JP6092088B2 - Steel bellows type damper - Google Patents

Steel bellows type damper Download PDF

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JP6092088B2
JP6092088B2 JP2013264892A JP2013264892A JP6092088B2 JP 6092088 B2 JP6092088 B2 JP 6092088B2 JP 2013264892 A JP2013264892 A JP 2013264892A JP 2013264892 A JP2013264892 A JP 2013264892A JP 6092088 B2 JP6092088 B2 JP 6092088B2
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flat plate
plate portion
bellows
steel
type damper
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JP2015121035A (en
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洋 頭井
洋 頭井
賢太郎 田中
賢太郎 田中
政秀 松村
政秀 松村
大 佐合
大 佐合
吉田　雅彦
雅彦 吉田
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Osaka City University
Josho Gakuen Educational Foundation
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Description

この発明は、鋼製ベローズ型ダンパーに関し、より詳細には２つの構造物間を連結して、これら２つの構造物間に生じる相対変位を抑制するためのダンパーに関する。   The present invention relates to a steel bellows type damper, and more particularly to a damper for connecting two structures and suppressing a relative displacement generated between the two structures.

兵庫県南部地震以来、新設橋梁においては橋脚の耐震性能が高められ、さらに落橋防止システムの適用、反力分散構造や免震構造の採用などが図られている。一方、既設橋梁においても、下部構造の補強や支承取り替え及び落橋防止システムの付加などの耐震補強工事が実施されている。しかし、既設橋梁の場合は、施工条件が困難である場合や既設構造の耐力や遊間が不足する場合なども多く、補強工事はいまだに完了していない。   Since the Hyogoken-Nanbu Earthquake, the piers have been improved in seismic performance in the newly built bridges, and the use of a fall prevention system, reaction force dispersion structure and seismic isolation structure has been promoted. On the other hand, the existing bridges are also undergoing seismic reinforcement work such as reinforcement of the substructure, replacement of bearings and addition of a fall prevention system. However, in the case of existing bridges, there are many cases where the construction conditions are difficult or the proof stress and free space of the existing structure are insufficient, and the reinforcement work has not yet been completed.

このような状況において、近年、制震ダンパーを用いた既設橋梁の耐震補強が多く実施されている。制震ダンパーは種々のものが提案・開発されているが、金属の弾塑性履歴エネルギー吸収機構を利用した履歴型ダンパーとして鋼製ベローズが知られ、その研究がなされ（非特許文献１参照）あるいはその適用例が提案されている（特許文献１，２参照）。   Under such circumstances, in recent years, many seismic reinforcement of existing bridges using damping dampers has been carried out. Various damping dampers have been proposed and developed. Steel bellows is known as a hysteresis damper using a metal elastic-plastic hysteresis energy absorption mechanism, and its research has been conducted (see Non-Patent Document 1) or Application examples thereof have been proposed (see Patent Documents 1 and 2).

図９は、この鋼製ベローズ型ダンパーを示す平面図である。従来の鋼製ベローズ型ダンパー５０は、湾曲板部５１と、この湾曲板部５１の両端から外側に曲げ形成された１対の平板部５２、５２とを有している。平板部５２、５２は構造物への取付部であり、ボルトの挿入穴５３が設けられている。   FIG. 9 is a plan view showing the steel bellows type damper. The conventional steel bellows-type damper 50 includes a curved plate portion 51 and a pair of flat plate portions 52 and 52 that are bent outward from both ends of the curved plate portion 51. The flat plate portions 52 and 52 are attachment portions to the structure, and are provided with bolt insertion holes 53.

したがって、鋼製ベローズ型ダンパー５０は図９から理解されるように、湾曲板部５１による曲げ半径が大きい曲げ部と、湾曲板部５１と平板部５２、５２との境界部５４、５４による曲げ半径が小さい曲げ部との２種の曲げ部を有していることになる。   Therefore, as can be understood from FIG. 9, the steel bellows type damper 50 is bent by a bending portion having a large bending radius by the curved plate portion 51 and by boundary portions 54 and 54 between the curved plate portion 51 and the flat plate portions 52 and 52. It has two kinds of bending parts with a bending part with a small radius.

この発明の発明者らは、上記のような従来の鋼製ベローズ型ダンパー５０について、繰り返し載荷試験を行ったところ境界部５４、５４より疲労破断することを見出した。境界部５４、５４は曲げ半径が小さく加工硬化の影響があり、さらに湾曲板部５１に比べて境界部５４、５４のひずみが大きく、このことが従来の鋼製ベローズ型ダンパーに低サイクル疲労耐久性の点で問題を与えている。   The inventors of the present invention have found that the conventional steel bellows type damper 50 as described above undergoes fatigue fracture from the boundary portions 54 and 54 when a repeated loading test is performed. The boundary portions 54 and 54 have a small bending radius and are affected by work hardening. Further, the boundary portions 54 and 54 have a larger strain than the curved plate portion 51, which is a low cycle fatigue durability of the conventional steel bellows type damper. It gives a problem in terms of sex.

その他、この発明に関連する先行技術文献として特許文献３，４を挙げることができる。これらの文献には、湾曲板部と１対の平板部とからなるＵ字形の免震ダンパーが開示されている。しかしながら、これらの文献に開示のダンパーは、いずれも平板部が平行を保ったまま互いに逆方向に変位することにより、湾曲板部に弾塑性変形を与えるものであり、この発明による鋼製ベローズ型ダンパーとは変形の態様が異なる。   In addition, Patent Documents 3 and 4 can be cited as prior art documents related to the present invention. These documents disclose a U-shaped seismic isolation damper composed of a curved plate portion and a pair of flat plate portions. However, the dampers disclosed in these documents all give elastic-plastic deformation to the curved plate portion by displacing the flat plate portions in the opposite directions while keeping the parallelism, and the steel bellows type according to the present invention. The mode of deformation is different from the damper.

頭井洋、外４名，「桁制震装置の桁温度伸縮に対するー設計法と最大応答変位予測法」，鋼構造論文集，一般社団法人日本鋼構造協会，Vol.19,No.75,PP.41-53,2012.9Hiroshi Tomoi and 4 others, “Design method and maximum response displacement prediction method for girder temperature expansion and contraction of girder control system”, Steel Structure Papers, Japan Steel Structure Association, Vol.19, No.75, PP.41-53,2012.9

特開２００１ー４０６１６号公報Japanese Patent Laid-Open No. 2001-40616 特開２００９ー２３５８４７号公報JP 2009-235847 A 特許第３５３３１１０号公報Japanese Patent No. 3533110 特開２００４−２７８２０５号公報JP 2004-278205 A

この発明は上記のような技術的背景に基づいてなされたものであって、次の目的を達成するものである。
この発明の目的は、低サイクル疲労耐久性を向上させることができる鋼製ベローズ型ダンパーを提供することにある。 The present invention has been made based on the technical background as described above, and achieves the following object.
An object of the present invention is to provide a steel bellows type damper capable of improving low cycle fatigue durability.

この発明は上記課題を達成するために、次のような手段を採用している。
すなわち、この発明は、２つの構造物間を連結して、これら２つの構造物間に生じる相対変位を抑制するための鋼製ベローズ型ダンパーであって、
湾曲板部と、この湾曲板部の両端から互いに略平行となるように延びる１対の平板部とを有し、前記構造物に作用する外力により前記平板部が互いに接近及び離間するように弾塑性変形する本体と、
前記各平板部の外面に添接される添接部と、この添接部に略直角に設けられ前記構造物に取り付けられる取付部とを有する断面Ｌ字形のブラケットとからなることを特徴とする鋼製ベローズ型ダンパーにある。 The present invention employs the following means in order to achieve the above object.
That is, this invention is a steel bellows type damper for connecting two structures and suppressing relative displacement generated between these two structures,
It has a curved plate portion and a pair of flat plate portions extending from both ends of the curved plate portion so as to be substantially parallel to each other, and the elastic force is applied so that the flat plate portions approach and separate from each other by an external force acting on the structure. A plastically deformable body;
It is characterized by comprising a bracket having an L-shaped section having an attachment portion attached to the outer surface of each flat plate portion and an attachment portion provided at a substantially right angle to the attachment portion and attached to the structure. It is in a steel bellows type damper.

上記鋼製ベローズ型ダンパーにおいて、前記平板部は剛性急変を緩和する手段を有している構成を採用することができる。前記剛性急変緩和手段は、例えば、平板部の内面及び外面の少なくとも一方に設けられ、前記添接部との重なり合い部端を越えて前記湾曲板部側に延びるプレートからなる。   In the steel bellows type damper, a configuration in which the flat plate portion has means for mitigating sudden rigidity change can be employed. The rigid sudden change mitigating means is formed of, for example, a plate that is provided on at least one of the inner surface and the outer surface of the flat plate portion and extends to the curved plate portion side beyond the end of the overlapping portion with the contact portion.

前記剛性急変緩和手段は、あるいは、前記平板部と前記添接部との重なり合い部において前記平板部の板厚を前記本体の内方側及び外方側の少なくとも一方側に増大させた厚肉部と、前記湾曲板部と前記平板部との境界から前記厚肉部にかけて形成されたテーパ部とからなる。前記剛性急変緩和手段は、あるいは、前記平板部の幅を湾曲板部の幅よりも大きくすることである。   The rigid sudden change mitigating means, or a thick portion in which the plate thickness of the flat plate portion is increased to at least one of the inner side and the outer side of the main body at the overlapping portion of the flat plate portion and the contact portion. And a taper portion formed from the boundary between the curved plate portion and the flat plate portion to the thick portion. The rigid sudden change mitigation means is to make the width of the flat plate portion larger than the width of the curved plate portion.

この発明によれば、地震時の繰り返し変形により生じる最大ひずみの位置が、従来のベローズにおける曲げ半径が小さい曲げ部から、曲げ加工の影響を受けない本体の平板部に移動するため、低サイクル疲労耐久性の向上を期待できる。   According to the present invention, the position of the maximum strain caused by repeated deformation at the time of an earthquake moves from the bending portion having a small bending radius in the conventional bellows to the flat plate portion of the main body that is not affected by the bending process. Expected to improve durability.

この発明による鋼製ベローズ型ダンパーの実施形態を示す平面図である。It is a top view which shows embodiment of the steel bellows type damper by this invention. 同実施形態の正面図である。It is a front view of the embodiment. 同実施形態の橋梁への適用例を示す正面図である。It is a front view which shows the example of application to the bridge of the embodiment. 従来のベローズ（ａ）及び本発明によるベローズ（ｂ）に、それぞれ圧縮変形を加えた場合に生じる、ＦＥＭ解析によるひずみ分布を示す図である。It is a figure which shows the distortion distribution by FEM analysis which arises when compressive deformation is added to the conventional bellows (a) and the bellows (b) by this invention, respectively. インナープレートが無いベローズ（ａ）及びインナープレートが有るベローズ（ｂ）に、それぞれ引張変形を加えた場合に生じる、ＦＥＭ解析によるひずみ分布を示す図である。It is a figure which shows the strain distribution by FEM analysis which arises when each of the bellows (a) without an inner plate and the bellows (b) with an inner plate are subjected to tensile deformation. 剛性急変緩和手段の別の実施形態を示す平面図である。It is a top view which shows another embodiment of a rigid sudden change mitigation means. 剛性急変緩和手段のさらに別の実施形態を示す側面図である。It is a side view which shows another embodiment of a rigid sudden change mitigation means. 剛性急変緩和手段のさらに別の実施形態を示す側面図である。It is a side view which shows another embodiment of a rigid sudden change mitigation means. 従来の鋼製ベローズ型ダンパーを示す平面図である。It is a top view which shows the conventional steel bellows type dampers.

この発明の実施形態を図面を参照しながら以下に説明する。図１は、この発明による鋼製ベローズ型ダンパー（以下、単にベローズという）の実施形態を示す平面図であり、図２は同実施形態の正面図である。ベローズ１は、通常、２つが対になって２つの構造物１０、１０間に設置される。各ベローズ１は本体２と１対のブラケット３、３とで構成されている。各ベローズ１の一方のブラケット３、３が一方の構造物１０を挟むように取り付けられ、他方のブラケット３、３が他方の構造物１０を挟むように取り付けられる。   Embodiments of the present invention will be described below with reference to the drawings. FIG. 1 is a plan view showing an embodiment of a steel bellows type damper (hereinafter simply referred to as a bellows) according to the present invention, and FIG. 2 is a front view of the embodiment. The bellows 1 is usually installed between two structures 10 and 10 in pairs. Each bellows 1 includes a main body 2 and a pair of brackets 3 and 3. One bracket 3, 3 of each bellows 1 is attached so as to sandwich one structure 10, and the other bracket 3, 3 is attached so as to sandwich the other structure 10.

ベローズ１の本体２は湾曲板部４と、その両端４ａ、４ａから互いに平行となるように延びる１対の平板部５、５とからなり、全体としてＵ字形を呈している。湾曲板部４は略半円筒形に形成され、Ｃは曲げ中心を示している。１対のブラケット３、３は平板部５、５の外側にそれぞれ設けられる。   The main body 2 of the bellows 1 includes a curved plate portion 4 and a pair of flat plate portions 5 and 5 extending so as to be parallel to each other from both ends 4a and 4a thereof, and has a U-shape as a whole. The curved plate portion 4 is formed in a substantially semi-cylindrical shape, and C indicates a bending center. The pair of brackets 3 and 3 are provided outside the flat plate portions 5 and 5, respectively.

各ブラケット３は、平板部５の外面に添接される添接部６と、この添接部６に略直角に設けられた構造物１０への取付部７とを有し、全体として断面Ｌ字形を呈している。これら添接部６と取付部７との間には複数のリブ８が適宜間隔を置いて配置され、これらの添接部６、取付部７及びリブ８は鋳造により一体化された鋳鋼品である。ブラケット３は、添接部６が平板部５にボルト１１及びこれに螺着されるナットによって接合されことによって本体２に取り付けられるが、溶接によって添接部６を平板部５に接合するようにしてもよい。   Each bracket 3 has an attachment portion 6 attached to the outer surface of the flat plate portion 5 and an attachment portion 7 to the structure 10 provided substantially perpendicular to the attachment portion 6. It has a letter shape. A plurality of ribs 8 are arranged at appropriate intervals between the attachment portion 6 and the attachment portion 7, and the attachment portion 6, the attachment portion 7 and the rib 8 are cast steel products integrated by casting. is there. The bracket 3 is attached to the main body 2 by joining the attachment portion 6 to the flat plate portion 5 with bolts 11 and nuts screwed to the flat plate portion 5. However, the attachment portion 6 is joined to the flat plate portion 5 by welding. May be.

平板部５の内面にはインナープレート１２が前記したボルト１１及びナットによって接合されている。このインナープレート１２は、湾曲板部４及び平板部５からなる本体２の厚み（例えば22mm）の1/2の厚みで、平板部５から添接部６との重なり合い部端を越えて湾曲板部４側に延びている。したがって、インナープレート１２の湾曲板部４側の端縁はＲ加工されている。   The inner plate 12 is joined to the inner surface of the flat plate portion 5 by the bolt 11 and the nut described above. The inner plate 12 has a thickness that is ½ of the thickness (for example, 22 mm) of the main body 2 composed of the curved plate portion 4 and the flat plate portion 5, and extends beyond the overlapping portion end from the flat plate portion 5 to the attachment portion 6. It extends to the part 4 side. Therefore, the edge of the inner plate 12 on the curved plate portion 4 side is R-processed.

ここで、インナープレート１２の厚みを本体２の厚みの1/2としたのは、次の理由による。すなわち、本体２の厚みを22mmとしてインナープレートの厚みを9mm,11mm,13mmと変化させ、それぞれの場合についてベローズに引張変形を与えたときのひずみ値ををＦＥＭ解析によって測定した。その結果、最大ひずみの減少率はインナープレートの厚みを9mmから11mmと変化させた場合が8%、11mmから13mmと変化させた場合が3%となり、インナープレートの厚みを本体の厚み22mmの1/2とすることが最大ひずみ減少の点から最も効果があることが判明したからである。   Here, the reason why the thickness of the inner plate 12 is set to ½ of the thickness of the main body 2 is as follows. That is, the thickness of the main body 2 was changed to 22 mm, the thickness of the inner plate was changed to 9 mm, 11 mm, and 13 mm, and the strain value when tensile deformation was given to the bellows in each case was measured by FEM analysis. As a result, the maximum strain reduction rate was 8% when the inner plate thickness was changed from 9 mm to 11 mm, and 3% when the inner plate thickness was changed from 11 mm to 13 mm. This is because / 2 has been found to be most effective in terms of reduction of maximum strain.

次に、上記ベローズ１の使用形態について説明する。図３に示すように、ベローズ１は例えば橋脚１５上に支承１６を介して設置される２つの鋼桁１７、１７を連結するために用いられる。鋼桁１７、１７のウェブ１０が図１に示した構造物１０に相当する。鋼桁１７、１７間には温度変化による鋼桁１７、１７の伸縮を吸収するための遊間１８が設けられている。ベローズ１は、この遊間１８を跨ぐように鋼桁１７、１７間に設置される。   Next, the usage pattern of the bellows 1 will be described. As shown in FIG. 3, the bellows 1 is used, for example, to connect two steel girders 17 and 17 installed on a bridge pier 15 via a support 16. The web 10 of the steel girders 17 and 17 corresponds to the structure 10 shown in FIG. A gap 18 is provided between the steel girders 17 and 17 to absorb the expansion and contraction of the steel girders 17 and 17 due to temperature changes. The bellows 1 is installed between the steel beams 17 and 17 so as to straddle the gap 18.

ベローズ１は前述のように２つが対になって用いられ、各ベローズ１の一方のブラケット３、３が一方の鋼桁１７のウェブ１０を挟むように取り付けられ、他方のブラケット３、３が他方の鋼桁１７のウェブ１０を挟むように取り付けられる。図２に示すように、ブラケット３の取付部７には複数のボルト孔１３が形成され、これらのボルト孔１３に挿入されてウェブ１０を貫通するボルト１４及びこれに螺着されるナットにより、ベローズ１、１がウェブ１０、１０に固定される。   As described above, the bellows 1 is used in a pair, and one bracket 3, 3 of each bellows 1 is attached so as to sandwich the web 10 of one steel girder 17, and the other bracket 3, 3 is the other It attaches so that the web 10 of the steel girder 17 may be pinched | interposed. As shown in FIG. 2, a plurality of bolt holes 13 are formed in the mounting portion 7 of the bracket 3, and bolts 14 inserted into these bolt holes 13 and penetrating the web 10 and nuts screwed to the bolts 10 are provided. Bellows 1 and 1 are fixed to the webs 10 and 10.

上記のようなベローズ１によれば、地震時において構造物である鋼桁１０、１０に橋軸方向の外力が作用すると、本体２は平板部５、５が互いに接近（圧縮）及び離間（引張）するように弾塑性変形する。これにより、鋼桁１７、１７間の相対変位が抑制されて桁端衝突や鋼桁の落下が回避されるとともに、橋脚１５に作用する地震力を低減させる効果を期待できる。そして、地震時の繰り返し変形により生じる最大ひずみの位置が、従来のベローズにおける曲げ半径が小さい曲げ部５４（図９参照）から、曲げ加工の影響を受けない平板部５に移動するため、低サイクル疲労耐久性の向上を期待できる。   According to the bellows 1 as described above, when an external force in the direction of the bridge axis acts on the steel girders 10 and 10 that are structures during an earthquake, the main body 2 has the flat plate portions 5 and 5 approaching (compressing) and separating (tensile) from each other. ) Elasto-plastic deformation. As a result, the relative displacement between the steel girders 17 and 17 is suppressed to avoid the collision of the girder ends and the falling of the steel girder, and the effect of reducing the seismic force acting on the pier 15 can be expected. Since the position of the maximum strain caused by repeated deformation at the time of earthquake moves from the bending portion 54 (see FIG. 9) having a small bending radius in the conventional bellows to the flat plate portion 5 that is not affected by bending, a low cycle is achieved. Improvement in fatigue durability can be expected.

図４は、従来のベローズ（ａ）及び本発明によるベローズ（ｂ）に、それぞれ７２ｍｍの圧縮変形を加えた場合に生じる、ＦＥＭ解析によるひずみ分布を示している。図においてひずみ分布の濃淡はひずみの大きさに対応し、黒色の度合いが大きいほどひずみが大きいことを示している。このＦＥＭ解析の結果からも従来のベローズでは、最大ひずみが曲げ半径の小さい曲げ部に生じていたが、本発明では平板部に移動していることが理解される。   FIG. 4 shows strain distribution by FEM analysis that occurs when compressive deformation of 72 mm is applied to the conventional bellows (a) and the bellows (b) according to the present invention, respectively. In the figure, the intensity of the strain distribution corresponds to the magnitude of the strain, and the greater the degree of black, the greater the strain. From the results of this FEM analysis, it is understood that in the conventional bellows, the maximum strain is generated in the bent portion having a small bending radius, but in the present invention, it is moved to the flat plate portion.

その一方、この発明によるベローズ１の場合、繰り返し変形により生じる最大ひずみの位置がボルト接合部である平板部５に移動する結果、疲労破断が平板部５と添接部６との重なり合いがなくなって板厚が急変する部分、すなわち剛性が急変する部分に生じてしまう。しかしながら、この発明では平板部５の内側に添接部６との重なり合い部端を越えて湾曲板部４側に延びるインナープレート１２を設けたので、板厚の急変（剛性の急変）に伴う応力集中を緩和させることができ、低サイクル疲労耐久性を向上させることができる。   On the other hand, in the case of the bellows 1 according to the present invention, the position of the maximum strain caused by repeated deformation moves to the flat plate portion 5 which is the bolt joint portion, and as a result, the fatigue fracture does not overlap the flat plate portion 5 and the attachment portion 6. This occurs in a portion where the plate thickness changes suddenly, that is, a portion where the stiffness changes suddenly. However, in the present invention, since the inner plate 12 is provided on the inner side of the flat plate portion 5 so as to extend over the end of the overlapping portion with the contact portion 6 and extend toward the curved plate portion 4 side, stress due to sudden change in plate thickness (rapid change in rigidity) Concentration can be relaxed and low cycle fatigue durability can be improved.

図５は、インナープレートが無いベローズ（ａ）及びインナープレートが有るベローズ（ｂ）に、それぞれ７２ｍｍの引張変形を加えた場合に生じる、ＦＥＭ解析によるひずみ分布を示す図である。インナープレートが有る場合には、無い場合に比べてひずみ分布が拡がり、最大ひずみがプラス側及びマイナス側ともに30%減少するという結果が得られた。   FIG. 5 is a diagram showing a strain distribution by FEM analysis that occurs when 72 mm of tensile deformation is applied to the bellows (a) without the inner plate and the bellows (b) with the inner plate, respectively. The results show that the strain distribution is wider when the inner plate is present and the maximum strain is reduced by 30% on both the positive and negative sides compared to the case without the inner plate.

ところで、橋梁用鋼材の冷間曲げ加工を行う場合、内側半径は板厚の１５倍以上とするのが望ましいとされているが、シャルピー衝撃試験結果の吸収エネルギーが200J以上であって、かつ所定の鋼種を使用すれば、冷間曲げ加工の内側半径を板厚の５倍以上とすることができるとされている。したがって、この発明によれば、湾曲板部４のみの曲げ加工で済むため、上記の条件を満たす鋼材を使用することにより、板厚の５倍以上の曲げ半径としたベローズの製作が可能となる。   By the way, when performing cold bending of steel for bridges, it is desirable that the inner radius is 15 times or more of the plate thickness. However, the absorbed energy of the Charpy impact test result is 200 J or more, and a predetermined value. It is said that the inner radius of cold bending can be made 5 times or more the plate thickness. Therefore, according to the present invention, only the bending plate portion 4 needs to be bent. Therefore, by using a steel material that satisfies the above conditions, it is possible to manufacture a bellows having a bending radius of 5 times or more the plate thickness. .

上記実施形態では、本体４の剛性急変を緩和する手段として、平板部５の内面にインナープレート１２を設けたが、剛性急変を緩和するためのプレートは図６に示すように、平板部５の外面にアウタープレート２２として設けるようにしてもよい。また、このようなプレートは、平板部５の内面及び外面の双方にインナープレート１２及びアウタープレート２２として設けるようにしてもよい。   In the above-described embodiment, the inner plate 12 is provided on the inner surface of the flat plate portion 5 as means for reducing the sudden change in rigidity of the main body 4. However, as shown in FIG. The outer plate 22 may be provided on the outer surface. Further, such a plate may be provided as the inner plate 12 and the outer plate 22 on both the inner surface and the outer surface of the flat plate portion 5.

剛性急変緩和手段は、上記プレートに限らず、種々の形態を採りうる。図７は、本体４の剛性急変緩和手段の別の実施形態を示している。この実施形態では、本体２の平板部５は、ブラケット３の添接部６との重なり合い部において、板厚を本体２の内方側（図７（ａ））又は外方側（同図（ｂ）に向けて増大させて、湾曲板部４よりも板厚を厚くした厚肉部５ａを有している。そして、平板部５と湾曲板部４との境界４ａから厚肉部５ａにかけては、板厚が徐々に大きくなるテーパ部５ｂが形成されている。これにより、本体２の板厚の急変、すなわち剛性の急変が緩和される。厚肉部５ａは、平板部５の板厚を本体２の内方側及び外方側の双方側に増大させることにより形成してもよい。   The sudden stiffness change mitigating means is not limited to the above plate, and can take various forms. FIG. 7 shows another embodiment of the rigidity sudden change mitigation means of the main body 4. In this embodiment, the flat plate portion 5 of the main body 2 has a thickness of the inner side (FIG. 7A) or the outer side (FIG. b) a thick portion 5a having a thickness greater than that of the curved plate portion 4. The boundary 4a between the flat plate portion 5 and the curved plate portion 4 extends to the thick portion 5a. Is formed with a taper portion 5b that gradually increases in thickness, whereby a sudden change in the plate thickness of the main body 2, that is, a sudden change in rigidity is alleviated. May be formed on both the inner side and the outer side of the main body 2.

図８は、剛性急変緩和手段の別の実施形態を示している。この実施形態では、平板部５の幅が湾曲板部４との境界４ａから徐々に大きくなっている。このような実施形態によっても本体２の剛性の急変を緩和することができる。   FIG. 8 shows another embodiment of the stiffness sudden change mitigation means. In this embodiment, the width of the flat plate portion 5 gradually increases from the boundary 4 a with the curved plate portion 4. Such an embodiment can also alleviate a sudden change in the rigidity of the main body 2.

上記実施形態は例示にすぎず、この発明は種々の態様を採ることができる。例えば、上記実施形態では、ブラケット３が添接部６、取付部７及びリブ８を鋳造により一体成形した鋳鋼品からなるが、これらブラケット３を構成する各部材６、７、８を溶接により一体化するようにしてもよい。   The above embodiment is merely an example, and the present invention can take various aspects. For example, in the above-described embodiment, the bracket 3 is made of a cast steel product in which the attachment portion 6, the attachment portion 7, and the rib 8 are integrally formed by casting. The members 6, 7, and 8 constituting the bracket 3 are integrated by welding. You may make it make it.

１ 鋼製ベローズ型ダンパー
２ 本体
３ ブラケット
４ 湾曲板部
４ａ 湾曲板部の端（湾曲板部と平板部との境界）
５ 平板部
６ 添接部
７ 取付部
８ リブ
１０ 構造物（ウェブ）
１１ ボルト
１２ インナープレート
１４ ボルト
１５ 橋脚
１７ 鋼桁 DESCRIPTION OF SYMBOLS 1 Steel bellows type damper 2 Main body 3 Bracket 4 Curved plate part 4a End of curved plate part (boundary between curved plate part and flat plate part)
5 flat plate part 6 attachment part 7 mounting part 8 rib 10 structure (web)
11 bolt 12 inner plate 14 bolt 15 pier 17 steel girder

Claims (1)

２つの構造物間を連結して、これら２つの構造物間に生じる相対変位を抑制するための鋼製ベローズ型ダンパーであって、
湾曲板部と、この湾曲板部の両端から互いに略平行となるように延びる１対の平板部とを有し、前記構造物に作用する外力により前記平板部が互いに接近及び離間するように弾塑性変形する本体と、
前記各平板部の外面に添接される添接部と、この添接部に略直角に設けられ前記構造物に取り付けられる取付部とを有する断面Ｌ字形のブラケットとからなり、
前記平板部は、該平板部の内面及び外面の少なくとも一方に設けられ、前記添接部との重なり合い部端を越えて前記湾曲板部側に延びるプレートからなる、剛性急変を緩和する手段を有していることを特徴とする鋼製ベローズ型ダンパー。 A steel bellows type damper for connecting two structures and suppressing relative displacement generated between the two structures,
It has a curved plate portion and a pair of flat plate portions extending from both ends of the curved plate portion so as to be substantially parallel to each other, and the elastic force is applied so that the flat plate portions approach and separate from each other by an external force acting on the structure. A plastically deformable body;
Wherein the spliced portion to be spliced to the outer surface of the flat plate portion, Ri Do and a bracket L-shaped cross-section having a mounting portion attached to the structure provided substantially perpendicularly to the spliced portion,
The flat plate portion is provided on at least one of the inner surface and the outer surface of the flat plate portion, and has a means for alleviating a sudden change in rigidity, including a plate extending to the curved plate portion side beyond the end of the overlapping portion with the contact portion. steel bellows damper, characterized by that.
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KR101755872B1 (en) * 2015-10-29 2017-07-10 주식회사 포스코 Apparatus for produce of reforming coal

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JPS6397774A (en) * 1986-10-09 1988-04-28 鹿島建設株式会社 Earthquake damper
JPH0747448Y2 (en) * 1990-04-25 1995-11-01 株式会社神戸製鋼所 Bridge
JPH0424964U (en) * 1990-06-21 1992-02-28
JP3632782B2 (en) * 1995-03-24 2005-03-23 株式会社アイ・エイチ・アイ マリンユナイテッド Cryogenic tank dome structure
JP2001040616A (en) * 1999-07-29 2001-02-13 Kobe Steel Ltd Bridge falling preventive apparatus

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* Cited by examiner, † Cited by third party
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