JP2003049408A - Steel support and bridge supporting device - Google Patents

Steel support and bridge supporting device

Info

Publication number
JP2003049408A
JP2003049408A JP2001215764A JP2001215764A JP2003049408A JP 2003049408 A JP2003049408 A JP 2003049408A JP 2001215764 A JP2001215764 A JP 2001215764A JP 2001215764 A JP2001215764 A JP 2001215764A JP 2003049408 A JP2003049408 A JP 2003049408A
Authority
JP
Japan
Prior art keywords
lower shoe
bridge
base plate
plate
shoe
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.)
Granted
Application number
JP2001215764A
Other languages
Japanese (ja)
Other versions
JP4549586B2 (en
Inventor
Takashi Harada
孝志 原田
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.)
NAKO YAKOUSOKUDOUROKOUSHIYA
NIPPON CASTING CO Ltd
Sankyo Oilless Industries Inc
Nippon Chuzo Co Ltd
Oiles Industry Co Ltd
Kureha Seiko Co Ltd
Kawaguchi Metal Industries Co Ltd
Original Assignee
NAKO YAKOUSOKUDOUROKOUSHIYA
NIPPON CASTING CO Ltd
Sankyo Oilless Industries Inc
Nippon Chuzo Co Ltd
Oiles Industry Co Ltd
Kureha Seiko Co Ltd
Kawaguchi Metal Industries 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 NAKO YAKOUSOKUDOUROKOUSHIYA, NIPPON CASTING CO Ltd, Sankyo Oilless Industries Inc, Nippon Chuzo Co Ltd, Oiles Industry Co Ltd, Kureha Seiko Co Ltd, Kawaguchi Metal Industries Co Ltd filed Critical NAKO YAKOUSOKUDOUROKOUSHIYA
Priority to JP2001215764A priority Critical patent/JP4549586B2/en
Publication of JP2003049408A publication Critical patent/JP2003049408A/en
Application granted granted Critical
Publication of JP4549586B2 publication Critical patent/JP4549586B2/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

Abstract

PROBLEM TO BE SOLVED: To provide a steel support movable only in a bridge axis direction normally and in case of an earthquake based on the seismic coefficient method and movable also in a right-angled direction to the bridge axis in case of an earthquake based on the ultimate horizontal strength method, and to provide a function separating type bridge supporting device jointly using the steel support and an elastic damper. SOLUTION: This steel support has a lower shoe 1 accommodating a rubber plate 15, an intermediate plate 17, and the like in a recessed part 3 provided at the center part, and fixed to a base plate 20 by bolts 41 directly or through a fixing member; lower shoe guide blocks 33a, 33b provided on the bridge axis direction side of the base plate 20 to guide the lower shoe 1; and an upper shoe 8 movably in the bridge axis direction held on to the lower shoe 1 through a sliding plate 18. The bolts 41 for fixing the lower shoe 1 to the base plate 20 directly or through the fixing member are set to such strength as to be broken when horizontal load exceeding horizontal load in case of the earthquake based on the seismic coefficient method is applied.

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、橋梁の下部構造物
と上部構造物との間に設置される鋼製支承、及びこの鋼
製支承と弾性ダンパーを用いた橋梁の支承装置に関すも
のである。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a steel bearing installed between a lower structure and an upper structure of a bridge, and a bridge supporting device using the steel bearing and an elastic damper. is there.

【0002】[0002]

【従来の技術】従来、橋梁の支承としては、一般に鋼製
支承が用いられていたが、先般の兵庫県南部地震におい
て、予期しない過大な地震力(水平力)によりこれに対
抗する鋼製支承が損傷を受け、同時に鉛直方向の支持力
も喪失したことにより路面に大きな段差が生じたり、落
橋に至ったことがあった。そのため、これを教訓として
鋼製支承に代えて弾性ダンパーを用いるようになった。
2. Description of the Related Art Conventionally, steel bearings have been generally used as bridge bearings, but steel bearings that counteract this due to an unexpectedly large earthquake force (horizontal force) in the recent Hyogoken Nanbu Earthquake. There was a case where the road was damaged, and at the same time the vertical bearing capacity was lost, resulting in a large step on the road surface and a bridge collapse. Therefore, taking this as a lesson, elastic dampers have come to be used instead of steel bearings.

【0003】ところが、弾性ダンパーを用いた場合、弾
性ダンパー、特に端支点に設けられた弾性ダンパーは、
鉛直方向にたわみが生じるため、常時において振動が生
じたり、鉛直剛性が低いため路面に段差が生じることに
よる走行性の悪化及び騒音の発生などが問題になり、こ
のような問題を解決するために、水平力を支持する弾性
ダンパーと、鉛直力を支持する支承としての鋼製支承と
を併用することにより、水平力支持機能と鉛直力支持機
能を分離する機能分離型支承装置の実施化が考えられて
いる。
However, when the elastic damper is used, the elastic damper, especially the elastic damper provided at the end fulcrum, is
Since deflection occurs in the vertical direction, vibration always occurs, and since the vertical rigidity is low, a step is generated on the road surface, which causes problems such as deterioration of traveling performance and noise, which is a problem. By using an elastic damper that supports horizontal force and a steel support as a support that supports vertical force, it is possible to implement a function-separated bearing device that separates the horizontal force support function from the vertical force support function. Has been.

【0004】図8は一部を断面で示した従来の鋼製支承
の一例の正面図(橋軸直角方向)図9は同じく側面図
(橋軸方向)である。両図において、61は上面中心部
に円形の凹部62が設けられた下沓で、両側(橋軸直角
方向)にはブラケット63が設けられており、凹部62
内にはゴムプレート66、このゴムプレート66の膨出
現象を防止し、耐荷重力を増加させるための鋼板の如き
金属板からなる中間プレート67が収容されており、中
間プレート67の上面に設けた凹部内には、フッ素樹脂
の如き合成樹脂板からなるすべり板68が収容されてい
る。69は中間プレート67の外周に装着されたシール
リングである。
FIG. 8 is a front view of an example of a conventional steel bearing, a part of which is shown in cross section (direction perpendicular to the bridge axis). FIG. 9 is a side view (direction of the bridge axis) of the same. In both figures, 61 is a lower shoe with a circular recess 62 provided in the center of the upper surface, and brackets 63 are provided on both sides (direction perpendicular to the bridge axis).
A rubber plate 66 and an intermediate plate 67 made of a metal plate such as a steel plate for preventing the bulging phenomenon of the rubber plate 66 and increasing the load bearing capacity are housed therein, and are provided on the upper surface of the intermediate plate 67. A sliding plate 68 made of a synthetic resin plate such as fluororesin is housed in the recess. 69 is a seal ring attached to the outer periphery of the intermediate plate 67.

【0005】64は平面ほぼH字状の上沓で、橋軸直角
方向の中央部が高く、その両側が一段低く形成されかつ
橋軸方向の両側が外方に突出して、その間にそれぞれ係
止部65が形成されている。そして、上沓64は係止部
65が下沓61のブラケット63の間に挿入されて下沓
61上に載置され、一方の片が下沓61のブラケット6
3にボルト71で固定されたL字状のサイドブロック7
0の他方の片を、上沓64の係止部65上に位置させて
これらを一体に結合したものである。
Reference numeral 64 denotes an upper shoe which is substantially H-shaped in a plane, and is formed so that the central portion in the direction perpendicular to the bridge axis is high and both sides thereof are formed one step lower, and both sides in the bridge axis direction project outward and are respectively locked between them. The part 65 is formed. The upper shoe 64 is placed on the lower shoe 61 with the engaging portion 65 inserted between the brackets 63 of the lower shoe 61, and one piece of the upper shoe 64 is attached to the bracket 6 of the lower shoe 61.
L-shaped side block 7 fixed to 3 with bolts 71
The other piece of 0 is located on the engaging portion 65 of the upper shoe 64 and is integrally connected.

【0006】上記のように構成した鋼製支承は、下部構
造物である橋脚(橋台)と、上部構造物である橋桁との
間に設置され、鉛直荷重は上沓64と下沓61のすべり
板68との間で伝達され、水平荷重は上沓64の係止部
65と下沓61のブラケット63との間で伝達される。
また、橋軸方向の水平移動に対してはすべり板68によ
って対応し、回転に対してはゴムプレート66によって
対応する。
The steel bearing constructed as described above is installed between a bridge pier (abutment) which is a lower structure and a bridge girder which is an upper structure, and the vertical load is a slip between the upper shoe 64 and the lower shoe 61. The horizontal load is transmitted to the plate 68, and the horizontal load is transmitted between the locking portion 65 of the upper shoe 64 and the bracket 63 of the lower shoe 61.
The sliding plate 68 corresponds to horizontal movement in the bridge axis direction, and the rubber plate 66 corresponds to rotation.

【0007】[0007]

【発明が解決しようとする課題】上記のように構成した
鉛直力支持機能を負担する鋼製支承は、橋軸方向に水平
移動可能に構成されているが、橋軸直角方向には水平移
動不可能に構成されているため、橋軸及び橋軸直角方向
に水平力支持機能を負担する弾性ダンパーを設けても、
大地震時における橋軸直角方向の水平力に対しては追従
できなかった。
The steel bearing having the vertical force supporting function constructed as described above is constructed so as to be horizontally movable in the bridge axis direction, but is not horizontally movable in the direction perpendicular to the bridge axis. Since it is configured to be possible, even if an elastic damper that bears a horizontal force supporting function is provided in the bridge axis and the direction perpendicular to the bridge axis,
It was unable to follow the horizontal force in the direction perpendicular to the bridge axis during a large earthquake.

【0008】本発明は、上記の課題を解決するためにな
されたもので、常時及び震度法地震時には橋軸方向のみ
に移動可能で、保耐法地震時には橋軸と直角方向にも移
動可能な鋼製支承を提供することを目的としたものであ
る。また、本発明は、上記の鋼製支承と弾性ダンパーを
併用した機能分離型の橋梁の支承装置を提供することを
目的としたものである。
The present invention has been made to solve the above problems, and can be moved only in the bridge axis direction at all times and in the seismic intensity method earthquake, and can also be moved in the direction orthogonal to the bridge axis in the case of the earthquake resistance method. The purpose is to provide steel bearings. Another object of the present invention is to provide a function-separated bridge support device that uses the above-mentioned steel support and elastic dampers in combination.

【0009】[0009]

【課題を解決するための手段】本発明に係る鋼製支承
は、中心部に設けた凹部にゴムプレート、中間プレート
等が収容され、ベースプレートに直接又は固定部材を介
してボルトによって固定された下沓と、前記ベースプレ
ートの橋軸方向側に設けられ、前記下沓をガイドする下
沓ガイドブロックと、すべり板を介して前記下沓上に橋
軸方向に移動可能に保持された上沓とを有し、前記下沓
をベースプレートに直接又は固定部材を介して固定する
ボルトを、震度法地震時の水平荷重を超える水平荷重が
作用したときは破断する強度に設定したものである。
In the steel bearing according to the present invention, a rubber plate, an intermediate plate and the like are housed in a recess provided in the center and fixed to a base plate directly or through a fixing member by a bolt. A shoe bottom, a lower shoe guide block that is provided on the bridge axis side of the base plate and that guides the lower shoe, and an upper shoe that is movably held on the lower shoe via a slide plate in the bridge axis direction. The bolt for fixing the lower shoe to the base plate directly or via a fixing member is set to have a strength to break when a horizontal load exceeding a horizontal load during a seismic intensity earthquake is applied.

【0010】また、上記の鋼製支承において、下沓に設
けたボルト挿通穴に挿通されて該下沓をベースプレート
に直接又は固定部材を介して固定するボルトと、前記ボ
ルト挿通穴の橋軸方向との間に形成されるすき間t
1 を、前記下沓の側面と下沓ガイドブロックの側面との
間に形成されるすき間t2 より大きく形成した。
Further, in the above-mentioned steel bearing, a bolt which is inserted into a bolt insertion hole provided in the lower shoe to fix the lower shoe directly to the base plate or through a fixing member, and the bolt insertion hole in the bridge axial direction. The gap t formed between
1 was formed to be larger than the clearance t 2 formed between the side surface of the lower shoe and the side surface of the lower shoe guide block.

【0011】また、本発明に係る橋梁の支承装置は、下
部構造物と上部構造物との間に支承が設置された橋梁に
おいて、前記下部構造物と上部構造物の間に上記の鋼製
支承を設置すると共に、これら鋼製支承の間に弾性ダン
パーを設置したものである。
Further, the bridge support device according to the present invention is a bridge in which a support is installed between a lower structure and an upper structure, wherein the steel support is provided between the lower structure and the upper structure. And the elastic damper is installed between these steel bearings.

【0012】[0012]

【発明の実施の形態】[実施の形態1]図1は本発明の
実施の形態1に係る鋼製支承の橋軸直角方向の一部断面
図、図2はその橋軸方向の一部断面図、図3は図1の分
解斜視図である。なお、図3にはボルト・ナット類は省
略してある。図において、1は下面が平坦に形成された
下沓で、上面中央部は高く形成されて円形の凹部2が設
けられており、四隅にはボルト挿通穴3が設けられてい
る。また、凹部2の両側(橋軸直角方向)には間隔Lを
隔てて上部及び両側に突設されたブラケット4a,4b
が設けられており、このブラケット4a,4bの両外側
面4にはねじ穴5が設けられている。6は凹部2の両側
(橋軸方向)に設けられた係止段部である。
DESCRIPTION OF THE PREFERRED EMBODIMENTS [First Embodiment] FIG. 1 is a partial sectional view of a steel bearing according to a first embodiment of the present invention in a direction perpendicular to a bridge axis, and FIG. 2 is a partial cross section in the bridge axis direction. 3 and 4 are exploded perspective views of FIG. Incidentally, bolts and nuts are omitted in FIG. In the figure, reference numeral 1 denotes a lower shoe having a flat lower surface, a central upper portion formed to have a high height and provided with circular recesses 2, and bolt insertion holes 3 provided at four corners. In addition, brackets 4a, 4b are provided on both sides of the recess 2 (in the direction perpendicular to the bridge axis) at a space L so as to project above and on both sides.
Are provided, and screw holes 5 are provided in both outer side surfaces 4 of the brackets 4a and 4b. Denoted at 6 are locking steps provided on both sides of the recess 2 (in the bridge axis direction).

【0013】8は上沓で、橋軸直角方向の中央部が高く
形成されて複数のねじ穴9が設けられて六角ボルト44
が螺入されており、その両側(橋軸直角方向)が一段低
く形成されて係止段部10が形成されている。11は上
沓8の下面の橋軸方向に形成された嵌合凸部で、その幅
1 は下沓1のブラケット4a,4bの間隔Lより若干
狭く形成されている。12は嵌合凸部11の下面に一体
に取付けられたステンレス板等からなるすべり部材であ
る。
Numeral 8 is an upper shoe, a central portion in the direction perpendicular to the bridge axis is formed high and a plurality of screw holes 9 are provided, and a hexagon bolt 44
Are screwed in, and both sides (the direction perpendicular to the bridge axis) are formed one step lower to form the locking step portion 10. Reference numeral 11 denotes a fitting protrusion formed on the lower surface of the upper shoe 8 in the bridge axis direction, and its width L 1 is formed to be slightly smaller than the interval L between the brackets 4a and 4b of the lower shoe 1. Reference numeral 12 is a sliding member integrally formed on the lower surface of the fitting convex portion 11 and made of a stainless plate or the like.

【0014】15はゴムプレート、16はゴムプレート
15の外周に装着される圧縮リング、17は上面が凹状
に形成され、ゴムプレート15の膨出を防止して耐荷重
力を増加させるための鋼板の如き金属板からなる中間プ
レートで、これらゴムプレート15、圧縮リング16及
び中間プレート17は、下沓1の凹部2内に収容されて
いる。そして、中間プレート17の上面に設けた凹部内
には、フッ素樹脂の如き合成樹脂材からなるすべり板1
8が収容されている。なお、このすべり板18の上部は
下沓1の凹部2から上方に突出しており、中間プレート
17及びすべり板18の外周にはシールリング19が装
着されている。
Reference numeral 15 is a rubber plate, 16 is a compression ring mounted on the outer periphery of the rubber plate 15, and 17 is a concave upper surface, which is a steel plate for preventing the rubber plate 15 from bulging and increasing the load bearing capacity. The rubber plate 15, the compression ring 16, and the intermediate plate 17 are intermediate plates made of such a metal plate, and are accommodated in the recess 2 of the lower shoe 1. Then, in the concave portion provided on the upper surface of the intermediate plate 17, the sliding plate 1 made of a synthetic resin material such as a fluororesin.
8 are accommodated. The upper portion of the sliding plate 18 projects upward from the recess 2 of the lower shoe 1, and a seal ring 19 is attached to the outer periphery of the intermediate plate 17 and the sliding plate 18.

【0015】21はアンカーボルト挿通穴22を有する
第1のベースプレート、23は第1のベースプレート2
1上に溶接等により一体に接合された上面が平坦な第2
のベースプレートで、第2のベースプレート23の下沓
1のボルト挿通穴3と対応した位置にはねじ穴24が設
けられており、また、その両縁部側には、複数のねじ穴
25が設けられている。なお、第2のベースプレート2
3を省略し、第1のベースプレート21に複数のねじ穴
24,25を設けてもよく、以下の説明では、第1,第
2のベースプレート21,23を併せて、ベースプレー
ト20と記す。
Reference numeral 21 is a first base plate having an anchor bolt insertion hole 22, and 23 is a first base plate 2.
A flat top surface that is integrally joined to the top surface of the 1 by welding or the like.
Of the second base plate 23, screw holes 24 are provided at positions corresponding to the bolt insertion holes 3 of the lower shoe 1 of the second base plate 23, and a plurality of screw holes 25 are provided on both edge sides thereof. Has been. The second base plate 2
3 may be omitted and a plurality of screw holes 24 and 25 may be provided in the first base plate 21, and in the following description, the first and second base plates 21 and 23 will be collectively referred to as the base plate 20.

【0016】31a,31bは側壁に下沓1のブラケッ
ト4a,4bのねじ穴5に対応してボルト挿通穴32を
有するコ字状のサイドブロックで、下方の片が下沓1の
ブラケット4a,4bの下端部に係止し、上方の片が上
沓8の係止段部10上に位置する。33a,33bはベ
ースプレート20のねじ穴25に対応して設けられたボ
ルト挿通穴34を有する逆L字状の下沓ガイドブロック
で、段部35を備えている。
Reference numerals 31a and 31b are U-shaped side blocks having bolt insertion holes 32 on the side walls corresponding to the screw holes 5 of the brackets 4a and 4b of the lower shoe 1, and the lower piece is the bracket 4a of the lower shoe 1. 4b is locked to the lower end, and the upper piece is located on the locking step 10 of the upper shoe 8. Reference numerals 33 a and 33 b are inverted L-shaped lower shoe guide blocks having bolt insertion holes 34 provided corresponding to the screw holes 25 of the base plate 20, and are provided with a step portion 35.

【0017】次に、上記のような部材からなる鋼製支承
の組立手順の一例について説明する。先ず、下沓1をベ
ースプレート20上に載置し、ボルト挿通穴3に挿通し
たボルト41をベースプレート20に設けたねじ穴24
に螺入して、ベースプレート20に固定する。次に、係
止段部6上に下沓ガイドブロック33a,33bの段部
35を位置させ、そのボルト挿通穴34に挿通したボル
ト42をベースプレート20のねじ穴25に螺入してベ
ースプレート20に固定する。このとき、下沓1の係止
段部6の上面及び側面と下沓ガイドブロック33a,3
3bの段部35の下面及び側面との間には、僅かなすき
間が形成される。なお、下沓1をベースプレート20に
固定するボルト41は、震度法地震(中小規模の地震)
時の水平荷重を超える水平荷重が作用したときは、破断
する強度のものが使用される。
Next, an example of an assembling procedure of the steel bearing made of the above members will be described. First, the lower shoe 1 is placed on the base plate 20, and the bolt 41 inserted into the bolt insertion hole 3 is provided in the screw hole 24 provided in the base plate 20.
It is screwed into and fixed to the base plate 20. Next, the step portion 35 of the lower shoe guide blocks 33a and 33b is positioned on the locking step portion 6, and the bolt 42 inserted into the bolt insertion hole 34 is screwed into the screw hole 25 of the base plate 20 to attach to the base plate 20. Fix it. At this time, the upper and side surfaces of the locking step portion 6 of the lower shoe 1 and the lower shoe guide blocks 33a, 3
A slight gap is formed between the lower surface and the side surface of the step portion 35 of 3b. In addition, the bolts 41 that fix the lower shoe 1 to the base plate 20 are seismic intensity earthquakes (medium-scale earthquakes).
When a horizontal load that exceeds the horizontal load at that time is applied, the one that breaks is used.

【0018】ついで、下沓1の凹部2の内にゴムプレー
ト15、圧縮リング16及び中間プレート17を収容
し、中間プレート17の凹部内にすべり板18を収容し
て、その外周にシールリング19を配設する。そして、
下沓1のブラケット4a,4bの間に上沓8の嵌合凸部
11を嵌入して下沓1の上に上沓8を載置し、そのすべ
り部材12をすべり板18に当接させる。次に、下沓1
のブラケット4a,4bの下部と、上沓8の係止段部1
0との間にサイドブロック31a,31bを配設し、ボ
ルト挿通穴32に挿通したボルト43をブラケット4
a,4bのねじ穴5に螺入して下沓1に固定する。この
とき、サイドブロック31a,31bの上片と上沓8と
の間には、僅かなすき間が形成される。これにより、上
沓8は、橋軸方向にはブラケット4a,4bに沿って移
動できるが、橋軸直角方向にはサイドブロック31a,
31bに拘束されて移動できないように保持されてお
り、かつサイドブロック31a,31bにより浮き上り
が阻止される。
Then, the rubber plate 15, the compression ring 16 and the intermediate plate 17 are accommodated in the recess 2 of the lower shoe 1, the sliding plate 18 is accommodated in the recess of the intermediate plate 17, and the seal ring 19 is provided on the outer periphery thereof. To arrange. And
The fitting protrusion 11 of the upper shoe 8 is fitted between the brackets 4a, 4b of the lower shoe 1 to mount the upper shoe 8 on the lower shoe 1 and bring the sliding member 12 into contact with the sliding plate 18. . Next, lower shoe 1
Lower portions of the brackets 4a and 4b of the vehicle and the locking step portion 1 of the upper shoe 8
The side blocks 31a and 31b are provided between the bracket 4 and the side blocks 31a and 31b, and the bolts 43 inserted into the bolt insertion holes 32 are attached to the bracket 4
It is screwed into the screw holes 5 of a and 4b and fixed to the lower shoe 1. At this time, a slight gap is formed between the upper pieces of the side blocks 31a and 31b and the upper shoe 8. As a result, the upper shoe 8 can move along the brackets 4a and 4b in the bridge axis direction, but the side blocks 31a, 4b in the bridge axis orthogonal direction.
It is held by 31b so that it cannot move, and the side blocks 31a and 31b prevent the floating.

【0019】上記のように構成した鋼製支承は、下部は
ベースプレート20に設けたアンカーボルト挿通穴22
を、下部構造物である橋脚又は橋台に設けたアンカーボ
ルト45に嵌合してナットで固定され、上部は上沓8の
ねじ穴9に螺入した六角ボルト44を介して上部構造物
である橋桁に固定されて、定着される。
The lower part of the steel bearing constructed as described above has an anchor bolt insertion hole 22 formed in the base plate 20.
Is fixed to the anchor bolt 45 provided on the bridge pier or abutment, which is a lower structure, with a nut, and the upper part is an upper structure via a hexagon bolt 44 screwed into the screw hole 9 of the upper shoe 8. It is fixed and fixed on the bridge girder.

【0020】次に、上記のように構成され、下部構造物
と上部構造物との間に定着された鋼製支承の作用につい
て説明する。橋梁に作用する鉛直荷重に対しては、下沓
1、上沓8などの鋼材と、すべり板18、ゴムプレート
15などとの平面接触によって支持する。また、上揚力
は、サイドブロック31a,31b、下沓ガイドブロッ
ク33a,33bとベースプレート20とで支持し、六
角ボルト44とアンカーボルト45により上下の構造物
に定着する。さらに、回転に対しては、下沓1の凹部2
内に収容され、中間プレート17によって密封されたゴ
ムプレート15の変形によって支持される。
Next, the operation of the steel bearing constructed as described above and fixed between the lower structure and the upper structure will be described. The vertical load acting on the bridge is supported by plane contact between the steel material such as the lower shoe 1 and the upper shoe 8 and the sliding plate 18, the rubber plate 15 and the like. The upper lift is supported by the side blocks 31a and 31b, the lower shoe guide blocks 33a and 33b, and the base plate 20, and is fixed to the upper and lower structures by the hexagon bolt 44 and the anchor bolt 45. Further, with respect to rotation, the recess 2 of the lower shoe 1
It is supported by the deformation of the rubber plate 15 housed inside and sealed by the intermediate plate 17.

【0021】温度の変化や活荷重の作用あるいは地震な
どによる橋梁の橋軸方向の変位に対しては、上沓8に設
けたすべり部材12と、下沓1に設けたすべり板18と
の間のすべり作用により、上沓8が下沓1のブラケット
4a,4bにガイドされて橋軸方向に移動することによ
り追随する。このとき、下沓1はボルト41によりベー
スプレート20に固定されており、かつ、下沓ガイドブ
ロック33a,33bに拘束されているため、橋軸方向
にはほとんど移動しない。上沓8の橋軸方向への移動量
は、すべり部材12の長さ、したがって上沓8の長さを
変えるこにより調整される。
Between the sliding member 12 provided on the upper shoe 8 and the sliding plate 18 provided on the lower shoe 1 against displacement of the bridge in the axial direction of the bridge due to temperature change, action of live load, or earthquake. Due to the sliding action of the upper shoe 8, the upper shoe 8 is guided by the brackets 4a, 4b of the lower shoe 1 and moves in the bridge axis direction to follow. At this time, since the lower shoe 1 is fixed to the base plate 20 by the bolts 41 and is restrained by the lower shoe guide blocks 33a and 33b, the lower shoe 1 hardly moves in the bridge axis direction. The amount of movement of the upper shoe 8 in the bridge axis direction is adjusted by changing the length of the sliding member 12, and thus the length of the upper shoe 8.

【0022】ところで、橋梁は活荷重により橋軸方向へ
の繰返し変位が発生しており、この繰返し変位が上沓1
に伝達されるため、これを固定するボルト41に活荷重
による繰返し水平力が作用して疲労し、切断するおそれ
がある。そこで、本実施の形態においては、図4に示す
ように、下沓1に設けたボルト挿通穴3と、これに挿通
されるボルト41との間の橋軸方向に形成されるすき間
1 を、下沓1の係止段部6の側面と下沓ガイドブロッ
ク33a,33aの段部35の側面との間に形成される
すき間t2 より大きく、t1 >t2 に形成した。この場
合、ボルト挿通穴3を長軸を橋軸方向とする楕円形に形
成してもよい。
By the way, the bridge is repeatedly displaced in the axial direction of the bridge due to the live load.
Therefore, the bolt 41 for fixing the bolt is repeatedly subjected to a horizontal force due to a live load, which may cause fatigue and disconnection. Therefore, in the present embodiment, as shown in FIG. 4, the clearance t 1 formed in the bridge axial direction between the bolt insertion hole 3 provided in the lower shoe 1 and the bolt 41 inserted therein is defined as follows. , greater than the gap t 2 which is formed between the side surfaces and Shitakutsu guide block 33a, 33a stepped portion 35 of the locking stepped portion 6 of the lower shoe 1, was formed on the t 1> t 2. In this case, the bolt insertion hole 3 may be formed in an elliptical shape whose major axis is the bridge axis direction.

【0023】このように構成したことにより、下沓1が
橋軸方向に変位しても、下沓ガイドブロック33a,3
3bに当ってそれ以上の変位が阻止されてボルト41に
は当らないため、ボルト41に水平荷重が載荷されるこ
とがなく、疲労を防止することができる。
With this construction, even if the lower shoe 1 is displaced in the bridge axial direction, the lower shoe guide blocks 33a, 3
3b is prevented from further displacing and hitting the bolt 41, so that a horizontal load is not applied to the bolt 41 and fatigue can be prevented.

【0024】このように、本実施の形態に係る鋼製支承
は、常時及び地震時には橋軸方向のみに移動し、橋軸直
角方向には移動しない。しかし、震度法地震時の水平荷
重を超える水平荷重が作用したときは、下沓1をベース
プレート20に固定するボルト41が破断するような強
度に選ばれているため、保耐法地震(大地震)時にはそ
の水平荷重によりボルト41が破断し、下沓1は下沓ガ
イドブロック33a,33bに沿ってベースプレート2
0上を橋軸直角方向に移動する。このとき、下沓ガイド
ブロック33a,33bにより下沓1の浮き上りが阻止
される。なお、下沓1の橋軸直角方向への移動量は、ベ
ースプレート20(図では第2のベースプレート23)
の橋軸直角方向の長さを変えることにより調整すること
ができる。
As described above, the steel bearing according to the present embodiment moves only in the bridge axis direction at all times and at the time of an earthquake, and does not move in the direction perpendicular to the bridge axis. However, the strength is selected so that the bolts 41 that fix the lower shoe 1 to the base plate 20 will break when a horizontal load that exceeds the horizontal load during the seismic intensity earthquake is applied. ) Sometimes, the horizontal load breaks the bolt 41, and the lower shoe 1 moves along the lower shoe guide blocks 33a and 33b.
Move on 0 in the direction perpendicular to the bridge axis. At this time, the lower shoe 1 is prevented from rising by the lower shoe guide blocks 33a and 33b. The amount of movement of the lower shoe 1 in the direction perpendicular to the bridge axis is determined by the base plate 20 (second base plate 23 in the figure).
It can be adjusted by changing the length in the direction perpendicular to the bridge axis.

【0025】[実施の形態2]実施の形態1では、下沓
1を、そのボルト挿通穴3に挿通した震度法地震時の水
平荷重を超える水平荷重が作用したときは破断するボル
ト41によりベースプレート20に固定した場合を示し
たが、本実施の形態においては、図5に示すように、下
沓1をボルト41により直接ベースプレート20に固定
することなく、下沓1の橋軸直角方向の両側壁に沿って
鋼板からなる固定部材36を配設し、この固定部材36
に設けた複数のボルト挿通穴34に上述のボルト41を
挿通し、ベースプレート20に設けたねじ穴24に螺入
して固定したものである。
[Second Embodiment] In the first embodiment, the lower plate 1 is attached to the base plate by the bolt 41 which is broken when a horizontal load which is inserted into the bolt insertion hole 3 exceeds a horizontal load at the seismic intensity earthquake. Although the case where the lower shoe 1 is fixed to the base plate 20 is not directly fixed to the base plate 20 by the bolts 41 as shown in FIG. A fixing member 36 made of a steel plate is arranged along the wall.
The above-mentioned bolts 41 are inserted into the plurality of bolt insertion holes 34 provided in the base plate 20, and are screwed into and fixed in the screw holes 24 provided in the base plate 20.

【0026】本実施の形態においても、実施の形態1の
場合と同様に、鋼製支承は常時及び地震時には橋軸方向
のみに移動し、橋軸直角方向には移動せず、震度法地震
時の水平荷重を超える水平荷重が作用したときは、固定
部材36をベースプレート20に固定するボルト41が
破断して固定部材36が離脱し、下沓1はベースプレー
ト20上を橋軸直角方向に移動する。
Also in the present embodiment, as in the case of the first embodiment, the steel bearing moves only in the bridge axis direction at all times and at the time of an earthquake, and does not move in the direction perpendicular to the bridge axis. When a horizontal load exceeding the horizontal load is applied, the bolt 41 that fixes the fixing member 36 to the base plate 20 breaks and the fixing member 36 separates, and the lower shoe 1 moves on the base plate 20 in the direction perpendicular to the bridge axis. .

【0027】以上の説明から明らかなように、本発明に
係る鋼製支承は、温度の変化による路面の伸縮や活荷重
の作用あるいは地震時には、上沓8が橋軸方向に移動し
てこれらに通随し、橋軸直角方向の保耐法地震時には下
沓1が橋軸直角方向に移動しうるようにすべり面を分離
して、全方向の変位に追随できるように構成したので、
保耐法地震時の橋軸直角方向の水平変位にも確実に追随
することができる。このため、路面に段差が発生した
り、落橋したりする橋梁の損傷を防止することができ
る。
As is clear from the above description, in the steel bearing according to the present invention, the upper shoe 8 moves in the bridge axis direction when the road surface expands or contracts due to temperature changes, the live load acts or an earthquake occurs. In general, the sliding surface is separated so that the lower shoe 1 can move in the direction perpendicular to the bridge axis during a earthquake-resistant earthquake in the direction perpendicular to the bridge axis, so that it can follow displacements in all directions.
It is possible to reliably follow horizontal displacement in the direction perpendicular to the bridge axis at the time of a load bearing earthquake. For this reason, it is possible to prevent the bridge from being damaged such that a step is generated on the road surface or a bridge is dropped.

【0028】[実施の形態3]図6は本発明の実施の形
態3に係る橋梁の支承装置の橋軸と直角方向の模式的断
面図である。図において、50は下部構造物である橋脚
又は橋台(以下、橋脚という)、51は上部構造物であ
る橋桁で、52は主桁、53は横桁である。Aは橋脚5
0と橋桁51との間に定着された実施の形態1に係る鋼
製支承、Bは橋脚50と橋桁51との間に定着された鋼
製支承Aとは別の弾性ダンパーである。
[Third Embodiment] FIG. 6 is a schematic sectional view of a bridge support device according to a third embodiment of the present invention in a direction perpendicular to the bridge axis. In the figure, 50 is a bridge pier or abutment (hereinafter referred to as bridge pier) which is a lower structure, 51 is a bridge girder which is an upper structure, 52 is a main girder, and 53 is a transverse girder. A is pier 5
The steel bearing according to the first embodiment fixed between 0 and the bridge girder 51, and B is an elastic damper different from the steel bearing A fixed between the bridge pier 50 and the bridge girder 51.

【0029】図7に弾性ダンパーBの一例を示す。52
は円柱状又は角柱状の本体で、上下方向に所定の間隔で
複数の鋼板53を配設し、この鋼板53の間及び周囲を
例えばゴムの如き弾性体54で一体に固めたもである。
この弾性体54は水平ばね機能を備えている。また、減
衰性の高い材料が用いられる場合もある。なお、下端部
及び上端部の鋼板53には板厚の厚いものが用いられて
おり、それぞれ複数のねじ穴が設けられている。
FIG. 7 shows an example of the elastic damper B. 52
Is a columnar or prismatic main body, and a plurality of steel plates 53 are arranged at predetermined intervals in the vertical direction, and the spaces between and around the steel plates 53 are integrally fixed by an elastic body 54 such as rubber.
This elastic body 54 has a horizontal spring function. In addition, a material having a high damping property may be used. A thick steel plate 53 is used for the lower end portion and the upper end portion, and each has a plurality of screw holes.

【0030】そして、この本体52を下部プレート55
上に載置して、下部プレート55に設けたねじ挿通穴に
挿通したボルト57を、本体52の下端部の鋼板53に
設けたねじ穴に螺入し、一体に結合する。また、本体5
2の上端部に上部プレート56を載置し、上部プレート
56に設けたねじ挿通穴に挿通したボルト57を、本体
52の上端部の鋼板53に設けたねじ穴に螺入して、一
体に結合する。58は上部プレート56の上面に螺入し
た複数の六角ボルト、59は橋脚50に設けられ、下部
プレート55に設けた複数のボルト挿通穴に挿通される
アンカーボルトである。
Then, the main body 52 is connected to the lower plate 55.
The bolt 57, which is placed on the lower plate 55 and is inserted into the screw insertion hole provided in the lower plate 55, is screwed into the screw hole provided in the steel plate 53 at the lower end portion of the main body 52 to be integrally connected. Also, the main body 5
The upper plate 56 is placed on the upper end portion of 2, and the bolt 57 inserted through the screw insertion hole provided on the upper plate 56 is screwed into the screw hole provided on the steel plate 53 at the upper end portion of the main body 52 to integrally form. Join. Reference numeral 58 is a plurality of hexagon bolts screwed into the upper surface of the upper plate 56, and 59 is an anchor bolt provided in the bridge pier 50 and inserted into a plurality of bolt insertion holes provided in the lower plate 55.

【0031】上記のように構成した弾性ダンパーBは、
鋼製支承Aの場合と同様に、下部プレート55を橋脚5
0に設けたアンカーボルト59により固定し、また、上
部プレート56を六角ボルト58を介して橋桁51に固
定して、両者の間に定着される。そして、この弾性ダン
パーBは、鉛直荷重は支持せず、水平荷重のみ支持す
る。
The elastic damper B constructed as described above is
As with the steel bearing A, the lower plate 55 is attached to the pier 5
It is fixed by an anchor bolt 59 provided at 0, and the upper plate 56 is fixed to the bridge girder 51 via a hexagon bolt 58 so that it is fixed between the two. And this elastic damper B does not support a vertical load, but supports only a horizontal load.

【0032】次に、上記のように構成した本実施の形態
の作用を説明する。温度の変化や活荷重の作用あるいは
地震などによる橋桁51の橋軸方向への変位に対して
は、鋼製支承Aは前述のように上沓8が橋軸方向に移動
し、また、弾性ダンパーBも弾性変形してこれに追随す
る。なお、橋軸直角方向の地震による橋桁51の橋軸直
角方向への変位に対しては、鋼製支承Aは前述のように
震度法地震に対して変位しない。
Next, the operation of the present embodiment configured as described above will be described. When the bridge girder 51 is displaced in the bridge axis direction due to temperature change, live load action, or earthquake, the steel bearing A moves the upper shoe 8 in the bridge axis direction as described above, and the elastic damper B also elastically deforms and follows this. As to the displacement of the bridge girder 51 in the direction perpendicular to the bridge axis due to the earthquake in the direction perpendicular to the bridge axis, the steel bearing A is not displaced with respect to the seismic intensity earthquake as described above.

【0033】また、大地震(保耐法地震)時において橋
桁51が橋軸方向に変位した場合は、上記と同様の作用
によりこれに追随する。橋軸直角方向の変位に対して
は、鋼製支承Aは下沓1をベースプレート20に直接又
は固定部材36を介して固定したボルト41が破断して
橋軸直角方向に移動し、弾性ダンパーBも弾性変形して
これに追随する。
Further, when the bridge girder 51 is displaced in the bridge axis direction during a large earthquake (conservative earthquake), it follows the same action as described above. With respect to the displacement in the direction perpendicular to the bridge axis, the steel bearing A moves in the direction perpendicular to the bridge axis when the bolt 41 that fixes the lower shoe 1 to the base plate 20 directly or through the fixing member 36 breaks, and the elastic damper B Also elastically deforms and follows this.

【0034】以上の説明から明らかなように、本実施の
形態は、死荷重や活荷重などの主として鉛直荷重は、鉛
直方向の剛性が非常に高い鋼製支承Aが支持し、地震時
の変形やエネルギーの吸収などの主として水平荷重に対
しては、減衰性能及び水平ばね特性(水平ダンパー機
能)を有する弾性ダンパーBが支持するように構成し、
それぞれの状態を分離して機能を発揮させるようにした
ものである。
As is clear from the above description, in the present embodiment, mainly vertical loads such as dead loads and live loads are supported by the steel bearing A having extremely high vertical rigidity, and are deformed during an earthquake. The elastic damper B having damping performance and horizontal spring characteristics (horizontal damper function) is configured to support mainly horizontal loads such as absorption of energy and energy,
It is the one that separates each state so that it can exert its function.

【0035】そして、橋梁の橋脚、橋台上に鋼製支承A
を設置し、それとは別に弾性ダンパーBを設置するよう
にしたので、地震時の全方向の水平荷重に確実に追従す
ることができ、また、水平荷重が消滅したときは、元の
状態に戻ることができる。さらに、端支点に剛性の高い
鋼製支承を設置すれば、常時において路面に段差が生じ
て走行性が低下したり、騒音を発するなどの問題の発生
を防止することができる。
Then, a steel bearing A is mounted on the bridge piers and abutments.
Is installed and the elastic damper B is installed separately from it, so it is possible to reliably follow horizontal loads in all directions during an earthquake, and when the horizontal load disappears, it will return to its original state. be able to. Further, if a steel support having high rigidity is installed at the end fulcrum, it is possible to prevent problems such as a step being generated on the road surface at any time to reduce the running performance and noise.

【0036】上記の説明では、図7に示すような弾性ダ
ンパーを用いた場合を示したが、これに限定するもので
はなく、他の構造の弾性ダンパーを用いてもよい。ま
た、上記の説明では、両端支点に鋼製支承を設置し、こ
れら鋼製支承の間に1つのゴム支承を設置した場合を示
したが、鋼製支承と弾性ダンパーの設置場所及び設置数
も適宜変更することができる。
In the above description, the case where the elastic damper as shown in FIG. 7 is used is shown, but the present invention is not limited to this, and an elastic damper having another structure may be used. Further, in the above description, the case where the steel bearings are installed at both end fulcrums and one rubber bearing is installed between these steel bearings is shown, but the installation place and the number of the steel bearings and the elastic dampers are also set. It can be changed appropriately.

【0037】[0037]

【発明の効果】本発明に係る鋼製支承は、中心部に設け
た凹部にゴムプレート、中間プレート等が収容され、ベ
ースプレートに直接又は固定部材を介してボルトによっ
て固定された下沓と、ベースプレートの橋軸方向側に設
けられ、下沓をガイドする下沓ガイドブロックと、すべ
り板を介して下沓上に橋軸方向に移動可能に保持された
上沓とを有し、下沓をベースプレートに直接又は固定部
材を介して固定するボルトを、震度法地震時の水平荷重
を超える水平荷重が作用したときは破断する強度に設定
したので、次のような効果を得ることができる。
In the steel bearing according to the present invention, a rubber plate, an intermediate plate, and the like are housed in a recess provided in the center, and a lower shoe which is fixed to the base plate directly or by a fixing member and a base plate. Has a lower shoe guide block that is provided on the bridge axis side of the lower shoe and that guides the lower shoe, and an upper shoe that is movably held on the lower shoe via a sliding plate in the bridge axis. Since the bolts that are fixed directly to or through the fixing members are set to have a strength that breaks when a horizontal load that exceeds the horizontal load during a seismic intensity earthquake is applied, the following effects can be obtained.

【0038】すなわち、温度の変化による路面の伸縮や
活荷重の作用あるいは地震時には、上沓が橋軸方向に移
動してこれらに追随し、橋軸直角方向の保耐法地震時に
は下沓が橋軸直角方向に移動しうるようにすべり面を分
離して、全方向の変位に追随できるように構成したの
で、保耐法地震時の橋軸と直角方向の水平荷重にも確実
に追随することができる。このため、路面に段差が発生
したり、落橋したりする橋梁の損傷を防止することがで
きる。
That is, when the road surface expands or contracts due to a change in temperature, or when a live load is applied, or an earthquake occurs, the upper shoe moves in the axial direction of the bridge and follows them, and at the time of an earthquake-resistant earthquake in the direction perpendicular to the bridge, the lower shoe bridge The sliding surface is separated so that it can move in the direction perpendicular to the axis so that it can follow displacements in all directions, so it is possible to reliably follow horizontal loads in the direction perpendicular to the bridge axis during a load bearing earthquake. You can For this reason, it is possible to prevent the bridge from being damaged such that a step is generated on the road surface or a bridge is dropped.

【0039】また、上記の下沓に設けたボルト挿通穴に
挿通されて該下沓をベースプレートに直接又は固定部材
を介して固定するボルトと、前記ボルト挿通穴の橋軸方
向との間に形成されるすき間t1 を、前記下沓の側面と
下沓ガイドブロックの側面との間に形成されるすき間t
2 より大きく形成したので、繰返し水平荷重によるボル
トの疲労を防止することができる。
Further, it is formed between a bolt which is inserted into a bolt insertion hole provided in the lower shoe and which fixes the lower shoe directly to the base plate or through a fixing member, and a bolt axial direction of the bolt insertion hole. The clearance t 1 is defined as the clearance t formed between the side surface of the lower shoe and the side surface of the lower shoe guide block.
Since it is formed larger than 2 , fatigue of the bolt due to repeated horizontal load can be prevented.

【0040】また、本発明に係る橋梁の支承装置は、下
部構造物と上部構造物との間に支承が設置された橋梁に
おいて、下部構造物と上部構造物との間に上記の鋼製支
承を設置すると共に、これら鋼製支承とは別に弾性ダン
パーを設置したので、全方向の水平荷重に確実に追随す
ることができ、また、端支点に剛性の高い鋼製支承を設
置することにより、常時において路面に段差が生じて走
行性が低下したり、騒音が発するなどの問題を防止する
ことができる。
Further, the bridge support device according to the present invention is a bridge in which a support is installed between a lower structure and an upper structure, wherein the steel support is provided between the lower structure and the upper structure. Since the elastic damper was installed separately from these steel bearings, it is possible to reliably follow horizontal loads in all directions, and by installing a steel bearing with high rigidity at the end fulcrum, It is possible to prevent problems such as a step being generated on the road surface at all times to deteriorate the traveling performance and noise.

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

【図1】本発明の実施の形態1に係る鋼製支承の橋軸直
角方向の一部断面図である。
FIG. 1 is a partial sectional view of a steel bearing according to a first embodiment of the present invention in a direction perpendicular to a bridge axis.

【図2】図1の橋軸方向の一部断面図である。FIG. 2 is a partial cross-sectional view in the bridge axis direction of FIG.

【図3】図1の分解斜視図である。FIG. 3 is an exploded perspective view of FIG.

【図4】図2の要部の拡大図である。FIG. 4 is an enlarged view of a main part of FIG.

【図5】本発明の実施の形態2に係る鋼製支承の橋軸直
角方向の要部を示す断面図である。
FIG. 5 is a sectional view showing a main part of a steel bearing according to a second embodiment of the present invention in a direction perpendicular to a bridge axis.

【図6】本発明の実施の形態3に係る橋梁の支承装置の
橋軸直角方向の模式的断面図である。
FIG. 6 is a schematic cross-sectional view of a bridge support device according to a third embodiment of the present invention in a direction perpendicular to the bridge axis.

【図7】図6の弾性ダンパーの一例の縦断面図である。7 is a vertical cross-sectional view of an example of the elastic damper of FIG.

【図8】従来の鋼製支承の一例の橋軸直角方向の一部断
面図である。
FIG. 8 is a partial cross-sectional view of a conventional steel bearing in the direction perpendicular to the bridge axis.

【図9】図8の橋軸方向の一部断面図である。9 is a partial cross-sectional view in the bridge axis direction of FIG.

【符号の説明】[Explanation of symbols]

A 鋼製支承 B 弾性ダンパー 1 下沓 2 凹部 4a,4b ブラケット 6 係止段部 8 上沓 11 嵌合凸部 12 すべり部材 15 ゴムプレート 17 中間プレート 18 すべり板 20 ベースプレート 31a,31b サイドブロック 33a,33b 下沓ガイドブロック 36 固定部材 41 ボルト 50 橋脚 51 橋桁 A steel bearing B Elastic damper 1 lower shoe 2 recess 4a, 4b bracket 6 locking step 8 Kamito 11 Fitting convex part 12 sliding members 15 rubber plate 17 Intermediate plate 18 sliding plates 20 base plate 31a, 31b Side block 33a, 33b Lower shoe guide block 36 Fixing member 41 bolts 50 piers 51 bridge girder

フロントページの続き (71)出願人 592074049 呉羽製鋼株式会社 大阪府大阪市西淀川区竹島5丁目4番41号 (71)出願人 000103644 オイレス工業株式会社 東京都港区芝大門1丁目3番2号 (71)出願人 000175582 三協オイルレス工業株式会社 東京都府中市日新町1丁目1番地5 (72)発明者 原田 孝志 神奈川県川崎市川崎区白石町2番1号 日 本鋳造株式会社内 Fターム(参考) 2D059 AA37 GG01 Continued front page    (71) Applicant 592074049             Kureha Steel Co., Ltd.             5-4-41 Takeshima, Nishiyodogawa-ku, Osaka-shi, Osaka (71) Applicant 000103644             Oiles Industry Co., Ltd.             1-3-2 Shibadaimon, Minato-ku, Tokyo (71) Applicant 000175582             Sankyo Oilless Industry Co., Ltd.             5-1-1 Nisshin-cho, Fuchu-shi, Tokyo (72) Inventor Takashi Harada             2-1, Shiraishi-cho, Kawasaki-ku, Kawasaki-shi, Kanagawa             Inside Hon Foundry Co., Ltd. F term (reference) 2D059 AA37 GG01

Claims (3)

【特許請求の範囲】[Claims] 【請求項1】 中心部に設けた凹部にゴムプレート、中
間プレート等が収容され、ベースプレートに直接又は固
定部材を介してボルトによって固定された下沓と、前記
ベースプレートの橋軸方向側に設けられ、前記下沓をガ
イドする下沓ガイドブロックと、すべり板を介して前記
下沓上に橋軸方向に移動可能に保持された上沓とを有
し、 前記下沓をベースプレートに直接又は固定部材を介して
固定するボルトを、震度法地震時の水平荷重を超える水
平荷重が作用したときは破断する強度に設定したことを
特徴とする鋼製支承。
A rubber plate, an intermediate plate and the like are housed in a recess provided in the center, and a lower shoe which is fixed to the base plate directly or through a fixing member and a bridge shaft side of the base plate. A lower shoe guide block that guides the lower shoe and an upper shoe that is movably held in the bridge axis direction on the lower shoe via a slide plate, and the lower shoe is directly or fixed to a base plate. A steel bearing characterized in that the bolts that are fixed through are set so that they will break when a horizontal load that exceeds the horizontal load during the seismic intensity method is applied.
【請求項2】 下沓に設けたボルト挿通穴に挿通されて
該下沓をベースプレートに直接又は固定部材を介して固
定するボルトと、前記ボルト挿通穴の橋軸方向との間に
形成されるすき間t1 を、前記下沓の側面と下沓ガイド
ブロックの側面との間に形成されるすき間t2 より大き
く形成したことを特徴とする請求項1記載の鋼製支承。
2. A bolt which is inserted into a bolt insertion hole provided in the lower shoe and which fixes the lower shoe to the base plate directly or via a fixing member, and the bolt which is formed between the bolt insertion hole and the bridge axial direction. The steel bearing according to claim 1, wherein the clearance t 1 is formed larger than the clearance t 2 formed between the side surface of the lower shoe and the side surface of the lower shoe guide block.
【請求項3】 下部構造物と上部構造物との間に支承が
設置された橋梁において、 前記下部構造物と上部構造物との間に請求項1又は2に
記載の鋼製支承を設置すると共に、これら鋼製支承の間
に弾性ダンパーを設置したことを特徴とする橋梁の支承
装置。
3. A bridge in which a bearing is installed between a lower structure and an upper structure, wherein the steel bearing according to claim 1 or 2 is installed between the lower structure and the upper structure. At the same time, an elastic damper is installed between the steel bearings to support the bridge.
JP2001215764A 2001-05-31 2001-07-16 Steel bearings and bridge bearing devices Expired - Lifetime JP4549586B2 (en)

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JP2001-164757 2001-05-31
JP2001164757 2001-05-31
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012184567A (en) * 2011-03-04 2012-09-27 Yokogawa Bridge Corp Installation method of displacement restriction device, displacement restriction structure, and displacement restriction device
CN102758402A (en) * 2011-04-28 2012-10-31 中交公路规划设计院有限公司 Pulling-resistant frictional oscillating support for seismic reduction and isolation
CN102912723A (en) * 2012-10-30 2013-02-06 北京工业大学 Annular viscoelastic damping device with limiting function
CN103147392A (en) * 2013-03-01 2013-06-12 河海大学 Steel bridge function separating shock-absorbing support
CN104294755A (en) * 2014-09-19 2015-01-21 洛阳双瑞特种装备有限公司 Wind-resistance spherical supporting base of novel structure
JP2016199860A (en) * 2015-04-07 2016-12-01 住友ゴム工業株式会社 Rubber damper for bridge
CN107513938A (en) * 2017-09-27 2017-12-26 中铁第四勘察设计院集团有限公司 A kind of hold-down support with bidirectional damping and girder falling function
CN110847023A (en) * 2019-10-28 2020-02-28 株洲时代新材料科技股份有限公司 Shock absorption and isolation support
JP2020117999A (en) * 2019-01-28 2020-08-06 日鉄エンジニアリング株式会社 Sliding base isolation device and bridge
JP2020117998A (en) * 2019-01-28 2020-08-06 日鉄エンジニアリング株式会社 Sliding base isolation device and bridge
JP2020153063A (en) * 2019-03-18 2020-09-24 株式会社ビー・ビー・エム Bearing structure with damage control function for bridge
JP2020193552A (en) * 2019-05-23 2020-12-03 日本鋳造株式会社 Damage control type displacement suppression device
JP2021038558A (en) * 2019-09-03 2021-03-11 日本鋳造株式会社 Damage control type displacement suppression device
JP2021042617A (en) * 2019-09-13 2021-03-18 高田機工株式会社 Knock-off bolt and fitting structure for the same
JP2021113421A (en) * 2020-01-17 2021-08-05 株式会社川金コアテック Rubber bearings for bridge
CN114032780A (en) * 2021-11-29 2022-02-11 重庆众福嘉乐钢结构工程有限公司 Steel structure bridge and machining process thereof
CN114108443A (en) * 2021-11-24 2022-03-01 中铁第四勘察设计院集团有限公司 Bridge bearing and bridge structure
CN114351569A (en) * 2022-01-13 2022-04-15 洛阳双瑞特种装备有限公司 High-seismic-area bridge swinging seismic reduction and isolation restorer

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JPH0941321A (en) * 1995-07-28 1997-02-10 Kajima Corp Base isolation method of bridge using existing bearing
JPH11287228A (en) * 1998-03-31 1999-10-19 Kawaguchi Metal Industries Co Ltd Bolt expected to be broken

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JPS63190315U (en) * 1987-05-27 1988-12-07
JPH06116912A (en) * 1992-10-09 1994-04-26 Oiles Ind Co Ltd Structure for bearing building
JPH0941321A (en) * 1995-07-28 1997-02-10 Kajima Corp Base isolation method of bridge using existing bearing
JPH11287228A (en) * 1998-03-31 1999-10-19 Kawaguchi Metal Industries Co Ltd Bolt expected to be broken

Cited By (22)

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Publication number Priority date Publication date Assignee Title
JP2012184567A (en) * 2011-03-04 2012-09-27 Yokogawa Bridge Corp Installation method of displacement restriction device, displacement restriction structure, and displacement restriction device
CN102758402A (en) * 2011-04-28 2012-10-31 中交公路规划设计院有限公司 Pulling-resistant frictional oscillating support for seismic reduction and isolation
CN102912723A (en) * 2012-10-30 2013-02-06 北京工业大学 Annular viscoelastic damping device with limiting function
CN102912723B (en) * 2012-10-30 2014-10-29 北京工业大学 Annular viscoelastic damping device with limiting function
CN103147392A (en) * 2013-03-01 2013-06-12 河海大学 Steel bridge function separating shock-absorbing support
CN104294755A (en) * 2014-09-19 2015-01-21 洛阳双瑞特种装备有限公司 Wind-resistance spherical supporting base of novel structure
CN104294755B (en) * 2014-09-19 2016-03-23 洛阳双瑞特种装备有限公司 A kind of wind-resistant spherical support of new structure
JP2016199860A (en) * 2015-04-07 2016-12-01 住友ゴム工業株式会社 Rubber damper for bridge
CN107513938A (en) * 2017-09-27 2017-12-26 中铁第四勘察设计院集团有限公司 A kind of hold-down support with bidirectional damping and girder falling function
JP2020117999A (en) * 2019-01-28 2020-08-06 日鉄エンジニアリング株式会社 Sliding base isolation device and bridge
JP2020117998A (en) * 2019-01-28 2020-08-06 日鉄エンジニアリング株式会社 Sliding base isolation device and bridge
JP2020153063A (en) * 2019-03-18 2020-09-24 株式会社ビー・ビー・エム Bearing structure with damage control function for bridge
JP2020193552A (en) * 2019-05-23 2020-12-03 日本鋳造株式会社 Damage control type displacement suppression device
JP2021038558A (en) * 2019-09-03 2021-03-11 日本鋳造株式会社 Damage control type displacement suppression device
JP2021042617A (en) * 2019-09-13 2021-03-18 高田機工株式会社 Knock-off bolt and fitting structure for the same
JP7128786B2 (en) 2019-09-13 2022-08-31 高田機工株式会社 Knock-off type bolt mounting structure
CN110847023A (en) * 2019-10-28 2020-02-28 株洲时代新材料科技股份有限公司 Shock absorption and isolation support
JP2021113421A (en) * 2020-01-17 2021-08-05 株式会社川金コアテック Rubber bearings for bridge
JP7231940B2 (en) 2020-01-17 2023-03-02 株式会社川金コアテック Rubber bearings for bridges
CN114108443A (en) * 2021-11-24 2022-03-01 中铁第四勘察设计院集团有限公司 Bridge bearing and bridge structure
CN114032780A (en) * 2021-11-29 2022-02-11 重庆众福嘉乐钢结构工程有限公司 Steel structure bridge and machining process thereof
CN114351569A (en) * 2022-01-13 2022-04-15 洛阳双瑞特种装备有限公司 High-seismic-area bridge swinging seismic reduction and isolation restorer

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