JPH1113302A - Elastoplastic damper - Google Patents
Elastoplastic damperInfo
- Publication number
- JPH1113302A JPH1113302A JP16588397A JP16588397A JPH1113302A JP H1113302 A JPH1113302 A JP H1113302A JP 16588397 A JP16588397 A JP 16588397A JP 16588397 A JP16588397 A JP 16588397A JP H1113302 A JPH1113302 A JP H1113302A
- Authority
- JP
- Japan
- Prior art keywords
- stud
- anchor bolts
- elasto
- dampers
- elastoplastic
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】軸力が作用しない間柱に適用
する弾塑性ダンパーに関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an elastic-plastic damper applied to a stud on which no axial force acts.
【０００２】[0002]
【従来の技術及び発明が解決しようとする課題】近年様
々な制震装置が開発されているが、その中でも鋼製の弾
塑性ダンパーはエネルギの吸収量も大きく、コスト的に
も安価なので広く応用されている。2. Description of the Related Art In recent years, various vibration damping devices have been developed. Among them, a steel elasto-plastic damper has a large amount of energy absorption and is inexpensive, so that it is widely applied. Have been.
【０００３】特に間柱に応用される弾塑性ダンパーは、
既存の建築物にも容易に適用でき、間柱は軸力を負担し
ないため、構造的な強度を考慮する必要がなく、建築計
画にも影響を及ぼすことがないので広範に用いられてい
る。Elasto-plastic dampers particularly applied to studs are:
It is widely used because it can be easily applied to existing buildings and the studs do not bear the axial force, so there is no need to consider the structural strength and it does not affect the architectural planning.
【０００４】しかし従来の間柱用の弾塑性ダンパーは、
例えばＨ形鋼型或いはウエブ接合板型のように、主とし
てＨ形鋼の間柱の強軸方向に制震効果を発揮するように
設計されるものが多かった。However, conventional elastic-plastic dampers for studs are:
For example, many of them, such as an H-beam type or a web-joined plate type, have been designed so as to exert a vibration control effect mainly in the strong axis direction of the studs of the H-beam.
【０００５】図７はＨ形鋼型の弾塑性ダンパーを、Ｈ形
鋼の間柱に取着した図であり、図８はウエブ接合型の弾
塑性ダンパーを、Ｈ形鋼の間柱に取着した図である。FIG. 7 is a diagram in which an H-shaped steel type elasto-plastic damper is attached to an H-shaped steel stud. FIG. 8 is a diagram in which a web-joined type elasto-plastic damper is attached to an H-shaped steel stud. FIG.
【０００６】従って、これらの弾塑性ダンパーでは制震
効果に方向性があり、弱軸方向には制震効果を発揮しな
いのみならず、弱軸方向に大きな変形を生ずるような
力、即ち地震力を受けると弾塑性ダンパーとして早期
に、その機能を失うような劣化を生ずる。Accordingly, these elasto-plastic dampers have directionality in the vibration damping effect, not only exhibiting no vibration damping effect in the weak axis direction, but also a force causing large deformation in the weak axis direction, that is, a seismic force. When subjected to this, the elastic plastic damper is early deteriorated to lose its function.
【０００７】そこで本発明では、制震効果に方向性のな
い弾塑性ダンパーを提供する。Therefore, the present invention provides an elasto-plastic damper having no directivity in the vibration damping effect.
【０００８】[0008]
【課題を解決するための手段】鉛直荷重を負担しない間
柱に取着する弾塑性ダンパーであり、上部との間隔より
短い間柱の両端に、ベースプレートを設け、このベース
プレートと梁を少なくも４本以上のアンカーボルトで接
合する構造とする。The present invention is an elasto-plastic damper attached to a stud that does not bear a vertical load. Base plates are provided at both ends of a stud that is shorter than the distance from the upper part, and at least four or more base plates and beams are provided. The structure is to be joined with anchor bolts.
【０００９】[0009]
【発明の実施の形態】以下図面により、本発明の実施の
形態を説明する。Embodiments of the present invention will be described below with reference to the drawings.
【００１０】図１は、鉄骨構造の梁１の間の間柱２に本
発明の弾塑性ダンパーを適用した図である。３はアンカ
ーボルトが構成する本発明の弾塑性ダンパーである。FIG. 1 is a diagram in which an elastic-plastic damper of the present invention is applied to a stud 2 between beams 1 having a steel structure. Reference numeral 3 denotes an elasto-plastic damper of the present invention constituted by the anchor bolt.
【００１１】図２は、図１のＡ部（本発明の弾塑性ダン
パー部）の詳細図である。FIG. 2 is a detailed view of part A of FIG. 1 (the elasto-plastic damper of the present invention).
【００１２】間柱２の端部にベースプレート４を設け、
間柱２の長さｌを梁間の距離Ｌより短くとり、梁１に設
けたアンカーボルト５に、ナット６で間柱２を取着す
る。A base plate 4 is provided at an end of the stud 2,
The length 1 of the stud 2 is set shorter than the distance L between the beams, and the stud 2 is attached to an anchor bolt 5 provided on the beam 1 with a nut 6.
【００１３】この場合、アンカーボルト５の径ｄと、ア
ンカーボルト５の長さｈ及びアンカーボルト５の本数ｎ
によって、弾塑性ダンパー３の耐力と剛性は任意に設定
できる。またアンカーボルト５の本数ｎは、水平方向に
適切な剛性を有するように少なくも４本以上を使用する
ものとする。In this case, the diameter d of the anchor bolt 5, the length h of the anchor bolt 5, and the number n of the anchor bolts 5
Thereby, the proof stress and rigidity of the elastic-plastic damper 3 can be set arbitrarily. The number n of the anchor bolts 5 is at least four so as to have appropriate rigidity in the horizontal direction.
【００１４】図３は、鉄筋コンクリート造の梁１’に、
本発明の弾塑性ダンパー３を適用した図であり、図４は
図３のＢ部（本発明の弾塑性ダンパー部）の詳細図であ
る。FIG. 3 shows a reinforced concrete beam 1 ′
FIG. 4 is a diagram to which the elasto-plastic damper 3 of the present invention is applied, and FIG. 4 is a detailed view of a portion B (the elasto-plastic damper of the present invention) in FIG.
【００１５】図５は、図１のＣ断面であり、この例では
間柱２は円形断面であるが間柱２の断面形状は限定しな
い。またアンカーボルト５も４本に限定するものではな
い。FIG. 5 shows a cross section C of FIG. 1. In this example, the stud 2 has a circular cross section, but the cross sectional shape of the stud 2 is not limited. Also, the number of the anchor bolts 5 is not limited to four.
【００１６】また図６は、層間変形を起こして間柱が軸
と直角方向に回転変形した場合の、状態を示す図であ
り、この様な場合も弾塑性ダンパーが伸縮して振動エネ
ルギを吸収し得ることを示している。FIG. 6 is a view showing a state in which the stud is rotationally deformed in a direction perpendicular to the axis due to interlayer deformation. In such a case, the elasto-plastic damper expands and contracts to absorb vibration energy. It shows that you get.
【００１７】[0017]
【発明の効果】この発明は以上のような構成からなり、
その効果は次の通りである。The present invention has the above-described configuration,
The effect is as follows.
【００１８】地震力を受けると、上下の層で層間変形
を生じ弾塑性ダンパーであるアンカーボルトが軸変形し
てエネルギを吸収する。When subjected to seismic force, interlayer deformation occurs between the upper and lower layers, and the anchor bolts, which are elasto-plastic dampers, are axially deformed to absorb energy.
【００１９】Ｈ形鋼型の弾塑性ダンパーやウエブ接合
板型弾塑性ダンパーのように、方向性がない。従ってい
ずれの方向の水平地震力も吸収できる。Unlike the H-shaped steel-type elasto-plastic damper and the web-jointed plate-type elasto-plastic damper, there is no directionality. Therefore, horizontal seismic force in any direction can be absorbed.
【００２０】また間柱が軸と直角方向に回転変形を起
こしても、弾塑性ダンパーであるアンカーボルトが軸方
向に伸び縮みしてエネルギを吸収するため、あらゆる方
向の変形にたいしても制震効果を発揮することになる。Even if the studs are rotated and deformed in a direction perpendicular to the axis, the anchor bolts, which are elasto-plastic dampers, expand and contract in the axial direction to absorb energy. Will do.
【００２１】鉄骨構造、鉄筋コンクリート構造、鉄骨
鉄筋コンクリート造何れにも適用可能である。The present invention can be applied to any of a steel structure, a reinforced concrete structure, and a steel reinforced concrete structure.
【００２２】弾塑性ダンパーであるアンカーボルトの
径、長さを変更することにより、耐力、剛性を任意に設
定できる。By changing the diameter and length of the anchor bolt, which is an elastic-plastic damper, the proof strength and rigidity can be arbitrarily set.
【００２３】既存の建築物に適用することも容易であ
る。It is easy to apply to an existing building.
【００２４】たとえ地震によって、弾塑性ダンパーが
塑性変形を生じた後も、ボルトを取り外して交換するこ
とができ、保守が容易である。Even if the elasto-plastic damper undergoes plastic deformation due to an earthquake, the bolt can be removed and replaced, and maintenance is easy.
【図１】鉄骨構造の梁１の間の間柱２に本発明の弾塑性
ダンパーを適用した図である。FIG. 1 is a diagram in which an elastic-plastic damper of the present invention is applied to a stud 2 between beams 1 having a steel structure.
【図２】図１のＡ部（本発明の弾塑性ダンパー部）の詳
細図である。FIG. 2 is a detailed view of a portion A in FIG. 1 (an elasto-plastic damper portion of the present invention).
【図３】鉄筋コンクリート造の梁１’に、本発明の弾塑
性ダンパー３を適用した図である。FIG. 3 is a diagram in which an elastic-plastic damper 3 of the present invention is applied to a reinforced concrete beam 1 '.
【図４】図３のＢ部（本発明の弾塑性ダンパー部）の詳
細図である。FIG. 4 is a detailed view of a portion B (elastic-plastic damper portion of the present invention) in FIG. 3;
【図５】図１のＣ断面である。FIG. 5 is a C section of FIG. 1;
【図６】層間変形を起こして間柱が軸と直角方向に回転
変形した場合の、状態を示す図である。FIG. 6 is a diagram showing a state in which the stud is rotationally deformed in a direction perpendicular to the axis due to interlayer deformation.
【図７】Ｈ形鋼型の弾塑性ダンパーを、Ｈ形鋼の間柱に
取着した図である。FIG. 7 is a diagram in which an H-shaped steel type elastic-plastic damper is attached to a stud of an H-shaped steel.
【図８】ウエブ接合型の弾塑性ダンパーを、Ｈ形鋼の間
柱に取着した図である。FIG. 8 is a diagram in which a web-joint type elastic-plastic damper is attached to a stud of an H-section steel.
１……鉄骨梁、１’……鉄筋コンクリート梁、２……間
柱、３……本発明の弾塑性ダンパー、４……ベースプレ
ート、５……アンカーボルト、６……Ｈ形鋼型の弾塑性
ダンパー、７……ウエブ接合型の弾塑性ダンパーDESCRIPTION OF SYMBOLS 1 ... Steel beam, 1 '... Reinforced concrete beam, 2 ... Stud, 3 ... Elasto-plastic damper of the present invention, 4 ... Base plate, 5 ... Anchor bolt, 6 ... H-shaped steel type elasto-plastic damper , 7 ... Web-joint type elasto-plastic damper
Claims (1)
下部梁の間隔より短くし、端部にベースプレートを設
け、該ベースプレートと梁を４本以上のアンカーボルト
で接合してなることを特徴とする弾塑性ダンパー。1. An elastic-plastic damper, wherein a stud is shorter than a distance between an upper beam and a lower beam, a base plate is provided at an end, and the base plate and the beam are joined by four or more anchor bolts. Elasto-plastic damper.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16588397A JPH1113302A (en) | 1997-06-23 | 1997-06-23 | Elastoplastic damper |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16588397A JPH1113302A (en) | 1997-06-23 | 1997-06-23 | Elastoplastic damper |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH1113302A true JPH1113302A (en) | 1999-01-19 |
Family
ID=15820797
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP16588397A Pending JPH1113302A (en) | 1997-06-23 | 1997-06-23 | Elastoplastic damper |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH1113302A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000213062A (en) * | 1999-01-25 | 2000-08-02 | Mitsui Constr Co Ltd | Aseismatic construction structure |
| JP2000297471A (en) * | 1999-04-13 | 2000-10-24 | Shimizu Corp | Supporting structure of column base section and earthquake-resisting building |
| JP2002004422A (en) * | 2000-06-22 | 2002-01-09 | Takenaka Komuten Co Ltd | Earthquake control structure for column base |
| JP2006233444A (en) * | 2005-02-22 | 2006-09-07 | Hitachi Metals Techno Ltd | Seismic response control column base structure and seismic response control structure using this structure |
| JP2018127862A (en) * | 2017-02-10 | 2018-08-16 | 株式会社熊谷組 | Structure of column |
-
1997
- 1997-06-23 JP JP16588397A patent/JPH1113302A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000213062A (en) * | 1999-01-25 | 2000-08-02 | Mitsui Constr Co Ltd | Aseismatic construction structure |
| JP2000297471A (en) * | 1999-04-13 | 2000-10-24 | Shimizu Corp | Supporting structure of column base section and earthquake-resisting building |
| JP2002004422A (en) * | 2000-06-22 | 2002-01-09 | Takenaka Komuten Co Ltd | Earthquake control structure for column base |
| JP4546619B2 (en) * | 2000-06-22 | 2010-09-15 | 株式会社竹中工務店 | Column base damping structure |
| JP2006233444A (en) * | 2005-02-22 | 2006-09-07 | Hitachi Metals Techno Ltd | Seismic response control column base structure and seismic response control structure using this structure |
| JP2018127862A (en) * | 2017-02-10 | 2018-08-16 | 株式会社熊谷組 | Structure of column |
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