JPS5918802A - Totally movable continuous bridge - Google Patents
Totally movable continuous bridgeInfo
- Publication number
- JPS5918802A JPS5918802A JP12517582A JP12517582A JPS5918802A JP S5918802 A JPS5918802 A JP S5918802A JP 12517582 A JP12517582 A JP 12517582A JP 12517582 A JP12517582 A JP 12517582A JP S5918802 A JPS5918802 A JP S5918802A
- Authority
- JP
- Japan
- Prior art keywords
- bridge
- piers
- pier
- movable
- bridge girder
- 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
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
(57)【要約】本公報は電子出願前の出願データであるた
め要約のデータは記録されません。(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.
Description
【発明の詳細な説明】
この発明は、２径間以上にわ九って連続した橋桁を有す
る多径間連続橋梁に係り、特に橋桁と橋脚との間に全て
可動沓を介在させて橋脚に無理な荷重を作用させること
なく、安全性を向上させた全可動沓連続橋梁に関する。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a multi-span continuous bridge having continuous bridge girders over two or more spans. This invention relates to a fully movable foot continuous bridge that improves safety without applying unreasonable loads.
多径間連続橋梁は従来から使用されている橋梁形式であ
る。この種の連続橋梁には、一般に３以、 上の支点
が存在し、そのうちの１つ以上を固定沓としているので
、橋脚には温度応力や乾燥収縮による応力等の不静定力
が生じる。これにより橋脚の設計施工に際し、横断面を
大にしなければならず、コスト高となっている。Multi-span continuous bridges are a conventional bridge type. This type of continuous bridge generally has three or more fulcrums, one or more of which is a fixed foot, which causes unsteady forces such as temperature stress and stress due to drying shrinkage to occur in the piers. As a result, when designing and constructing bridge piers, the cross section must be made larger, resulting in higher costs.
さらに、地震時においては、橋脚の揺振が固定沓を介し
て橋桁に伝わシ橋桁を大きく揺振させることになシこれ
に抵抗する橋脚が変形破壊することさえある。このよう
な理由から従来の多径間連続橋梁では連続させることの
できる径間数に限度があシ連続桁橋としての利点を最大
限利用し得ない状況にある。Furthermore, in the event of an earthquake, the shaking of the bridge piers is transmitted to the bridge girders via the fixed shoes, causing the bridge girders to shake significantly, and the piers that resist this may even deform and fail. For these reasons, conventional multi-span continuous bridges have a limited number of continuous spans, making it impossible to take full advantage of the advantages of continuous girder bridges.
そこで、この発明は前記従来技術の問題点に着目してな
されたもので、その目的は全ての橋脚の上端に可動沓を
設け、この可動沓で橋桁を支承させることにより、上下
方向および水平方向の荷重のうち、下方向の荷重のみ拘
束して熱応力や乾燥収縮による応力の発生を無くシ、た
とえ地′Ｓ等が発生したとしても橋脚に与える悪影響を
少なくして安全性を向上させた全可動沓連続橋梁を提供
することにある。Therefore, this invention was made by paying attention to the problems of the prior art, and its purpose is to provide movable shoes at the upper ends of all bridge piers, and by supporting the bridge girders with these movable shoes, the bridge girders can be supported in both vertical and horizontal directions. Of the loads, only the downward load is restrained, eliminating the stress caused by thermal stress and drying shrinkage, and even if soil stress occurs, it reduces the negative impact on the piers and improves safety. Our objective is to provide a fully movable continuous footbridge.
以下、この発明を図面に基づいて説明する。The present invention will be explained below based on the drawings.
第１〜３図はこの発明の第１実施例を示す。1 to 3 show a first embodiment of the invention.
先ず、構成を説明すると２図面において符号２は河川に
架設した橋梁で、橋梁２は道路、鉄道などを通すための
橋桁４とこの橋桁４を支持し、橋桁４から伝わってくる
力を地盤に伝える橋脚６とから成立する。この橋脚６は
１両端部に打設した端部橋脚８と、中間に打設した中間
橋脚１０とに分けられる。そして９両端に位置する２つ
の端部橋脚８と中間に位置する２つの中間橋脚ｌＯとで
多数の径間が形成され、この各径間にわたって連続した
橋桁４が渡設されて多径間連続橋梁が形成されている。First, to explain the structure, the reference numeral 2 in drawing 2 is a bridge built over a river. The bridge 2 includes a bridge girder 4 for carrying roads, railways, etc., supports this bridge girder 4, and transfers the force transmitted from the bridge girder 4 to the ground. It is established from the pier 6 that transmits the information. This pier 6 is divided into an end pier 8, which is cast at both ends, and an intermediate pier 10, which is cast in the middle. A large number of spans are formed by the two end piers 8 located at both ends of 9 and the two intermediate piers 10 located in the middle, and a continuous bridge girder 4 is installed across each span, making the multi-span continuous. A bridge is being formed.
しかして、橋桁４と橋脚６との間に全て可動沓１４が介
装されている。すなわち中間橋脚ｌＯの上端に設けた中
間可動沓１４は第２図に示すように中間橋脚ｌＯが位置
する橋桁４の下面に下向きに設けたブラケツ） １６と
、中間橋脚１０の上端に形成した凹部１８内で転勤する
ローラ２０と、このローラ２０で支承されるローラプラ
ケット２２と、そしてブラケット１６とローラブラケッ
ト２２とを回動自在に結合するビン２４とから構成され
ている。そして第３図に示すように端部橋脚８と橋桁４
との間にも前記と同様の構成を有する可動沓１４が形成
されている。Therefore, movable shoes 14 are interposed between the bridge girders 4 and the piers 6. That is, as shown in FIG. 2, the intermediate movable shoe 14 provided at the upper end of the intermediate pier 10 has a bracket 16 provided downward on the lower surface of the bridge girder 4 on which the intermediate pier 10 is located, and a recess formed at the upper end of the intermediate pier 10. 18, a roller bracket 22 supported by the roller 20, and a pin 24 rotatably connecting the bracket 16 and the roller bracket 22. Then, as shown in Fig. 3, the end piers 8 and the bridge girders 4
A movable shoe 14 having the same structure as described above is also formed between the two.
また、端部橋脚８の上端には、凹部２８が形成されると
ともにこの四部２８の一部が上方に延在して橋梁４の水
平移動に対するストッパ部３０が形成されている。そし
て橋梁４の端部とストッパ部３０との間［、熱応力等に
よる歪を吸収する間隙Ｈが形成されている。Further, a recessed portion 28 is formed at the upper end of the end pier 8, and a portion of the four portions 28 extends upward to form a stopper portion 30 for preventing horizontal movement of the bridge 4. A gap H is formed between the end of the bridge 4 and the stopper part 30 to absorb strain caused by thermal stress or the like.
次に作用について説明する。Next, the effect will be explained.
橋桁４の上を車等が走行した場合、車等の移動荷重によ
って橋桁４は下向きの撓みを生ずる。この撓みによって
橋桁４の各部分が中央寄りに若干移動せんとするが、橋
桁４は可動沓１４のみで支持されているので可動沓１４
は橋桁４の各部分の移動を拘束することがなく、橋脚８
に生ずる水平力はローラ２０の摩擦力によるものでほと
んど無視できるくらい小さなものとなる。When a vehicle or the like runs on the bridge girder 4, the bridge girder 4 deflects downward due to the moving load of the vehicle or the like. Due to this deflection, each part of the bridge girder 4 tends to move slightly toward the center, but since the bridge girder 4 is supported only by the movable shoe 14, the movable shoe 14
does not restrict the movement of each part of the bridge girder 4, and the bridge pier 8
The horizontal force generated is due to the frictional force of the roller 20 and is so small that it can be almost ignored.
また地震等によって橋脚８が揺振した場合、橋脚８と橋
桁４とは可動沓１４を介して相互に自由移動することが
できるように構成されているので。Further, when the pier 8 shakes due to an earthquake or the like, the pier 8 and the bridge girder 4 are configured so that they can freely move relative to each other via the movable shoe 14.
地震による橋脚８の揺振は可動沓１４で吸収され。The shaking of the pier 8 due to the earthquake is absorbed by the movable foot 14.
橋桁４にはｔｌとんど伝達されない。tl is hardly transmitted to the bridge girder 4.
そして、車等の水平方向衝撃荷重や制動荷重によって橋
桁４が移動しようとすると匙橋桁４は。When the bridge girder 4 tries to move due to the horizontal impact load or braking load of a car, etc., the spoon bridge girder 4 moves.
固定沓で支持されていなくても連続径間数を多くするな
ど橋桁４の自重を大きくすることにより。By increasing the dead weight of the bridge girder 4, such as by increasing the number of continuous spans even if it is not supported by fixed shoes.
これ′らの荷重に抵抗し得るし、また端部橋脚８のスト
ッパ部３０によっても係止される。These loads can be resisted and are also locked by the stop portions 30 of the end piers 8.
第４図は第２実施例を示す。FIG. 4 shows a second embodiment.
第２実施例は橋桁４′ｔ−全て可動沓１４で支承した点
については第１実施例と同様であるが、可動沓１４を設
置する。端部橋脚８の上部に、中央下方に向けて傾斜さ
せた傾斜面３２を形成し、この傾斜面３２と平行な傾斜
端面３４を橋桁４の端部に形成し。The second embodiment is similar to the first embodiment in that the bridge girder 4't is all supported by movable shoes 14, but the movable shoes 14 are installed. An inclined surface 32 inclined toward the center downward is formed at the upper part of the end pier 8, and an inclined end surface 34 parallel to this inclined surface 32 is formed at the end of the bridge girder 4.
これら傾斜面３２と傾斜端面３４との間に可動沓１４を
介在させたものである。A movable shoe 14 is interposed between the inclined surface 32 and the inclined end surface 34.
第２実施例の作用に９いては第１実施例と同様であるの
で説明を省略する。Since the operation of the second embodiment is similar to that of the first embodiment, the explanation will be omitted.
Ｗ５図は第３実施例を示す。Figure W5 shows the third embodiment.
第３実施例は橋桁４を全て可動沓１４で支承した点につ
いては第１．２実施例と同様であるが、傾斜した道路を
通すための橋桁３６を設けた点で異なる。すなわち、大
小の端部橋脚８．８の上部角部に矩形状の切欠部３８．
３８を夫々形成し、中央部を図において右上りに傾斜さ
せた橋桁３６の両端部４０゜４０を水平に折曲し、水平
に延びる両端部４０．４０と前記切欠部３８．３８との
間に可動沓１４を介在させると共に、中間橋脚１０の上
端と、この上端に対向させて橋桁３６の下面に形成した
水平面部４０との間に可動沓１４を介在させたものであ
る。The third embodiment is similar to the first and second embodiments in that all the bridge girders 4 are supported by movable shoes 14, but differs in that a bridge girder 36 for passing the sloped road is provided. That is, rectangular notches 38.8 are formed at the upper corners of the large and small end piers 8.8.
Both ends 40 degrees 40 of a bridge girder 36 with a central part slanted upward to the right in the figure are bent horizontally, and between both ends 40.40 extending horizontally and the notch 38.38. A movable shoe 14 is interposed between the upper end of the intermediate pier 10 and a horizontal surface portion 40 formed on the lower surface of the bridge girder 36 opposite to this upper end.
第３実施例の作用は第１，２実施例と略同様であるが、
橋桁３６が一定の勾配を有していても１両端部に設けら
れた切欠部３８．３８および中間下面に形成された水平
面部４０により、可動沓１４は垂直荷重を受けて端部橋
脚８および中間橋脚１０に伝達する。The operation of the third embodiment is almost the same as that of the first and second embodiments, but
Even if the bridge girder 36 has a certain slope, the movable shoe 14 receives a vertical load due to the notches 38 and 38 provided at both ends and the horizontal surface portion 40 formed on the middle lower surface, and the end piers 8 and It is transmitted to the intermediate pier 10.
この発明は、前記実施例に限定されるものでなく２例え
ば、この発明をつシ橋形態の連続橋梁等に対しても適用
することができることは勿論可能である。The present invention is not limited to the above-mentioned embodiments, but it is of course possible to apply the present invention to, for example, a continuous bridge in the form of a truss bridge.
以上の説明から明らかなようにこの発明によれば、橋桁
と橋脚との間に、全て可動沓を介在させたので、橋脚は
橋桁を上下方向にのみ支持するだけで、上下方向の離反
はもとより、水平方向の移動は双方共に自由となる。従
って、橋桁に温度上昇による熱膨張や乾燥収縮があって
も橋桁や橋脚には、無理な応力が発生することもなく、
連続径間数を自由に多くすることができる。また地震に
よって橋脚が揺振した場合でも橋桁は直接影響を受ける
ことがない。それ故設計に際し、これら外因によって決
定される橋脚の横断面を小にすることが可能となシ、コ
ストを安価にすることができるばかりでなく、安全性を
も向上させることができる効果が得られる。As is clear from the above description, according to this invention, all movable shoes are interposed between the bridge girders and the piers, so the piers only support the bridge girders in the vertical direction, and they can not only be separated in the vertical direction. , both sides are free to move in the horizontal direction. Therefore, even if the bridge girder undergoes thermal expansion or drying contraction due to temperature rise, unreasonable stress will not occur in the bridge girder or piers.
The number of continuous spans can be freely increased. Furthermore, even if the bridge piers shake due to an earthquake, the bridge girder will not be directly affected. Therefore, when designing, it is possible to reduce the cross section of the pier determined by these external factors, which not only reduces costs but also improves safety. It will be done.
そして、第３実施例に示すように傾斜した道路を通すた
めの橋桁を設けた場合でも前記と同様の効果が得られる
。Even when a bridge girder is provided for passing an inclined road as shown in the third embodiment, the same effect as described above can be obtained.
第１図はこの発明の第１実施例に係る全可動沓連続橋梁
を示す全体正面図、第２図は第１図における中間橋脚と
橋梁との間に介装させた可動沓を示す拡大正面図、第３
図は第１図における端部橋脚と橋梁との間に介装させた
可動沓を示す拡大正面図、第４図はこの発明の第２実施
例に係る全可動沓連続橋梁を示す正面図、第５図はこの
発明の第３実施例に係る全可動沓連続橋梁を示す正面図
である。
４・・・橋桁 ８．ＩＯ・・・橋脚 １４・・・可動沓
時許出願人 株式会社長大橋設計センター代理人 弁
理士 西 郷 義 美
第 １！０
第２図
第３図
第４ｒＸＩFIG. 1 is an overall front view showing a fully movable shoe continuous bridge according to a first embodiment of the present invention, and FIG. 2 is an enlarged front view showing a movable shoe interposed between the intermediate pier and the bridge in FIG. Figure, 3rd
The figure is an enlarged front view showing a movable shoe interposed between the end pier and the bridge in FIG. 1, and FIG. 4 is a front view showing a fully movable shoe continuous bridge according to a second embodiment of the present invention. FIG. 5 is a front view showing a fully movable foot continuous bridge according to a third embodiment of the present invention. 4... Bridge girder 8. IO... Pier 14... Movable footplate Applicant Choohashi Design Center Co., Ltd. Agent Patent attorney Yoshimi Saigo 1!0 Figure 2 Figure 3 Figure 4rXI
Claims (1)
ことを特徴とする全可動沓連続橋梁。A fully movable shoe continuous bridge characterized by having movable shoes interposed between the bridge girder and the piers.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP12517582A JPS5918802A (en) | 1982-07-20 | 1982-07-20 | Totally movable continuous bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP12517582A JPS5918802A (en) | 1982-07-20 | 1982-07-20 | Totally movable continuous bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS5918802A true JPS5918802A (en) | 1984-01-31 |
| JPH0231171B2 JPH0231171B2 (en) | 1990-07-11 |
Family
ID=14903743
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP12517582A Granted JPS5918802A (en) | 1982-07-20 | 1982-07-20 | Totally movable continuous bridge |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS5918802A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100647523B1 (en) * | 2006-08-19 | 2006-11-29 | 주식회사 도화종합기술공사 | Fall down prevent apparatus for rail road bridge |
| JP2007032046A (en) * | 2005-07-26 | 2007-02-08 | Hisaaki Otsuka | Fully movable shoe bridge and vibration isolation trigger device |
| JP2020041346A (en) * | 2018-09-12 | 2020-03-19 | Ｊｒ東日本コンサルタンツ株式会社 | Seismic strengthening method and bridge |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS50107744A (en) * | 1974-02-05 | 1975-08-25 |
-
1982
- 1982-07-20 JP JP12517582A patent/JPS5918802A/en active Granted
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS50107744A (en) * | 1974-02-05 | 1975-08-25 |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007032046A (en) * | 2005-07-26 | 2007-02-08 | Hisaaki Otsuka | Fully movable shoe bridge and vibration isolation trigger device |
| KR100647523B1 (en) * | 2006-08-19 | 2006-11-29 | 주식회사 도화종합기술공사 | Fall down prevent apparatus for rail road bridge |
| JP2020041346A (en) * | 2018-09-12 | 2020-03-19 | Ｊｒ東日本コンサルタンツ株式会社 | Seismic strengthening method and bridge |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0231171B2 (en) | 1990-07-11 |
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