertical reinforcing bar 24A is integrated with the foundation 16.
Around the wall 24, gaps S are provided between the left and right columns 18 forming the beam-column structure 14 and between the upper beam 20.

壁体24の上部には、幅方向中央部に、受け部材としての壁側ブラケット26が設けられている。また、柱梁架構14の図面左側の柱18には、架構側ブラケット28が設けられている。 A wall side bracket 26 as a receiving member is provided in the widthwise center of the upper portion of the wall body 24. A frame-side bracket 28 is provided on the column 18 on the left side of the column-beam frame structure 14 in the drawing.

図1、及び図2(A)に示すように、壁体24の壁側ブラケット26と柱18の梁20の架構側ブラケット28との間には、制振ダンパー30が水平方向に配置され、制振ダンパー30の一端がボルト、ナット等の締結部材を用いて壁側ブラケット26に連結され、制振ダンパー30の他端がボルト、ナット等の締結部材を用いて架構側ブラケット28に連結されている。 As shown in FIG. 1 and FIG. 2A, a vibration damper 30 is horizontally arranged between the wall-side bracket 26 of the wall body 24 and the frame-side bracket 28 of the beam 20 of the pillar 18. One end of the vibration damping damper 30 is connected to the wall side bracket 26 using a fastening member such as a bolt and a nut, and the other end of the vibration damping damper 30 is connected to the frame side bracket 28 using a fastening member such as a bolt and a nut. ing.

制振ダンパー30は、本実施形態ではオイルダンパーを用いているが、オイルダンパー以外の公知のダンパーであってもよく、例えば、摩擦ダンパーを用いてもよい。要は、後述するように、地震時に伸縮(変形)することでエネルギーを吸収し制振効果を発揮することが可能であれば制振ダンパー30の構成は問わない。 Although the oil damper is used as the vibration damper 30 in the present embodiment, a known damper other than the oil damper may be used, and for example, a friction damper may be used. In short, as will be described later, the structure of the vibration damper 30 does not matter as long as it can expand and contract (deform) during an earthquake to absorb energy and exert a vibration damping effect.

図3(A),(B)に示すように、壁側ブラケット26は、壁体24の上端から上方に突出し、制振ダンパー30が取り付けられる突出部26Aと、壁体24に埋設される鋼製の埋設部26Bとを備えている。 As shown in FIGS. 3A and 3B, the wall-side bracket 26 projects upward from the upper end of the wall body 24, and the projection 26</b>A to which the vibration damping damper 30 is attached and the steel embedded in the wall body 24. And a buried portion 26B made of the same.

突出部26Aは水平に配置されたH鋼からなり、一端部には、鋼板からなるダンパー取付部材32が溶接等で接合されており、他端部には、鋼板からなる補強板33が溶接等で接合されている。ダンパー取付部材32には、制振ダンパー30を取り付ける際に用いるボルト孔34が形成されている。 The projecting portion 26A is made of horizontally arranged H steel, a damper mounting member 32 made of a steel plate is joined to one end by welding or the like, and a reinforcing plate 33 made of a steel plate is welded to the other end. Are joined together. The damper mounting member 32 is formed with a bolt hole 34 used when mounting the vibration damping damper 30.

突出部26Aのウエブ26Aaには、水平方向に配置された鋼板からなる補強リブ36が溶接等で接合されており、補強リブ36の一端はダンパー取付部材32に溶接等で接合されている。 A reinforcing rib 36 made of a steel plate arranged horizontally is joined to the web 26Aa of the protruding portion 26A by welding or the like, and one end of the reinforcing rib 36 is joined to the damper mounting member 32 by welding or the like.

埋設部26Bは、突出部26Aの長手方向に沿って配置され、突出部26Aの下側のフランジ26Abの幅方向中央から下方へ延びる鋼板からなる鉛直壁部38を備えている。鉛直壁部38の上端は、突出部26Aの下側のフランジ26Abの下面に溶接等で接合されている。 The embedded portion 26B is provided along the longitudinal direction of the protruding portion 26A, and includes a vertical wall portion 38 made of a steel plate that extends downward from the widthwise center of the lower flange 26Ab of the protruding portion 26A. The upper end of the vertical wall portion 38 is joined to the lower surface of the lower flange 26Ab of the protrusion 26A by welding or the like.

鉛直壁部38の両端部には、鉛直壁部38と直角に配置された鋼板からなる端部フランジ40が溶接等で接合されている。また、鉛直壁部38の両側面には、鉛直壁部38と直角に配置された鋼板からなる複数のリブ42が溶接等で接合されている。なお、端部フランジ40、及びリブ42の上端は、突出部26Aの下側のフランジ26Abに溶接等で接合されている。 To both ends of the vertical wall portion 38, end flanges 40 made of steel plates arranged at right angles to the vertical wall portion 38 are joined by welding or the like. Further, a plurality of ribs 42 made of steel plates arranged at right angles to the vertical wall portion 38 are joined to both side surfaces of the vertical wall portion 38 by welding or the like. The upper ends of the end flange 40 and the rib 42 are joined to the lower flange 26Ab of the protrusion 26A by welding or the like.

図1、及び図2(B),(C)に示すように、壁体24の内部には、斜材44L,44Rが埋設されている。斜材44L,44Rは、壁体24の鉄筋24Aよりも引張強度の高い鉄筋を用いることが望ましい。 As shown in FIGS. 1 and 2B and 2C, diagonal members 44L and 44R are embedded in the wall 24. For the diagonal members 44L and 44R, it is desirable to use a reinforcing bar having a higher tensile strength than the reinforcing bar 24A of the wall 24.

図1に示すように、壁側ブラケット26の左側に配置される斜材44Lは、壁側ブラケット26の埋設部26Bの側部と平行に、かつ壁体24を正面視したときに、埋設部26Bと重なり合う位置に配置されて壁体24の幅方向に直線状に延びる水平部44Lhと、水平部44Lhの図面左側の一端から図面左斜め下側へ傾斜して基礎16へ向けて直線状に延びる斜材部44Lsとを含んで構成されている。斜材部44Lsの下端側には、フック部43が形成され、フック部43が基礎16の内部に埋設されて基礎16のコンクリートに定着されている。なお、斜材部44Lsは、基礎16に埋設されている鉄筋(図示せず)に溶接等で接合されていてもよい。 As shown in FIG. 1, the diagonal member 44</b>L arranged on the left side of the wall-side bracket 26 is parallel to the side portion of the embedded portion 26</b>B of the wall-side bracket 26 and when the wall 24 is viewed from the front, 26B and a horizontal portion 44Lh linearly extending in the width direction of the wall 24, and a horizontal portion 44Lh that is inclined from one end on the left side of the drawing to the lower left of the drawing and linearly extends toward the foundation 16. It is configured to include an extending diagonal member 44Ls. A hook portion 43 is formed on the lower end side of the diagonal member portion 44Ls, and the hook portion 43 is embedded inside the foundation 16 and fixed to the concrete of the foundation 16. The diagonal member 44Ls may be joined to the reinforcing bar (not shown) embedded in the foundation 16 by welding or the like.

一方、壁側ブラケット26の右側に配置される斜材44Rは、壁側ブラケット26の埋設部26Bの側部と平行に、かつ壁体24を正面視したときに、埋設部26Bと重なり合う位置に配置されて壁体24の幅方向に直線状に延びる水平部44Rhと、水平部44Rhの図面右側の一端から図面右斜め下側へ傾斜して基礎16へ向けて直線状に延びる斜材部44Rsとを含んで構成されている。斜材部44Rsの下端側には、フック部43が形成され、フック部43が基礎16の内部に埋設されて基礎16のコンクリートに定着されている。なお、斜材部44Rsは、基礎16に埋設されている鉄筋(図示せず)に溶接等で接合されていてもよい。
なお、斜材44Lと斜材44Rとは、壁体24を正面視した際に略対称に配置されている。このように、壁側ブラケット26が、斜材44Lと斜材44Rとの上部に設けられ、かつ斜材44Lと斜材44R間の中央部(略対称)に配置されている。また、壁側ブラケット26が、中央部に配置されることで、制振ダンパーの反力をバランス良く下部構造体へ伝達できるからである。
On the other hand, the diagonal member 44R arranged on the right side of the wall-side bracket 26 is in parallel with the side portion of the embedded portion 26B of the wall-side bracket 26 and at a position overlapping the embedded portion 26B when the wall 24 is viewed from the front. The horizontal portion 44Rh that is arranged and extends linearly in the width direction of the wall body 24, and the diagonal member 44Rs that linearly extends toward the foundation 16 from one end of the horizontal portion 44Rh on the right side of the drawing toward the lower right of the drawing. It is configured to include and. A hook portion 43 is formed on the lower end side of the diagonal member portion 44Rs, and the hook portion 43 is embedded inside the foundation 16 and fixed to the concrete of the foundation 16. The diagonal members 44Rs may be joined to the reinforcing bars (not shown) embedded in the foundation 16 by welding or the like.
The diagonal members 44L and 44R are arranged substantially symmetrically when the wall body 24 is viewed from the front. In this way, the wall-side bracket 26 is provided above the diagonal members 44L and 44R and is arranged in the central portion (substantially symmetrical) between the diagonal members 44L and 44R. Further, since the wall-side bracket 26 is arranged in the central portion, the reaction force of the vibration damping damper can be transmitted to the lower structure in good balance.

図2(B)、(C)に示すように、本実施形態では、斜材44Lの水平部44Lhと壁側ブラケット26の埋設部26Bとは離間しているが、斜材44Lの水平部44Lhと壁側ブラケット26の埋設部26Bとは壁体24を構成するコンクリートを介して互いに定着(応力伝達)されている。なお、斜材44Rについても同様に、水平部44Rhと壁側ブラケット26の埋設部26Bとは離間しているが、壁体24を構成するコンクリートで互いに定着されている。 As shown in FIGS. 2B and 2C, in the present embodiment, the horizontal portion 44Lh of the diagonal member 44L and the embedded portion 26B of the wall side bracket 26 are separated from each other, but the horizontal portion 44Lh of the diagonal member 44L is separated. The embedded portion 26B of the wall-side bracket 26 and the embedded portion 26B of the wall-side bracket 26 are fixed (stress transmitted) to each other via the concrete forming the wall 24. Similarly, in the diagonal member 44R, the horizontal portion 44Rh and the embedded portion 26B of the wall-side bracket 26 are separated from each other, but they are fixed to each other by the concrete that constitutes the wall body 24.

なお、斜材44Lの水平部44Lhと壁側ブラケット26の埋設部26Bとを溶接等で接合してもよく、同じく、斜材44Rの水平部44Rhと壁側ブラケット26の埋設部26Bとを溶接等で接合してもよい。 The horizontal portion 44Lh of the diagonal member 44L and the embedded portion 26B of the wall-side bracket 26 may be joined by welding or the like. Similarly, the horizontal portion 44Rh of the diagonal member 44R and the embedded portion 26B of the wall-side bracket 26 are welded. You may join by etc.

なお、柱18の側面には、壁体24の上端付近の側面と対向する位置に、壁体24と柱18との相対変位を制限するストッパー48が取り付けられている。なお、ストッパー48の先端には、衝撃吸収用のゴム板48Aが固定されている。 A stopper 48 for limiting relative displacement between the wall body 24 and the pillar 18 is attached to the side surface of the pillar 18 at a position facing the side surface near the upper end of the wall body 24. A rubber plate 48A for shock absorption is fixed to the tip of the stopper 48.

(作用、効果)
つぎに、本実施形態の作用及び効果について説明する。
地震等で構造物12の柱梁架構14が水平方向(図1の矢印L方向、及び矢印R方向)に変形すると、壁体24に設けられた壁側ブラケット26と柱18に設けられた架構側ブラケット28とに連結された制振ダンパー30が伸縮してエネルギーを吸収し、構造物12を制振する。
(Action, effect)
Next, the operation and effect of this embodiment will be described.
When the beam-frame structure 14 of the structure 12 is deformed in the horizontal direction (direction of arrow L and arrow R in FIG. 1) due to an earthquake or the like, the wall-side bracket 26 provided on the wall body 24 and the frame provided on the column 18 are provided. The vibration damper 30 connected to the side bracket 28 expands and contracts to absorb energy, and vibrates the structure 12.

ここで、制振ダンパー30は、壁体24の上部に設けられた壁側ブラケット26に連結されているので、制振ダンパー30の反力は、壁側ブラケット26、及び壁体24を介して基礎16に伝達される。 Here, since the vibration damping damper 30 is connected to the wall side bracket 26 provided on the upper portion of the wall body 24, the reaction force of the vibration damping damper 30 passes through the wall side bracket 26 and the wall body 24. It is transmitted to the foundation 16.

例えば、壁体24に対して柱梁架構14が矢印L方向に変位した場合、制振ダンパー30には張力が作用し、壁側ブラケット26は制振ダンパー30によって矢印L方向に引っ張られ、壁体24は、上端側が基礎16に対して矢印L方向へ変位するように剪断変形しようとする。しかしながら、剛性が高い鉄筋コンクリート造の壁体24によって剪断変形が抑制される。さらに、壁体24の内部に傾斜して配置され、一端が壁側ブラケット26に接合され、他端が基礎16に接合された斜材44Rが緊張(張力を負担)し、壁側ブラケット26から入力される剪断力が基礎16に直接伝達される。 For example, when the column-beam frame structure 14 is displaced with respect to the wall body 24 in the arrow L direction, tension acts on the vibration damper 30, and the wall-side bracket 26 is pulled by the vibration damper 30 in the arrow L direction. The body 24 tends to shear and deform so that the upper end side is displaced in the arrow L direction with respect to the foundation 16. However, the shear deformation is suppressed by the reinforced concrete wall 24 having high rigidity. Further, the diagonal member 44R, which is arranged inside the wall body 24 in a slanted manner and has one end joined to the wall side bracket 26 and the other end joined to the foundation 16, is under tension (bears tension), and the wall side bracket 26 The input shear force is directly transmitted to the foundation 16.

一方、壁体24に対して柱梁架構14が矢印R方向に変位した場合、制振ダンパー30には圧縮力が作用し、壁側ブラケット26は制振ダンパー30によって矢印R方向に引っ張られ、壁体24は、上端側が基礎16に対して矢印R方向へ変位するように剪断変形しようとする。しかしながら、剛性が高い鉄筋コンクリート造の壁体24によって剪断変形が抑制される。さらに、壁体24の内部に傾斜して配置され、一端が壁側ブラケット26に接合され、他端が基礎16に接合された斜材44Lが緊張し、壁側ブラケット26から入力される剪断力が基礎16に直接伝達される。 On the other hand, when the column beam structure 14 is displaced in the arrow R direction with respect to the wall 24, a compressive force acts on the vibration damper 30, and the wall bracket 26 is pulled by the vibration damper 30 in the arrow R direction. The wall body 24 tends to shear and deform so that the upper end side is displaced in the arrow R direction with respect to the foundation 16. However, the shear deformation is suppressed by the reinforced concrete wall 24 having high rigidity. Further, the diagonal member 44L, which is arranged inside the wall body 24 in an inclined manner and has one end joined to the wall side bracket 26 and the other end joined to the foundation 16, is strained, and the shearing force input from the wall side bracket 26 is applied. Are transmitted directly to the foundation 16.

このようにして、制振ダンパー30の反力による壁体24の剪断変形が抑制されることで、壁体24の変形による制振ダンパー30の伸縮量(変形量)の減少が抑制され、制振効果が向上する。また、制振ダンパー30の反力が斜材44Lもしくは斜材44Rにより効率的に下部構造体に伝達する。
換言すると、剛性を有し剪断変形が抑制された壁体24と柱梁架構14との間に介在する制振ダンパー30に、柱梁架構14から圧縮力または張力が作用する場合に、制振ダンパー30が軸方向に十分に変形(伸縮)することで制振効果を十分に発揮することができる。
In this way, the shear deformation of the wall body 24 due to the reaction force of the vibration damper 30 is suppressed, so that the expansion/contraction amount (deformation amount) of the vibration damper 30 due to the deformation of the wall body 24 is suppressed, and the vibration is suppressed. The vibration effect is improved. Further, the reaction force of the vibration damper 30 is efficiently transmitted to the lower structure by the diagonal members 44L or 44R.
In other words, when a compressive force or a tension is applied from the column-beam frame structure 14 to the vibration-damping damper 30 that is interposed between the wall body 24 and the beam frame frame structure 14 that have rigidity and whose shear deformation is suppressed, the vibration-damping is suppressed. By sufficiently deforming (expanding and contracting) the damper 30 in the axial direction, it is possible to sufficiently exert the vibration damping effect.

なお、壁側ブラケット26は、埋設部26Bに、壁体24の剪断変形方向(矢印L,R方向)に直角なリブ42、端部フランジ40が接合されているので、壁体24のコンクリートに対して壁側ブラケット26が強固に定着され、端部フランジ40およびリブ42が、制振ダンパー30の反力を支圧で壁体24へ伝達している。 Since the ribs 42 and the end flanges 40 that are perpendicular to the shear deformation direction (arrows L and R directions) of the wall body 24 are joined to the embedded portion 26B of the wall side bracket 26, the wall side bracket 26 can be applied to the concrete of the wall body 24. On the other hand, the wall side bracket 26 is firmly fixed, and the end flange 40 and the rib 42 transmit the reaction force of the vibration damping damper 30 to the wall body 24 by bearing pressure.

ここで、壁体24と柱梁架構14とが過度に相対変位した場合には、ストッパー48が壁体24に当接し、壁体24と柱梁架構14との過度な相対変位を抑制することができる。また、制振ダンパー30に入力する過度の変位を制限することもでき、制振ダンパー30の損傷を抑制することもできる。
なお、ストッパー48は、壁体24の柱側の側部に設けても良い。
Here, when the wall body 24 and the post beam frame structure 14 are excessively displaced relative to each other, the stopper 48 abuts the wall body 24 to suppress the excessive relative displacement between the wall body 24 and the beam beam frame structure 14. You can Further, it is possible to limit excessive displacement input to the vibration damper 30 and suppress damage to the vibration damper 30.
The stopper 48 may be provided on the side portion of the wall body 24 on the column side.

[第2の実施形態]
以下、図4、及び図5を用いて、本発明の第2の実施形態に係る制振構造10について説明する。なお、第1の実施形態と同一構成には同一符号を付し、その説明は省略する。
本実施形態の制振構造10では、図5に示す壁側ブラケット50の下部、及び斜材52が、図4に示すように、壁体24の内部に設けられている。
本実施形態の壁側ブラケット50は、矩形部54と、矩形部54の幅方向の両側部の下方から互いに離間するように傾斜した斜め下方に延びる一対の脚部56とを一体的に備えた本体部58を有している。本体部58の両側の外側縁には、本体部58と直角に配置された外フランジ60が溶接等で接合されている。
また、本体部58の内側縁には、本体部58と直角に配置された内フランジ62が溶接等で接合されている。
さらに、本体部58の側面には、水平方向に配置された鋼板からなる補強リブ59が溶接等で接合されており、補強リブ59の一端は、制振ダンパー30が取り付けられる外フランジ60に溶接等で接合されている。
[Second Embodiment]
Hereinafter, the vibration damping structure 10 according to the second embodiment of the present invention will be described with reference to FIGS. 4 and 5. The same components as those in the first embodiment are designated by the same reference numerals and the description thereof will be omitted.
In the vibration damping structure 10 of the present embodiment, the lower portion of the wall-side bracket 50 shown in FIG. 5 and the diagonal member 52 are provided inside the wall body 24 as shown in FIG.
The wall-side bracket 50 of the present embodiment integrally includes a rectangular portion 54 and a pair of leg portions 56 that extend obliquely downward and are inclined so as to separate from each other from below both side portions in the width direction of the rectangular portion 54. It has a main body 58. Outer flanges 60 arranged at right angles to the main body 58 are joined to the outer edges on both sides of the main body 58 by welding or the like.
An inner flange 62 arranged at a right angle to the main body 58 is joined to the inner edge of the main body 58 by welding or the like.
Further, a reinforcing rib 59 made of a steel plate arranged horizontally is joined to the side surface of the main body portion 58 by welding or the like, and one end of the reinforcing rib 59 is welded to an outer flange 60 to which the vibration damping damper 30 is attached. Are joined together.

図面左側の脚部56と外フランジ60と内フランジ62とで囲まれる部分には、溝形鋼からなる斜材52Lの一端部が配置され、締結部材としてのボルト、及びナット(図示省略)を用いて壁側ブラケット50と斜材52Lとが接合されている。また、図面右側の脚部56と外フランジ60と内フランジ62とで囲まれる部分には、溝形鋼からなる斜材52Rの一端部が配置され、締結部材としてのボルト、及びナット(図示省略)を用いて壁側ブラケット50と斜材52Rとが接合されている。
なお、壁側ブラケット50にはボルトを挿通する孔64が形成され、斜材52にはボルトを挿通する孔66が形成されている。
One end portion of the diagonal member 52L made of channel steel is arranged in a portion surrounded by the leg portion 56, the outer flange 60, and the inner flange 62 on the left side of the drawing, and a bolt and a nut (not shown) as fastening members are provided. The wall-side bracket 50 and the diagonal member 52L are joined together by using this. Further, one end portion of the diagonal member 52R made of channel steel is arranged in a portion surrounded by the leg portion 56, the outer flange 60, and the inner flange 62 on the right side of the drawing, and bolts and nuts (not shown) as fastening members are provided. ) Is used to join the wall-side bracket 50 and the diagonal member 52R.
The wall-side bracket 50 has a hole 64 for inserting a bolt, and the diagonal member 52 has a hole 66 for inserting a bolt.

図面左側の斜材52Lは、基礎16へ向けて図面左斜め下側へ傾斜しており、斜材52Lの下端側は、一部分が基礎16の内部に埋設されて基礎16のコンクリートと接合されている。なお、斜材52Lの下端には、定着部材68が溶接等で接合されている。また、図面右側の斜材52Rは、基礎16へ向けて図面右斜め下側へ傾斜しており、斜材52Rの下端側は、一部分が基礎16の内部に埋設されて基礎16のコンクリートと接合されている。なお、斜材52Rの下端には、定着部材68が溶接等で接合されている。
(作用、効果)
本実施形態では、壁体24に対して柱梁架構14が矢印L方向に変位した場合、壁体24の内部に傾斜して配置され、一端が壁側ブラケット50に接合され、他端が基礎16に接合された斜材52Rが緊張するので、壁側ブラケット50が矢印L方向に変位すること、即ち、壁体24の剪断変形が抑制される。
The diagonal member 52L on the left side of the drawing is inclined to the lower left side of the drawing toward the foundation 16, and the lower end side of the diagonal member 52L is partially embedded in the inside of the foundation 16 and joined to the concrete of the foundation 16. There is. A fixing member 68 is joined to the lower end of the diagonal member 52L by welding or the like. In addition, the diagonal member 52R on the right side of the drawing is inclined to the lower right of the drawing toward the foundation 16, and the lower end side of the diagonal member 52R is partially embedded inside the foundation 16 and joined to the concrete of the foundation 16. Has been done. A fixing member 68 is joined to the lower end of the diagonal member 52R by welding or the like.
(Action, effect)
In this embodiment, when the beam structure 14 is displaced in the direction of the arrow L with respect to the wall 24, the beam structure 14 is arranged inside the wall 24 with an inclination, one end is joined to the wall-side bracket 50, and the other end is the base. Since the diagonal member 52R joined to the 16 is tensioned, the displacement of the wall-side bracket 50 in the arrow L direction, that is, the shear deformation of the wall body 24 is suppressed.

一方、壁体24に対して柱梁架構14が矢印R方向に変位した場合、壁体24の内部に傾斜して配置され、一端が壁側ブラケット50に接合され、他端が基礎16に接合された斜材52Lが緊張し、壁側ブラケット50から入力される剪断力が基礎16に直接伝達される。 On the other hand, when the beam structure 14 is displaced in the direction of the arrow R with respect to the wall body 24, it is disposed inside the wall body 24 with an inclination, one end is joined to the wall side bracket 50, and the other end is joined to the foundation 16. The slanted member 52L thus tensioned, and the shearing force input from the wall-side bracket 50 is directly transmitted to the foundation 16.

本実施形態では、第1の実施形態の斜材44L,44Rよりも引張強度および剛性の高い溝形鋼(鉄骨)からなる斜材52L、及び斜材52Rを用いているので、第1実施形態よりも壁体24の剛性を上げることができ剪断変形抑制効果を向上することが可能となる。したがって、制振ダンパー30の反力をより効果的に基礎16へ伝達できる。 In the present embodiment, since the diagonal member 52L and the diagonal member 52R made of channel steel (steel frame) having higher tensile strength and rigidity than the diagonal members 44L and 44R of the first embodiment are used, the first exemplary embodiment is used. Therefore, the rigidity of the wall 24 can be increased and the shear deformation suppressing effect can be improved. Therefore, the reaction force of the vibration damper 30 can be more effectively transmitted to the foundation 16.

[第3の実施形態]
以下、図6を用いて、本発明の第3の実施形態に係る制振構造10について説明する。なお、第1の実施形態と同一構成には同一符号を付し、その説明は省略する。
図6に示すように、本実施形態の制振構造10では、制振ダンパー30が、架構側ブラケット70を介して梁20の下面に連結されている。
本実施形態の制振構造10では、制振ダンパー30により、梁20と壁体24との相対変位を抑制することで、構造物12が制振される。
[Third Embodiment]
Hereinafter, the vibration damping structure 10 according to the third embodiment of the present invention will be described with reference to FIG. The same components as those in the first embodiment are designated by the same reference numerals and the description thereof will be omitted.
As shown in FIG. 6, in the vibration damping structure 10 of the present embodiment, the vibration damping damper 30 is connected to the lower surface of the beam 20 via the frame side bracket 70.
In the vibration damping structure 10 of the present embodiment, the structure 12 is damped by suppressing the relative displacement between the beam 20 and the wall 24 by the vibration damper 30.

[その他の実施形態]
以上、本発明の一実施形態について説明したが、本発明は、上記に限定されるものでなく、上記以外にも、その主旨を逸脱しない範囲内において種々変形して実施可能であることは勿論である。
[Other Embodiments]
Although one embodiment of the present invention has been described above, the present invention is not limited to the above, and it is needless to say that the present invention can be variously modified and implemented without departing from the spirit of the invention. Is.

制振ダンパーの他端は、柱梁架構のうちで、地震時等において、下部構造体との相対変位が大きい箇所、例えば、柱梁架構の上端側に連結することが好ましい。 It is preferable that the other end of the vibration damper is connected to a portion of the column-beam structure that has a large relative displacement with the lower structure, such as an upper end side of the column-beam structure, during an earthquake or the like.

上記実施形態では、壁体24が基礎16に固定されていたが、壁体24は、上層階の床梁に固定されていてもよい。 Although the wall 24 is fixed to the foundation 16 in the above embodiment, the wall 24 may be fixed to the floor beam of the upper floor.

10 制振構造
14 柱梁架構
16 基礎(下部構造体)
18 柱
20 梁
24 壁体(台座)
26 壁側ブラケット(受け部材)
30 制振ダンパー
44L 緊張材
44R 緊張材
44Ls 第1斜材部
44Rs 第2斜材部
50 壁側ブラケット(受け部材)
52L 緊張材(第1斜材部)
52R 緊張材(第2斜材部)
68 定着部材
10 Vibration control structure 14 Column-beam structure 16 Foundation (lower structure)
18 columns 20 beams 24 walls (base)
26 Wall side bracket (receiving member)
30 Damping damper 44L Tension material 44R Tension material 44Ls First diagonal member portion 44Rs Second diagonal material portion 50 Wall side bracket (receiving member)
52L Tension material (first diagonal material part)
52R Tension material (second diagonal material part)
68 Fixing member

Claims (3)

下部構造体と、
前記下部構造体から立設された柱梁架構と、
前記下部構造体から立設され、前記柱梁架構から離間した台座と、
前記台座の上部に設けられ、下側が前記台座に埋設され、上側が前記台座の上面より上方に突出された受け部材と、
一端部が前記受け部材に連結されて他端が前記柱梁架構に連結され、前記受け部材と前記柱梁架構との相対変位を抑制する制振ダンパーと、
前記台座に埋設され、一端が前記下部構造体に連結され、他端が前記受け部材に近接乃至連結され、張力を負担して、前記受け部材と前記下部構造体との前記相対変位に伴う前記台座の剪断力を前記下部構造体へ直接伝達する斜材と、
を有する、制振構造。
The lower structure,
A column-beam structure erected from the lower structure,
A pedestal that is erected from the lower structure and is separated from the column beam frame,
A receiving member provided on the upper part of the pedestal, the lower side being embedded in the pedestal, and the upper side protruding above the upper surface of the pedestal;
A vibration damper, one end of which is connected to the receiving member and the other end of which is connected to the post beam frame, and which suppresses relative displacement between the receiving member and the post beam frame.
It is embedded in the pedestal, one end is connected to the lower structure, the other end is close to or connected to the receiving member, bears tension, and is accompanied by the relative displacement between the receiving member and the lower structure. A diagonal member that directly transmits the shearing force of the pedestal to the lower structure,
With a vibration damping structure.
前記相対変位の方向が、前記台座の面内方向とされ、
前記受け部材は、前記台座の中央に配置され、
前記台座に埋設される前記斜材は、前記受け部材から前記下部構造体に向けて傾斜した第1斜材部と、前記受け部材から前記下部構造体に向けて前記第1斜材部とは反対方向へ傾斜した第2斜材部とを含んでいる、請求項1に記載の制振構造。
The direction of the relative displacement is the in-plane direction of the pedestal,
The receiving member is arranged in the center of the pedestal,
The diagonal member embedded in the pedestal includes a first diagonal member portion inclined from the receiving member toward the lower structure, and a first diagonal member portion extending from the receiving member toward the lower structure. The damping structure according to claim 1, further comprising a second diagonal member portion that is inclined in the opposite direction.
前記台座と前記柱梁架構との相対変位を制限するストッパーが前記台座、または前記柱梁架構に設けられている、請求項1または請求項2に記載の制振構造。
The damping structure according to claim 1 or 2, wherein a stopper that restricts relative displacement between the pedestal and the post beam frame is provided on the pedestal or the post beam frame.
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Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH02210172A (en) * 1989-02-08 1990-08-21 Takenaka Komuten Co Ltd Pca vibration-resistant wall
JP2001355348A (en) * 2000-06-14 2001-12-26 Nikken Sekkei Ltd Damper structural wall
JP2008144486A (en) * 2006-12-11 2008-06-26 Tama Tlo Kk Building
JP2010090651A (en) * 2008-10-10 2010-04-22 Takenaka Komuten Co Ltd Seismic damping structure, and building having the same
JP2015094076A (en) * 2013-11-08 2015-05-18 株式会社竹中工務店 Vibration control structure

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH02210172A (en) * 1989-02-08 1990-08-21 Takenaka Komuten Co Ltd Pca vibration-resistant wall
JP2001355348A (en) * 2000-06-14 2001-12-26 Nikken Sekkei Ltd Damper structural wall
JP2008144486A (en) * 2006-12-11 2008-06-26 Tama Tlo Kk Building
JP2010090651A (en) * 2008-10-10 2010-04-22 Takenaka Komuten Co Ltd Seismic damping structure, and building having the same
JP2015094076A (en) * 2013-11-08 2015-05-18 株式会社竹中工務店 Vibration control structure

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