JP2006183324A - Response controlled structure - Google Patents

Response controlled structure Download PDF

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JP2006183324A
JP2006183324A JP2004377769A JP2004377769A JP2006183324A JP 2006183324 A JP2006183324 A JP 2006183324A JP 2004377769 A JP2004377769 A JP 2004377769A JP 2004377769 A JP2004377769 A JP 2004377769A JP 2006183324 A JP2006183324 A JP 2006183324A
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damper
column
building
truss beam
truss
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Masahiko Kikuchi
正彦 菊池
Hiroyuki Kishi
浩行 岸
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Obayashi Corp
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Obayashi Corp
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  • Vibration Prevention Devices (AREA)
  • Vibration Dampers (AREA)
  • Fluid-Damping Devices (AREA)

Abstract

<P>PROBLEM TO BE SOLVED: To provide a response controlled structure which can apply vibration control to a building, equipped with a huge-span column and a huge-span beam, without closing an internal space. <P>SOLUTION: In this response controlled structure of the building, wherein a truss beam 2 is laid between the huge-span columns 9 and 9, an upper chord 3, constituting the truss beam 2, and the column 9 are welded, and joined together by a joining means 17 such as a high-strength bolt. A vibration-control means 18 comprises a friction damper, an oil damper, a viscous damper, a viscoelastic damper, etc. When an external force such as an earthquake is applied into the building, the truss beam 2 and the column 9 are forced to be horizontally displaced by the external force. Nevertheless, since this displacement is dissipated as energy by a damper 18 which is interposed between a lower chord 4 of the truss beam 2 and the column 9, the collapse of the building and the like are prevented. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

本発明は、制振構造に関し、特に、長大スパンの柱間にトラス梁を架設してなる工場等の建築物の制振に有効な制振構造に関する。   The present invention relates to a vibration damping structure, and more particularly to a vibration damping structure effective for damping a building such as a factory in which truss beams are installed between long span columns.

近年、一般の建築物においては、耐震・耐風性能をより高めたり、所定の耐震・耐風性能をより簡素な構造で達成するために、建築物の内部の壁面部に耐震ブレースや耐力壁等のような耐震要素の形式で摩擦ダンパー、オイルダンパー、粘性ダンパー、又は粘弾性ダンパー等を設置する制振構造が採用されている(例えば、特許文献1、2、3参照。)。
特開平5−286514号公報 特開平6−26237号公報 特開平8−74442号公報
In recent years, in general buildings, in order to further improve the seismic and windproof performance, and to achieve the predetermined seismic and windproof performance with a simpler structure, an earthquake resistant brace, bearing wall, etc. A vibration damping structure in which a friction damper, an oil damper, a viscous damper, a viscoelastic damper, or the like is installed in the form of such an earthquake-resistant element is employed (see, for example, Patent Documents 1, 2, and 3).
JP-A-5-286514 JP-A-6-26237 JP-A-8-74442

しかし、上記のような制振構造を備えた建築物では、壁面部の柱間の空間が耐震ブレースや耐力壁等によって塞がれてしまうため、建築物の内部の空間を有効に利用することができず、将来のレイアウトの変更等に柔軟に対応することができない。   However, in buildings with a vibration control structure as described above, the space between the pillars on the wall surface is blocked by earthquake-resistant braces or load-bearing walls. Cannot be flexibly adapted to future layout changes.

一方、25mを超えるような長大なスパンが必要とされる工場等の建築物や、半導体工場のような床振動を小さく抑える必要がある建築物の場合には、支点間距離が大きく、常時荷重に対して梁の強度または剛性が不足するため、トラス構造のトラス梁が採用されるが、柱の本数が少なくなるため、地震力等に対しても柱断面を大きくして対処する必要がある。   On the other hand, in the case of buildings such as factories where a long span exceeding 25 m is required, or buildings such as semiconductor factories where floor vibration needs to be kept small, the distance between the fulcrums is large and the load is always constant. Truss beams with a truss structure are used because the strength or rigidity of the beams is insufficient, but the number of columns is reduced, so it is necessary to cope with seismic force by increasing the column cross section. .

したがって、建築物のコストを抑えるため、柱部材断面を小さくしたい場合、建築物の内部の壁面部に耐震ブレースや耐力壁等の耐震要素を設置することは避けられず、建築物の内部の空間が塞がれてしまい、将来のレイアウトの変更等に柔軟に対応することができない。   Therefore, in order to reduce the cost of the building, it is inevitable to install seismic elements such as seismic braces and load bearing walls on the wall surface inside the building when it is desired to reduce the cross section of the column member. As a result, the layout cannot be flexibly dealt with in future layout changes.

したがって、上記の耐震ブレースや耐力壁を用いずに、制振装置を利用した制振構造を実現して、構造を合理化し、コストを低減する方法が望まれる。   Therefore, there is a demand for a method of rationalizing the structure and reducing the cost by realizing a damping structure using a damping device without using the above-mentioned seismic brace and bearing wall.

本発明は、上記のような従来の問題に鑑みなされたものであって、柱間の空間が制振手段によって塞がれるようなことがなく、建築物の内部の空間を有効に利用することができて、将来の設計変更等に柔軟に対応することができ、さらに、建築物としてのコストを安く抑えることができる制振構造を提供することを目的とする。  The present invention has been made in view of the conventional problems as described above, and the space between the columns is not blocked by the vibration control means, and the space inside the building is effectively used. An object of the present invention is to provide a vibration control structure that can flexibly cope with future design changes and the like, and that can reduce the cost as a building.

上記のような課題を解決するために、本発明は、以下のような手段を採用している。
すなわち、請求項1に係る発明は、柱間にトラス梁を架設してなる建築物の制振構造であって、前記トラス梁を構成する上弦材又は下弦材の何れか一方の端部と前記柱との間に制振手段を介装させ、該制振手段により前記トラス梁と柱との間に生じる水平方向への変位を利用して地震等の入力エネルギーを消散するように構成したことを特徴とする。
本発明による制振構造によれば、地震等の外力が建築物に入力した場合に、その外力によってトラス梁及び柱が水平方向へ変位しようとするが、その変位はトラス梁の上弦材又は下弦材の端部と柱との間に介装されている制振手段によってエネルギーとして消散されることになるので、建築物の倒壊等が防止されることになる。
In order to solve the above problems, the present invention employs the following means.
That is, the invention according to claim 1 is a vibration control structure for a building in which truss beams are installed between columns, and the end portion of either the upper chord member or the lower chord member constituting the truss beam and the Damping means is interposed between the columns, and it is configured to dissipate input energy such as earthquakes using the horizontal displacement generated between the truss beam and the columns by the damping means. It is characterized by.
According to the vibration control structure of the present invention, when an external force such as an earthquake is input to a building, the truss beam and the column try to be displaced in the horizontal direction by the external force. Since it will be dissipated as energy by the vibration damping means interposed between the end of the material and the pillar, the collapse of the building will be prevented.

請求項2に係る発明は、請求項1に記載の制振構造であって、前記制振手段は、摩擦ダンパー、オイルダンパー、粘性ダンパー、又は粘弾性ダンパーであることを特徴とする。
本発明による制振構造によれば、地震等の外力が建築物に入力した場合に、その外力によってトラス梁及び柱が水平方向へ変位しようとするが、その変位はトラス梁の上弦材又は下弦材の何れか一方の端部と柱との間に介装されている摩擦ダンパー、オイルダンパー、粘性ダンパー、又は粘弾性ダンパーからなる制振手段によってエネルギーとして消散されることになるので、建築物の倒壊等が防止されることになる。
The invention according to claim 2 is the vibration damping structure according to claim 1, wherein the damping means is a friction damper, an oil damper, a viscous damper, or a viscoelastic damper.
According to the vibration control structure of the present invention, when an external force such as an earthquake is input to a building, the truss beam and the column try to be displaced in the horizontal direction by the external force. Since it will be dissipated as energy by vibration damping means consisting of a friction damper, oil damper, viscous damper, or viscoelastic damper interposed between one end of the material and the column, the building Will be prevented from collapsing.

以上、説明したように、本発明の制振構造によれば、地震等により外力が入力した場合に、その外力によってトラス梁及び柱が水平方向に変位しようとするが、その変位はトラス梁の上弦材又は下弦材の何れか一方の端部と柱との間に介装されている摩擦ダンパー、オイルダンパー、粘性ダンパー、又は粘弾性ダンパーからなる制振手段によってエネルギーとして消散されることになるので、建築物の倒壊等が防止されることになる。
この場合、建築物の内部の壁面部等に制振手段を設置する必要がないので、建築物の内部の空間が制振手段によって塞がれてしまうようなことはなく、将来のレイアウトの変更等に柔軟に対応することができる。
As described above, according to the vibration damping structure of the present invention, when an external force is input due to an earthquake or the like, the truss beam and the column try to be displaced in the horizontal direction by the external force. It will be dissipated as energy by vibration damping means consisting of a friction damper, oil damper, viscous damper, or viscoelastic damper interposed between the end of either the upper chord member or the lower chord member and the column. Therefore, the collapse of the building is prevented.
In this case, there is no need to install vibration control means on the wall surface inside the building, so the space inside the building will not be blocked by the vibration control means, and future layout changes Etc. can be flexibly dealt with.

以下、図面に示す本発明の実施の形態について説明する。
図1〜図3には、本発明による制振構造の一実施の形態が示されていて、図1は変形前の状態を示す概略図、図2は変形後の状態を示す概略図、図3は制振手段の一例を示す説明図である。
Hereinafter, embodiments of the present invention shown in the drawings will be described.
1 to 3 show an embodiment of a damping structure according to the present invention. FIG. 1 is a schematic diagram showing a state before deformation, and FIG. 2 is a schematic diagram showing a state after deformation. 3 is an explanatory view showing an example of a vibration damping means.

すなわち、この制振構造1は、25mを超える長大スパンが必要とされる工場等の建築物や、半導体工場等のように床振動を小さく抑える必要のある建築物等に有効なものであって、建築物の内部に形成される空間を塞ぐことなく、建築物の耐震・耐風安全性を高めるように構成したものである。   In other words, the vibration damping structure 1 is effective for buildings such as factories where a long span exceeding 25 m is required, or buildings where floor vibration needs to be kept small, such as semiconductor factories. It is constructed to improve the earthquake and wind resistance safety of the building without blocking the space formed inside the building.

25mを超える長大スパンの建築物では、支点間距離が大きく、常時荷重に対して梁の強度または剛性が不足するうえ、柱の本数が少なくなるため、地震力等に対しても柱の強度または剛性が不足する。このため、通常の梁と柱の組み合わせの代わりに、図1及び図2に示すように、トラス構造6のトラス梁2と通常の柱9との組み合わせが用いられる。   In buildings with a long span exceeding 25m, the distance between the fulcrums is large, the strength or rigidity of the beam is insufficient for constant loads, and the number of columns is reduced. Insufficient rigidity. Therefore, a combination of the truss beam 2 of the truss structure 6 and the normal column 9 is used instead of the combination of the normal beam and the column, as shown in FIGS.

トラス梁2は、図1及び図2に示すように、略水平に設けられるH形鋼等の鋼材から形成される上弦材3と、上弦材3の下方に所定の間隔をおいて略水平に設けられるH形鋼等の鋼材から形成される下弦材4と、上弦材3と下弦材4との間に組み込まれるトラス構造6とから構成される。   As shown in FIGS. 1 and 2, the truss beam 2 has an upper chord member 3 formed of a steel material such as H-shaped steel provided substantially horizontally, and a substantially horizontal space below the upper chord member 3 at a predetermined interval. It is comprised from the lower chord material 4 formed from steel materials, such as H-shaped steel provided, and the truss structure 6 integrated between the upper chord material 3 and the lower chord material 4. FIG.

トラス構造6は、上弦材3と下弦材4との間に、全長に渡って所定の間隔ごとにつか材7を垂直に設けて、各つか材7の上下端部を上弦材3及び下弦材4にピン接合により連結するとともに、隣接するつか材7、7間に2本の斜材8、8をV形状をなすようにそれぞれ設けて、各斜材8の上端部を上弦材3及び下弦材4にピン接合により連結して構成したものであって、このトラス構造6によりトラス梁2の全体の強度が高められる。   The truss structure 6 is provided with vertical gripping members 7 at predetermined intervals over the entire length between the upper chord material 3 and the lower chord material 4, and the upper and lower ends of each gripping material 7 are connected to the upper chord material 3 and the lower chord material 4. Are connected to each other by pin joining, and two diagonal members 8, 8 are provided between the adjacent holding members 7, 7 so as to form a V shape, and the upper end portion of each diagonal member 8 is the upper chord member 3 and the lower chord member. The truss structure 6 increases the overall strength of the truss beam 2.

トラス梁2は、長手方向の両端部が柱9、9側に接合されることにより、長大スパンの柱9、9間に水平に架設されている。トラス梁2は、長大スパンの柱9、9間に1段又は2段以上架設され、各トラス梁2の上部にスラブ床(図示せず)が載置される。   The truss beam 2 is horizontally installed between the long span columns 9 and 9 by joining both ends in the longitudinal direction to the columns 9 and 9 side. The truss beam 2 is installed between the long span columns 9 and one or more stages, and a slab floor (not shown) is placed on the upper part of each truss beam 2.

各柱9のトラス梁2との接合部には、トラス梁2の上弦材3及び下弦材4に対応する部分に、H形鋼等の鋼材からなるブラケット10が水平方向に突出した状態でそれぞれ一体に設けられ、上側のブラケット10に各トラス梁2の上弦材3が溶接、高力ボルト等の接合手段17によって一体に接合され、下側のブラケット10に下弦材4が後述する制振手段18を介して接合されている。   At the joint portion of each column 9 with the truss beam 2, a bracket 10 made of a steel material such as H-section steel is projected in a horizontal direction at a portion corresponding to the upper chord member 3 and the lower chord member 4 of the truss beam 2. The upper chord material 3 of each truss beam 2 is integrally joined to the upper bracket 10 by a joining means 17 such as welding or a high-strength bolt, and the lower chord material 4 is damped to the lower bracket 10 to be described later. 18 is joined.

制振手段18としては、摩擦ダンパー、オイルダンパー、粘性ダンパー、又は粘弾性ダンパーが用いられ、これらをトラス梁2の下弦材4と柱9のブラケット10との間に介装させることにより、トラス梁2に作用する水平方向への変位を利用して地震等の入力エネルギーを消散し、地震の際にトラス梁2及び柱9に作用する荷重を減衰させることができる。   As the damping means 18, a friction damper, an oil damper, a viscous damper, or a viscoelastic damper is used, and these are interposed between the lower chord member 4 of the truss beam 2 and the bracket 10 of the column 9, thereby providing a truss. The horizontal energy acting on the beam 2 can be used to dissipate input energy such as an earthquake, and the load acting on the truss beam 2 and column 9 during the earthquake can be attenuated.

図3に、摩擦ダンパー19の使用例を示す。
摩擦ダンパー19を制振手段18として使用する場合には、下弦材4を構成するH形鋼のウエブ5とブラケット10を構成するH形鋼のウエブ11との間、下弦材4を構成するH形鋼の各フランジとブラケット10を構成するH形鋼の各フランジとの間にそれぞれ介装させる。
In FIG. 3, the usage example of the friction damper 19 is shown.
When the friction damper 19 is used as the vibration damping means 18, the H string constituting the lower chord member 4 is disposed between the H-section steel web 5 constituting the lower chord member 4 and the H-section steel web 11 constituting the bracket 10. Each flange is inserted between each flange of the section steel and each flange of the H-section steel constituting the bracket 10.

各摩擦ダンパー19は、同一の構成を有しているので、以下、ウエブ5、11間に介装する摩擦ダンパー19のみについて説明し、その他の摩擦ダンパー19については説明を省略する。   Since each friction damper 19 has the same configuration, only the friction damper 19 interposed between the webs 5 and 11 will be described below, and the description of the other friction dampers 19 will be omitted.

すなわち、この摩擦ダンパー19は、下弦材4のウエブ5とブラケット10のウエブ11との間に、両ウエブ5、11を厚み方向の両側から挟持するように設けられるとともに、一端部が下弦材4のウエブ5に高力ボルトによって固定される一対の添板20、20と、各添板20とブラケット10のウエブ11との間に重合した状態でそれぞれ介装される摩擦板21及び滑動板22と、一方の添板20、一方の滑動板22及び摩擦板21、ブラケット10のウエブ11、他方の摩擦板21及び滑動板22、他方の添板20を貫通して、各滑動板22と摩擦板21とを互いに圧接させる締結手段23とを備えている。   That is, the friction damper 19 is provided between the web 5 of the lower chord member 4 and the web 11 of the bracket 10 so as to sandwich the webs 5 and 11 from both sides in the thickness direction, and one end portion of the friction damper 19 is the lower chord member 4. A pair of accessory plates 20 and 20 fixed to the web 5 by high-strength bolts, and a friction plate 21 and a sliding plate 22 interposed between the respective accessory plates 20 and the web 11 of the bracket 10 in a polymerized state. And through one web 20, one sliding plate 22 and friction plate 21, the web 11 of the bracket 10, the other friction plate 21 and sliding plate 22, and the other subsidiary plate 20, and friction with each sliding plate 22. Fastening means 23 that presses the plate 21 together is provided.

各滑動板22は、各添板20との接触面がショットブラスト、研削加工等によって表面粗さが粗く形成されるとともに、各摩擦板21は、ブラケット10のウエブ11との接触面がショットブラスト、研削加工等によって表面粗さが粗く形成されている。これにより、各滑動板22を高力ボルト等により各添板20に固定することなく、また、各摩擦板21を高力ボルト等によりブラケット10のウエブ11に固定することなく、各滑動板22を各添板20側に、各摩擦板21をブラケット10のウエブ11側にそれぞれ固定することができ、各滑動板22と摩擦板21との間のみに相対滑りを発生させることができる。   Each sliding plate 22 has a contact surface with each accessory plate 20 having a rough surface by shot blasting, grinding, or the like, and each friction plate 21 has a contact surface with the web 11 of the bracket 10 that is shot blasted. The surface is roughened by grinding or the like. Thereby, each sliding plate 22 is not fixed to each accessory plate 20 with high strength bolts or the like, and each friction plate 21 is not fixed to the web 11 of the bracket 10 with high strength bolts or the like. Can be fixed on the side of each accessory plate 20, and each friction plate 21 can be fixed on the web 11 side of the bracket 10, and relative slip can be generated only between each sliding plate 22 and the friction plate 21.

締結手段23は、一方の添板20、一方の滑動板22及び摩擦板21、ブラケット10のウエブ11、他方の摩擦板21及び滑動板22、他方の添板20を貫通する高力ボルト24と、他方の添板20から突出した高力ボルト24のねじの部分に座金26を介して螺着されるナット27と、高力ボルト24の頭部25の下面側に介装される座金26と、座金26と添板20との間に介装される複数に積層された皿ばね28とから構成されている。   The fastening means 23 includes one auxiliary plate 20, one sliding plate 22 and friction plate 21, the web 11 of the bracket 10, the other friction plate 21 and sliding plate 22, and a high-strength bolt 24 that penetrates the other auxiliary plate 20. A nut 27 that is screwed to the thread portion of the high strength bolt 24 protruding from the other accessory plate 20 via a washer 26, and a washer 26 that is interposed on the lower surface side of the head 25 of the high strength bolt 24. A plurality of disc springs 28 are interposed between the washer 26 and the accessory plate 20.

締結手段23のナット27を高力ボルト24に所定のトルクで締め付けることにより、高力ボルト24に軸力が付加されて、その軸力に応じた荷重によって各滑動板22と摩擦板21との間が互いに圧接され、各滑動板22と摩擦板21との間の相対滑りが阻止され、トラス梁2の下弦材4と柱9のブラケット10との相対変位が阻止される。   By tightening the nut 27 of the fastening means 23 to the high-strength bolt 24 with a predetermined torque, an axial force is applied to the high-strength bolt 24, and the sliding plate 22 and the friction plate 21 are subjected to a load corresponding to the axial force. The gaps are pressed against each other, the relative slip between each sliding plate 22 and the friction plate 21 is prevented, and the relative displacement between the lower chord member 4 of the truss beam 2 and the bracket 10 of the column 9 is prevented.

そして、地震の発生等によって所定の以上の荷重が入力した場合には、各滑動板22と摩擦板21との間に相対滑りが発生し、トラス梁2の下弦材4と柱9のブラケット10とが水平方向に相対移動し、この際に、各滑動板22と摩擦板21との間に生じる摩擦力によって、振動エネルギーが減衰される。   When a predetermined load or more is input due to the occurrence of an earthquake or the like, relative slip occurs between each sliding plate 22 and the friction plate 21, and the lower chord member 4 of the truss beam 2 and the bracket 10 of the column 9. Are relatively moved in the horizontal direction, and at this time, the vibrational energy is attenuated by the frictional force generated between the sliding plates 22 and the friction plates 21.

この場合、高力ボルト24に付加される軸力の変動を皿ばね28によって吸収することができるので、各滑動板22と摩擦板21との接触面の摩耗によって高力ボルト24の軸力が変化するのを防止でき、高力ボルト24の軸力を一定に維持することができ、一定の減衰力を得ることができる。   In this case, fluctuations in the axial force applied to the high-strength bolt 24 can be absorbed by the disc spring 28, so that the axial force of the high-strength bolt 24 is caused by wear of the contact surface between each sliding plate 22 and the friction plate 21. The change can be prevented, the axial force of the high-strength bolt 24 can be kept constant, and a constant damping force can be obtained.

なお、上記の説明においては、一対の添板20、20の端部を下弦材4のウエブ5に高力ボルトによって固定したが、一対の添板20、20の端部をブラケット10のウエブ11に高力ボルトによって固定してもよい。その場合には、各添板20と下弦材4のウエブ5との間にそれぞれ滑動板22及び摩擦板21を重合させた状態で介装させればよい。   In the above description, the end portions of the pair of accessory plates 20 and 20 are fixed to the web 5 of the lower chord member 4 with high-strength bolts, but the end portions of the pair of accessory plates 20 and 20 are fixed to the web 11 of the bracket 10. It may be fixed with a high-strength bolt. In that case, the sliding plate 22 and the friction plate 21 may be interposed between each accessory plate 20 and the web 5 of the lower chord material 4 in a state of being superposed.

そして、図2に示すように、上記のように構成した制振構造1を備えた建築物に地震等による外力が入力し、この外力が所定の値を超えると、各摩擦板21と滑動板22との間に相対滑りが発生し、この相対滑りによってトラス梁2の下弦材4と柱9のブラケット10とが水平方向に相対変位する。そして、この際に、各滑動板22と摩擦板21との間に生じる摩擦力によって振動エネルギーが減衰され、建築物の倒壊等が防止されることになる。   As shown in FIG. 2, when an external force due to an earthquake or the like is input to the building having the vibration damping structure 1 configured as described above, and the external force exceeds a predetermined value, each friction plate 21 and the sliding plate A relative slip occurs between the lower chord member 4 and the bracket 10 of the column 9 in the horizontal direction due to the relative slip. At this time, the vibrational energy is attenuated by the frictional force generated between each sliding plate 22 and the friction plate 21, and the collapse of the building is prevented.

従って、長大スパンのトラス梁2を備えた工場等の建築物であっても、建築物の内部の壁面部等に制振手段18を設置する必要がなくなるので、建築物内部の空間を制振手段18によって塞いでしまうようなことはなく、将来のレイアウトの変更等に柔軟に対応することが可能となる。   Accordingly, even in a building such as a factory having a long span truss beam 2, it is not necessary to install the vibration control means 18 on the wall surface inside the building. It is not blocked by the means 18, and it becomes possible to flexibly cope with future layout changes and the like.

なお、前記の説明においては、柱9に通常のH形鋼等の鋼材からなるものを使用したが、トラス構造の組柱を使用してもよいものであり、その場合にも、前述したものと同様の作用効果を奏する。   In the above description, the column 9 is made of a steel material such as a normal H-section steel, but a truss-structured column may be used. Has the same effect as.

また、前記の説明においては、制振手段18として摩擦ダンパー19を使用したが、オイルダンパー、粘性ダンパー、又は粘弾性ダンパー等を使用してもよいものであり、その場合にも同様の作用効果を奏する。   In the above description, the friction damper 19 is used as the vibration damping means 18; however, an oil damper, a viscous damper, a viscoelastic damper, or the like may be used. Play.

さらに、前記の説明においては、トラス梁2の下弦材4と柱9のブラケット10との間に制振手段18を介装させたが、トラス梁2の上弦材3と柱9のブラケット10との間に制振手段18を介装させてもよいものであり、その場合にも同様の作用効果を奏する。   Furthermore, in the above description, the vibration damping means 18 is interposed between the lower chord member 4 of the truss beam 2 and the bracket 10 of the column 9, but the upper chord member 3 of the truss beam 2 and the bracket 10 of the column 9 The vibration damping means 18 may be interposed between the two, and in this case, the same effect can be obtained.

さらに、前記の説明においては、トラス梁2の構成を、つか材7、7間に2本の斜材8、8をV形状をなすようにそれぞれ設けた構成としたが、つか材7を省略した構成や、つか材7、7間に1本の斜材8を「/」形状に設ける構成も含めて、様々なトラス形状を採用してもよいものであり、それらの場合にも、前述したものと同様の作用効果を奏する。   Further, in the above description, the structure of the truss beam 2 is configured such that two diagonal members 8 and 8 are provided between the holding members 7 and 7 so as to form a V shape, but the holding member 7 is omitted. Various truss shapes may be adopted, including the configuration described above and a configuration in which one diagonal member 8 is provided in a “/” shape between the holding members 7, 7. The same effects as those obtained are achieved.

さらに、前記の説明においては、下弦材4とブラケット10との間に制振手段11を介装させる構成としたが、制振手段11の形状、方式によっては、ブラケット10ではなく、柱9との間に制振手段11を介装させてもよいものであり、その場合にも、前述したものと同様の作用効果を奏する。   Further, in the above description, the vibration damping means 11 is interposed between the lower chord member 4 and the bracket 10. However, depending on the shape and method of the vibration damping means 11, not the bracket 10 but the column 9 and The vibration damping means 11 may be interposed between the two, and in this case, the same effects as those described above can be obtained.

本発明による制振構造の一実施の形態を示した概略図であって、変形前の状態を示した説明図である。It is the schematic which showed one Embodiment of the damping structure by this invention, Comprising: It is explanatory drawing which showed the state before a deformation | transformation. 図1の制振構造の変形後の状態を示した説明図である。It is explanatory drawing which showed the state after the deformation | transformation of the damping structure of FIG. 制振手段の一例としての摩擦ダンパーを示した説明図である。It is explanatory drawing which showed the friction damper as an example of a damping means.

符号の説明Explanation of symbols

1 制振構造 2 トラス梁
3 上弦材 4 下弦材
5、11 ウエブ 6 トラス構造
7 つか材 8 斜材
9 柱 10 ブラケット
17 接合手段 18 制振手段
19 摩擦ダンパー 20 添板
21 摩擦板 22 滑動板
23 締結手段 24 高力ボルト
25 頭部 26 座金
27 ナット 28 皿ばね
DESCRIPTION OF SYMBOLS 1 Damping structure 2 Truss beam 3 Upper chord material 4 Lower chord material 5, 11 Web 6 Truss structure 7 Grading material 8 Diagonal material 9 Pillar 10 Bracket 17 Joining means 18 Damping means 19 Friction damper 20 Attachment plate 21 Friction plate 22 Sliding plate 23 Fastening means 24 High-strength bolt 25 Head 26 Washer 27 Nut 28 Belleville spring

Claims (2)

柱間にトラス梁を架設してなる建築物の制振構造であって、
前記トラス梁を構成する上弦材又は下弦材の何れか一方の端部と前記柱との間に制振手段を介装させ、該制振手段により前記トラス梁と柱との間に生じる水平方向への変位を利用して地震等の入力エネルギーを消散するように構成したことを特徴とする制振構造。
It is a building vibration control structure with truss beams installed between columns,
A vibration damping means is interposed between one of the ends of the upper chord member or the lower chord member constituting the truss beam and the column, and a horizontal direction generated between the truss beam and the column by the damping unit. Damping structure, which is configured to dissipate input energy such as earthquakes using displacement to the ground.
前記制振手段は、摩擦ダンパー、オイルダンパー、粘性ダンパー、又は粘弾性ダンパーであることを特徴とする請求項1に記載の制振構造。

The vibration damping structure according to claim 1, wherein the vibration damping means is a friction damper, an oil damper, a viscous damper, or a viscoelastic damper.

JP2004377769A 2004-12-27 2004-12-27 Response controlled structure Pending JP2006183324A (en)

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Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2008075314A (en) * 2006-09-20 2008-04-03 Takenaka Komuten Co Ltd Aseismic control structure of connected buildings
JP2008075318A (en) * 2006-09-20 2008-04-03 Takenaka Komuten Co Ltd Aseismic control structure of connected buildings
JP2009114701A (en) * 2007-11-05 2009-05-28 Shimizu Corp Bending control type vibration control structure
JP2009197501A (en) * 2008-02-22 2009-09-03 Shimizu Corp Vibration control structure for building
JP2014084714A (en) * 2012-10-24 2014-05-12 Fraunhofer Ges System for connecting first and second components to form bend-resistant frame corner
JP2019127800A (en) * 2018-01-26 2019-08-01 三井住友建設株式会社 Truss beam
JP2020118004A (en) * 2019-01-28 2020-08-06 三井住友建設株式会社 Truss beam
JP7426253B2 (en) 2020-02-18 2024-02-01 三井住友建設株式会社 truss beam

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH03199581A (en) * 1989-12-28 1991-08-30 Nippon Steel Corp Vibration suppressing device for building
JPH07300900A (en) * 1994-05-02 1995-11-14 Shimizu Corp Building having rigid frame structure

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH03199581A (en) * 1989-12-28 1991-08-30 Nippon Steel Corp Vibration suppressing device for building
JPH07300900A (en) * 1994-05-02 1995-11-14 Shimizu Corp Building having rigid frame structure

Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2008075314A (en) * 2006-09-20 2008-04-03 Takenaka Komuten Co Ltd Aseismic control structure of connected buildings
JP2008075318A (en) * 2006-09-20 2008-04-03 Takenaka Komuten Co Ltd Aseismic control structure of connected buildings
JP2009114701A (en) * 2007-11-05 2009-05-28 Shimizu Corp Bending control type vibration control structure
JP2009197501A (en) * 2008-02-22 2009-09-03 Shimizu Corp Vibration control structure for building
JP2014084714A (en) * 2012-10-24 2014-05-12 Fraunhofer Ges System for connecting first and second components to form bend-resistant frame corner
JP2019127800A (en) * 2018-01-26 2019-08-01 三井住友建設株式会社 Truss beam
JP7007937B2 (en) 2018-01-26 2022-01-25 三井住友建設株式会社 Truss beam
JP2020118004A (en) * 2019-01-28 2020-08-06 三井住友建設株式会社 Truss beam
JP7116400B2 (en) 2019-01-28 2022-08-10 三井住友建設株式会社 truss girder
JP7426253B2 (en) 2020-02-18 2024-02-01 三井住友建設株式会社 truss beam

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