JP3146259B2 - Bridge bearing device - Google Patents

Bridge bearing device

Info

Publication number
JP3146259B2
JP3146259B2 JP12779197A JP12779197A JP3146259B2 JP 3146259 B2 JP3146259 B2 JP 3146259B2 JP 12779197 A JP12779197 A JP 12779197A JP 12779197 A JP12779197 A JP 12779197A JP 3146259 B2 JP3146259 B2 JP 3146259B2
Authority
JP
Japan
Prior art keywords
bearing
supporting
bridge
support
elastic
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Lifetime
Application number
JP12779197A
Other languages
Japanese (ja)
Other versions
JPH10298922A (en
Inventor
裕一 合田
英朗 配野
一平 中村
哲男 是近
英司 上松
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
BBM Co Ltd
Original Assignee
BBM Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by BBM Co Ltd filed Critical BBM Co Ltd
Priority to JP12779197A priority Critical patent/JP3146259B2/en
Publication of JPH10298922A publication Critical patent/JPH10298922A/en
Application granted granted Critical
Publication of JP3146259B2 publication Critical patent/JP3146259B2/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION

【0001】[0001]

【発明の属する技術分野】本発明は、橋梁用支承装置に
係り、特に分散構造、免震構造を備えた橋梁用支承装置
に関するものである。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a bridge bearing device, and more particularly to a bridge bearing device having a distributed structure and a seismic isolation structure.

【0002】[0002]

【従来の技術】橋台や橋脚に対する橋梁の既設の支持構
造には、鋼製支承(鋼製沓)が多く存在するが、先頃の
阪神大地震後、橋梁の支持構造に対する耐震構造の見直
し作業が全国規模で行なわれており、その支承構造が、
阪神大地震規模の地震に耐えられないと認められた場合
は、支承装置の交換が順次行なわれている。
2. Description of the Related Art There are many steel bearings (steel shoes) in an existing support structure of a bridge for an abutment or a pier. However, after the recent Hanshin Earthquake, a review of the seismic structure for the bridge support structure has been carried out. It is conducted on a nationwide scale, and its bearing structure is
If it is found that it cannot withstand an earthquake on the scale of the Great Hanshin Earthquake, the bearings are being replaced one after another.

【0003】従来構造の橋梁用支承装置は新道示に十分
対応できる構造とはいえず、したがって、多くの支承構
造は、新道示の条件を満たす支承に交換せざるを得ない
のが現状である。また、新旧支承の交換は、橋台や橋脚
などの下部構造と橋梁との間の狭い作業空間で行なうた
め施工上の問題があり、さらに、橋梁の地震の際の揺れ
に対する分散構造や長周期化等による免震及び、橋梁と
支承装置とのノージョイント化等の厳しい条件が要求さ
れるため、従来(既設)の支承構造とは基本的に異なっ
た発想が必要となる。
[0003] The conventional bridge bearing device cannot be said to be a structure that can sufficiently cope with the new road sign, and therefore, most of the bearing structures have to be replaced with a bearing that satisfies the conditions of the new road sign. It is. In addition, replacement of old and new bearings is performed in a narrow work space between the bridge and the substructure such as abutments and piers, so there is a problem in construction, and furthermore, the distributed structure and the long period of the shaking in the event of bridge earthquakes Strict conditions such as seismic isolation and no joint between the bridge and the bearing device are required, so an idea fundamentally different from the conventional (existing) bearing structure is required.

【0004】本発明者は、種々研究の結果、既設支承の
交換用としての支承装置に必要とされる条件は下記のよ
うなものがあることを確認した。 支承厚 従来の支承部の厚み内で処理できる構造であること。 弾性支持 橋梁の荷重を出来るだけ弾性支持できる構造であるこ
と。 長周期化 橋梁の橋軸方向の横揺れは、長周期化による免震が図れ
る構造であること。 連続化 橋梁は、支承装置に対しノージョイントとし、橋軸方向
に連続化が図れる構造であること。 上揚力対策 橋梁の最大0.3Rdの上揚力に対応できる構造とする
こと。 支承交換簡易型 簡単な交換作業で支承部品の交換が出来る構造とするこ
と。 橋軸直角方向の弾性支持化及び免震化 橋軸直角方向を弾性支持とし、衝撃の緩衝及び免震を図
れる構造であること。 温度変化による伸縮の対応 温度変化による橋梁の伸縮に対応できる構造であるこ
と。
As a result of various studies, the present inventors have confirmed that the following conditions are required for a bearing device for replacing an existing bearing. Bearing thickness A structure that can be processed within the thickness of the conventional bearing. Elastic support A structure that can elastically support the load of the bridge as much as possible. Longer period The bridge shall be capable of seismic isolation by extending the period in the direction of the bridge axis. Continuation The bridge shall have no joint to the bearing device, and the structure shall be continuous in the bridge axis direction. Countermeasures against lifting force The structure should be able to support the lifting force of the bridge up to 0.3Rd. Simplified bearing replacement type A structure that allows replacement of bearing parts by simple replacement work. Elastic support and seismic isolation in the direction perpendicular to the bridge axis The structure must be elastic support in the direction perpendicular to the bridge axis to absorb shocks and seismic isolation. Responding to expansion and contraction due to temperature changes A structure that can cope with expansion and contraction of bridges due to temperature changes.

【0005】本発明は、前記の検討結果にもとづき、前
記〜の諸条件を最大限満たし得ると共に、新設の橋
梁支承における支承装置に使用しても有益な橋梁用支承
装置の提供を目的としている。
An object of the present invention is to provide a bridge support device which can satisfy the above-mentioned conditions to the maximum based on the above-mentioned examination results and is useful even when used as a support device in a newly installed bridge support. .

【0006】ここで、従来技術の一例を図15,図16
によって説明する(なお、これの詳細は特公平5−17
325号公報に開示されている)。各図において、左右
両側の前部および後部に係止用突出部1を備えている鋼
製支承板2の中間部が、前後方向に延長する鋼桁3の下
部フランジ16に固着され、前記支承板2と支持構造物
4の上部に固定された鋼製台盤5との間にゴム支承6が
介在されている。
Here, an example of the prior art is shown in FIGS.
(The details of this are described in
325). In each of the figures, an intermediate portion of a steel bearing plate 2 provided with locking projections 1 on both front and rear portions on both left and right sides is fixed to a lower flange 16 of a steel girder 3 extending in the front-rear direction. A rubber bearing 6 is interposed between the plate 2 and a steel base 5 fixed on the upper part of the support structure 4.

【0007】また、前記鋼製台盤5の左右両側には、支
持用上面7および横圧支承用突出部8を有する鋼製支承
部材9が固定され、支持用上面7に押え部材高さ調整用
座板17を介して載置された鋼製押え部材10と横圧支
承用突出部8との間に横圧緩衝支承用弾性スペーサ11
が介在されている。
A steel support member 9 having a support upper surface 7 and a lateral pressure support protrusion 8 is fixed to both left and right sides of the steel base plate 5, and the height of the pressing member is adjusted on the support upper surface 7. The elastic spacer 11 for lateral pressure buffering support is provided between the steel holding member 10 and the projection 8 for lateral pressure bearing placed via the seat plate 17 for use.
Is interposed.

【0008】また、鋼製押え部材10の横圧支承面12
が支承板2の側面に当接されると共に、鋼製押え部材1
0の上側支承部13が支承板2の上面に対向し、鋼製押
え部材10は鋼製支承部材9に対し取付用ボルト14に
より取付けられ、前記鋼製支承部材9の前後両端部に、
前記係止用突出部1との間の橋軸方向遊間を調整するた
めの遊間調整弾性支承部材15が取付けられている。
The lateral pressure bearing surface 12 of the steel holding member 10
Is brought into contact with the side surface of the support plate 2 and the steel holding member 1
No. 0 upper bearing portion 13 faces the upper surface of the bearing plate 2, and the steel holding member 10 is attached to the steel bearing member 9 by mounting bolts 14, and at both front and rear ends of the steel bearing member 9,
A play adjusting elastic support member 15 for adjusting a play in the bridge axis direction with the locking projection 1 is attached.

【0009】[0009]

【発明が解決しようとする課題】前記従来構造による
と、上部構造物の大地震時における橋軸方向、橋軸直角
方向、回転等のあらゆる方向の振動を吸収し、しかも、
大きな揺れに対しても十分強度的に対応できる構造とす
るという面で未だ改良の余地が残されていた。
According to the above-mentioned conventional structure, vibrations in all directions, such as the direction of the bridge axis, the direction perpendicular to the bridge axis, and the rotation of the superstructure during a large earthquake, are absorbed.
There is still room for improvement in terms of providing a structure that can sufficiently cope with large swings.

【0010】本発明は、この従来技術を改良し、前述の
ように〜の諸条件に可及的に満たすことができ、か
つ、新設の橋梁支承における支承装置としても有益な橋
梁用支承装置を提供するものである。
The present invention is an improvement of the prior art, and as described above, a bridge bearing device which can satisfy the above conditions as much as possible and is useful as a bearing device in a newly installed bridge bearing. To provide.

【0011】[0011]

【課題を解決するための手段】前記の課題を解決するた
め本発明は、上部構造物を荷重支持用弾性支承部材を介
して下部構造物に支持する橋梁用支承装置であって、
記上部構造物と下部構造物との間を非荷重支持的に連結
しかつ上部構造物の全方向の揺れを吸収する緩衝部材
と、前記上部構造物を水平方向に摩擦摺動可能に支持す
る荷重支持用弾性支承部材とを、橋軸直角方向に互いに
間隔をあけて設けてなり、前記緩衝部材は、上部構造物
に固定した上部支持フレームの複数の垂下支持部材と、
下部構造物に固定した下部支持フレームの複数の起立支
持部材とを水平方向に間隙を有して噛み合わせ、その水
平方向間隙に、前記上部構造物の鉛直方向と水平方向と
回転方向の全方向震動を受けることにより、圧縮変形
と、せん断変形して落橋を防止するように上部構造物を
移動拘束的に支持する弾性体を配設し、かつ前記垂下支
持部材と起立支持部材とに固定して構成し、前記荷重支
持用弾性支承部材を構成するゴム支圧板を、下部構造物
に固定のベースプレート上に設けた支承壁内に収納し、
前記ゴム支圧板に設けた上部金属板の上面と、ソールプ
レート付きの前記上部構造物との摩擦摺動支持面におい
て、当該上部構造物支持したことを特徴とする。
[SUMMARY OF] To solve the above problems the present invention provides a bridge for a bearing device for supporting a lower structure through a load bearing elastic support member upper structure, before
Non-load-bearing connection between upper and lower structures
Cushioning member that absorbs the omnidirectional vibration of the upper structure
And the upper structure is slidably supported in the horizontal direction.
The load-bearing elastic bearing members in a direction perpendicular to the bridge axis.
The cushioning member is provided at an interval,
A plurality of hanging support members of the upper support frame fixed to
Multiple uprights of lower support frame fixed to undercarriage
With the holding member with a gap in the horizontal direction.
In the horizontal gap, the vertical direction and the horizontal direction of the upper structure
Compression deformation due to omnidirectional vibration in the rotation direction
And the superstructure to prevent shear bridges due to shear deformation.
An elastic member for supporting the movable member;
The supporting member is fixed to the holding member and the upright supporting member,
The rubber pressure plate that constitutes the elastic support member is
Stored in the support wall provided on the fixed base plate,
An upper surface of an upper metal plate provided on the rubber supporting plate;
Friction sliding support surface with said superstructure with rating
And the upper structure is supported .

【0012】本発明によると、橋梁の荷重と地震時の上
下方向の揺れは、荷重支持用弾性支承部材で緩衝し、地
震時の橋軸方向の揺れと橋軸直角方向の揺れは、上部構
造物と荷重支持用弾性支承部材との摩擦摺動及び、その
際の緩衝部材の弾性変形で分散及び免震し、橋梁の回転
に対しては、荷重支持用弾性支承部材と緩衝部材とが相
俟って作用して弾性支持することで対応する。さらに、
前記構造としたので支承装置の上下方向の寸法が増大せ
ず、既設支承装置の設置スペース内に納まり、その交換
作業にも手間がかからない。
According to the present invention, the load on the bridge and the vertical vibration during the earthquake are buffered by the load-bearing elastic bearing member, and the vibration in the bridge axis direction and the vibration in the direction perpendicular to the bridge axis during the earthquake are suppressed by the upper structure. Dispersion and seismic isolation occur due to frictional sliding between the object and the load-bearing elastic bearing member, and the elastic deformation of the cushioning member at that time. This works together to provide elastic support. further,
Because of the above structure, the vertical dimension of the bearing device does not increase, and the bearing device is accommodated in the installation space of the existing bearing device.

【0013】[0013]

【発明の実施の形態】以下本発明を図を参照して説明す
る。図1〜図11は本発明の第1実施形態を示し、図1
は橋台又は橋脚等の下部構造物17の上面に設置された
橋梁用支承装置18を示す縦断面図、図2は図1のA−
A断面図である。前記支承装置18は、荷重支持用弾性
支承部材27と緩衝部材34とから構成される。前記弾
性支承部材27によって、道路橋等の橋梁を構成する上
部構造物としてのH型鋼からなる鋼桁19が平行に支持
され、この鋼桁19によって床版20が支持されてい
る。また、前記緩衝部材34によって、上部構造物の水
平力、上揚力、回転力の全方向の揺れが緩衝される。さ
らに、左右の鋼桁19の間は、連結梁21で連結し補強
されている。図3,図4は図1に示す弾性支承部材27
の拡大断面図、図5,図6は緩衝部材34の拡大側面図
と横断面図、図7〜図11は部品図である。
DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described below with reference to the drawings. 1 to 11 show a first embodiment of the present invention.
1 is a longitudinal sectional view showing a bridge bearing device 18 installed on the upper surface of a substructure 17 such as an abutment or a pier, and FIG.
It is A sectional drawing. The bearing device 18 includes a load supporting elastic bearing member 27 and a cushioning member 34. A steel girder 19 made of H-shaped steel as an upper structure constituting a bridge such as a road bridge is supported in parallel by the elastic bearing member 27, and a floor slab 20 is supported by the steel girder 19. In addition, the cushioning member 34 buffers the horizontal structure, the upward lift, and the rotational force of the upper structure in all directions. Further, between the left and right steel girders 19 is connected and reinforced by a connecting beam 21. 3 and 4 show the elastic bearing member 27 shown in FIG.
5 and 6 are an enlarged side view and a cross-sectional view of the cushioning member 34, and FIGS. 7 to 11 are component diagrams.

【0014】図1〜図4に示すように荷重支持用弾性支
承部材27において、ベースプレート22が、台座23
を介してアンカー部材24により下部構造物17の上面
に固着されている。ベースプレート22は橋軸直角方向
に長い長辺形の鋼板であって、このベースプレート22
の上面中央部には、平面から見て方形の支承部材収納用
囲い支承壁25が溶接により固着されている。
As shown in FIGS. 1 to 4, in the load-bearing elastic bearing member 27, the base plate 22
And is fixed to the upper surface of the lower structure 17 by the anchor member 24 via the. The base plate 22 is a long-sided steel plate that is long in the direction perpendicular to the bridge axis.
At the center of the upper surface, a rectangular support wall 25 for accommodating a support member that is rectangular when viewed from above is fixed by welding.

【0015】前記ベースプレート22上面の囲い支承壁
25の内側に、荷重支持用弾性支承部材27が収納され
る。弾性支承部材27は、所定の厚みを有するゴム支圧
板27aと、ゴム支圧板27aの下面に固着される薄鋼
板製の下部金属板27bと、ゴム支圧板27aの上面に
固着され、当該ゴム支圧板27aとほぼ同程度の厚みを
有するステンレス板からなる上部金属板27cとで構成
されている。この上部金属板27cの上面には薄い四フ
ッ化エチレン層28が貼着形成されている。また、図4
に示されるように、弾性部材収納用の囲い支承壁25の
高さHよりも、弾性支承部材27の高さH1 が少し高
くなるように設けられていて、上部金属板27cを含む
弾性支承部材27の動きが水平方向に拘束される構造と
されている。また、ゴム支圧板27aと囲い壁25との
間には、ゴムの弾性変形許容空間35が形成されてい
る。
A load supporting elastic support member 27 is housed inside the surrounding support wall 25 on the upper surface of the base plate 22. The elastic bearing member 27 is fixed to a rubber supporting plate 27a having a predetermined thickness, a lower metal plate 27b made of a thin steel plate fixed to the lower surface of the rubber supporting plate 27a, and an upper surface of the rubber supporting plate 27a. The pressure plate 27a and the upper metal plate 27c made of a stainless steel plate having substantially the same thickness. On the upper surface of the upper metal plate 27c, a thin four
An ethylene nitride layer 28 is adhered and formed. FIG.
The height H1 of the elastic support member 27 is set to be slightly higher than the height H of the surrounding support wall 25 for accommodating the elastic member, and the elastic support member including the upper metal plate 27c is provided. 27 is restricted in the horizontal direction. Further, a rubber elastic deformation allowable space 35 is formed between the rubber supporting plate 27a and the surrounding wall 25.

【0016】前記弾性支承部材27において、従来は、
高応力によるゴム支圧板27aと上部金属板27cとの
接着部、及び局部せん断ひずみなど高応力に耐えるに
は、構造的に問題があった。本発明の実施形態では、前
記ゴム支圧板27aと上部金属板27cとの接着力の問
題を改善するために、また高応力による接着界面の外周
方向へのせん断力を拘束するために、前記弾性変形許容
空間(つまり、ポット部)35を作ることで、この変形
許容空間におけるゴム層は高応力に対して、接着界面の
せん断力を低減させ、一種の体積弾性率(Eb=200N/mm2)
を発現させるようにしてある。よって、中間のゴム層
は、前記補強用の上部金属板27cを除き単層構成と
し、高応力による接着力の長耐久性の不安を解消した。
ついで、ゴム支圧板27aの局部せん断ひずみについて
は、ゴム膨張面へのR加工によるフィレット部を設け、
局部せん断ひずみによる応力集中の分散を図り、長期の
耐久性に有効な形状としてある。
In the elastic bearing member 27, conventionally,
There is a structural problem in withstanding high stress such as a bonding portion between the rubber pressure plate 27a and the upper metal plate 27c due to high stress and local shear strain. In the embodiment of the present invention, in order to improve the problem of the adhesive force between the rubber supporting plate 27a and the upper metal plate 27c, and to restrain the shearing force of the adhesive interface in the outer peripheral direction due to the high stress, the elasticity is reduced. By forming the deformation allowable space (that is, the pot portion) 35, the rubber layer in the deformation allowable space reduces the shear force at the bonding interface against high stress, and a kind of bulk modulus (Eb = 200N / mm 2) )
Is expressed. Therefore, the intermediate rubber layer has a single-layer structure except for the reinforcing upper metal plate 27c, thereby eliminating the concern of long durability of the adhesive force due to high stress.
Then, regarding the local shear strain of the rubber supporting plate 27a, a fillet portion is provided by R processing on the rubber expansion surface,
Dispersion of stress concentration due to local shear strain is achieved, and the shape is effective for long-term durability.

【0017】また、本発明の実施の形態は、ゴム支圧板
27aのせん断変形による過大なせん断ひずみを排除す
る構造とするため、ゴム支圧板27aの上下部の金属板
27b,27cが上部構造物の水平方向に移動、伸縮に
より位置ずれしない(つまり、ゴム部がせん断変形しな
い)よう、これらの部材をベースプレート22に設けた
囲い壁25内に設置することで、その水平方向移動を拘
束し、かつ、上部金属板27cの上面での上部構造物を
次に述べるようにスライド支持形式としている。
In the embodiment of the present invention, the upper and lower metal plates 27b and 27c at the upper and lower portions of the rubber supporting plate 27a are connected to the upper structure so as to eliminate excessive shear strain due to the shear deformation of the rubber supporting plate 27a. By disposing these members in an enclosing wall 25 provided on the base plate 22 so as not to be displaced by horizontal movement and expansion / contraction of the rubber member (that is, the rubber portion does not undergo shear deformation), the horizontal movement is restrained, The upper structure on the upper surface of the upper metal plate 27c is of a slide support type as described below.

【0018】前記弾性支承部材27は鋼桁19の荷重を
支持するもので、特に、鋼桁19はボルトレス方式で弾
性支承部材27に支持されている。すなわち、H型鋼か
らなる鋼桁19の下部フランジ30の下面には、鋼板製
の既設のソールプレート(又は上沓)29がボルト31
又は溶接等の固着手段により固着されており、その下面
には必要に応じてボルト32等の固着手段により薄鋼板
33が固着されている(この薄鋼板32は設けなくても
よい)。このように、鋼桁19と、その荷重を受ける弾
性支承部材27とは剛結合ではなく、前記既設のソール
プレート29と薄鋼板33を弾性支承部材27の上部金
属板27cの上面に摺動自在に載置してなるボルトレス
支持構造とされている。
The elastic bearing member 27 supports the load of the steel girder 19. In particular, the steel girder 19 is supported by the elastic bearing member 27 in a boltless manner. That is, an existing sole plate (or upper shoe) 29 made of a steel plate is bolted to the lower surface of the lower flange 30 of the steel girder 19 made of H-shaped steel.
Alternatively, a thin steel plate 33 is fixed to the lower surface of the lower surface by a fixing means such as a bolt 32 as necessary (the thin steel plate 32 need not be provided). As described above, the steel girder 19 and the elastic bearing member 27 receiving the load are not rigidly connected, and the existing sole plate 29 and the thin steel plate 33 are slidable on the upper surface of the upper metal plate 27c of the elastic bearing member 27. And a boltless support structure.

【0019】前記荷重支持用弾性支承部材27と一定の
間隔をあけ、横方向に並べて緩衝部材34が設けられ
る。つまり、緩衝部材34は下部構造物17と上部構造
物(この場合、平行な隣合う鋼桁19間を連結する連結
用鋼桁)37の間に配設され、主に、地震時に鋼桁19
に加わる水平方向と回転方向の揺れを吸収するものであ
る。緩衝手段34の具体的構造はゴム,バネ等を用いた
緩衝手段であれば特に限定されないが、本発明の実施形
態ではゴムダンパーを使用した例を示している。
A cushioning member 34 is provided side by side with a predetermined distance from the load supporting elastic bearing member 27. That is, the cushioning member 34 is disposed between the lower structure 17 and the upper structure (in this case, a connecting steel girder connecting the parallel adjacent steel girders 19) 37, and mainly the steel girder 19 during an earthquake.
To absorb the horizontal and rotational vibrations that are applied to the surface. The specific structure of the buffering means 34 is not particularly limited as long as it is a buffering means using rubber, a spring, or the like, but the embodiment of the present invention shows an example using a rubber damper.

【0020】緩衝部材34において、連結用横桁37の
下部には、この下部にボルト51等で固着した取付けプ
レート38aと、取付けプレート38aと一体に、かつ
略櫛歯状に間隔をあけて複数設けた垂下支持部材38b
とからなる上部支持フレーム38が設けられている。下
部構造物17の上部には、この上部にアンカーボルト4
3等で固着した取付けプレート39aと一体に、かつ略
櫛歯状に間隔をあけて複数設けられた起立支持部材39
bとからなる下部支持フレーム39が設けられている。
そして、垂下支持部材38bと起立支持部材39bとを
上下方向から相互に噛み合わせ、かつ水平方向に一定の
間隙(イ)が複数形成され、また上下方向に一定の間隙
(ロ)が形成されるように設けてある。さらに、水平方
向の間隙(イ)に充填するように弾性体の具体例として
ブロック状のゴムダンパー34aが配設され、このゴム
ダンパー34aの一側が前記垂下支持部材38bに固着
され、他側が前記起立支持部材39bに固着されてい
る。
In the cushioning member 34, a mounting plate 38a fixed to the lower part of the connecting horizontal beam 37 with bolts 51 and the like, and a plurality of mounting plates 38a integrated with the mounting plate 38a and spaced apart in a substantially comb-tooth shape. Provided hanging support member 38b
Is provided. An anchor bolt 4 is provided on the upper part of the lower structure 17.
A plurality of upright support members 39 provided integrally with the mounting plate 39a fixed by 3 or the like and spaced apart in a substantially comb-tooth shape.
The lower support frame 39 consisting of b.
The hanging support member 38b and the upright support member 39b are engaged with each other from above and below, and a plurality of fixed gaps (a) are formed in the horizontal direction, and a certain gap (b) is formed in the vertical direction. It is provided as follows. Further, a block-shaped rubber damper 34a is provided as a specific example of the elastic body so as to fill the horizontal gap (a), and one side of the rubber damper 34a is fixed to the hanging support member 38b, and the other side is It is fixed to the upright support member 39b.

【0021】前記ゴムダンパー34aは具体的には図1
1に部品図として示すように、所定の厚み幅Wと、高さ
H及び、長さLを有する長方体であって、その両側面に
取付け板34bを貼着して固定されている。取付け板3
4bは、ゴムダンパー34aの側縁から突出する耳部3
4cを有しており、この耳部34cに複数のボルト挿入
孔40が設けられている。
The rubber damper 34a is specifically shown in FIG.
As shown in FIG. 1, a rectangular body having a predetermined width W, a height H, and a length L is fixed on both side surfaces by attaching attachment plates 34b. Mounting plate 3
4b is an ear 3 projecting from a side edge of the rubber damper 34a.
4c, and a plurality of bolt insertion holes 40 are provided in the ear portion 34c.

【0022】ゴムダンパー34aの一側に取付けた取付
け板34bは、垂下支持部材38bに当てがわれ、両端
部に開設のボルト挿入孔40,44にボルト41を挿入
し、そのネジ部に締結ナット45を螺合することで、複
数のゴムダンパー34aと複数の垂下支持部材38bと
がそれぞれ結合される。また、ゴムダンパー34aの他
側に取付けた取付け板34bは、起立支持部材39bに
当てがわれ、両部材に開設のボルト挿入孔40,44に
ボルト41を挿入し、そのネジ部に締結ナット45を螺
合することで、複数のゴムダンパー34aと複数の起立
支持部材39bとがそれぞれ結合される。
A mounting plate 34b attached to one side of the rubber damper 34a is applied to a hanging support member 38b, and bolts 41 are inserted into bolt insertion holes 40 and 44 formed at both ends, and a fastening nut is inserted into a screw portion thereof. By screwing the 45, the plurality of rubber dampers 34a and the plurality of hanging support members 38b are respectively coupled. The mounting plate 34b attached to the other side of the rubber damper 34a is applied to the upright support member 39b, the bolt 41 is inserted into the bolt insertion holes 40 and 44 formed in both members, and the fastening nut 45 is inserted into the screw portion thereof. Are screwed together, the plurality of rubber dampers 34a and the plurality of upright support members 39b are respectively coupled.

【0023】なお、前記ゴムダンパー34aと、垂下支
持部材38bおよび、起立支持部材39bとの結合手段
は、前記ボルト,ナットによる結合方式の他にも、ゴム
の加硫一体成形による結合方式、あるいは、接着剤によ
る結合方式を用いることができる。ゴムの加硫一体成形
の場合は、垂下支持部材38bと起立支持部材39bと
を櫛歯状に噛み合わせその間隙(イ)に原料ゴムを配設
し、加熱,加硫して一体成形する。したがって、この場
合は、取付け板34bは使用しない。
The rubber damper 34a, the hanging support member 38b, and the upright support member 39b may be connected to each other by a bolt or nut, or by a rubber vulcanization integral molding. Alternatively, a bonding method using an adhesive can be used. In the case of rubber vulcanization integral molding, the hanging support member 38b and the upright support member 39b are interdigitated in a comb-tooth shape, and the raw rubber is disposed in the gap (a), and is heated and vulcanized to be integrally molded. Therefore, in this case, the mounting plate 34b is not used.

【0024】本発明の第1実施形態は前記の構成からな
り、次のように作用する。鋼桁19で支持される道路橋
などの橋梁等の上部構造物の荷重は、前記弾性支承部材
27のゴム支圧板27aで受けられ、緩衝部材34に対
しては無負荷である。大地震が発生した際、鋼桁19に
働く下向きの力に対しては、ゴム支圧板27aが変形許
容空間35を介して弾性部材収納用の囲い支承壁25内
で圧縮変形することで分散し、免震できる。鋼桁19に
働く上揚力に対しては、ゴムダンパー34aと、上部フ
レーム38と、下部フレーム39とを有する緩衝部材3
4を介して鋼桁19と、下部構造物17とが結合されて
いることにより、前記ゴムダンパー34aのせん断変形
でその上揚力が円滑に制御される。
The first embodiment of the present invention has the above-mentioned configuration and operates as follows. The load of the upper structure such as a bridge such as a road bridge supported by the steel girder 19 is received by the rubber pressure plate 27a of the elastic bearing member 27, and the buffer member 34 is not loaded. When a large earthquake occurs, a downward force acting on the steel girder 19 is dispersed by compressing and deforming the rubber supporting plate 27 a in the surrounding supporting wall 25 for accommodating the elastic member via the deformation allowable space 35. Can be seismically isolated. With respect to the upper lift acting on the steel beam 19, the cushioning member 3 having the rubber damper 34a, the upper frame 38, and the lower frame 39
Since the steel girder 19 and the lower structure 17 are connected via 4, the upward deformation force is smoothly controlled by the shear deformation of the rubber damper 34 a.

【0025】また、地震により鋼桁19に働く水平方向
の力、つまり橋軸方向と、橋軸直角方向の力に対して
は、鋼桁19の下面のソールプレート29が薄鋼板33
を介して弾性支承部材27の上部金属板27cの上面
フッ化エチレン層28と圧接して、その圧接支持部42
がスライド自在に接合していることにより、相互間の摺
動摩擦によりその水平力が減衰される。これに加えて、
同時に橋軸方向に対しては緩衝部材34のゴムダンパー
34aがせん断変形することで減衰され、また、橋軸直
角方向に対しては、前記ゴムダンパー34aが圧縮変形
することで減衰される。
In addition, against the horizontal force acting on the steel girder 19 due to the earthquake, that is, the force in the bridge axis direction and the direction perpendicular to the bridge axis, the sole plate 29 on the lower surface of the steel girder 19 becomes thin steel plate 33.
Top fourth upper metal plate 27c of the elastic support member 27 via the
The pressure contact support portion 42 is pressed against the fluorinated ethylene layer 28.
Are slidably joined to each other, so that the horizontal force is attenuated by sliding friction therebetween. In addition to this,
At the same time, the rubber damper 34a of the cushioning member 34 is attenuated by shear deformation in the bridge axis direction, and is attenuated in the direction perpendicular to the bridge axis by compression deformation of the rubber damper 34a.

【0026】さらに、地震により鋼桁19に働く回転力
に対しては、荷重支持用弾性支承部材27のゴム支圧板
27aの圧縮変形と、緩衝部材34のゴムダンパー34
aのせん断変形との相互作用で有効に減衰することがで
きる。
Further, with respect to the rotational force acting on the steel girder 19 due to the earthquake, the compression deformation of the rubber supporting plate 27a of the load-bearing elastic bearing member 27 and the rubber damper 34 of the cushioning member 34 are performed.
a can be effectively attenuated by interaction with shear deformation.

【0027】図12〜図15には、本発明の第2の実施
形態に係る橋梁用支承装置が示されている。本発明の第
1実施形態では、橋梁の主桁が鋼桁19であったのに対
し、第2実施形態では、PCコンクリートからなる箱桁
46で橋梁の主桁が構成されている点及び、それに伴う
支承装置48の箱桁46への取付け構造が発明の第1実
施形態と相違している。また、緩衝部材34におけるゴ
ムダンパー34aは、加硫一体形成によりその両側面が
垂下支持部材38bと起立支持部材39bに固着されて
いる。他の構成は第1実施形態と同じである。
FIGS. 12 to 15 show a bridge bearing device according to a second embodiment of the present invention. In the first embodiment of the present invention, the main girder of the bridge is steel girder 19, whereas in the second embodiment, the main girder of the bridge is constituted by box girder 46 made of PC concrete; The accompanying structure of mounting the bearing device 48 to the box girder 46 is different from that of the first embodiment of the present invention. The rubber damper 34a of the cushioning member 34 has both sides fixed to the hanging support member 38b and the upright support member 39b by integral vulcanization. Other configurations are the same as those of the first embodiment.

【0028】図12に示すように、橋脚である下部構造
物17の上面には、中央に配置した緩衝部材34と、そ
の橋軸直角方向両側に一定の間隔をあけて配置された荷
重支持用弾性支承部材27が固定されていて、これらの
各部材34,27を介して上部スラブ46aの上面に道
路46cが設けられた2つの箱桁46が平行に設置され
ている。
As shown in FIG. 12, on the upper surface of the lower structure 17, which is a pier, a buffer member 34 disposed at the center and load supporting members disposed at regular intervals on both sides in the direction perpendicular to the bridge axis. An elastic bearing member 27 is fixed, and two box girders 46 provided with a road 46c are installed in parallel on the upper surface of the upper slab 46a via these members 34 and 27.

【0029】荷重支持用弾性支承部材27におけるベー
スプレート22は、そのボルト挿入孔を下部構造物17
に固定したアンカー部材24に嵌合し、アンカー部材2
4のネジ部にナット24aを締結することで下部構造物
17に固定されている。弾性支承部材27における上部
金属板27cは、これに固定のソールプレート29に
着の取付けボルト47を、箱桁46の下スラブ46bに
開設のボルト挿入孔に挿入し、下スラブ46bの上面に
おいて、取付けボルト47のネジ部にナット47aを締
結することで、荷重支持用弾性支承部材27の上部が箱
桁46に結合されている。
The base plate 22 of the load supporting elastic bearing member 27 has a bolt insertion hole formed in the lower structure 17.
To the anchor member 24 fixed to the
4 is fixed to the lower structure 17 by fastening a nut 24a to the screw portion. In the upper metal plate 27c of the elastic bearing member 27, a mounting bolt 47 screwed to the sole plate 29 fixed thereto is inserted into a bolt insertion hole formed in the lower slab 46b of the box girder 46, and the upper surface of the lower slab 46b is By fastening a nut 47 a to the thread portion of the mounting bolt 47, the upper portion of the load supporting elastic bearing member 27 is connected to the box girder 46.

【0030】緩衝部材34における下部フレーム39
は、取付け板39aに開設のボルト挿入孔を下部構造物
17に植設したアンカー部材49に嵌合し、アンカー部
材49のネジ部にナット49aを締結することで下部構
造物17に固定されている。緩衝部材34における上部
フレーム38は、左右の箱桁46を連結する任意の断面
構造のコンクリート製(又は鋼製でもよい)の連結部材
50の下部フランジ部50aに当接し、この下部フラン
ジ50aに開設のボルト挿入孔を通して、下部フランジ
50aの上面から取付けボルト52を上部フレーム38
のネジ穴53に締結することで、連結部材50と緩衝部
材34とが結合されている。
The lower frame 39 of the cushioning member 34
Is fixed to the lower structure 17 by fitting a bolt insertion hole formed in the mounting plate 39a to an anchor member 49 implanted in the lower structure 17 and fastening a nut 49a to a screw portion of the anchor member 49. I have. The upper frame 38 of the cushioning member 34 abuts on the lower flange portion 50a of a concrete (or steel) connecting member 50 having an arbitrary cross-sectional structure for connecting the left and right box girders 46, and is formed on the lower flange 50a. Mounting bolts 52 from the upper surface of the lower flange 50a through the bolt insertion holes of the upper frame 38.
The coupling member 50 and the cushioning member 34 are connected by fastening the connection member 50 to the screw hole 53.

【0031】したがって、本発明の第2実施形態におい
ても、上部構造物である箱桁46の荷重を、荷重支持用
弾性支承部材27で弾性的に支持できる。また、地震に
より箱桁46に働く水平方向の力、つまり橋軸方向と、
橋軸直角方向の力に対しては、箱桁46が弾性支承部材
27により水平方向に摩擦摺動可能に支持されているの
で、地震時に分散,免震される。これに加えて、同時に
橋軸方向に対しては緩衝部材34のゴムダンパー34a
がせん断変形することで減衰され、また、橋軸直角方向
に対しては、前記ゴムダンパー34aが圧縮変形するこ
とで減衰される。
Therefore, also in the second embodiment of the present invention, the load of the box girder 46 as the upper structure can be elastically supported by the load supporting elastic support member 27. Also, the horizontal force acting on the box girder 46 due to the earthquake, that is, the bridge axis direction,
Since the box girder 46 is slidably supported in the horizontal direction by the elastic bearing members 27 against the force in the direction perpendicular to the bridge axis, the box girder is dispersed and seismically isolated during an earthquake. In addition to this, at the same time, the rubber damper 34a
Is attenuated by shear deformation, and is also attenuated by compression deformation of the rubber damper 34a in the direction perpendicular to the bridge axis.

【0032】さらに、地震により箱桁46に働く回転力
に対しては、荷重支持用弾性支承部材27のゴム支圧板
27aの圧縮変形と、緩衝部材34のゴムダンパー34
aのせん断変形との相互作用で有効に減衰することがで
きる。
Further, with respect to the rotational force acting on the box girder 46 due to the earthquake, the compression deformation of the rubber supporting plate 27 a of the load supporting elastic bearing member 27 and the rubber damper 34 of the cushioning member 34
a can be effectively attenuated by interaction with shear deformation.

【0033】なお、本発明において、囲い支承壁25、
反力壁26、緩衝部材34等の構造や、固定手段は適宜
設計変更しても構わない。また、荷重支持用弾性支承部
材27の上部金属板27cと、鋼桁19や箱桁46に固
定のソールプレート29(上沓)やこれらとの間に介在
する四フッ化エチレン層28を省略し、又はこれらに加
え、或いはこれらに代えて他の部材を介在させることも
可能である(但し、いずれも図示省略する)。さらに、
本発明は既設鋼製支承の交換用支承装置として使用でき
るだけでなく、新設の橋梁用支承装置としても有益であ
る。
In the present invention, the enclosing bearing wall 25,
The structure of the reaction wall 26, the buffer member 34, and the like, and the fixing means may be appropriately changed in design. Also, the upper metal plate 27c of the load supporting elastic bearing member 27, the sole plate 29 (upper shoe) fixed to the steel girder 19 and the box girder 46, and the ethylene tetrafluoride layer 28 interposed therebetween are omitted. Alternatively, in addition to or in place of these, another member may be interposed (however, not shown). further,
The present invention can be used not only as a replacement bearing device for an existing steel bearing but also as a new bridge bearing device.

【0034】[0034]

【発明の効果】本発明の橋梁用支承装置は、下記のすぐ
れた効果を有する。 a.上部構造物に既設のソールプレートが装着された状
態で、かつ、超薄型で簡潔構造の弾性支承部材を用いて
橋梁の荷重を支持できるので、従来の支承部が設置され
た厚み内で処理でき、構造物のハツリ等も不要な構造で
ある。 b.橋梁の荷重は、前記の弾性支承部材を用いて弾性的
に支持できる。 c.上部構造物と荷重支持用弾性支承部材とは、摺動摩
擦可能な支持構造であるので、橋梁の橋軸方向の横揺れ
は、前記緩衝部材による長周期化での有効な免震が可能
となる。 d.前記のように、上部構造物と荷重支持用弾性支承部
材とが剛結合でなく、摺動可能な接合構造であるので、
上部構造物の橋軸方向の横揺れが前記弾性支承部材によ
って拘束されず、それ故に、橋梁の橋軸方向への連続化
が図れるという効果がある。 e.しかも、上部構造物は、緩衝部材を介してベースプ
レートに固定されているので、橋梁は、地震により作用
する上揚力、水平力、回転力等の全方向の力に対し有効
に緩衝され、かつ連結化によるノージョイントにより落
橋を防止することができる。 f.特に、荷重支持しない緩衝手段(ダンパー)を使用
する事により隣接橋梁の固有周期を任意に選定出来る特
長が有る。そして、前記の特長により、従来の免震分散
構造よりも隣接桁遊間及び伸縮継手を40%程小さく出
来る効果がある。 g.新旧支承装置の交換に際して、上部構造物を仮支承
したうえ、新しい荷重支持用弾性支承部材27と、緩衝
部材を簡易な作業で迅速に取付けることができる。 h.橋梁の橋軸直角方向の横揺れに対しても、緩衝部材
の弾性体の圧縮変形により緩衝を図ることができる。 i.温度変化による鋼桁等上部構造物の伸縮によって
も、支承装置には負荷が作用せず、前記温度変化に円滑
に対応できる。 j.支承装置は、構造が簡潔なので、製品コスト、施工
コスト等の経費を従来に比べ大幅にダウンできるという
効果がある。
The bridge bearing device of the present invention has the following excellent effects. a. With the existing sole plate attached to the upper structure, and using an ultra-thin and simple structure of elastic support members to support the load of the bridge, it can be processed within the thickness where the conventional support part was installed It is a structure that does not require any chipping of the structure. b. The load of the bridge can be elastically supported by using the elastic bearing member. c. Since the upper structure and the load-bearing elastic support member have a support structure capable of sliding friction, the horizontal swinging of the bridge in the bridge axis direction enables effective seismic isolation with a long period by the cushioning member. . d. As described above, since the upper structure and the load-bearing elastic bearing member are not rigidly connected but have a slidable joint structure,
Rolling of the upper structure in the direction of the bridge axis is not restricted by the elastic bearing member, and therefore, there is an effect that continuity of the bridge in the direction of the bridge axis can be achieved. e. In addition, since the upper structure is fixed to the base plate via the cushioning member, the bridge is effectively buffered against the omnidirectional forces, such as upward lift, horizontal force, and rotational force, which act due to the earthquake, and is connected. The bridge can be prevented by the no joint. f. In particular, there is a feature that the natural period of the adjacent bridge can be arbitrarily selected by using a buffer means (damper) which does not support the load. Further, due to the above-mentioned features, there is an effect that the space between the adjacent girders and the expansion joint can be reduced by about 40% as compared with the conventional seismic isolation distribution structure. g. When replacing the old and new bearing devices, the upper structure can be temporarily supported, and the new load-supporting elastic bearing member 27 and the cushioning member can be quickly mounted by a simple operation. h. Even when the bridge sways in the direction perpendicular to the bridge axis, it is possible to cushion the elastic member of the cushioning member by compressive deformation. i. Even when the upper structure such as a steel girder expands and contracts due to a temperature change, no load acts on the bearing device, and the temperature change can be smoothly handled. j. Since the bearing device has a simple structure, there is an effect that costs such as a product cost and a construction cost can be significantly reduced as compared with the related art.

【図面の簡単な説明】[Brief description of the drawings]

【図1】本発明の第1実施形態に係る橋梁用支承装置の
設置状態を示す縦断面図である。
FIG. 1 is a longitudinal sectional view showing an installed state of a bridge support device according to a first embodiment of the present invention.

【図2】図1のAーA断面図である。FIG. 2 is a sectional view taken along line AA of FIG.

【図3】荷重支持用弾性支承部材と鋼桁との支持状態を
示す断面図である。
FIG. 3 is a cross-sectional view showing a support state between a load supporting elastic bearing member and a steel girder.

【図4】図3において荷重支持用弾性支承部材から鋼桁
を持上げた状態の断面図である。
FIG. 4 is a cross-sectional view showing a state where a steel girder is lifted from a load supporting elastic bearing member in FIG. 3;

【図5】緩衝部材と下部構造物と鋼桁との連結状態を示
す側面図である。
FIG. 5 is a side view showing a connection state of a buffer member, a lower structure, and a steel girder.

【図6】図5のBーB断面図である。FIG. 6 is a sectional view taken along the line BB of FIG. 5;

【図7】ベースプレートの断面図である。FIG. 7 is a sectional view of a base plate.

【図8】図7の平面図である。FIG. 8 is a plan view of FIG. 7;

【図9】荷重支持用弾性支承部材の平面図である。FIG. 9 is a plan view of a load supporting elastic bearing member.

【図10】図9の荷重支持用弾性支承部材の縦断面図で
ある。
FIG. 10 is a longitudinal sectional view of the load supporting elastic bearing member of FIG. 9;

【図11】(A),(B),(C)は、緩衝部材におけ
るゴムダンパーの縦断面図と、側面図と、横断平面図で
ある。
11A, 11B, and 11C are a longitudinal sectional view, a side view, and a cross-sectional plan view of a rubber damper in a cushioning member.

【図12】本発明の第2実施形態に係る橋梁用支承装置
の設置状態を示す縦断面図である。
FIG. 12 is a longitudinal sectional view showing an installation state of a bridge support device according to a second embodiment of the present invention.

【図13】図12における緩衝部材の設置状態を示す拡
大断面図である。
FIG. 13 is an enlarged sectional view showing an installation state of a buffer member in FIG.

【図14】図13のCーC断面図である。FIG. 14 is a sectional view taken along the line CC of FIG. 13;

【図15】従来例に係る支承装置の破断平面図である。FIG. 15 is a cutaway plan view of a bearing device according to a conventional example.

【図16】図15のDーD断面図である。16 is a D over D sectional view of FIG. 15.

【符号の説明】[Explanation of symbols]

1 係止用突出部 2 鋼製支承板 3 鋼桁 4 支持構造物 5 鋼製台座 6 ゴム支承 7 支持用上面 8 横圧支承用突出部 9 鋼製支承部材 10 鋼製押え部材 11 横圧緩衝支承用弾性スペーサ 12 押圧支承面 13 上側支承部 14 取付用ボルト 15 遊間調整弾性支承部材 16 下部フランジ 17 下部構造物 18 橋梁用支承装置 19 鋼桁 20 床版 21 連結梁 22 ベースプレート 23 台座 24 アンカー部材 25 囲い支承壁 26 反力壁 27 荷重支持用弾性支承部材 28 四フッ化エチレン層 29 ソールプレート(上沓) 30 下部フランジ 31 ボルト 32 ボルト 33 薄鋼板 34 緩衝部材 34a ゴムダンパー 35 弾性変形許容空間 36 弾性変形許容空間 37 連結用横桁 38 上部支持フレーム 38b 垂下支持部材 39 下部支持フレーム 40 ボルト挿入孔 41 ボルト 42 圧接支持部 43 アンカーボルト 44 ボルト挿入孔 45 締結ナット 46 箱桁 47 取付けボルト 48 支承装置 49 アンカー部材 50 連結部材 51 ボルト 52 ボルト 53 ネジ穴DESCRIPTION OF SYMBOLS 1 Locking protrusion 2 Steel bearing plate 3 Steel girder 4 Support structure 5 Steel pedestal 6 Rubber bearing 7 Supporting upper surface 8 Lateral pressure bearing protrusion 9 Steel bearing member 10 Steel holding member 11 Lateral pressure buffer Bearing elastic spacer 12 Press bearing surface 13 Upper bearing part 14 Mounting bolt 15 Play adjustment elastic bearing member 16 Lower flange 17 Lower structure 18 Bridge bearing device 19 Steel girder 20 Floor slab 21 Connecting beam 22 Base plate 23 Base 24 Anchor member Reference Signs List 25 encircling support wall 26 reaction wall 27 elastic support member for load support 28 ethylene tetrafluoride layer 29 sole plate (upper shoe) 30 lower flange 31 bolt 32 bolt 33 thin steel plate 34 buffer member 34a rubber damper 35 elastic deformation allowable space 36 Elastic deformation allowable space 37 Connecting cross beam 38 Upper support frame 38b Hanging support member 39 Lower support Holding frame 40 Bolt insertion hole 41 Bolt 42 Pressure contact support part 43 Anchor bolt 44 Bolt insertion hole 45 Fastening nut 46 Box girder 47 Mounting bolt 48 Supporting device 49 Anchor member 50 Connecting member 51 Bolt 52 Bolt 53 Screw hole

───────────────────────────────────────────────────── フロントページの続き (72)発明者 中村 一平 大阪市中央区西心斎橋1−2−4 三栄 ビル 阪神高速道路公団第1建設部内 (72)発明者 是近 哲男 大阪市中央区西心斎橋1−2−4 三栄 ビル 阪神高速道路公団第1建設部内 (72)発明者 上松 英司 大阪市中央区西心斎橋1−2−4 三栄 ビル 阪神高速道路公団第1建設部内 (56)参考文献 特開 平7−26514(JP,A) 実開 平4−119808(JP,U) (58)調査した分野(Int.Cl.7,DB名) E01D 19/04 E01D 19/04 101 ──────────────────────────────────────────────────続 き Continued on the front page (72) Inventor Ippei Nakamura 1-2-4 Nishishinsaibashi, Chuo-ku, Osaka City Sanei Building Inside the 1st Construction Department of Hanshin Expressway Public Corporation (72) Inventor Tetsuo Kochichi 1 Nishishinsaibashi, Chuo-ku, Osaka-shi -2-4 Sanei Building Hanshin Expressway Public Corporation First Construction Department (72) Inventor Eiji Agematsu 1-2-4 Nishishinsaibashi, Chuo-ku, Osaka City Sanei Building Hanshin Expressway Public Corporation First Construction Department (56) References 7-26514 (JP, A) JP-A 4-119808 (JP, U) (58) Fields investigated (Int. Cl. 7 , DB name) E01D 19/04 E01D 19/04 101

Claims (1)

(57)【特許請求の範囲】(57) [Claims] 【請求項1】 上部構造物を荷重支持用弾性支承部材を
介して下部構造物に支持する橋梁用支承装置であって、
前記上部構造物と下部構造物との間を非荷重支持的に連
結しかつ上部構造物の全方向の揺れを吸収する緩衝部材
と、前記上部構造物を水平方向に摩擦摺動可能に支持す
る荷重支持用弾性支承部材とを、橋軸直角方向に互いに
間隔をあけて設けてなり、前記緩衝部材は、上部構造物
に固定した上部支持フレームの複数の垂下支持部材と、
下部構造物に固定した下部支持フレームの複数の起立支
持部材とを水平方向に間隙を有して噛み合わせ、その水
平方向間隙に、前記上部構造物の鉛直方向と水平方向と
回転方向の全方向震動を受けることにより、圧縮変形
と、せん断変形して落橋を防止するように上部構造物を
移動拘束的に支持する弾性体を配設し、かつ前記垂下支
持部材と起立支持部材とに固定して構成し、前記荷重支
持用弾性支承部材を構成するゴム支圧板を、下部構造物
に固定のベースプレート上に設けた支承壁内に収納し、
前記ゴム支圧板に設けた上部金属板の上面と、ソールプ
レート付きの前記上部構造物との摩擦摺動支持面におい
て、当該上部構造物支持したことを特徴とする橋梁用支
承装置。
1. A bridge bearing device for supporting an upper structure to a lower structure via a load-bearing elastic bearing member, comprising:
A connection between the upper structure and the lower structure in a non-load-supporting manner.
Shock absorbing member that binds and absorbs omnidirectional vibration of the upper structure
And the upper structure is slidably supported in the horizontal direction.
The load-bearing elastic bearing members in a direction perpendicular to the bridge axis.
The cushioning member is provided at an interval,
A plurality of hanging support members of the upper support frame fixed to
Multiple uprights of lower support frame fixed to undercarriage
With the holding member with a gap in the horizontal direction.
In the horizontal gap, the vertical direction and the horizontal direction of the upper structure
Compression deformation due to omnidirectional vibration in the rotation direction
And the superstructure to prevent shear bridges due to shear deformation.
An elastic member for supporting the movable member;
The supporting member is fixed to the holding member and the upright supporting member,
The rubber pressure plate that constitutes the elastic support member is
Stored in the support wall provided on the fixed base plate,
An upper surface of an upper metal plate provided on the rubber supporting plate;
Friction sliding support surface with said superstructure with rating
And a supporting device for a bridge , wherein the supporting structure supports the upper structure .
JP12779197A 1997-05-02 1997-05-02 Bridge bearing device Expired - Lifetime JP3146259B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP12779197A JP3146259B2 (en) 1997-05-02 1997-05-02 Bridge bearing device

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP12779197A JP3146259B2 (en) 1997-05-02 1997-05-02 Bridge bearing device

Publications (2)

Publication Number Publication Date
JPH10298922A JPH10298922A (en) 1998-11-10
JP3146259B2 true JP3146259B2 (en) 2001-03-12

Family

ID=14968777

Family Applications (1)

Application Number Title Priority Date Filing Date
JP12779197A Expired - Lifetime JP3146259B2 (en) 1997-05-02 1997-05-02 Bridge bearing device

Country Status (1)

Country Link
JP (1) JP3146259B2 (en)

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20030075361A (en) * 2002-03-18 2003-09-26 박재만 Complex bridge bearing for reinforcement and earthquake-resistant
CN107794839B (en) * 2017-11-30 2023-07-25 中铁二院工程集团有限责任公司 Limiting device of shock-absorbing and isolating support
CN111665083B (en) * 2020-07-21 2023-02-07 河南理工大学 High-efficient sampling device of rich organic matter mudstone section

Also Published As

Publication number Publication date
JPH10298922A (en) 1998-11-10

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