JP2009068248A - Girder-to-girder connection device - Google Patents

Girder-to-girder connection device Download PDF

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JP2009068248A
JP2009068248A JP2007237524A JP2007237524A JP2009068248A JP 2009068248 A JP2009068248 A JP 2009068248A JP 2007237524 A JP2007237524 A JP 2007237524A JP 2007237524 A JP2007237524 A JP 2007237524A JP 2009068248 A JP2009068248 A JP 2009068248A
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girder
bridge
displacement limiting
inter
displacement
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JP4835948B2 (en
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Koichi Watanabe
宏一 渡辺
Kazuhiko Morikawa
和彦 森川
Kazuhiko Isoda
和彦 磯田
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Shimizu Construction Co Ltd
Shimizu Corp
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Shimizu Construction Co Ltd
Shimizu Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a girder-to-girder connection device which is mounted on a joint portion between bridge girders at bearing locations of a viaduct etc., enhances the continuity between the girders, reduces vibration and noise, and alleviates damage occurring at the girders at the time of an earthquake. <P>SOLUTION: The girder-to-girder connection device is formed of displacement limiting pieces 30, a joint plate 20, and sliding devices 40. Each displacement limiting piece 30 is mounted on a girder edge of the bridge girder 1A adjacently supported on a bearing of a pier, and consists of a mounting flange 30a which is mounted on the other bridge girder extended to the girder edge of the other bridge girder 1B, and a base flange 30b arranged so as to form a substantial ell together with the mounting flange 30a. The joint plate 20 is secured to the girder edge of the bridge girder 1B, and functions to inhibit fluctuation in the vertical direction of the displacement limiting pieces 30. Each sliding device 40 is interposed between the joint plate 20 and the displacement limiting piece 30, and allows relative displacement between the joint plate 20 and the displacement limiting piece 30 in a bridge axial direction. By virtue of restriction of the displacement limiting pieces 30, the bridge girders are inhibited from being relatively displaced in the vertical direction. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

本発明は桁間連結装置に係り、橋梁の橋桁の端部に取り付けられ、隣接した橋桁あるいは橋台と連結する際に用いられ、桁間を通過する車両とによって生じる交通振動等の低減を図るようにした桁間連結装置に関する。   The present invention relates to an inter-girder connecting device, and is used when connecting to an adjacent bridge girder or an abutment attached to an end of a bridge girder of a bridge so as to reduce traffic vibration caused by a vehicle passing between the girder. The present invention relates to an interdigit connecting device.

高速道路などの高架橋においては、車両の通行によって生じる交通振動が問題となることがある。従来の高架橋の多くは、経済性が考慮されて、単純合成桁が計画・架設されてきた。最近では、橋梁伸縮装置を減らすことによる車両の走行性向上や維持管理の簡略化、さらには、耐震性向上等を目的として、多径間連続橋が採用されることが多くなった。しかし、温度変化に起因する橋桁の伸縮により、連続させることができる橋長にも限界があり、所定長さごとに隣接する橋桁との間に、遊間(隙間)を設定する必要がある。   In a viaduct such as an expressway, traffic vibration caused by vehicle traffic may be a problem. In many of conventional viaducts, simple composite girders have been planned and installed in consideration of economic efficiency. Recently, multi-span continuous bridges have been increasingly adopted for the purpose of improving vehicle runnability and maintenance by reducing the number of bridge expansion and contraction devices, and improving earthquake resistance. However, there is a limit to the bridge length that can be continued due to the expansion and contraction of the bridge girder caused by temperature change, and it is necessary to set a gap (gap) between adjacent bridge girders for each predetermined length.

交通振動は、橋桁間に設置された遊間の存在により発生していることが一般に知られている。埋設ジョイントは、舗装面のつなぎ目を平滑にすることが可能な舗装部の連結構造である。この埋設ジョイントを施工すると、車両が舗装面のつなぎ目を通過する際に発生させる衝撃による騒音、および振動を低減することができる。しかし、橋桁間の遊間を跨いで車両荷重が飛び移ることによって発生する交通振動は、埋設ジョイントの施工で防ぐことはできない。   It is generally known that traffic vibration is caused by the presence of play between bridge girders. The buried joint is a pavement connection structure that can smooth the joints of the pavement surface. By constructing this buried joint, it is possible to reduce noise and vibration due to an impact generated when the vehicle passes through the joint of the paved surface. However, traffic vibrations caused by vehicle load jumping across the gap between bridge girders cannot be prevented by the construction of the buried joint.

特許文献1では、大地震時の落橋防止を目的に橋桁を連結し、かつ免震性能を備えた装置が提案されている。特許文献1に記載の連結プレートからなる免震落橋防止装置は、地震時の大変形を対象として、積層ゴムのせん断剛性等が設定されている。
また、特許文献2では、大型車両の通過時に過大な沈み込みを防止して、騒音や振動の発生を抑えることができるとする橋梁用支承が提案されている。
Patent Document 1 proposes an apparatus that connects bridge girders and has seismic isolation performance for the purpose of preventing dropped bridges during a large earthquake. In the seismic isolated bridge prevention device including the connection plate described in Patent Document 1, the shear rigidity of laminated rubber is set for large deformation during an earthquake.
Patent Document 2 proposes a bridge support capable of preventing excessive subduction during passage of a large vehicle and suppressing generation of noise and vibration.

交通振動のような微小振幅に対応させるためには、上下方向にがたつきのない連結装置の設置が有効である。出願人はすでに、連結部材にアスファルト等の粘弾性材料を介装して桁間の連結を行うようにした制振高架橋(特許文献3)を提案している。
特開平9−184111号公報参照。 特開2006−77395号公報参照。 特開2000−73311号公報参照。
In order to cope with minute amplitudes such as traffic vibration, it is effective to install a connecting device that does not rattle in the vertical direction. The applicant has already proposed a vibration suppression viaduct (Patent Document 3) in which a connecting member is connected with a girder via a viscoelastic material such as asphalt.
See JP-A-9-184111. See JP-A-2006-77395. See JP 2000-73311 A.

ところで、上述の特許文献1,3に開示された装置は、基本的に鋼桁側のベース部材と連結鋼板の側面に積層ゴムやアスファルトを介装させた構造となっている。交通振動を低減するためには、桁間をなるべく剛性の高い部材で連結することが有効であるが、特許文献1,3のように積層ゴムやアスファルトを介装させた構造では、十分な剛性が確保できない。そのため、車両通行時に生じる交通振動のような微小変形の振動対策には効果があまり見込めない。また、温度変化に伴い橋桁は橋軸方向に伸縮するが、橋長が長くなるにつれて桁端部の伸縮量は大きくなり、この伸縮量を吸収可能な構造とする必要がある。また、上述の特許文献2に開示された支承を用いると、支承の沈み込みに起因する交通振動を低減することができるが、橋桁に発生した撓み等に起因する交通振動を防ぐことはできない。また、既設の橋梁に交通振動対策として、支承を取り替えることはコストがかかり過ぎるという問題がある。   By the way, the apparatuses disclosed in Patent Documents 1 and 3 basically have a structure in which laminated rubber or asphalt is interposed between the base member on the steel beam side and the side surface of the connecting steel plate. In order to reduce traffic vibration, it is effective to connect the gaps with a member having as high rigidity as possible. However, the structure with laminated rubber or asphalt as in Patent Documents 1 and 3 provides sufficient rigidity. Cannot be secured. For this reason, it is not expected to be effective for countermeasures against vibrations of minute deformations such as traffic vibrations that occur when a vehicle passes. In addition, the bridge girder expands and contracts in the direction of the bridge axis as the temperature changes. However, as the bridge length increases, the extension amount of the end of the girder increases, and it is necessary to have a structure that can absorb this expansion and contraction amount. Further, when the bearing disclosed in Patent Document 2 described above is used, traffic vibration caused by sinking of the bearing can be reduced, but traffic vibration caused by bending or the like occurring in the bridge girder cannot be prevented. In addition, there is a problem that it is too costly to replace a bearing as a traffic vibration countermeasure for an existing bridge.

そこで、本発明の目的は、上述した従来の技術が有する問題点を解消し、車両の乗り移りによって橋桁の端部に生じる上下方向の変位を拘束して、隣接する橋桁にスムーズに応力を伝達することができ、また、温度変化に伴う橋桁の伸縮量を吸収できる、交通振動対策として新設の橋梁のみならず、既設の橋梁にも取り付け可能で、安価な桁間連結装置を提供することにある。   Accordingly, an object of the present invention is to solve the above-described problems of the prior art, restrain the vertical displacement generated at the end of the bridge girder by the transfer of the vehicle, and smoothly transmit stress to the adjacent bridge girder. It is also possible to absorb the expansion and contraction amount of the bridge girder due to temperature change, and to provide an inexpensive girder connection device that can be installed not only on a newly built bridge but also on an existing bridge as a traffic vibration countermeasure .

上記目的を達成するために、本発明は、支承上に隣接して支持された橋桁の一方の桁端部に取り付けられ、他方の橋桁の桁端部まで延設された連結部材と、前記他方の橋桁の桁端部に固着され、前記連結部材の上下方向の変動を抑制する変位制限部材と、前記連結部材と前記変位制限部材との間に介装され、前記連結部材と前記変位制限部材との橋軸方向の相対変位を許容するスライド部とを備え、前記変位制限部材の拘束により、橋桁間での上下方向の相対変位を抑制することを特徴とする。   To achieve the above object, the present invention provides a connecting member attached to one girder end of a bridge girder supported adjacently on a support and extending to the girder end of the other bridge girder, A displacement limiting member that is fixed to a girder end portion of the bridge girder and suppresses fluctuation in the vertical direction of the connecting member, and is interposed between the connecting member and the displacement limiting member, and the connecting member and the displacement limiting member And a slide portion that allows relative displacement in the bridge axis direction, and restrains relative displacement in the vertical direction between the bridge girders by restraint of the displacement limiting member.

前記変位制限部材は、前記他方の橋桁に取り付けられる取付フランジ部と、該フランジ部と略L字形をなして形成されたベースフランジ部からなり、前記ベースフランジ部で前記連結部材の連係をもつようにすることが好ましい。   The displacement limiting member includes a mounting flange portion attached to the other bridge girder, and a base flange portion formed in a substantially L shape with the flange portion, and the base flange portion has linkage with the connecting member. It is preferable to make it.

前記変位制限部材は、上下端面にテーパ面が形成され、前記連結部材に形成された開口部の内周面が、前記テーパ面と嵌合可能なテーパ面として形成され、該テーパ面を介して前記変位制限部材と前記連結部材との間の上下方向変位を抑制することが好ましい。
前記スライド部は、橋軸方向に沿うレールに案内され直動するリニアスライダとすることが好ましい。
The displacement limiting member is formed with tapered surfaces at upper and lower end surfaces, and an inner peripheral surface of an opening formed in the connecting member is formed as a tapered surface that can be fitted to the tapered surface. It is preferable to suppress vertical displacement between the displacement limiting member and the connecting member.
It is preferable that the slide portion is a linear slider that is guided by a rail along the bridge axis direction and moves linearly.

対向した前記ベースフランジ部間を連結棒部材で連結し、該連結棒部材に所定の軸力を付与して前記連結部材を保持することが好ましい。   It is preferable that the opposing base flange portions are connected by a connecting rod member, and a predetermined axial force is applied to the connecting rod member to hold the connecting member.

本発明によれば、車両の乗り移りによって橋桁の端部に生じる上下方向の変位を拘束して、隣接する橋桁にスムーズに応力を伝達することができ、また、温度変化に伴う橋桁の伸縮量を吸収できる、交通振動対策として新設の橋梁のみならず、既設の橋梁にも取り付け可能で、安価な桁間連結装置を提供できる、という効果を奏する。   According to the present invention, the vertical displacement generated at the end of the bridge girder due to the transfer of the vehicle can be restrained, and stress can be transmitted smoothly to the adjacent bridge girder. As an anti-vibration measure that can be absorbed, it can be installed not only on new bridges, but also on existing bridges, and it is possible to provide an inexpensive inter-girder connection device.

以下、本発明の桁間連結装置の実施するための最良の形態として、添付図面を参照して説明する。   Hereinafter, the best mode for carrying out the inter-girder coupling device of the present invention will be described with reference to the accompanying drawings.

図1は、本発明に係る桁間連結装置10を、隣接する橋桁1の遊間4を跨いで設置した全体構造図である。図1に示すように、連結対象となる橋桁1A,1B(以下、単に橋桁1と記す。橋桁の区別をつける場合は符号A,Bを付記する。)は、橋脚梁部3上面に設置された支承5に支持されている。橋桁1はプレストレストコンクリート橋(以下、PC橋とする)で、上面には路面舗装6が施されて、車両7の走行性が確保されている。路面舗装6の遊間4には埋設ジョイント8が設置され、車両7通過時の衝撃による騒音と振動との低減が図られている。本発明に係る桁間連結装置10は、橋桁1の遊間4を跨いだ、橋桁1の端部近傍に取り付けられる。   FIG. 1 is an overall structural diagram in which an inter-girder connecting device 10 according to the present invention is installed across a gap 4 between adjacent bridge girders 1. As shown in FIG. 1, bridge girders 1A and 1B (hereinafter simply referred to as bridge girders 1. When distinguishing bridge girders, symbols A and B are attached) are installed on the upper surface of the pier beam section 3. Supported by the support 5. The bridge girder 1 is a prestressed concrete bridge (hereinafter referred to as a PC bridge), and a road surface pavement 6 is provided on the upper surface to ensure the traveling performance of the vehicle 7. An embedded joint 8 is installed in the gap 4 of the road pavement 6 to reduce noise and vibration due to impact when passing through the vehicle 7. The inter-girder connecting device 10 according to the present invention is attached in the vicinity of the end portion of the bridge girder 1 across the gap 4 of the bridge girder 1.

図2は、本発明に係る第1の桁間連結装置10の斜視図である。隣接した橋桁1を跨いで設置される連結板20は、矩形の鋼板からなっている。橋桁1A側に位置する連結板20には複数の連結板取付ボルト孔(不図示)が形成され、また、橋桁1B側には、矩形が切り抜かれた1個の開口部22が形成されている。   FIG. 2 is a perspective view of the first inter-girder connecting device 10 according to the present invention. The connecting plate 20 installed across the adjacent bridge girders 1 is made of a rectangular steel plate. A plurality of connecting plate mounting bolt holes (not shown) are formed in the connecting plate 20 located on the bridge beam 1A side, and one opening 22 in which a rectangle is cut out is formed on the bridge beam 1B side. .

橋桁1A側には、所定厚をなす矩形のスペーサプレート23が桁間連結装置10との間に介装されている。スペーサプレート23としては、本実施例では、無収縮モルタルを図示しない型枠にて現場施工したモルタル薄板が用いられている。このスペーサプレート23は、連結板20との不陸をなくし、橋桁1Aへ作用する応力を分散させるとともに、連結板20と橋桁1Bとを所定距離だけ離間させる役割を果たす。橋桁1Aには、スペーサプレート23を介して、縦横に所定本数が配列された連結板取付ボルト21が植設されている。この連結板取付ボルト21により、連結板20に形成された連結板取付ボルト孔を通じて連結板20を橋桁1Aに固定できるようになっている。   On the bridge beam 1A side, a rectangular spacer plate 23 having a predetermined thickness is interposed between the beam connection device 10. As the spacer plate 23, in this embodiment, a mortar thin plate is used in which non-shrink mortar is applied in-situ with a mold (not shown). The spacer plate 23 eliminates unevenness with the connecting plate 20, disperses the stress acting on the bridge beam 1A, and plays a role of separating the connecting plate 20 and the bridge beam 1B by a predetermined distance. In the bridge beam 1 </ b> A, connecting plate mounting bolts 21 in which a predetermined number are arranged vertically and horizontally are planted through spacer plates 23. With this connecting plate mounting bolt 21, the connecting plate 20 can be fixed to the bridge beam 1 </ b> A through a connecting plate mounting bolt hole formed in the connecting plate 20.

他方、橋桁1Bには、橋桁1A,1Bの上下方向の相対変位を拘束する、変位制限部材としての2個の変位制限ピース30が、開口部22内位置に取り付けられている。開口部22は、温度変化による橋桁1の伸縮を妨げることがないように、橋軸方向に十分な切欠寸法からなり、その内部に2個の変位制限ピース30が配置されている。変位制限ピース30は、本実施例では、断面形がL字形をなした鋼材からなり、取付フランジ30aは、複数の変位制限ピース取付ボルト31により、橋桁1Bにスペーサプレート23を介して所定位置に取り付けられている。このとき、取付フランジ30aと直角をなすベースフランジ30bが、開口部22の上下の内周面に沿うように配置されている。橋桁1B側のスペーサプレート23は、変位制限ピース30ごとに施工してもよいし、2個の変位制限ピース30を同時に支持できる寸法としてもよい。   On the other hand, two displacement limiting pieces 30 as displacement limiting members that restrain the relative displacement in the vertical direction of the bridge beams 1A and 1B are attached to the position in the opening 22 on the bridge beam 1B. The opening 22 has a sufficient notch size in the bridge axis direction so as not to prevent expansion and contraction of the bridge girder 1 due to temperature change, and two displacement limiting pieces 30 are disposed therein. In this embodiment, the displacement limiting piece 30 is made of a steel material having an L-shaped cross section, and the mounting flange 30a is placed at a predetermined position on the bridge beam 1B via the spacer plate 23 by a plurality of displacement limiting piece mounting bolts 31. It is attached. At this time, the base flange 30 b that is perpendicular to the mounting flange 30 a is disposed along the upper and lower inner peripheral surfaces of the opening 22. The spacer plate 23 on the bridge girder 1B side may be constructed for each displacement limiting piece 30 or may have a size that can support the two displacement limiting pieces 30 simultaneously.

図3は、図2中の断面線III-IIIで示した桁間連結装置10の断面図である。連結板20とベースフランジ30bとの間には、案内レール41と、案内レール41と摺動可能に係合する可動ブロック42とが介装されている。案内レール41は、ベースフランジ30bの側面に案内レール取付ボルト43にて固定されている。また、可動ブロック42は、連結板20の開口部内周面22aに可動ブロック取付ボルト44にて固定されている(以下、案内レール41と可動ブロック42とを合わせてスライド装置40と記す)。スライド装置40は、可動ブロック42が案内レール41の軸方向に直動スライドするリニアガイド部材からなり、これにより、スライド装置40は、温度変化による橋桁の伸縮に対して、案内レール41と可動ブロック42とをスライドさせて対応することができる。一方、案内レール41の断面は、可動ブロック42が案内レール41から離脱しないような断面形状になっており、これにより、交通振動により発生する上下方向の橋桁1A,1Bの相対変位を抑制することができる。   FIG. 3 is a cross-sectional view of the inter-girder connection device 10 indicated by a cross-sectional line III-III in FIG. A guide rail 41 and a movable block 42 slidably engaged with the guide rail 41 are interposed between the connecting plate 20 and the base flange 30b. The guide rail 41 is fixed to the side surface of the base flange 30b with guide rail mounting bolts 43. The movable block 42 is fixed to the opening inner peripheral surface 22a of the connecting plate 20 by a movable block mounting bolt 44 (hereinafter, the guide rail 41 and the movable block 42 are collectively referred to as a slide device 40). The slide device 40 is composed of a linear guide member in which the movable block 42 is slid linearly in the axial direction of the guide rail 41, so that the slide device 40 can move the guide rail 41 and the movable block against expansion and contraction of the bridge girder due to temperature change. 42 can be slid. On the other hand, the cross-section of the guide rail 41 has a cross-sectional shape so that the movable block 42 does not separate from the guide rail 41, thereby suppressing the relative displacement of the vertical bridge girders 1A and 1B generated by traffic vibration. Can do.

スライド装置40は各種のものが考えられるが、例えば、公知の各種のリニアタイプのスライド装置を適用することが可能である。この場合、微小な振動である交通振動の低減を図るため、スライド装置40の上下方向のクリアランスは、少なくとも0.5mm以下、望ましくは0.1mm以下がよい。そのため、変位制限ピース取付ボルト孔32と変位制限ピース取付ボルト31とのクリアランスを利用して、変位制限ピース30の最終的な高さ調整を行うのがよい。   Various slide devices 40 are conceivable. For example, various known linear type slide devices can be applied. In this case, in order to reduce traffic vibration that is minute vibration, the clearance in the vertical direction of the slide device 40 is at least 0.5 mm or less, preferably 0.1 mm or less. Therefore, the final height adjustment of the displacement limiting piece 30 is preferably performed using the clearance between the displacement limiting piece mounting bolt hole 32 and the displacement limiting piece mounting bolt 31.

次に、桁間連結装置10の各部材の寸法について説明する。橋桁の温度変化の範囲は架橋地点の環境条件により異なり、また、橋桁の温度伸縮量や交通振動量も、橋梁の形式や規模、各部材の材質等により異なる。そのため、桁間連結装置10を構成する各部材寸法は、これらの条件を考慮して決定する必要がある。例えば、連結板20に形成された開口部22の大きさ、及びスライド装置40の設計スライド量は、橋梁用の伸縮装置の設計に倣うことができる。すなわち、架橋地点の環境条件から基準温度を設定し、その基準温度を中心として決定した温度変化の範囲から、橋桁1の伸縮量に応じた開口部22とスライド装置40との寸法を決定することができる。   Next, the dimension of each member of the inter-girder coupling device 10 will be described. The range of temperature change of the bridge girder varies depending on the environmental conditions at the bridge point, and the temperature expansion / contraction amount and traffic vibration amount of the bridge girder also vary depending on the bridge type and scale, the material of each member, and the like. Therefore, it is necessary to determine the dimensions of each member constituting the inter-girder coupling device 10 in consideration of these conditions. For example, the size of the opening 22 formed in the connecting plate 20 and the design slide amount of the slide device 40 can follow the design of the expansion device for the bridge. That is, the reference temperature is set from the environmental conditions of the bridge point, and the dimensions of the opening 22 and the slide device 40 according to the expansion / contraction amount of the bridge girder 1 are determined from the range of temperature change determined around the reference temperature. Can do.

また、発生する交通振動量も、橋桁1の断面が決定した段階で、判断することが可能である。その振動量を低減するために必要な応力を算出することにより、桁間連結装置10を構成する各部材の寸法や板厚、ボルト本数、スライド装置40の種類等を決定することができる。例えば、本実施例において標準的なPC橋では、連結板20の厚さ50mm以上、幅500〜1000mm、長さ500mm〜3000mm程度と想定される。   The amount of traffic vibration that occurs can also be determined when the cross section of the bridge girder 1 is determined. By calculating the stress necessary to reduce the amount of vibration, it is possible to determine the size and thickness of each member constituting the inter-girder coupling device 10, the number of bolts, the type of the slide device 40, and the like. For example, in a standard PC bridge in the present embodiment, it is assumed that the connecting plate 20 has a thickness of 50 mm or more, a width of 500 to 1000 mm, and a length of about 500 mm to 3000 mm.

図4は、本実施例にかかる桁間連結装置10の効果の解析結果を示している。同図に示したように、本実施例の振動低減対象の振動数は、地盤振動対策としては1Hz〜40Hz程度、固体音対策としては30Hz〜200Hz程度である。本解析では、高さ15mの橋脚上に架設された、隣接する橋長30mの単純桁を所定の剛度の橋桁連結装置で接続し、交通車両の通過時に発生する交通振動を求めた。縦軸は体感補正後の加速度実行値、横軸は振動数を示しており、代表的な振動数における加速度実行値をプロットしている。なお、□印は本実施例に係る橋桁連結装置で隣接する単純桁を接続したもの、●印は振動対策なしの例を示している。図4より、地盤振動対策としての振動数40Hz以下の領域では、得られた加速度実行値はおよそ半減しており、固体音対策の領域である40Hz以上の振動数においても大幅に加速度実行値が低減していることが分かる。   FIG. 4 shows an analysis result of the effect of the inter-girder coupling device 10 according to the present embodiment. As shown in the figure, the frequency of the vibration reduction target of this embodiment is about 1 Hz to 40 Hz for ground vibration countermeasures, and about 30 Hz to 200 Hz for solid sound countermeasures. In this analysis, adjacent simple girders with a bridge length of 30 m, which were built on a pier with a height of 15 m, were connected by a bridge girder connecting device with a predetermined rigidity, and traffic vibrations that occurred when passing a traffic vehicle were obtained. The vertical axis represents the acceleration execution value after bodily sensation correction, and the horizontal axis represents the vibration frequency. The acceleration execution value at a typical vibration frequency is plotted. In addition, □ indicates an example in which adjacent simple girders are connected by the bridge girder connecting device according to the present embodiment, and ● indicates an example without vibration countermeasures. From FIG. 4, the obtained acceleration execution value is approximately halved in the region where the frequency is 40 Hz or less as a countermeasure against the ground vibration, and the acceleration execution value is greatly increased even in the frequency of 40 Hz or more which is the region for the solid sound countermeasure. It can be seen that there is a reduction.

以上のように、本発明に係る桁間連結装置10を用いることにより、交通車両の通過により橋桁1に発生する交通振動を低減するとともに、固体音の発生も低減することができる。また、桁間連結装置10は、簡単な構成で、入手しやすい汎用的な材料から製作することができるため、製作・施工費がかからない。このことは、特に既設の橋桁に交通振動対策を施す場合に特に効果を奏する。   As described above, by using the inter-girder coupling device 10 according to the present invention, it is possible to reduce traffic vibrations generated in the bridge girder 1 due to passage of a traffic vehicle and to reduce the generation of solid sound. Further, since the inter-girder connecting device 10 can be manufactured from a general-purpose material that has a simple configuration and is easily available, there is no manufacturing / construction cost. This is particularly effective when traffic vibration countermeasures are taken for existing bridge girders.

上述では、平板状の連結板20について説明したが、連結板20に作用する曲げモーメントにより、連結板20の板厚が必要以上に厚くなる場合には、連結板20に補強フランジを溶接付けし、曲げ剛度の向上を図ることができる。   In the above description, the flat plate-like connecting plate 20 has been described. However, when the plate thickness of the connecting plate 20 becomes larger than necessary due to a bending moment acting on the connecting plate 20, a reinforcing flange is welded to the connecting plate 20. The bending stiffness can be improved.

図5は、上下辺付近に補強フランジ24を設置した連結板20の斜視図である。このように補強されて曲げ剛度が高められた連結板20は、連結板20自身に発生するたわみ量を減じさせることができるため、交通振動低減効果を高めることができる。   FIG. 5 is a perspective view of the connecting plate 20 in which reinforcing flanges 24 are installed in the vicinity of the upper and lower sides. Since the connecting plate 20 that has been reinforced in this way and has increased bending stiffness can reduce the amount of deflection generated in the connecting plate 20 itself, the effect of reducing traffic vibration can be enhanced.

本実施例では、連結板取付ボルト21、及び変位制限ピース取付ボルト31を桁高の中央付近に設置することができる。一般にPC橋等の鉄筋コンクリート構造を有する橋梁では、桁高の中央付近には鉄筋が少ないため、上記ボルト類を鉄筋に干渉させることなく容易に施工することが可能となる。   In the present embodiment, the connecting plate mounting bolt 21 and the displacement limiting piece mounting bolt 31 can be installed near the center of the girder height. In general, in a bridge having a reinforced concrete structure such as a PC bridge, since there are few reinforcing bars near the center of the girder height, it is possible to easily construct the bolts without interfering with the reinforcing bars.

上述では、新設のPC橋での適用について説明したが、交通振動が問題となっている既設のPC橋にも採用することができる。既設橋梁の場合、交通振動を直接測定することが可能となる。そのため、測定された交通振動を桁間連結装置10の設計に反映させることができ、合理的な設計が可能となる。また、桁間連結装置10の固定のために橋桁1にアンカー用の穿孔を行う場合は、橋桁1の鉄筋を探査して穿孔可能な位置を確認することが必要である。そのため、連結板20、及び変位制限ピース30のボルト孔あけは、鉄筋探査結果を反映させた孔位置とすることが望ましい。   In the above description, the application in a new PC bridge has been described. However, the present invention can also be applied to an existing PC bridge in which traffic vibration is a problem. In the case of existing bridges, traffic vibration can be measured directly. Therefore, the measured traffic vibration can be reflected in the design of the inter-girder connection device 10, and a rational design becomes possible. Further, when drilling anchors in the bridge girder 1 for fixing the inter-girder connecting device 10, it is necessary to search for the reinforcing bar of the bridge girder 1 and confirm a position where the hole can be drilled. Therefore, it is desirable that the bolt hole drilling of the connecting plate 20 and the displacement limiting piece 30 should be a hole position reflecting the reinforcing bar search result.

また、本実施例に係る桁間連結装置10は、鋼橋にも採用することができる。この場合、スペーサプレート23を厚板の鋼板からなるガイドベース部材に変更して、ウェブに作用する応力を分散させるとともに、必要に応じて適切な補強材を設置して、ウェブの座屈に備える必要がある。   Moreover, the inter-girder connection device 10 according to the present embodiment can also be adopted for a steel bridge. In this case, the spacer plate 23 is changed to a guide base member made of a thick steel plate to disperse the stress acting on the web, and an appropriate reinforcing material is installed as necessary to prepare for the buckling of the web. There is a need.

以下、他の複数の実施例について、実施例1と異なる構成部分を中心に説明するが、本発明の構成として必須な部位は、各実施例も具備していることはいうまでもない。   In the following, a plurality of other embodiments will be described with a focus on components that are different from those in the first embodiment. However, it is needless to say that the portions essential to the configuration of the present invention also include the respective embodiments.

図6は、本発明に係る第2の桁間連結装置10の斜視図である。本実施例では、連結板20の上下端面を、変位制限ピース30とスライド装置40とで保持している。そのため、連結板20に開口部を形成する必要がなく、部材の製造費を削減することができる。本実施例の橋桁連結装置10は、変位制限ピース取付ボルト31の施工位置が、実施例1と比べて橋桁1Bの中央部から離れるため、ボルト施工に当たり制約が少ない場所の設置が有利である。例えば、橋桁に隣接する橋台側に変位制限ピースを取り付ける場合が考えられる。   FIG. 6 is a perspective view of the second inter-girder connection device 10 according to the present invention. In this embodiment, the upper and lower end surfaces of the connecting plate 20 are held by the displacement limiting piece 30 and the slide device 40. Therefore, it is not necessary to form an opening in the connecting plate 20, and the manufacturing cost of the member can be reduced. In the bridge girder coupling device 10 of the present embodiment, since the construction position of the displacement limiting piece mounting bolt 31 is farther from the center of the bridge girder 1B than in the first embodiment, it is advantageous to install in places where there are few restrictions on bolt construction. For example, the case where a displacement limiting piece is attached to the abutment side adjacent to the bridge girder can be considered.

図7は、本発明に係る第3の桁間連結装置10の斜視図である。本実施例に係る桁間連結装置10の連結板20は、橋桁1B側に2個の開口部22を有している。図8は、図7中の断面線VIII-VIIIで示した桁間連結装置10の断面図である。変位制限ピース30は、開口部22内に変位制限装置取付ボルト31にてスペーサプレート23を介して橋桁1Bに固定されている。変位制限ピース30は溝型状の形状をなし、溝部には複数の変位制限ピース取付ボルト孔32が形成されている。スライド装置40は、変位制限ピース30と開口部22の内周面との隙間に設置され、開口部22を所定寸法に設定することにより、がたつくことなくスライド装置40を設置することができる。   FIG. 7 is a perspective view of the third interdigit connecting device 10 according to the present invention. The connection plate 20 of the inter-girder connection device 10 according to the present embodiment has two openings 22 on the bridge beam 1B side. FIG. 8 is a cross-sectional view of the inter-girder connection device 10 indicated by a cross-sectional line VIII-VIII in FIG. The displacement limiting piece 30 is fixed to the bridge girder 1 </ b> B via the spacer plate 23 with a displacement limiting device mounting bolt 31 in the opening 22. The displacement limiting piece 30 has a groove shape, and a plurality of displacement limiting piece mounting bolt holes 32 are formed in the groove. The slide device 40 is installed in a gap between the displacement limiting piece 30 and the inner peripheral surface of the opening 22, and the slide device 40 can be installed without rattling by setting the opening 22 to a predetermined size.

本実施例では、実施例1,2と比べて、スライド装置40の設置数を増やすことができる。そのため、交通振動に対する抵抗面を多く配することができ、一方の橋桁の振動を他方の橋桁に、より確実に伝達することが可能となる。   In the present embodiment, the number of installation of the slide device 40 can be increased compared to the first and second embodiments. Therefore, many resistance surfaces against traffic vibration can be arranged, and vibration of one bridge girder can be more reliably transmitted to the other bridge girder.

図9は、本発明に係る第4の桁間連結装置10の斜視図である。本実施例に係る桁間連結装置10の連結板20には、4個の開口部22が形成されている。実施例3に示した桁間連結装置10と比べても、2倍(8個)のスライド装置40を設置することができる。そのため、1つ当たりのスライド装置40に作用する応力を低減でき、より確実に一方の橋桁の振動を他方の橋桁に伝達することが可能となる。   FIG. 9 is a perspective view of the fourth interdigit connecting device 10 according to the present invention. Four openings 22 are formed in the connecting plate 20 of the inter-girder connecting device 10 according to the present embodiment. Even when compared with the inter-girder coupling device 10 shown in the third embodiment, the double (eight) slide devices 40 can be installed. Therefore, it is possible to reduce the stress acting on each slide device 40, and to more reliably transmit the vibration of one bridge girder to the other bridge girder.

図10は、本発明に係る第5の桁間連結装置10の斜視図である。2個のL字形の変位制限ピース30が、ベースフランジ30bを互いに対向させて、スペーサプレート23を介して橋桁1Bに固定されている。対向したベースフランジ30bには、複数本の変位制限ピース締付鋼棒33が挿通されて、互いの変位制限ピース30が連結されている。このようにベースフランジ30bと、変位制限ピース締付鋼棒33とから形成された空間に、連結板20が挿通されている。挿通された連結板20は、ベースフランジ30bにその上下の端面が保持されることにより、交通振動の低減効果が図られている。   FIG. 10 is a perspective view of the fifth interdigit connecting device 10 according to the present invention. Two L-shaped displacement limiting pieces 30 are fixed to the bridge beam 1B via the spacer plate 23 with the base flanges 30b facing each other. A plurality of displacement limiting piece fastening steel rods 33 are inserted through the opposed base flanges 30b, and the displacement limiting pieces 30 are connected to each other. In this way, the connecting plate 20 is inserted into the space formed by the base flange 30b and the displacement limiting piece fastening steel rod 33. The connecting plate 20 that is inserted has its upper and lower end surfaces held by the base flange 30b, thereby reducing traffic vibrations.

図11は、図10中の断面線XI-XIで示した桁間連結装置10の部分断面図である。ベースフランジ30bと連結板20の上下の端面との接触面に、すべり材35を施すことにより、橋桁1の温度変化による橋軸方向の伸縮に対応することができる。すべり材35には各種のものが考えられるが、すべり材として一般的なポリテトラフルオロエチレン (PTFE)等を利用することができる。   FIG. 11 is a partial cross-sectional view of the inter-beam connecting device 10 indicated by a cross-sectional line XI-XI in FIG. By applying the sliding material 35 to the contact surface between the base flange 30b and the upper and lower end faces of the connecting plate 20, it is possible to cope with the expansion and contraction in the bridge axis direction due to the temperature change of the bridge girder 1. Various materials can be considered as the sliding material 35, and general polytetrafluoroethylene (PTFE) or the like can be used as the sliding material.

変位制限ピース締付鋼棒33が締め付けられて、所定の軸力が導入されることにより、ベースフランジ30bと連結板20との隙間がなくなり、交通振動の低減効果を高めることができる。より確実に、ベースフランジ30bと連結板20との隙間をなくすために、変位制限ピース締付鋼棒33に所定の軸力を与えた後に、変位制限ピース取付ボルト31の本締めを行うのが好ましい。なお、すべり材35の代わりに、実施例1で説明したスライド装置を設置しても、本発明の効果を享受することができる。   When the displacement limiting piece tightening steel rod 33 is tightened and a predetermined axial force is introduced, there is no gap between the base flange 30b and the connecting plate 20, and the effect of reducing traffic vibration can be enhanced. In order to eliminate the gap between the base flange 30b and the connecting plate 20 more reliably, the displacement limiting piece mounting bolt 31 is finally tightened after a predetermined axial force is applied to the displacement limiting piece tightening steel rod 33. preferable. Even if the slide device described in the first embodiment is installed instead of the sliding member 35, the effect of the present invention can be enjoyed.

図12は、本発明に係る第6の桁間連結装置10の斜視図である。また、図13は、図12中の断面線XIII-XIIIで示した桁間連結装置10の部分断面図である。橋桁1Bには、スペーサプレート23を介して、スリット36が形成された変位制限ピース30が取り付いている。変位制限ピース30は、スペーサプレート23と接する平板部と、この平板部に固着したコ字部材とからなり、連結板を挿入可能なスリット36が形成されている。スリット36は、交通振動の低減効果を発揮するため、挿入される連結板20との隙間を十分に小さくできる寸法であることが望ましい。なお、連結板20とスリット36との接触面にすべり材35が施されることにより、橋桁1の温度変化による橋軸方向の伸縮に対応することができる。   FIG. 12 is a perspective view of a sixth interdigit connecting device 10 according to the present invention. FIG. 13 is a partial cross-sectional view of the inter-girder connecting device 10 indicated by a cross-sectional line XIII-XIII in FIG. A displacement limiting piece 30 having a slit 36 is attached to the bridge beam 1 </ b> B via a spacer plate 23. The displacement limiting piece 30 includes a flat plate portion in contact with the spacer plate 23 and a U-shaped member fixed to the flat plate portion, and a slit 36 into which a connecting plate can be inserted is formed. The slit 36 desirably has a dimension that can sufficiently reduce the gap with the inserted connecting plate 20 in order to exert an effect of reducing traffic vibration. In addition, by providing the sliding member 35 on the contact surface between the connecting plate 20 and the slit 36, it is possible to cope with expansion and contraction in the bridge axis direction due to a temperature change of the bridge girder 1.

図14は、本発明に係る第7の桁間連結装置10の斜視図である。図15は、図14中の断面線XV-XVで示した桁間連結装置10の部分断面図である。橋桁1B側に位置する連結板20には、2個の開口部22が形成されている。開口部22の上下の内周面には、橋桁1B側に向かって開口が広がるテーパ面25が形成されている。この開口部22は、スペーサプレート23から突出した複数の変位制限ピース取付ボルト31に挿通された変位制限ピース30のと嵌合されている。変位制限ピース30は、直方体状の鋼材からなり、上下端面には連結板20のテーパ面と嵌合可能なテーパ面25が形成されている。これにより開口部22の内周面と変位制限ピース30とはテーパ状の嵌合部を介して密接することができる。   FIG. 14 is a perspective view of a seventh interdigit connecting device 10 according to the present invention. FIG. 15 is a partial cross-sectional view of the inter-beam connecting device 10 indicated by a cross-sectional line XV-XV in FIG. Two openings 22 are formed in the connecting plate 20 located on the bridge beam 1B side. A tapered surface 25 is formed on the upper and lower inner peripheral surfaces of the opening 22 so that the opening widens toward the bridge beam 1B side. The opening 22 is fitted with a displacement limiting piece 30 inserted through a plurality of displacement limiting piece mounting bolts 31 protruding from the spacer plate 23. The displacement limiting piece 30 is made of a rectangular parallelepiped steel material, and a tapered surface 25 that can be fitted to the tapered surface of the connecting plate 20 is formed on the upper and lower end surfaces. Thereby, the inner peripheral surface of the opening 22 and the displacement limiting piece 30 can be brought into close contact with each other via the tapered fitting portion.

鋼板からなる支圧板37は、変位制限ピース30と連結板20とのテーパ状の嵌合部を覆うように、変位制限ピース取付ボルト31にて連結板20に接するように取り付けられている。変位制限ピース取付ボルト31には所定のナットの締付け力によって所定の軸力が導入され、軸力は支圧板37を介して、連結板20と変位制限ピース30とのテーパ部25を密接させる力として作用する。その結果、連結板20と変位制限ピース30との隙間を無くし、交通振動の低減効果の向上を図ることができる。   The bearing plate 37 made of a steel plate is attached so as to be in contact with the connecting plate 20 with a displacement limiting piece mounting bolt 31 so as to cover the tapered fitting portion between the displacement limiting piece 30 and the connecting plate 20. A predetermined axial force is introduced into the displacement limiting piece mounting bolt 31 by a predetermined nut tightening force, and the axial force is a force for bringing the connecting plate 20 and the displacement limiting piece 30 into close contact with each other via the bearing plate 37. Acts as As a result, it is possible to eliminate the gap between the connecting plate 20 and the displacement limiting piece 30 and improve the effect of reducing traffic vibration.

連結板20と変位制限ピース30との接触面と、連結板20と支圧板37との接触面とには、薄板状のテフロン(登録商標)製すべり材35が介装されている。これにより、橋桁1の温度変化による伸縮に対応して、連結板20と変位制限ピース30とが橋軸方向に滑動可能となる。   A thin Teflon (registered trademark) sliding material 35 is interposed between the contact surface of the connecting plate 20 and the displacement limiting piece 30 and the contact surface of the connecting plate 20 and the bearing plate 37. Thereby, the connection plate 20 and the displacement limiting piece 30 can be slid in the bridge axis direction in response to the expansion and contraction of the bridge girder 1 due to the temperature change.

上述した実施例7に示した、連結板20と変位制限ピース30とのテーパ面を逆方向に設定することもできる。図16は、第7の桁間連結装置10の変形例を示した部分断面図である。同図に示すように、連結板20の開口部22の内周面は、橋桁1側に向かって開口が狭くなるテーパ部25が形成されており、このテーパと嵌合可能なテーパ部25が変位制限ピース30に形成されている。支圧板37は、連結板20とスペーサプレート23との間に配されている。変位制限ピース取付ボルト31に所定の軸力を導入することにより、連結板20と変位制限ピース30との上下方向の隙間をなくすことができる。   The taper surfaces of the connecting plate 20 and the displacement limiting piece 30 shown in the seventh embodiment can be set in the opposite direction. FIG. 16 is a partial cross-sectional view showing a modified example of the seventh inter-girder coupling device 10. As shown in the figure, the inner peripheral surface of the opening portion 22 of the connecting plate 20 is formed with a taper portion 25 whose opening becomes narrower toward the bridge beam 1 side. The displacement limiting piece 30 is formed. The pressure bearing plate 37 is disposed between the connecting plate 20 and the spacer plate 23. By introducing a predetermined axial force to the displacement limiting piece mounting bolt 31, the vertical gap between the connecting plate 20 and the displacement limiting piece 30 can be eliminated.

[他の構造形式への適用例]
図17は、各橋脚2から径間中央に向かって、カンチレバー工法等によって桁1(1A,1B)を張り出して延設し、それぞれの径間中央位置にヒンジ支承5を設け、連続橋とした橋梁構造形式を示した概略側面図である。この場合、本発明の各実施例に示した桁間連結装置10を、同図に示したように、ヒンジ支承5の位置に設けることで、この種の径間中央で連結された構造形式の橋梁にも桁間連結装置10を有効に適用できる。
[Example of application to other structural formats]
FIG. 17 shows that a girder 1 (1A, 1B) is extended and extended from each pier 2 toward the center of the span by a cantilever method or the like, and a hinge support 5 is provided at each center of the span to form a continuous bridge. It is the schematic side view which showed the bridge structure format. In this case, the inter-girder coupling device 10 shown in each embodiment of the present invention is provided at the position of the hinge support 5 as shown in FIG. The girder connecting device 10 can be effectively applied to a bridge.

本発明に係る桁間連結装置を、隣接する橋桁の遊間を跨いで設置した全体構造図。The whole structure figure which installed the connecting device between girders concerning the present invention across the gap between adjacent bridge girders. 本発明に係る第1の桁間連結装置を示した斜視図。The perspective view which showed the 1st inter-beam connecting device which concerns on this invention. 図2中の断面線III-IIIで示した桁間連結装置を示した断面図。FIG. 3 is a cross-sectional view showing the inter-girder connecting device indicated by a cross-sectional line III-III in FIG. 2. 本実施例にかかる桁間連結装置の効果を解析結果を示したグラフ。The graph which showed the analysis result about the effect of the connecting device between digits concerning this example. 上下辺付近に補強フランジを設置した連結板の斜視図。The perspective view of the connection board which installed the reinforcement flange near upper and lower sides. 本発明に係る第2の桁間連結装置を示した斜視図。The perspective view which showed the 2nd inter-beam connection apparatus which concerns on this invention. 本発明に係る第3の桁間連結装置を示した斜視図。The perspective view which showed the 3rd inter-beam connection apparatus which concerns on this invention. 図7中の断面線VII-VIIで示した桁間連結装置を示した断面図。FIG. 8 is a cross-sectional view showing the inter-girder connecting device indicated by a cross-sectional line VII-VII in FIG. 7. 本発明に係る第4の桁間連結装置を示した斜視図。The perspective view which showed the 4th inter-beam connecting device which concerns on this invention. 本発明に係る第5の桁間連結装置を示した斜視図。The perspective view which showed the 5th inter-beam connection apparatus which concerns on this invention. 図10中の断面線XI-XIで示した桁間連結装置を示した部分断面図。FIG. 11 is a partial cross-sectional view illustrating the inter-girder connecting device indicated by a cross-sectional line XI-XI in FIG. 10. 本発明に係る第6の桁間連結装置を示した斜視図。The perspective view which showed the 6th inter-beam connecting device which concerns on this invention. 図12中の断面線XIII-XIIIで示した桁間連結装置を示した部分断面図。FIG. 13 is a partial cross-sectional view illustrating the inter-girder connecting device indicated by a cross-sectional line XIII-XIII in FIG. 12. 本発明に係る第7の桁間連結装置を示した斜視図。The perspective view which showed the 7th inter-beam connecting device which concerns on this invention. 図14中の断面線XV-XVで示した桁間連結装置を示した部分断面図。FIG. 15 is a partial cross-sectional view illustrating the inter-girder connecting device indicated by a cross-sectional line XV-XV in FIG. 14. 本発明に係る第7の桁間連結装置の変形例を示した部分断面図。The fragmentary sectional view which showed the modification of the 7th inter-beam connecting device which concerns on this invention. 本発明に係る桁間連結装置を、径間中央に支承を有する構造形式の橋梁に適用した例を示した概略説明図。BRIEF DESCRIPTION OF THE DRAWINGS Schematic explanatory drawing which showed the example which applied the connecting device between girders which concerns on this invention to the bridge of the structure type which has a support in the center of span.

符号の説明Explanation of symbols

1,1A,1B 橋桁
4 遊間
5 支承
10 桁間連結装置
20 連結板
21 連結板取付ボルト
22 開口部
23 スペーサプレート
24 補強フランジ
25 テーパ部
30 変位制限ピース
33 変位制限ピース締付鋼棒
35 すべり材
37 支圧板
40 スライド装置
41 案内レール
42 可動ブロック
1, 1A, 1B Bridge girder 4 Spacing 5 Bearing 10 Girder connecting device 20 Connecting plate 21 Connecting plate mounting bolt 22 Opening portion 23 Spacer plate 24 Reinforcement flange 25 Taper portion 30 Displacement limiting piece 33 Displacement limiting piece tightening steel rod 35 Sliding material 37 Supporting plate 40 Slide device 41 Guide rail 42 Movable block

Claims (5)

支承上に隣接して支持された橋桁の一方の桁端部に取り付けられ、他方の橋桁の桁端部まで延設された連結部材と、
前記他方の橋桁の桁端部に固着され、前記連結部材の上下方向の変動を抑制する変位制限部材と、
前記連結部材と前記変位制限部材との間に介装され、前記連結部材と前記変位制限部材との橋軸方向の相対変位を許容するスライド部と、を備え、
前記変位制限部材の拘束により、橋桁間での上下方向の相対変位を抑制することを特徴とする桁間連結装置。
A connecting member attached to one girder end of a bridge girder supported adjacent to the bearing and extending to the girder end of the other bridge girder;
A displacement limiting member that is fixed to the end of the other bridge girder and suppresses fluctuation in the vertical direction of the connecting member;
A slide portion interposed between the connecting member and the displacement limiting member, and allowing a relative displacement in the bridge axis direction between the connecting member and the displacement limiting member;
An inter-girder coupling device that suppresses relative displacement in the vertical direction between bridge girders by restraint of the displacement limiting member.
前記変位制限部材は、前記他方の橋桁に取り付けられる取付フランジ部と、該フランジ部と略L字形をなして形成されたベースフランジ部からなり、
前記ベースフランジ部で前記連結部材の連係をもつようにしたことを特徴とする請求項1に記載の桁間連結装置。
The displacement limiting member includes a mounting flange portion attached to the other bridge girder, and a base flange portion formed in a substantially L shape with the flange portion,
The inter-girder connection device according to claim 1, wherein the base flange portion has linkage of the connection member.
前記変位制限部材は、上下端面にテーパ面が形成され、前記連結部材に形成された開口部の内周面が、前記テーパ面と嵌合可能なテーパ面として形成され、該テーパ面を介して前記変位制限部材と前記連結部材との間の上下方向変位を抑制したことを特徴とする請求項1に記載の桁間連結装置。   The displacement limiting member is formed with tapered surfaces at upper and lower end surfaces, and an inner peripheral surface of an opening formed in the connecting member is formed as a tapered surface that can be fitted to the tapered surface. The inter-girder coupling device according to claim 1, wherein vertical displacement between the displacement limiting member and the coupling member is suppressed. 前記スライド部は、橋軸方向に沿うレールに案内され直動するリニアスライダからなることを特徴とする請求項1乃至請求項3のいずれか1項に記載の桁間連結装置。   4. The inter-girder connection device according to claim 1, wherein the slide portion is a linear slider that is guided by a rail along a bridge axis direction and linearly moves. 5. 対向した前記ベースフランジ部間を連結棒部材で連結し、該連結棒部材に所定の軸力を付与して前記連結部材を保持するようにしたことを特徴とする請求項1,請求項2または請求項4のいずれか1項に記載の桁間連結装置。   The connecting base members are connected to each other by a connecting rod member, and a predetermined axial force is applied to the connecting rod member to hold the connecting member. The inter-beam connecting device according to any one of claims 4 to 5.
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JP2014105556A (en) * 2012-11-29 2014-06-09 Nippon Sharyo Seizo Kaisha Ltd Bridge vibration control device
JP2017166267A (en) * 2016-03-17 2017-09-21 公益財団法人鉄道総合技術研究所 Bridge falling prevention structure
CN113981805A (en) * 2021-11-08 2022-01-28 中铁二院工程集团有限责任公司 Bridge end track slab transverse deformation resisting structure under earthquake action

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2014105556A (en) * 2012-11-29 2014-06-09 Nippon Sharyo Seizo Kaisha Ltd Bridge vibration control device
JP2017166267A (en) * 2016-03-17 2017-09-21 公益財団法人鉄道総合技術研究所 Bridge falling prevention structure
CN113981805A (en) * 2021-11-08 2022-01-28 中铁二院工程集团有限责任公司 Bridge end track slab transverse deformation resisting structure under earthquake action

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