JP6706071B2 - Function-separated damping structure for bridges - Google Patents

Function-separated damping structure for bridges Download PDF

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JP6706071B2
JP6706071B2 JP2016002621A JP2016002621A JP6706071B2 JP 6706071 B2 JP6706071 B2 JP 6706071B2 JP 2016002621 A JP2016002621 A JP 2016002621A JP 2016002621 A JP2016002621 A JP 2016002621A JP 6706071 B2 JP6706071 B2 JP 6706071B2
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稔 前島
稔 前島
好弓 田中
好弓 田中
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株式会社横河Nsエンジニアリング
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本発明は、棒状制振部材を用いて橋桁などの上部構造からの水平荷重を低減させ、確実に橋台や橋脚などの下部構造に伝達する橋梁の機能分離型制振構造に関するものである。 BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a function-separated vibration control structure for a bridge that reduces horizontal load from an upper structure such as a bridge girder by using a rod-shaped vibration damping member and reliably transmits the load to a lower structure such as an abutment or a pier.

従来から、橋台や橋脚に対する橋梁の支持構造には鋼製支承が多く使われてきたが、阪神大震災後、橋梁の支持構造に対する耐震構造の見直しが全国規模で行われ、一つとして、ゴム支承や鉛プラグ入りゴム支承等の弾性体を主体とする免震支承を使用した、いわゆる免震構造系の橋梁が採用されてきている。 Conventionally, steel bearings have often been used for bridge support structures for abutments and piers, but after the Great Hanshin Earthquake, the seismic structure for bridge support structures was reviewed on a nationwide scale. So-called seismic isolation type bridges using seismic isolation bearings mainly made of elastic material such as rubber bearings with lead plugs have been adopted.

特に、ゴム支承は平成8年の道路橋示方書改訂以降に本格採用されてきたが、一つの支承の中に鉛直荷重支持、水平荷重支持、水平方向移動量の確保、桁のたわみによる回転量の確保等、全ての機能を持たせるために支承寸法が大型化し、桁構造も含め不経済となる場合が多発してきている。 In particular, rubber bearings have been adopted in earnest since the 1996 revision of the road bridge specification. However, vertical bearings, horizontal load bearings, securing horizontal movement amount, and rotation amount due to girder deflection are included in one bearing. In order to have all the functions such as securing the bearing, the bearing size becomes large, and it is often uneconomical including the girder structure.

そのような背景から、ゴム支承の小型化とコストダウンを実現するために機能分離型支承が開発され、平成16年の道路橋支承便覧の改訂で記述されて以降、採用数が増加している。機能分離型支承とは、鉛直力を支持する機能と地震時の水平力を支持する機能を分離した支承システムの総称である。 Against this background, a function-separated type bearing has been developed in order to reduce the size and cost of rubber bearings, and the number of adoptions has increased since it was described in the 2004 revision of the Road Bridge Bearing Manual. .. The function-separated bearing is a general term for bearing systems that separate the function of supporting vertical force and the function of supporting horizontal force during an earthquake.

機能分離型支承に関しては、例えば、特許文献1に、上部構造物が水平方向に移動自在なように、その鉛直荷重を支持する滑り支承と、上部構造物の鉛直荷重を支持することなく、水平方向全方向にせん断変形して、上部構造の水平荷重を支持する水平荷重支持機構とを備え、水平荷重支持機構は下部構造物の上面に固定され、上部に上部構造物との間に隙間を形成する方形のフランジプレートを有する弾性体と、上部構造物の下面に固定され、フランジプレートの橋軸方向及び橋軸直角方向に沿う周面に係合可能で、かつ該フランジプレートの下面に隙間を介して係合可能で上揚力も支持する係合部材とを備えてなる機能分離型橋梁支承装置が開示されている。 Regarding the function-separated type support, for example, in Patent Document 1, a sliding support that supports a vertical load of the upper structure so that the upper structure is movable in the horizontal direction and a horizontal support without supporting the vertical load of the upper structure are provided. It is equipped with a horizontal load support mechanism that supports horizontal load of the upper structure by shearing in all directions, and the horizontal load support mechanism is fixed to the upper surface of the lower structure and a gap is formed between the upper load and the upper structure. An elastic body having a rectangular flange plate to be formed, and fixed to the lower surface of the upper structure, engageable with the circumferential surface of the flange plate along the bridge axis direction and the direction perpendicular to the bridge axis, and there is a gap in the lower surface of the flange plate. There is disclosed a function-separated bridge support device including an engagement member which is engageable via the support member and also supports an upper lift force.

また、非特許文献1には機能分離型支承の特徴、メリット、種類、採用にあたっての留意事項等を記載したものが開示されている。 In addition, Non-Patent Document 1 discloses the features, merits, types, and points to note when adopting a function-separated type bearing.

非特許文献1に示されるように、機能分離型支承には(a)鉛直支承として鋼製支承を用いた場合、鉛直剛性が高く活荷重による沈み込みがないので、振動の発生を抑制できる、(b)水平支承は鉛直荷重を支持しないため、前記ゴム支承のように鉛直荷重により形状が決定されることがなく、小型化による設計の自由度が高くなり、水平剛性を自由に設定することができ、橋の固有周期を任意に調整することが可能となる、といったメリットがあるものの、鉛直支承の高さが低くなるため桁下空間が狭隘となるとともに、鉛直支承、水平支承のそれぞれ複数の支承が設置されるために作業空間が狭くなるなどの問題が表面化してきている。 As shown in Non-Patent Document 1, when a steel support is used as the (a) vertical support for the function-separated type support, the vertical rigidity is high and there is no sinking due to live load, so it is possible to suppress the occurrence of vibration. (b) Since the horizontal bearing does not support vertical load, the shape is not determined by the vertical load unlike the rubber bearing described above, and the degree of freedom in design is increased by miniaturization, and horizontal rigidity can be set freely. Although it has the advantage that the natural period of the bridge can be adjusted arbitrarily, the space under the girder is narrowed because the height of the vertical bearing is low, and there are multiple vertical bearings and horizontal bearings. The problem that the work space is narrowed due to the installation of the bearings has come to the surface.

特に、縦置き型コンクリート反力壁タイプについては、(1)水平支承にストッパーがないので、コンクリート反力壁の完成まで移動を拘束することができない、(2)コンクリート反力壁への水平支承の定着方法としてアンカーボルト形式が多く採用されているが、桁の温度伸縮により水平支承が移動するためコンクリート反力壁にひび割れが発生する場合がある、(3)コンクリート反力壁を構築するのに手間やコストがかかる、といった問題点が明らかになってきている。 In particular, for the vertical type concrete reaction wall type, (1) there is no stopper on the horizontal bearing, so movement cannot be restricted until the concrete reaction wall is completed.(2) Horizontal bearing on the concrete reaction wall Anchor bolt type is often used as a fixing method for the above, but cracks may occur in the concrete reaction wall due to the movement of the horizontal bearing due to the temperature expansion and contraction of the girder. (3) The concrete reaction wall should be constructed. It has become clear that the problem is that it takes time and cost.

一方、平成23年3月に発生した東日本大震災では多くの橋梁が損傷し、支承サイドブロックの損傷、変位制限構造用の鋼製ブラケットの損傷等の被害報告がなされている。特に、耐震対策済の橋梁についても損傷していたことが問題視されており、今後予想される南海トラフ地震等の巨大地震に備え再度の見直しが迫られている。 On the other hand, many bridges were damaged by the Great East Japan Earthquake that occurred in March 2011, and damage reports such as damage to bearing side blocks and damage to steel brackets for displacement limiting structures have been reported. In particular, it has been regarded as a problem that even the bridges that have undergone earthquake resistance measures were damaged, and it is urged to re-examine it in preparation for a future big earthquake such as the Nankai Trough earthquake.

また、上述のような従来の機能分離型支承の問題に関しては、これに加え、橋梁では上部構造の水平力相当の反力(水平荷重)が下部構造に伝わるため、今後予想される南海トラフ地震等のレベル2以上の巨大地震に対応するには上記反力壁や下部構造をより大型化したり、あるいは補強をすることで、それ相応の耐力を保有させる必要がある。しかしながら、これらの方策は、これまで以上に施工に多大な手間やコストが発生するといった問題が生じる。 Regarding the problem of the conventional function-separated type bearing as described above, in addition to this, in the bridge, the reaction force (horizontal load) equivalent to the horizontal force of the upper structure is transmitted to the lower structure. In order to deal with a level 2 or greater large earthquake such as the above, it is necessary to make the reaction walls and the substructure larger or to reinforce them so that they have sufficient proof strength. However, these measures cause a problem that much labor and cost are required for the construction.

これに対し、本願の出願人は、特許文献2に示されるように、橋梁の下部構造上に、上部構造の主桁からの鉛直荷重を支持する支承に加え、主桁間に位置する固定柱を設け、水平荷重に対し固定柱とその両側の主桁間に部材軸方向の振動を抑制する棒状制振部材を介在させることで、鉛直荷重支持機構と水平荷重支持機構とを分離した機能分離型制振構造であって、主桁には棒状制振部材を支持固定する接合部が設けられ、固定柱を中心に線対称に一対の棒状制振部材からなる水平荷重支持部材が橋軸直角方向に水平に配置され、棒状制振部材の一端は固定柱に取付けられ他端は主桁に設けた接合部に固定され、水平荷重支持部材により上部構造からの水平荷重を低減して下部構造に伝達するようにした橋梁の機能分離型制振構造を開発している。 On the other hand, the applicant of the present application, as shown in Patent Document 2, in addition to the support for supporting the vertical load from the main girder of the upper structure on the lower structure of the bridge, the fixed column located between the main girders. The vertical load-supporting mechanism and the horizontal load-supporting mechanism are separated by a bar-shaped damping member that suppresses vibration in the axial direction of the member between the fixed column and the main girders on both sides for horizontal load. In this type of damping structure, the main girder is provided with a joint for supporting and fixing the rod-shaped damping member, and a horizontal load support member consisting of a pair of rod-shaped damping members is arranged symmetrically about the fixed column. The rod-shaped damping member has one end attached to the fixed column and the other end fixed to the joint provided on the main girder, and the horizontal load supporting member reduces the horizontal load from the upper structure to lower the lower structure. We are developing a function-separated type vibration control structure for bridges.

特許文献2に開示した構造においては、水平荷重を低減させることが可能になるため、これに伴い下部工反力も低減されることから下部構造を大型化する必要がない、あるいは鋼板巻き立て等による下部工補強が不要になるといったメリットが得られ、大規模地震動に対する補強工事を効率良く行うことができる。 In the structure disclosed in Patent Document 2, since it is possible to reduce the horizontal load, it is not necessary to upsize the lower structure because the lower reaction force is also reduced. The advantage is that substructure reinforcement is not required, and reinforcement work against large-scale earthquake motions can be performed efficiently.

特許第3634288号公報Japanese Patent No. 3634288 特開2015−031046号公報JP, 2005-031046, A

「機能分離型支承の選定と鋼床版端部構造の提案」、日本橋梁建設協会設計小委員会構造技術部会、平成23年度技術発表会、P1−1〜P1−14"Selection of function-separated type bearing and proposal of steel deck slab end structure", Japan Bridge Construction Association Design Subcommittee Structural Technology Subcommittee, 2011 Technology Presentation, P1-1 to P1-14

橋梁では、地震動や交通振動あるいは、熱伸びなどにより、上部構造と下部構造との間で橋軸方向に相対移動が生ずる場合がある。 In a bridge, relative movement may occur in the bridge axial direction between the upper structure and the lower structure due to seismic motion, traffic vibration, thermal expansion, or the like.

これに対し、上述した特許文献2には、固定柱と棒状制振部材との接合部が下部構造と上部構造の橋軸方向の相対移動に追従できるように、棒状制振部材の端部を緊結する連結ボルトが固定柱側に取り付けるための連結板に設けたスライド用長孔に沿って橋軸方向に摺動する機構が示されている。 On the other hand, in Patent Document 2 described above, the end portion of the rod-shaped damping member is arranged so that the joint between the fixed column and the rod-shaped damping member can follow the relative movement of the lower structure and the upper structure in the bridge axis direction. A mechanism is shown in which the tightly connected connecting bolt slides in the bridge axial direction along a long slot for sliding provided in the connecting plate for attaching to the fixed column side.

しかしながら、その摺動機構を設けることで、棒状制振部材どうしの一体化が損なわれ、連結ボルトのみで緊結した状態だけでは、その摺動方向に連結板が摺動する際、連結板どうしが当初の幅を保持できず、固定柱を挟む両側の棒状制振部材が直線状の位置関係がくずれ(図9参照)、水平荷重支持機構としての本来的な機能が一部損なわれる恐れがある。 However, by providing the sliding mechanism, the integration of the rod-shaped damping members is impaired, and when the connecting plates slide in the sliding direction, the connecting plates do not contact each other when only the connecting bolts are tightened. The initial width cannot be maintained, and the rod-shaped damping members on both sides of the fixed column lose their linear positional relationship (see FIG. 9 ), which may partially impair the original function of the horizontal load supporting mechanism. .

また、上揚力および水平方向への移動制限に対しては、主桁支承部に設けられるサイドブロック等で対処できるように設計されているが、レベル2地震時に水平荷重に対して棒状制振部材が機能するためには水平荷重方向への移動が可能となっている必要があり、水平方向の移動に関する設計条件としては、常時およびレベル1地震時には水平方向に対しては、変位拘束機能としての固定状態、そしてレベル2地震時には、棒状制振部材が制振機能を発揮できるように、水平移動が可能な状態となる必要がある。 In addition, it is designed so that the side blocks installed on the main girder support can deal with the upper lift and horizontal movement restrictions, but a bar-shaped damping member against horizontal load during a Level 2 earthquake. In order to function, it is necessary to be able to move in the horizontal load direction. The design conditions for horizontal movement are that the displacement constraint function is always and in the horizontal direction during a Level 1 earthquake. In the fixed state and during a level 2 earthquake, it is necessary that the rod-shaped damping member be capable of horizontal movement so that it can exert its damping function.

すなわち、上陽力および水平方向の移動制限に対して、サイドブロック等は常時およびレベル1地震時にはその機能を発揮するが、レベル2地震時にはその機能を発揮しない設計とする必要があり、同時に上揚力に対する抑制機能も失われている状態となるため、別途、その機能の補完の必要性が生じ、これは、支承の大型化に繋がり機能分離型支承とする意義を損ねる。 That is, with respect to upper positive force and horizontal movement restriction, the side block etc. always exert its function at the time of a level 1 earthquake, but need to be designed not to exert its function at the level 2 earthquake. Since the function to suppress the above is also lost, it becomes necessary to supplement the function separately, which leads to an increase in the size of the bearing and impairs the significance of the function-separated type bearing.

一方で、下部構造と上部構造との間に、別途、レベル2以上の地震動に対し上揚力を抑制する機構を組み込むことも考えられるが、その場合、上揚力抑制機構が大型化したり、機能分離型支承との取り合い、水平方向の相対移動に対する追従の問題などがある。 On the other hand, it may be possible to separately install a mechanism for suppressing the upper lift force against seismic motions of level 2 or higher between the lower structure and the upper structure. In that case, the upper lift force suppressing mechanism becomes large or the functions are separated. There are problems such as compatibility with mold bearings and tracking of relative movement in the horizontal direction.

本発明は、水平荷重に対し固定柱とその両側の主桁間に棒状制振部材を介在させた機能分離型制振構造において、レベル2以上の大きな地震動に対しても、固定柱と棒状制振部材が上部構造の橋軸方向の移動に追従でき、さらに固定柱を利用した効率的な上揚力抑制機構を備えた橋梁の機能分離型制振構造を提供することを目的とするものである。 The present invention provides a function-separated type vibration damping structure in which a bar-shaped vibration damping member is interposed between a fixed column and main girders on both sides of the fixed column for horizontal loads, and the fixed column and the bar-shaped damping system are provided even for large earthquakes of level 2 or higher. It is an object of the present invention to provide a function-separated vibration control structure for bridges in which the vibration member can follow the movement of the superstructure in the bridge axis direction and further has an efficient upper lift suppressing mechanism using fixed columns. ..

本発明は、橋梁の下部構造に、上部構造の主桁からの鉛直荷重を支持する支承に加え、主桁間に位置する固定柱を設け、水平荷重に対し前記固定柱とその両側の主桁間に部材軸方向の振動を抑制する棒状制振部材を介在させることで、鉛直荷重支持機構と水平荷重支持機構とを分離した橋梁の機能分離型制振構造において、前記固定柱とその両側の前記棒状制振部材はそれぞれ連結板を介して連結されており、前記固定柱とその両側の連結板は、前記固定柱または前記連結板に形成された橋軸方向に延びる長孔を貫通して両側の前記連結板どうしを緊結する棒状の緊張材で連結され、橋梁の下部構造と上部構造の橋軸方向の相対移動に対し、前記緊張材が前記長孔に沿って摺動することで、前記連結板を介して連結された前記固定柱とその両側の棒状制振部材の橋軸方向の相対移動を許容する構造となっており、かつ前記固定柱の両側に位置する前記連結板どうしを前記固定柱の上端部を跨ぎ、両側の前記連結板どうしを連結固定する版状部材を介して一体化することで、橋梁の下部構造と上部構造の橋軸方向の相対移動に対し、前記固定柱の両側の棒状制振部材どうしの直線状の位置関係が保持されるようにしたことを特徴とするものである。 According to the present invention, in addition to a support for supporting a vertical load from a main girder of an upper structure, a fixed column located between main girders is provided in a lower structure of a bridge, and the fixed column and main girders on both sides of the fixed column with respect to a horizontal load. By interposing a rod-shaped damping member that suppresses vibration in the member axial direction between them, in the function-separated type damping structure of the bridge in which the vertical load supporting mechanism and the horizontal load supporting mechanism are separated, the rod-shaped vibration damper is consolidated through a respective connecting plate, connecting plate on both sides and the fixed pillar penetrates the long hole extending in the bridge axis direction formed in the fixed post or the connection plate Are connected by rod-shaped tension members that tightly connect the connecting plates on both sides, and the tension members slide along the long holes in response to relative movement in the bridge axial direction between the lower structure and the upper structure of the bridge. The connecting plates are structured so as to allow relative movement in the bridge axis direction of the fixed columns connected to each other via the connecting plates and the rod-shaped damping members on both sides thereof , and the connecting plates are located on both sides of the fixed columns. Across the upper end of the fixed column, by integrating through the plate-shaped member that connects and fixes the connecting plates on both sides , relative to the relative movement in the bridge axial direction of the lower structure and the upper structure of the bridge, It is characterized in that the linear positional relationship between the rod-shaped damping members on both sides of the fixed column is maintained.

鉛直荷重支持機構と分離した水平荷重支持機構を備えた機能分離型制振構造においては、水平荷重を低減させることが可能になるため、これに伴い下部工反力も低減されることから下部構造を大型化する必要がない、あるいは鋼板巻き立て等による下部工補強が不要になるといったメリットが得られ、大規模地震動に対する補強工事を効率良く行うことができる。 In the function-separated vibration control structure that has a horizontal load support mechanism separated from the vertical load support mechanism, it is possible to reduce the horizontal load. The advantage is that there is no need to increase the size or the need to reinforce the substructure by rolling up steel sheets, etc., and the reinforcement work against large-scale earthquake motions can be performed efficiently.

本発明の機能分離型制振構造では、上部構造からの水平荷重を低減して下部構造に伝達させるために、一対の棒状制振部材からなる水平荷重支持部材が用いられる。棒状制振部材としては、例えば、座屈拘束ブレース、摩擦ダンパー、オイルダンパーなどが挙げられる。これらの棒状制振部材を用いることによって、下部構造を大型化したり、補強をしなくても、上部構造からの水平荷重を低減して下部構造に伝達することにより、簡便に橋梁を制振して耐震性をも付与できる。 In the function-separated vibration damping structure of the present invention, a horizontal load support member including a pair of rod-shaped vibration damping members is used to reduce the horizontal load from the upper structure and transmit the horizontal load to the lower structure. Examples of the rod-shaped damping member include a buckling restraint brace, a friction damper, an oil damper, and the like. By using these rod-shaped damping members, the bridge can be easily damped by reducing the horizontal load from the upper structure and transmitting it to the lower structure without increasing the size of the lower structure or reinforcing it. It can also add earthquake resistance.

このうち、座屈拘束ブレースは構造物の犠牲部材として開発され、構造物に大規模地震動が作用した際、ブレース芯材のある領域を塑性変形させることで、地震エネルギーを吸収し、構造物の制振制御を可能とすることができる棒状制振デバイスであり、例えば、特開2012−013157号公報、特開2003−193699号公報、特開2001−214541号公報、特開2000−027293号公報等に記載されるものが挙げられる。これを本発明の棒状制振部材として用いることによってレベル2以上の大規模地震が発生した場合にも、この座屈拘束ブレースに部材損傷を集中させることにより地震エネルギーを吸収するといった効果が得られる。 Of these, the buckling restraint brace was developed as a sacrificial member of a structure, and when a large-scale earthquake motion acts on the structure, it plastically deforms a region with a brace core material to absorb seismic energy and A rod-shaped vibration damping device capable of controlling vibration damping, for example, JP 2012-013157 A, JP 2003-193699 A, JP 2001-214541 A, and JP 2000-027293 A. And the like. By using this as the rod-shaped damping member of the present invention, even when a large-scale earthquake of level 2 or more occurs, the effect of absorbing the seismic energy can be obtained by concentrating the member damage on the buckling restraint brace. ..

棒状制振部材の部材長は、橋台あるいは橋脚の設置可能空間によって決められ、例えば2主桁橋であれば、各主桁の接合部に必要な長さと固定柱の幅を控除した長さの半分となる。また、本願発明の機能分離型制振構造では、橋軸方向に互いに平行に相対向して並立する主桁間における橋軸直角方向の中間の下部構造上部に、上記棒状制振部材(水平荷重支持部材)を支持するための固定柱が設けられる。 The member length of the rod-shaped damping member is determined by the space where the abutments or piers can be installed. For example, in the case of a two-main girder bridge, the length required for the joints of each main girder and the width of the fixed column is excluded It will be half. Further, in the function-separated type vibration damping structure of the present invention, the bar-shaped vibration damping member (horizontal load) (horizontal load) A fixed column for supporting the support member) is provided.

固定柱は鋼材を主体としたものであり、一対の上記棒状制振部材(水平荷重支持部材)が該固定柱を中心に水平かつ線対称に設置できる構造で強固なものであれば特に限定されない。例えば、H形鋼を主体としたH形状のもの、角型鋼管を用いた角管形状のものなどである。固定柱の断面寸法は、上部工からの曲げ耐力によって決められ、例えば、降伏軸力が500kNで設置高さが500mm程度の位置に棒状制振部材を設置した場合、断面高さは500mm程度である。 The fixed column is mainly made of steel, and is not particularly limited as long as the pair of rod-shaped vibration damping members (horizontal load supporting members) have a structure that can be installed horizontally and axisymmetrically around the fixed column and is strong. .. For example, an H-shaped one mainly made of H-shaped steel, a square tube-shaped one using a square steel pipe, and the like. The cross-sectional dimension of the fixed column is determined by the bending strength from the superstructure. For example, if the rod-shaped damping member is installed at a position where the yield axial force is 500 kN and the installation height is approximately 500 mm, the cross-sectional height is approximately 500 mm. is there.

本発明の機能分離型制振構造では、橋梁の主桁には上記棒状制振部材を支持固定する接合部が設けられ、上記固定柱を中心に線対称に一対の上記棒状制振部材からなる水平荷重支持部材が橋軸直角方向に水平に配置され、上記棒状制振部材の一端は前記固定柱に連結板を介して取り付けられ他端は前記接合部に固定される。 In the function-separated type vibration damping structure of the present invention, the main girder of the bridge is provided with a joint portion for supporting and fixing the rod-shaped vibration damping member, and is composed of a pair of the rod-shaped vibration damping members in line symmetry about the fixed column. A horizontal load supporting member is horizontally arranged in the direction perpendicular to the bridge axis, one end of the rod-shaped damping member is attached to the fixed column via a connecting plate, and the other end is fixed to the joint portion.

水平荷重支持部材が橋軸直角方向に水平に配置されることにより、同方向に対する耐震設計において上部構造からの水平荷重を直接的に減衰させ下部構造に伝えられるといった効果が得られる。また、固定柱を中心に線対称に一対の上記棒状制振部材を配置することにより、上部構造からの水平荷重の伝達が一方の棒状制振部材による引張と他方の棒状制振部材による圧縮とが同時に行われるので、下部構造への水平荷重の伝達は低減される。 By arranging the horizontal load support members horizontally in the direction orthogonal to the bridge axis, the horizontal load from the upper structure can be directly attenuated and transmitted to the lower structure in the seismic design in the same direction. Further, by arranging the pair of rod-shaped damping members in line symmetry around the fixed column, the horizontal load is transmitted from the upper structure by the tension of one rod-shaped damping member and the compression of the other rod-shaped damping member. Are carried out simultaneously, the transfer of horizontal load to the undercarriage is reduced.

このように、上部構造から下部構造への伝達部に一対の棒状制振部材を線対称に設け、引張荷重と圧縮荷重を同時に受けるようにしたことで水平荷重支持部材(水平荷重支持機構)の耐力が高まり、下部構造を大型化したり、著しく補強しなくても効率良く橋梁に耐震性を付与できる。 In this way, the pair of rod-shaped damping members are provided line-symmetrically in the transmission portion from the upper structure to the lower structure, and the tensile load and the compressive load are simultaneously received, so that the horizontal load supporting member (horizontal load supporting mechanism) The proof strength is increased, and the bridge can be efficiently provided with earthquake resistance without increasing the size of the substructure or significantly reinforcing it.

なお、上記接合部は上記棒状制振部材を支持固定するために橋梁の主桁に設けられる部分であり、例えば、接合部が摩擦接合部の場合は、添接板が取り付けられるように高力ボルト孔が設けられたガセットプレートが設置されているといった構造の鋼製部材からなる部分である。 The joint is a portion provided on the main girder of the bridge to support and fix the rod-shaped damping member.For example, when the joint is a friction joint, a high strength force is applied so that the splice plate can be attached. This is a portion made of a steel member having a structure such as a gusset plate provided with bolt holes.

このような構成において、本発明では上記固定柱とその両側の棒状制振部材はそれぞれ連結板を介して橋軸方向の相対移動を許容する形で連結されており、固定柱の両側に位置する連結板どうしを固定部材を介して一体化することで、橋梁の下部構造と上部構造の橋軸方向の相対移動に対し、前記固定柱の両側の棒状制振部材どうしの直線状の位置関係が維持されるようにしている。 In such a structure, in the present invention, the fixed column and the rod-shaped damping members on both sides thereof are connected to each other through connecting plates so as to allow relative movement in the bridge axis direction, and are located on both sides of the fixed column. By integrating the connecting plates with the fixing member, the linear positional relationship between the rod-shaped damping members on both sides of the fixed column is relative to the relative movement of the bridge lower structure and the upper structure in the bridge axial direction. I am trying to maintain it.

固定柱とその両側の棒状制振部材を連結板を介して連結しつつ、橋軸方向の相対移動を許容する構造としては、例えば、上述した特許文献2に記載されるように、固定柱または連結板に形成された橋軸方向に延びる長孔を形成し、この長孔を貫通して両側の連結板どうしを緊結する棒状の緊張材で固定柱と棒状制振部材の端部に設けた連結板を連結し、下部構造と上部構造の橋軸方向の相対移動に対し、緊張材が長孔に沿って摺動するようにする構造がある。 As a structure that allows relative movement in the bridge axis direction while connecting the fixed column and the rod-shaped damping members on both sides thereof via the connecting plate, for example, as described in Patent Document 2 mentioned above, the fixed column or A long hole extending in the bridge axis direction was formed in the connecting plate, and it was provided at the end of the fixed column and the vibration damping member with a rod-shaped tension member that penetrates this long hole and tightly connects the connecting plates on both sides. There is a structure in which connecting members are connected to each other so that the tension member slides along the long hole with respect to the relative movement of the lower structure and the upper structure in the bridge axis direction.

しかしながら、特許文献2に記載される構造においては、その摺動方向に連結板が摺動する際、連結板どうしが当初の幅を保持できなくなるため、固定柱位置で十分にスムーズに摺動させることができず、後に詳述する図9に示されるように固定柱を挟む両側の棒状制振部材が直線状の位置関係を保持することができず、水平荷重支持機構としての本来的な機能が一部損なわれる恐れがある。 However, in the structure described in Patent Document 2, when the connecting plates slide in the sliding direction, the connecting plates cannot hold the initial width, so that they slide sufficiently smoothly at the fixed column position. However, as shown in FIG. 9, which will be described in detail later, the rod-shaped vibration damping members on both sides of the fixed column cannot hold a linear positional relationship, and thus the essential function as a horizontal load supporting mechanism. May be partially damaged.

これに対し、本発明では、固定柱の両側に位置する連結板どうしを固定部材を介して一体化することで、連結板どうしが当初の幅を保持することが可能となり、橋梁の下部構造と上部構造の橋軸方向の相対移動に対し、固定柱の両側の棒状制振部材同士の直線状の位置関係が保持されるようにし、水平荷重支持機構としての本来的な機能が損なわれないようにしたものである。 On the other hand, in the present invention, by connecting the connecting plates located on both sides of the fixed column via the fixing member, it becomes possible for the connecting plates to maintain their original widths, and The linear positional relationship between the rod-shaped damping members on both sides of the fixed column should be maintained against relative movement of the superstructure in the bridge axis direction so that the original function as a horizontal load support mechanism is not impaired. It is the one.

固定柱の両側に位置する連結板どうしを一体化するための固定部材の形態の一つとしては、固定柱の上端部を跨ぎ、両側の連結板どうしを連結固定する版状部材を用いることができる。例えば連結板と版状の固定部材に重ね合せ部分を設けてボルト接合したり、あるいは連結板と版状の固定部材を溶接するなどして剛接合とすることで、固定柱の両側の棒状制振部材どうしの直線状の位置関係を保つようにする。 As one of the forms of the fixing member for integrating the connecting plates located on both sides of the fixed column, it is possible to use a plate-shaped member that straddles the upper end of the fixed column and connects and fixes the connecting plates on both sides. it can. For example, by providing overlapping portions on the connecting plate and the plate-shaped fixing member and bolting them together, or by welding the connecting plate and the plate-shaped fixing member to make a rigid connection, the rod-shaped control members on both sides of the fixed column can be formed. Maintain a linear positional relationship between the vibration members.

固定柱の上側のみでは剛性が確保できない場合には、さらに連結板の下側にも固定部材を配置するなどして、固定柱を取り囲む形で複数の固定部材を配置してもよい。 When the rigidity cannot be ensured only by the upper side of the fixed column, a plurality of fixing members may be arranged so as to surround the fixed column by further disposing the fixing member also on the lower side of the connecting plate.

なお、上部構造の橋軸方向の移動にスムーズに追従させるためには、固定柱と両側の連結板との間が密着せずにむしろ若干の隙間が生じることが望ましく、固定部材の他の形態のとして、固定柱を跨いで両側の前記連結板どうしの間隔を保持する幅保持パイプと前記幅保持パイプを貫通して両側の前記連結板どうし緊結する棒状の緊張材とからなるものを用いることができる。 In order to smoothly follow the movement of the superstructure in the bridge axis direction, it is desirable that a small gap rather than close contact be made between the fixed column and the connecting plates on both sides. As such, use of a width-holding pipe that straddles a fixed column and holds the space between the connecting plates on both sides and a rod-shaped tension member that penetrates the width-holding pipe and tightly connects the connecting plates on both sides. You can

幅保持パイプに鋼パイプなどを用いることで、両側の連結板どうしを幅保持パイプに通した緊張材で締め付けたときに、両側の連結板間に幅保持パイプの長さに相当する間隔が保持されるため、幅保持パイプの長さを固定柱の橋軸直角方向の幅以上とすることで、固定柱と連結板との間での締付けを緩和し、上部構造の橋軸方向の移動にスムーズに追従させることができる。 By using steel pipes, etc. for the width-holding pipes, when the connecting plates on both sides are tightened with the tension material that has passed through the width-holding pipes, an interval corresponding to the length of the width-holding pipe is maintained between the connecting plates on both sides. Therefore, by setting the length of the width holding pipe to be equal to or greater than the width of the fixed column in the direction perpendicular to the bridge axis, the tightening between the fixed column and the connecting plate is relaxed, and the movement of the superstructure in the bridge axis direction is reduced. It can follow smoothly.

以上述べた各形態の固定部材は条件に応じて単独で用いたり、これらを複数組み合わせて用いることができる。 The fixing member of each of the above-described forms can be used alone or in combination of two or more depending on the conditions.

さらに、本発明の橋梁の機能分離型制振構造において、主桁間には主桁間をつなぐ横桁が設けられている場合に、固定柱と横桁との間に上下方向の相対移動を拘束する上揚力抵抗機構を設けることができる。 Furthermore, in the function-separated vibration damping structure of the bridge of the present invention, when a horizontal girder connecting the main girders is provided between the main girders, relative movement in the vertical direction between the fixed column and the lateral girder is prevented. An upper lift resistance mechanism for restraining may be provided.

この上揚力抵抗機構についても、上部構造の橋軸方向の移動に追従できる構造であることが望ましく、例えば上述した固定部材として固定柱の上端部を跨ぎ、両側の連結板どうしを連結固定する版状部材を用いる場合、この版状部材と横桁を所定の剛性を有する鋼材等を介して接合し、必要に応じて横桁等に補剛部材を取り付けることで、鋼材の剛性に応じた上揚力抵抗機構が簡単に形成でき、例えばレベル2以上の地震動に対して支承部のサイドブロックを効かせない構造とした場合等に、有効な上揚力抵抗機構として機能させることができる。 This upper lift resistance mechanism is also preferably a structure that can follow the movement of the upper structure in the bridge axis direction. For example, as the above-mentioned fixing member, a plate that straddles the upper ends of the fixed columns and connects and fixes the connecting plates on both sides. When a plate-shaped member is used, this plate-shaped member is joined to the cross beam through a steel material having a predetermined rigidity, and a stiffening member is attached to the cross beam, etc., if necessary, so that The lift resisting mechanism can be easily formed, and can function as an effective upper lift resisting mechanism, for example, in the case where the side blocks of the support portion are not effective against level 2 or higher earthquake motion.

本発明の橋梁の機能分離型制振構造は、簡便に施工でき、上部構造からの水平荷重を効率良く低減して下部構造に伝達することができるので、下部構造の大型化や補強の負担を軽減でき、レベル2以上の巨大地震に対しても効果的に橋梁に耐震性を付与することができるという効果に加え、固定柱の両側の連結板どうしが固定部材によって一体化されていることで、固定柱の両側の棒状制振部材の直線状の位置関係を保持した状態で、上部構造の橋軸方向の移動に追従させることができ、棒状制振部材の機能を十分に発揮させることができる。 The function-separated type vibration control structure of the bridge of the present invention can be simply installed, and can effectively reduce the horizontal load from the upper structure and transmit it to the lower structure, thus increasing the size and reinforcement of the lower structure. In addition to the effect that it is possible to reduce the damage and effectively add earthquake resistance to the bridge even for a large earthquake of level 2 or higher, the connecting plates on both sides of the fixed column are integrated by the fixing member. , It is possible to follow the movement of the superstructure in the bridge axis direction while maintaining the linear positional relationship of the rod-shaped damping members on both sides of the fixed column, and to fully exert the function of the rod-shaped damping member. it can.

また、さらに固定柱と横桁との間に上下方向の相対移動を拘束する上揚力抵抗機構を設けることで、機能分離型制振構造を構成するための固定柱をレベル2以上の地震動に対する上揚力抵抗機構としても機能させることができる。 In addition, by installing an upper lift resistance mechanism that restrains the relative movement in the vertical direction between the fixed column and the transverse girder, the fixed column for constructing the function-separated type vibration control structure is installed above the level 2 seismic motion. It can also function as a lift resistance mechanism.

本発明の機能分離型制振構造の一例を概略的に示した斜視図である。It is a perspective view showing roughly an example of the functional separation type damping structure of the present invention. 座屈拘束ブレースによる棒状制振部材の一例を示す斜視図である。It is a perspective view which shows an example of the rod-shaped damping member by a buckling restraint brace. 橋脚などの下部構造上に固定した固定柱部分の詳細を示す斜視図である。It is a perspective view which shows the detail of the fixed pillar part fixed on the lower structures, such as a bridge pier. 固定柱を下部構造の上部側面に固定した場合の詳細を示す斜視図である。It is a perspective view which shows the detail at the time of fixing a fixed pillar to the upper side surface of a lower structure. 固定柱部分に上揚力抵抗機構を設けた場合の詳細を示す斜視図である。It is a perspective view which shows the detail at the time of providing an upper lift force resistance mechanism in a fixed pillar part. 固定柱部分に上揚力抵抗機構を設けた場合の他の例を示す斜視図である。It is a perspective view which shows the other example at the time of providing an upper lift force resistance mechanism in a fixed pillar part. 本発明の機能分離型制振構造に常時またはレベル1地震動が作用した場合の挙動を概念的に示した説明図である。It is explanatory drawing which showed notionally the behavior when the level 1 seismic motion always acts on the function separation type damping structure of this invention. 本発明の機能分離型制振構造にレベル2地震動が作用した場合の挙動を概念的に示した説明図である。It is explanatory drawing which showed notionally the behavior when the level 2 seismic motion acts on the function separation type damping structure of this invention. 従来の機能分離型制振構造に急激な地震動が作用した場合の挙動を概念的に示した説明図である。It is explanatory drawing which showed notionally the behavior when a rapid seismic motion acts on the conventional function separation type damping structure. 図9と対比して本発明の機能分離型制振構造の場合を概念的に示した説明図である。It is explanatory drawing which showed notionally the case of the function isolation type damping structure of this invention contrasted with FIG.

以下、本発明の実施形態について、図面に基づいて詳細に説明する。なお、本発明は、以下に説明する実施形態に限定されるものではない。 Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings. The present invention is not limited to the embodiments described below.

図1は本発明の機能分離型制振構造の一例を概略的に示したものである。この例での橋梁1は、橋台・橋脚等の下部構造5の上に、橋軸方向の主桁6,6、橋軸直角方向の横桁3、これらの上に設置される床版2等からなる上部構造4が設けられている。 FIG. 1 schematically shows an example of the function-separated vibration damping structure of the present invention. The bridge 1 in this example comprises a main girder 6, 6 in the bridge axis direction, a transverse girder 3 in the direction perpendicular to the bridge axis, a floor slab 2 installed on these, on a substructure 5 such as an abutment/pier. A superstructure 4 consisting of

この橋梁1は機能分離型制振構造となっており、固定柱7、座屈拘束ブレースからなる一対の棒状制振部材8,8(水平荷重支持部材)、接合部9等からなる水平荷重支持機構が橋軸直角方向に備わっている。鉛直荷重支持機構は支承12による。橋梁1としては、鋼橋、RC橋、PC橋梁などが挙げられる。 This bridge 1 has a function-separated type vibration control structure, and a horizontal load support including fixed columns 7, a pair of rod-shaped vibration control members 8 and 8 (horizontal load support members) composed of buckling restrained braces, and a joint portion 9 and the like. The mechanism is provided in the direction perpendicular to the bridge axis. The vertical load support mechanism depends on the bearing 12. Examples of the bridge 1 include a steel bridge, an RC bridge, a PC bridge and the like.

橋軸方向に互いに平行に相対向して並立する主桁6,6間における橋軸直角方向の中間の下部構造5の上部に棒状制振部材8,8を支持するための固定柱7が設けられ、各主桁6には棒状制振部材8を支持固定する接合部9が設けられ、固定柱7を中心に線対称に一対の棒状制振部材8,8からなる水平荷重支持部材が橋軸直角方向に水平に配置され、各棒状制振部材8の一端は連結板14を介して固定柱7に取付けられ、他端は接合部9に固定されている。 A fixed column 7 for supporting the rod-shaped vibration damping members 8, 8 is provided on the upper part of the intermediate lower structure 5 in the direction perpendicular to the bridge axis between the main girders 6, 6 which are parallel to each other and parallel to each other in the bridge axis direction. Each main girder 6 is provided with a joint 9 for supporting and fixing the rod-shaped damping member 8, and a horizontal load supporting member composed of a pair of rod-shaped damping members 8 is arranged symmetrically about the fixed column 7 as a bridge. The rod-shaped vibration damping members 8 are arranged horizontally in the direction orthogonal to the axis, one end of each rod-shaped damping member 8 is attached to the fixed column 7 via the connecting plate 14, and the other end is fixed to the joint 9.

固定柱7は、この例ではH形鋼を主体としたH形状のものであり、下部構造5(橋台・橋脚)の上面に載置されている。また、接合部9は上部構造4との一体化を図るもので鋼板や高力ボルトなどからなり、この例では各主桁6の側面に設けられている。 In this example, the fixed column 7 has an H shape mainly made of H-shaped steel, and is mounted on the upper surface of the lower structure 5 (abutment/pier). The joint 9 is intended to be integrated with the upper structure 4, and is made of a steel plate, high-strength bolt, or the like, and is provided on the side surface of each main girder 6 in this example.

そして、水平荷重支持部材により上部構造4からの水平荷重を低減して下部構造5に伝達する。具体的には、例えば、大規模地震等により橋梁1が揺れ、棒状制振部材8の軸力が設定荷重に達した時、ダンパー機能が発揮されることで上部構造4からの水平荷重をそのまま下部構造5へ伝えることなく、これらの荷重を低減させることが可能となる。 Then, the horizontal load supporting member reduces the horizontal load from the upper structure 4 and transmits it to the lower structure 5. Specifically, for example, when the bridge 1 shakes due to a large-scale earthquake or the like and the axial force of the rod-shaped damping member 8 reaches the set load, the damper function is exerted so that the horizontal load from the superstructure 4 remains unchanged. It is possible to reduce these loads without transmitting them to the lower structure 5.

このような構造において、後に詳述する図5に示されるように、固定柱7の両側に位置する連結板14どうしを固定部材としての固定版41を介して一体化することで、固定柱7と連結板14との間での締付けを緩和し、橋梁の下部構造5と上部構造の橋軸方向の相対移動に対し、固定柱7の両側の棒状制振部材8,8どうしの直線状の位置関係が保持されるようにし、さらに、固定版41を利用して固定柱7と横桁3との間に上下方向の相対移動を拘束する上揚力抵抗機構61を設け、例えばレベル2以上の地震動に対して支承12位置で上揚力に抵抗しているサイドブロック13が効かない状況において、上揚力抵抗機能を発揮させるようにしている。 In such a structure, as shown in FIG. 5 which will be described in detail later, by connecting the connecting plates 14 located on both sides of the fixed column 7 through the fixed plate 41 serving as a fixing member, the fixed column 7 is fixed. The tightening between the connecting plate 14 and the connecting plate 14 is relaxed, and the rod-shaped damping members 8, 8 on both sides of the fixed column 7 are linear with respect to the relative movement of the lower structure 5 and the upper structure of the bridge in the bridge axial direction. The positional relationship is maintained, and an upper lift resistance mechanism 61 for restraining relative movement in the vertical direction is provided between the fixed column 7 and the horizontal girder 3 by using the fixed plate 41. In a situation where the side block 13 resisting the lift force at the bearing 12 position against the earthquake motion does not work, the lift force resistance function is exerted.

図2は座屈拘束ブレースによる棒状制振部材8の一例を示したものである。図に示した座屈拘束ブレースは、断面十字フィン状を有する低降伏点鋼材からなる荷重受部と、一般鋼材によって荷重受部よりも各フィンの幅寸法及び厚みを大きく形成して荷重受部の一端に溶接固定した端部部材と、荷重受部の他端に溶接固定した端部部材とからなる芯材21を有している。 FIG. 2 shows an example of the rod-shaped vibration damping member 8 using the buckling restraint brace. The buckling restraint brace shown in the figure consists of a load bearing part made of low yield point steel with a cross-shaped fin cross section, and a load bearing part made of general steel in which the width and thickness of each fin are made larger than the load bearing part. Has a core member 21 including an end member welded and fixed to one end of the load receiving portion and an end member welded and fixed to the other end of the load receiving portion.

芯材21の各四隅部には、芯材21の端部部材の各フィンの幅と同等の幅を有する山形鋼からなる座屈防止材22が配置してあり、該座屈防止材22は、端部部材と端部部材の一部に跨る長さを有している。 At each of the four corners of the core member 21, buckling prevention members 22 made of chevron steel having a width equal to the width of each fin of the end member of the core member 21 are arranged. , Has a length that spans the end member and a part of the end member.

芯材21の荷重受部の各フィンの外側には端部部材のフィンの厚さと同等の厚さを有するスペーサが配置されており、座屈防止材22により端部部材の一部とスペーサを挟んで組立ボルト23(高力ボルト)と組立ナットで締め付けることにより一体的に組み立てられる。 A spacer having a thickness equal to the thickness of the fin of the end member is arranged outside each fin of the load receiving portion of the core member 21, and the buckling prevention member 22 separates a part of the end member from the spacer. The assembly bolt 23 (high-strength bolt) and the assembly nut are sandwiched and tightened with an assembly nut to be integrally assembled.

座屈防止材22の一端が端部部材の一部に組立ボルト23によって取付けられる位置には、長孔25が形成されている。したがって、上記組立ボルト23による締め付けを行うと、芯材21の荷重受部と座屈防止材22との間に隙間が形成され、よって、芯材21の端部部材間に引張または圧縮の荷重が作用した場合には、荷重受部は引張変形または圧縮変形する。この時、座屈防止材22は長孔25によって荷重受部の長さ変化を許容し、荷重受部が座屈しようとする荷重に対しては座屈防止材22が抵抗するように作用する。 A long hole 25 is formed at a position where one end of the buckling prevention member 22 is attached to a part of the end member by the assembly bolt 23. Therefore, when the assembly bolts 23 are tightened, a gap is formed between the load receiving portion of the core member 21 and the buckling prevention member 22, and thus a tensile or compression load is applied between the end members of the core member 21. When the force acts, the load receiving portion undergoes tensile deformation or compression deformation. At this time, the buckling prevention member 22 allows the length change of the load receiving portion by the long hole 25, and the buckling prevention member 22 acts so as to resist the load which the load receiving portion tries to buckle. ..

芯材21の一方の端部には、上端に天端掛り板15を有する連結板14が設けられている。この連結板14を介して座屈拘束ブレース(棒状制振部材8)が固定柱に取り付けられる。据え付けた状態において、連結板14は圧縮時は固定柱本体(フランジ部分)に面接触して荷重を伝え、引張時は固定柱を貫通して両側の連結板14間を緊結する連結ボルトを介して他方の連結板14からの軸力を伝える役割をし、連結板14の上端の天端掛り板15は棒状制振部材8の自重を固定柱に支持する役割、また棒状制振部材8の軸に対して直角方向の可動をスムーズにする役割をする。 A connecting plate 14 having a top end hanging plate 15 at the upper end is provided at one end of the core member 21. The buckling restraint brace (bar-shaped damping member 8) is attached to the fixed column via the connecting plate 14. In the installed state, the connecting plate 14 is in surface contact with the fixed column main body (flange portion) at the time of compression to transmit the load, and at the time of pulling, the connecting plate 14 penetrates the fixed column to connect the connecting plates 14 on both sides via the connecting bolt. And the top end hanging plate 15 at the upper end of the connecting plate 14 supports the self-weight of the rod-shaped damping member 8 on the fixed column, and the rod-shaped damping member 8 has a function of transmitting the axial force from the other connecting plate 14. It plays a role in smooth movement in the direction perpendicular to the axis.

本発明では、一形態としてこの天端掛り板15の上面に、固定柱の両側の連結板14を一体化する固定版を取り付けることができ、図示した例では天端掛り板15部分に固定版取付け孔16を設け、固定版41(図1、図3〜図6参照)をボルト接合できるようにしている。 In the present invention, as one form, a fixed plate that integrates the connecting plates 14 on both sides of the fixed column can be attached to the upper surface of the top plate 15, and in the illustrated example, the fixed plate is attached to the top plate 15. A mounting hole 16 is provided so that the fixed plate 41 (see FIGS. 1 and 3 to 6) can be bolted.

また、連結板14には、図に示すように、スライド用長孔17が設けられている。このスライド用長孔17は、上部構造の橋軸方向への移動に追従するための橋軸方向への可動機能を担う役割を果たす。 Further, the connecting plate 14 is provided with a long slide hole 17 as shown in the drawing. The long hole 17 for sliding plays a role of performing a movable function in the bridge axis direction to follow the movement of the superstructure in the bridge axis direction.

さらに、図示した例では、連結板14の下部に橋軸方向前後に張出し部を形成し、張出し部に後述する幅保持パイプ51に通した緊張ボルト52(図3、図4、図6参照)を固定するためのボルト孔18が設けられている。 Further, in the illustrated example, a tension bolt 52 is formed in the lower portion of the connecting plate 14 in the front-back direction in the bridge axis direction, and a tension bolt 52 is passed through a width holding pipe 51 described later in the overhang portion (see FIGS. 3, 4, and 6). Is provided with a bolt hole 18 for fixing.

図3は橋脚などの下部構造5上に固定した固定柱7部分の詳細を示したものである。 FIG. 3 shows details of a fixed column 7 portion fixed on a lower structure 5 such as a bridge pier.

固定柱7は、ベースプレート29とその上に載置、固定されるH形鋼からなる固定柱本体とからなり、橋台や橋脚等の下部構造5の上面に高さ調整モルタル28を介してアンカーボルト30で下部構造5に固定されることにより設置されている。また、H形鋼のフランジには、連結板14に設けられたスライド用長孔17に併せて連結ボルト27を通すための孔が設けられている。 The fixed column 7 is composed of a base plate 29 and a fixed column main body made of H-shaped steel that is placed and fixed on the base plate 29, and an anchor bolt is provided on the upper surface of the lower structure 5 such as an abutment or a pier via a height adjusting mortar 28. It is installed by being fixed to the lower structure 5 at 30. In addition, the flange of the H-section steel is provided with a hole for inserting the connecting bolt 27 in addition to the elongated slide hole 17 provided in the connecting plate 14.

固定柱7への一対の棒状制振部材8,8(この例では座屈拘束ブレース)の取付け構造は図に示すようになっている。すなわち、スライド用長孔17を有する棒状制振部材8は、その端部の連結板14が固定柱7の本体であるH形鋼のフランジに重ねられ連結ボルト27で固定されることにより固定柱7に取付けられている。 The mounting structure of the pair of rod-shaped vibration damping members 8, 8 (in this example, the buckling restraint brace) to the fixed column 7 is as shown in the figure. That is, in the rod-shaped damping member 8 having the long hole 17 for sliding, the connecting plate 14 at the end of the rod-shaped damping member 8 is superposed on the flange of the H-shaped steel that is the main body of the fixed column 7 and is fixed by the connecting bolt 27. It is attached to 7.

上記スライド用長孔17は、前述の通り、上部構造の橋軸方向への移動に追従するための橋軸方向への可動機能を担う役割を果たす。具体的には、例えば、連結板14に設けられたスライド用長孔17に突起付きの角ナット31を設置することで該長孔17がガイドレールとなり追従方向に可動な構造になる。 As described above, the slide long hole 17 has a function of performing a function of moving in the bridge axis direction to follow the movement of the superstructure in the bridge axis direction. Specifically, for example, a rectangular nut 31 with a protrusion is installed in the sliding long hole 17 provided in the connecting plate 14, so that the long hole 17 serves as a guide rail and is movable in the following direction.

本発明では、このような構成において、固定柱7の両側に位置する連結板14どうしを固定部材を介して一体化することで、固定柱7と連結板14との間での締付けを緩和し、橋梁の下部構造5と上部構造の橋軸方向の相対移動に対し、固定柱7の両側の棒状制振部材8,8どうしの直線状の位置関係が保持されるようにして、水平荷重支持機構としての本来的な機能が損なわれないようにしている。 According to the present invention, in such a configuration, the connecting plates 14 located on both sides of the fixed column 7 are integrated with each other through the fixing member, so that the tightening between the fixed column 7 and the connecting plate 14 is relaxed. With respect to the relative movement of the lower structure 5 and the upper structure of the bridge in the bridge axial direction, the linear positional relationship between the rod-shaped damping members 8 on both sides of the fixed column 7 is maintained to support the horizontal load. The original function of the mechanism is kept intact.

図3の例では、具体的には固定部材として、固定柱7の上端部を跨ぎ、両側の連結板14,14どうしを連結固定する固定版41を用い、さらに連結板14の下部に張出し部を形成し、この張出し部位置に鋼製の幅保持パイプ51を介在させて、両側の連結板14,14どうしを幅保持パイプ51に通した緊張ボルト52で緊結し、固定柱7を取り囲む形で配置した上部の固定版41と下部の幅保持パイプ51に通した緊張ボルト52で、両側の連結板14,14どうしを一体化している。 In the example of FIG. 3, specifically, as a fixing member, a fixed plate 41 that straddles the upper end of the fixed column 7 and connects and fixes the connecting plates 14 on both sides to each other is used. The width holding pipe 51 made of steel is interposed at the position of the overhanging portion, and the connecting plates 14 on both sides are tightly connected with the tension bolt 52 passing through the width holding pipe 51 to surround the fixed column 7. The connecting plates 14, 14 on both sides are integrated with each other by the tension bolts 52 passing through the upper fixed plate 41 and the lower width holding pipe 51, which are arranged in FIG.

このような構成において、固定部材としての固定版41と幅保持パイプ51により、両側の連結板14,14間に幅保持パイプ51の長さに相当する間隔が保持されるため、幅保持パイプ51の長さを固定柱の橋軸直角方向の幅以上とすることで、固定柱7と連結板14との間での締付けを緩和し、上部構造の橋軸方向の移動にスムーズに追従させることができる。 In such a configuration, since the fixed plate 41 as the fixing member and the width holding pipe 51 hold a space corresponding to the length of the width holding pipe 51 between the connecting plates 14 on both sides, the width holding pipe 51. By making the length of the fixed column more than the width of the fixed column in the direction perpendicular to the bridge axis, the tightening between the fixed column 7 and the connecting plate 14 can be relaxed and smoothly follow the movement of the superstructure in the bridge axis direction. You can

図4は固定柱を下部構造の上部側面に固定した場合の詳細を示したものである。この例では、固定柱7は、H形鋼からなる固定柱本体とアンカーボルト30を通すための孔を有する2枚の固定プレート32,32とからなる。そして、H形鋼のフランジには連結板14に設けられたスライド用長孔17に併せて連結ボルト27を通すための孔が、H形鋼のウェブにはアンカーボルト30を通すための孔が各々設けられている。 FIG. 4 shows details of the case where the fixed column is fixed to the upper side surface of the lower structure. In this example, the fixed column 7 is composed of a fixed column body made of H-shaped steel and two fixing plates 32, 32 having holes for passing the anchor bolts 30. Then, the flange of the H-section steel has a hole for inserting the connecting bolt 27 together with the long hole 17 for sliding provided in the connecting plate 14, and the H-section web has a hole for inserting the anchor bolt 30. Each is provided.

固定柱7は、図に示すように、2枚の固定プレート32,32でH形鋼を挟みアンカーボルト30で下部構造5の上部側面に固定されることにより設置されている。 As shown in the figure, the fixed column 7 is installed by sandwiching H-shaped steel between two fixing plates 32, 32 and fixing it to the upper side surface of the lower structure 5 with anchor bolts 30.

固定柱7への一対の棒状制振部材8,8(この例では座屈拘束ブレース)の取付け構造は、図3の場合と同様なので説明は省略する。 The mounting structure of the pair of rod-shaped vibration damping members 8, 8 (in this example, the buckling restraint brace) to the fixed column 7 is the same as that in the case of FIG.

図5は前述した図1の実施形態における固定柱7部分の詳細を示したものである。図1に関して説明したように、固定柱7の両側に位置する連結板14どうしを固定版41を介して一体化し、さらに、固定版41を利用して固定柱7と横桁3との間に上下方向の相対移動を拘束する上揚力抵抗機構61を設けている。 FIG. 5 shows details of the fixed column 7 portion in the embodiment of FIG. 1 described above. As described with reference to FIG. 1, the connecting plates 14 located on both sides of the fixed column 7 are integrated with each other via the fixed plate 41, and the fixed plate 41 is used between the fixed column 7 and the cross beam 3. An upper lift force resistance mechanism 61 for restraining relative movement in the vertical direction is provided.

この例では、図3および図4の実施形態で用いた幅保持パイプ51および緊張ボルト52を設けていないが、図6のように幅保持パイプ51および緊張ボルト52を設けることでより安定した構造となる。 In this example, the width holding pipe 51 and the tension bolt 52 used in the embodiments of FIGS. 3 and 4 are not provided, but a more stable structure is provided by providing the width holding pipe 51 and the tension bolt 52 as in FIG. Becomes

連結板14,14どうしを固定版41を介して一体化することで、固定柱7と連結板14との間での締付けを緩和し、橋梁の下部構造5と上部構造の橋軸方向の相対移動に対し、固定柱7の両側の棒状制振部材8,8どうしの直線状の位置関係を維持した状態で橋軸方向の相対移動にスムーズに追従させることができる。 By integrally connecting the connecting plates 14 and 14 via the fixed plate 41, the tightening between the fixed column 7 and the connecting plate 14 is relaxed, and the bridge lower structure 5 and the upper structure are relatively opposed to each other in the bridge axial direction. With respect to the movement, it is possible to smoothly follow the relative movement in the bridge axis direction while maintaining the linear positional relationship between the rod-shaped damping members 8 on both sides of the fixed column 7.

図示した例では、上揚力抵抗機構61として、鋼板を組み合わせ、上下に接合用プレートを設けた連結ブロック62の下側の接合用プレートを固定版41にボルト接合し、連結ブロック62の上側の接合用プレートを横桁3の下フランジにボルト接合し、連結ブロック62の応力が伝わる横桁3のウェブ部分にリブ状の補剛部材63、64を取り付けている。 In the illustrated example, as the upper lift resistance mechanism 61, steel plates are combined, and the lower joining plate of the connecting block 62 having upper and lower joining plates is bolted to the fixed plate 41 to join the upper portion of the connecting block 62. The plate is bolted to the lower flange of the cross beam 3, and rib-shaped stiffening members 63 and 64 are attached to the web portion of the cross beam 3 to which the stress of the connecting block 62 is transmitted.

前述したように、例えばレベル2以上の地震動に対して支承12位置で上揚力に抵抗しているサイドブロック13が効かない状況において、上揚力抵抗機構61を介して固定柱7と横桁3が間接的に接合されているため、上揚力抵抗機能を発揮させることができる。 As described above, for example, in a situation where the side block 13 resisting the lift force at the bearing 12 position does not work against seismic motion of level 2 or higher, the fixed column 7 and the cross beam 3 are connected via the lift force resistance mechanism 61. Since they are indirectly joined, the upper lift resistance function can be exerted.

また、固定版41は固定柱7に対し、橋軸方向の相対移動が可能であるため、上揚力抵抗機構61には実質的に上下方向の力のみが作用することになる。 Further, since the fixed plate 41 can move relative to the fixed column 7 in the bridge axis direction, substantially only the vertical force acts on the upper lift resistance mechanism 61.

図7は本発明の機能分離型制振構造に常時またはレベル1地震動が作用した場合の挙動を、図8は本発明の機能分離型制振構造にレベル2地震動が作用した場合の挙動を概念的に示したものである。 FIG. 7 shows the behavior when the function-separated vibration control structure of the present invention is constantly or when level 1 seismic motion is applied, and FIG. 8 is the behavior when the level 2 seismic motion is applied to the function-separated vibration control structure of the present invention. It is shown in the figure.

常時またはレベル1の地震動に対しては、図7に示されるように実質的に主桁を受けている支承が鉛直方向の振動を負担し、上揚力に対しても実質的に固定状態の支承位置のサイドブロックのストッパー機能により抵抗することができる。 As shown in Fig. 7, the bearing that receives the main girder bears vertical vibrations at all times or against level 1 seismic motion, and the bearing is in a substantially fixed state even for lift. It can resist by the stopper function of the position side block.

常時の熱伸びなどによる橋軸方向の相対移動に対しては、前述のように固定柱位置についても変位に追従できる構造となっている。 With respect to the relative movement in the bridge axis direction due to constant heat expansion, etc., the structure is such that the fixed column position can follow the displacement as described above.

図8(a)はレベル2以上の地震動により上部構造が図中水平右方向に大きく変位し、固定中の右側の棒状制振部材に引張軸力が作用し、左側の棒状制振部材に圧縮軸力が作用する様子を示している。 In Fig. 8(a), the upper structure is largely displaced horizontally to the right in the figure due to a level 2 or higher earthquake motion, a tensile axial force acts on the right bar-shaped damping member being fixed, and the left bar-shaped damping member is compressed. It shows how the axial force acts.

この状態で支承部分はサイドブロックのストッパー機能が解除されすべり可動となる。このときの上揚力は横桁と連結された固定柱が負担することになる(図1、図5、図6の実施形態の場合)。 In this state, the support portion of the support portion is released from the stopper function of the side block and can be slid. The lifting force at this time is borne by the fixed column connected to the cross beam (in the case of the embodiments of FIGS. 1, 5, and 6).

図8(b)は同様にレベル2以上の地震動により上部構造が図中水平左方向に大きく変位し、固定中の右側の棒状制振部材に引張軸力が作用し、左側の棒状制振部材に圧縮軸力が作用する様子を示しており、図8(a)と図8(b)の状態が繰り返されながら、棒状制振部材による振動エネルギーの吸収により水平方向の振動が減衰して行く。 Similarly, Fig. 8(b) shows that the upper structure is largely displaced horizontally to the left in the figure due to seismic motion of level 2 or higher, and a tensile axial force acts on the right bar-shaped damping member that is being fixed, and the left bar-shaped damping member is 8A and 8B are repeated, the horizontal vibration is attenuated by absorption of vibration energy by the rod-shaped damping member. ..

図9は従来の機能分離型制振構造に急激な地震動が作用した場合の挙動を概念的に示したものであり、図10は図9と対比して本発明の機能分離型制振構造の場合を概念的に示したものである。 FIG. 9 conceptually shows the behavior when a sudden seismic motion acts on the conventional function-separated type vibration control structure, and FIG. 10 shows the function-separated type vibration control structure of the present invention in comparison with FIG. This is a conceptual illustration of the case.

前述したように、固定柱7の両側の連結板14,14どうしを連結ボルト27で緊結し、連結板14が、直接、固定柱7に押し付けられる図9(a)の構造では、連結ボルト27をスライド用長孔に沿って摺動させる構成としても上部構造の橋軸方向への移動に十分追従させることが困難であり、図9(b)に示すように固定柱7位置で両側の棒状制振部材8,8が一直線とならず折れ曲がった角度となり、棒状制振部材8の機能を十分に発揮させることができなくなる恐れがある。 As described above, in the structure of FIG. 9A in which the connecting plates 14 on both sides of the fixed column 7 are tightly connected to each other with the connecting bolts 27, and the connecting plate 14 is directly pressed against the fixed column 7. It is difficult to sufficiently follow the movement of the superstructure in the bridge axis direction even if the sliding structure is slid along the long slot for sliding, and as shown in Fig. 9(b), the rod-shaped rods on both sides at the fixed column 7 position. There is a risk that the vibration damping members 8, 8 will not be in a straight line and will be bent at an angle, and the function of the rod-shaped vibration damping member 8 cannot be fully exerted.

これに対し、本発明の構造では、固定柱7の両側の連結板14,どうしが固定版41や幅保持パイプ51など固定部材によって剛に一体化させることで、固定柱7の両側の棒状制振部材8,8の直線状の位置関係を保持した状態で、上部構造の相対移動に追従させることができるため、棒状制振部材8の機能を十分に発揮させることができる。 On the other hand, in the structure of the present invention, the connecting plates 14 on both sides of the fixed column 7 are rigidly integrated by the fixing members such as the fixed plate 41 and the width holding pipe 51, so that the rod-shaped control on both sides of the fixed column 7 is controlled. Since the relative movement of the upper structure can be made to follow in a state where the linear positional relationship between the vibration damping members 8 is maintained, the function of the rod-shaped vibration damping member 8 can be sufficiently exerted.

1…橋梁、2…床版、3…横桁、4…上部構造、5…下部構造、6…主桁、7…固定柱、8…棒状制振部材、9…主桁側接合部、
12…支承、13…サイドブロック(ストッパー)、14…連結板、15…天端掛り板、16…固定版取付け孔、17…スライド用長孔、18…ボルト孔、
21…芯材、22…座屈拘束材、23…組立ボルト、25…長孔、
27…連結ボルト、28…高さ調整モルタル、29…ベースプレート、30…アンカーボルト、31…溝付角ナット、32…固定プレート
41…固定版、
51…幅保持パイプ、52…緊張ボルト、
61…上揚力抵抗機構、62…連結ブロック、63…補剛部材、64…補剛部材
DESCRIPTION OF SYMBOLS 1... Bridge, 2... Floor slab, 3... Horizontal girder, 4... Upper structure, 5... Lower structure, 6... Main girder, 7... Fixed column, 8... Rod damping member, 9... Main girder side joint part,
12... Support, 13... Side block (stopper), 14... Connecting plate, 15... Top end hanging plate, 16... Fixed plate mounting hole, 17... Sliding long hole, 18... Bolt hole,
21... Core material, 22... Buckling restraint material, 23... Assembly bolt, 25... Long hole,
27... Connection bolts, 28... Height adjusting mortar, 29... Base plate, 30... Anchor bolts, 31... Grooved square nuts, 32... Fixed plate 41... Fixed plate,
51... Width holding pipe, 52... Tension bolt,
61... Upper lift resistance mechanism, 62... Connection block, 63... Stiffening member, 64... Stiffening member

Claims (4)

橋梁の下部構造に、上部構造の主桁からの鉛直荷重を支持する支承に加え、主桁間に位置する固定柱を設け、水平荷重に対し前記固定柱とその両側の主桁間に部材軸方向の振動を抑制する棒状制振部材を介在させることで、鉛直荷重支持機構と水平荷重支持機構とを分離した橋梁の機能分離型制振構造において、前記固定柱とその両側の前記棒状制振部材はそれぞれ連結板を介して連結されており、前記固定柱とその両側の連結板は、前記固定柱または前記連結板に形成された橋軸方向に延びる長孔を貫通して両側の前記連結板どうしを緊結する棒状の緊張材で連結され、橋梁の下部構造と上部構造の橋軸方向の相対移動に対し、前記緊張材が前記長孔に沿って摺動することで、前記連結板を介して連結された前記固定柱とその両側の棒状制振部材の橋軸方向の相対移動を許容する構造となっており、かつ前記固定柱の両側に位置する前記連結板どうしを前記固定柱の上端部を跨ぎ、両側の前記連結板どうしを連結固定する版状部材を介して一体化することで、橋梁の下部構造と上部構造の橋軸方向の相対移動に対し、前記固定柱の両側の棒状制振部材どうしの直線状の位置関係が保持されるようにしたことを特徴とする橋梁の機能分離型制振構造。 In addition to the support that supports the vertical load from the main girder of the superstructure, the bridge substructure is provided with fixed columns located between the main girders. In a function-separated vibration control structure of a bridge in which a vertical load support mechanism and a horizontal load support mechanism are separated by interposing a rod-shaped vibration control member that suppresses vibrations in the direction, the fixed column and the bar-shaped vibration control on both sides of the fixed column member is consolidated through a respective connecting plate, connecting plate on both sides of the fixed column, the sides of the through long hole extending in the bridge axis direction formed in the fixed post or the connection plate The connecting plates are connected by a rod-like tension member that tightly connects the connecting plates, and the tension member slides along the long hole in response to relative movement in the bridge axial direction of the lower structure and the upper structure of the bridge, so that the connecting plate is Has a structure that allows relative movement in the bridge axis direction between the fixed column and the rod-shaped damping members on both sides of the fixed column , and the connecting plates located on both sides of the fixed column are fixed to each other. Straddling the upper end of the bridge, and integrating them through the plate-shaped members that connect and fix the connecting plates on both sides, so that both sides of the fixed column are supported against relative movement in the bridge axial direction between the lower structure and the upper structure of the bridge. A function-separated vibration control structure for bridges, characterized in that the linear positional relationship between the rod-shaped vibration control members of FIG. 請求項記載の橋梁の機能分離型制振構造において、前記固定柱の上端部を跨ぎ、両側の前記連結板どうしを連結固定する前記版状部材に加え、さらに前記固定柱の橋軸方向の前側と後側にそれぞれ前記固定柱を跨いで両側の前記連結板どうしの間隔を保持する幅保持パイプと前記幅保持パイプを貫通して両側の前記連結板どうし緊結する棒状の緊張材とからなる固定部材を設けることで、前記固定柱の両側に位置する前記連結板どうしの一体性を高めていることを特徴とする橋梁の機能分離型制振構造。 Function separation type damping smell of bridges according to claim 1 wherein Te, straddling the upper portion of said fixed column, adding both sides of the connecting plate to each other in the plate-like member to be connected and fixed, further bridge axis direction of the fixed pillar and tendons of the across front and rear sides respectively before Symbol fixed pillar through the width holding pipe for holding the interval of the connecting plate to each other on both sides of the width maintaining pipe to the connecting plate to each other Tightened on both sides rod-like A function-separated vibration control structure for a bridge, characterized in that the connection plates located on both sides of the fixed column are enhanced in integrity by providing a fixing member made of . 請求項2記載の橋梁の機能分離型制振構造において、前記幅保持パイプの長さを前記固定柱の橋軸直角方向の幅以上としてあることを特徴とする橋梁の機能分離型制振構造。The function-separated vibration damping structure for a bridge according to claim 2, wherein the length of the width-maintaining pipe is equal to or greater than the width of the fixed column in a direction perpendicular to the bridge axis. 請求項1、2または3記載の橋梁の機能分離型制振構造において、前記主桁間には主桁間をつなぐ横桁が設けられており、前記固定柱の上端部を跨ぎ、両側の前記連結板どうしを連結固定する前記版状部材と前記横桁との間に、前記版状部材と前記横桁とを連結して橋梁の下部構造と上部構造の上下方向の相対移動を拘束する上揚力抵抗機構が設けられていることを特徴とする橋梁の機能分離型制振構造。 The function-separated vibration control structure for a bridge according to claim 1, 2 or 3 , wherein a transverse girder connecting the main girders is provided between the main girders , straddling the upper end portion of the fixed pillar , and Between the plate-shaped member and the cross girder for connecting and fixing the connecting plates to each other, the plate- shaped member and the cross girder are connected to each other to restrain the vertical movement of the lower structure and the upper structure of the bridge. A function-separated vibration control structure for bridges, which is equipped with a lift resistance mechanism.
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