JP2003166213A - Suspension bridge - Google Patents
Suspension bridgeInfo
- Publication number
- JP2003166213A JP2003166213A JP2001366737A JP2001366737A JP2003166213A JP 2003166213 A JP2003166213 A JP 2003166213A JP 2001366737 A JP2001366737 A JP 2001366737A JP 2001366737 A JP2001366737 A JP 2001366737A JP 2003166213 A JP2003166213 A JP 2003166213A
- Authority
- JP
- Japan
- Prior art keywords
- stiffening
- bridge
- hangers
- suspension 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.)
- Pending
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、吊橋に係り、さら
に詳しくは、耐風性にすぐれた長大吊橋に関するもので
ある。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a suspension bridge, and more particularly to a long suspension bridge excellent in wind resistance.
【０００２】[0002]
【従来の技術】長大吊橋では、補剛桁の動的耐風性能が
先ず問題になる。主塔の間の距離で定義される中央径間
が長くなるほど動的耐風安定性の確保が困難になるた
め、通常は、フェアリング、センターバリアなどの耐風
安定化対策が施される。しかしながら、橋梁の規模がさ
らに大きくなった場合には、益々耐風安定性の確保が難
しくなるため、車線の一部又は全部にオープングレーチ
ング床版を設け、補剛桁の上面と下面との間に空気の流
れを生じさせて、耐風安定性を確保する対策が提案され
ている。2. Description of the Related Art In long suspension bridges, the dynamic wind resistance of stiffening girders is a major problem. As the central span defined by the distance between the main towers becomes longer, it becomes more difficult to secure dynamic wind resistance stability, so wind resistance stabilization measures such as fairings and center barriers are usually taken. However, if the scale of the bridge becomes larger, it becomes more difficult to secure wind resistance stability.Therefore, an open grating floor slab will be installed in part or all of the lane, and between the upper and lower surfaces of the stiffening girder. Measures have been proposed to generate a flow of air to ensure wind stability.
【０００３】吊橋の中央径間にオープングレーチング床
版を用いた例を図８、図９に示す。図において、１は基
礎上に架設された主塔、１０ａは中央径間においてオー
プングレーチング床版を設置する部分（以下、中央領域
という）、２は中央領域１０ａの両側に設けた補剛桁で
ある。中央領域１０ａは、横桁３と縦桁４を格子状ある
いは梯子状に配置して、その上にオープングレーチング
床版９を設置したものである。５はメインケーブル、６
は所定の間隔でメインケーブル５と補剛桁２及び中央領
域１０ａの横桁３との間に設けられ、これらをメインケ
ーブル５に吊すハンガーである。なお、７は路肩防護
柵、８は中央防護柵である。An example of using an open grating floor slab in the center span of a suspension bridge is shown in FIGS. 8 and 9. In the figure, 1 is a main tower erected on a foundation, 10a is a portion where an open grating floor slab is installed in a center span (hereinafter referred to as a central area), 2 is a stiffening girder provided on both sides of the central area 10a. is there. In the central area 10a, the horizontal girders 3 and the vertical girders 4 are arranged in a lattice shape or a ladder shape, and the open grating floor slab 9 is installed thereon. 5 is the main cable, 6
Is a hanger which is provided between the main cable 5 and the stiffening girders 2 and the lateral girders 3 of the central region 10a at predetermined intervals, and suspends them on the main cable 5. Incidentally, 7 is a road protection fence, and 8 is a central protection fence.
【０００４】上記のような吊橋においては、補剛桁２の
断面形状は、橋軸方向の全長にわたって同一であり、メ
インケーブル５と補剛桁２及び中央領域１０ａの横桁３
との間に設けられたハンガー６は、橋軸方向に等間隔で
配設されている。なお、ハンガー６の間隔は長くする方
が経済的に望ましいが、間隔が長いとハンガー６で吊っ
ている補剛桁２及び横桁３等の剛性を大きくしなければ
ならないため、両者が釣合うところでハンガー６の間隔
が定められている。一般に、中央径間の長さが例えば３
０００ｍの場合、ハンガー６の間隔は２０ｍ程度であ
る。In the suspension bridge as described above, the cross-sectional shape of the stiffening girder 2 is the same over the entire length in the axial direction of the bridge, and the main cable 5 and the stiffening girder 2 and the transverse girder 3 of the central region 10a.
The hangers 6 provided between and are arranged at equal intervals in the bridge axis direction. In addition, it is economically desirable to make the interval of the hanger 6 long, but if the interval is long, the rigidity of the stiffening girders 2 and the lateral girders 3 suspended by the hanger 6 must be increased. By the way, the interval between the hangers 6 is set. Generally, the length of the center span is, for example, 3
In the case of 000 m, the interval between the hangers 6 is about 20 m.
【０００５】[0005]
【発明が解決しようとする課題】車線の一部又は全面に
オープングレーチング床版を設置した吊橋は、動的耐風
安定性にすぐれ、舗装も不要なため桁重量の軽減にも効
果があるが、車輌は網目状の床版上を走行するために騒
音を発し、走行性が悪いという問題がある。また、長大
吊橋では、静的風荷重により主塔の設計上の断面が決ま
る場合が多く、補剛桁の抗力は主塔の基部の設計断面に
影響を及ぼすことになる。なお、通常の床版を設けた補
剛桁の抗力に比べて、オープングレーチング床版を設け
た補剛桁の抗力の方が大きくなることは、実験結果によ
り明らかになっている。A suspension bridge with an open grating floor slab installed on part or all of the lane has excellent dynamic wind resistance stability and does not require pavement, which is effective in reducing girder weight. Since the vehicle travels on the mesh floor slab, it emits noise and has a problem of poor traveling performance. In long suspension bridges, the static wind load often determines the design cross section of the main tower, and the drag force of the stiffening girder affects the design cross section of the base of the main tower. It has been clarified from the experimental results that the drag of the stiffening girder provided with the open grating floor slab is larger than that of the stiffening girder provided with the ordinary floor slab.
【０００６】本発明は、上記の課題を解決するためにな
されたもので、車輌等の走行性を保ちつつ動的耐風安定
性を確保し、その上補剛桁に作用する抗力を低減するこ
とのできる吊橋を提供することを目的とするものであ
る。The present invention has been made to solve the above-mentioned problems, and it is possible to secure the dynamic wind resistance stability while maintaining the running performance of a vehicle and to reduce the drag force acting on the stiffening girder. The purpose is to provide a suspension bridge that can be used.
【０００７】[0007]
【課題を解決するための手段】請求項１に係る吊橋は、
中央径間の中央領域の橋軸方向にそれぞれハンガーによ
ってメインケーブルに吊された複数の補剛材を並設し、
これら補剛材上の橋軸方向に複数の床版を空隙を隔てて
設置したものである。[Summary of the Invention] The suspension bridge according to claim 1,
A plurality of stiffeners hung on the main cable by hangers are installed side by side in the bridge axis direction in the central area of the center span,
A plurality of floor slabs are installed on these stiffeners in the axial direction of the bridge with a gap.
【０００８】請求項２に係る吊橋は、請求項１の中央領
域のハンガーの間隔を該中央領域以外のハンガーの間隔
より密にしたものである。The suspension bridge according to a second aspect of the present invention is such that the spacing between the hangers in the central region of the first aspect is closer than the spacing between the hangers outside the central region.
【０００９】請求項３に係る吊橋は、請求項１又は２の
補剛材に、該補剛材の橋軸方向の間隔を一定に保持する
部材を設けたものである。According to a third aspect of the suspension bridge, the stiffening member according to the first or second aspect is provided with a member that holds the gap between the stiffening members in the bridge axial direction constant.
【００１０】請求項４に係る吊橋は、請求項１〜３のい
ずれかの補剛材上に設置した複数の床版の間に形成され
た空隙にグレーチングを設置したものである。A suspension bridge according to a fourth aspect is one in which a grating is provided in a space formed between a plurality of floor slabs provided on the stiffening material according to any of the first to third aspects.
【００１１】[0011]
【発明の実施の形態】吊橋をはじめとする橋梁の動的耐
風性能は、中央径間の中央部の断面形状が支配的であ
り、したがって、この部分の補剛桁断面を空力特性の良
好な断面形状とすることにより、耐風性能を改善するこ
とができる。本発明は、叙上の観点から空力特性の良好
な補剛桁を中央径間の中央部近傍に配置したものであ
る。以下、本発明の実施の形態について詳細に説明す
る。BEST MODE FOR CARRYING OUT THE INVENTION The dynamic wind resistance of bridges, including suspension bridges, is dominated by the cross-sectional shape of the central portion of the center span. Therefore, the stiffening girder section of this portion has good aerodynamic characteristics. By having a cross-sectional shape, wind resistance can be improved. According to the present invention, from the above point of view, a stiffening girder having good aerodynamic characteristics is arranged near the central portion of the center span. Hereinafter, embodiments of the present invention will be described in detail.
【００１２】［実施の形態１］図１は本発明の実施の形
態１に係る吊橋の概念図、図２はその要部の斜視図、図
３は図１のＡ−Ａ断面図、図４は図１のＢ−Ｂ断面図で
ある。なお、図８、図９で説明した従来技術と同じ部分
にはこれと同じ符号を付し、説明を省略する。[First Embodiment] FIG. 1 is a conceptual view of a suspension bridge according to a first embodiment of the present invention, FIG. 2 is a perspective view of a main portion thereof, FIG. 3 is a sectional view taken along line AA of FIG. 2 is a sectional view taken along line BB of FIG. The same parts as those of the conventional technique described with reference to FIGS. 8 and 9 are designated by the same reference numerals, and the description thereof will be omitted.
【００１３】１０は主塔１の間、すなわち中央径間の中
央部近傍において、中央径間の長さＬの例えば１／５〜
１／３程度の範囲（Ｌ1 ）に形成された、空力特性の良
好な補剛桁を設置した領域（以下、中央領域という）で
ある。なお、この中央領域１０の両側は、通常の偏平箱
桁３及び主桁４からなる補剛桁２と、この補剛桁２上に
設置されて舗装された床版１２とによって構成され、ハ
ンガー６によりメインケーブル５に吊られている。10 is between the main towers 1, that is, in the vicinity of the central part of the central span, for example, 1/5 to 5 of the length L of the central span.
This is a region (hereinafter referred to as the central region) in which a stiffening girder having good aerodynamic characteristics is formed in a range (L 1 ) of about 1/3. In addition, both sides of the central region 10 are constituted by a stiffening girder 2 including a normal flat box girder 3 and a main girder 4, and a floor slab 12 installed on the stiffening girder 2 and paved. It is hung on the main cable 5 by 6.
【００１４】１１は中央領域１０に配設された複数の補
剛材で、例えば、板厚１０ｍｍ、上下の幅２〜３ｍ程度
の鋼板や繊維強化形プラスチック等からなるものであ
る。なお、この補剛材１１は、鋼板に代えてＩ字形断面
やＨ形断面等の鋼材等を使用してもよい。補剛材１１
は、中央領域１０において、橋軸方向と直交しかつ橋軸
方向に所定の間隔で鉛直に並設されており、この間隔
は、中央領域１０の両側におけるハンガー６の間隔の数
分の１（例えば、１／４〜１／５程度）となっている。
そして、各補剛材１１は、その両端部に取付けたハンガ
ー６により、上端面が同一平面上に位置するようにメイ
ンケーブル５に吊られている。Reference numeral 11 denotes a plurality of stiffening members arranged in the central region 10, and is made of, for example, a steel plate having a plate thickness of 10 mm and an upper and lower width of about 2 to 3 m, fiber-reinforced plastic, or the like. The stiffening member 11 may use a steel material having an I-shaped cross section, an H-shaped cross section, or the like instead of the steel plate. Stiffener 11
Are perpendicular to the bridge axis direction in the central area 10 and are vertically arranged in parallel in the bridge axis direction at a predetermined interval, and this interval is a fraction of the interval of the hangers 6 on both sides of the central area 10 ( For example, about 1/4 to 1/5).
The stiffeners 11 are suspended from the main cable 5 by the hangers 6 attached to both ends of the stiffeners 11 so that their upper end surfaces are located on the same plane.
【００１５】１３ａ，１３ｂは中央領域１０において、
所定幅のすき間１４（以下、空隙という）を隔てて補剛
材１１上の橋軸方向に並設された複数条（図には２条の
場合が示してある）の床版で、その高さは２ｍ以下（通
常３０ｃｍ程度）であり、中央領域１０以外の補剛桁２
の高さより低くなっている。そして、その橋軸方向の両
端部は、前述の補剛桁２上に設置された通常の床版１２
と一体的に接続される。このとき、路肩防護柵７及び中
央防護柵８は、床版１２側の路肩防護柵７、中央防護柵
８と連結した構造となっている。なお、床版１３ａ，１
３ｂは車輌が走行するため、舗装を前提とした例えば鋼
板で構成されている。13a and 13b are in the central region 10,
It is a floor slab with a plurality of lines (two lines are shown in the figure) arranged in parallel in the bridge axis direction on the stiffener 11 with a gap 14 (hereinafter, referred to as a gap) having a predetermined width. The length is 2 m or less (usually about 30 cm), and the stiffening girders 2 other than the central region 10
It is lower than the height of. Both ends of the bridge in the axial direction are the normal floor slab 12 installed on the stiffening girder 2 described above.
It is connected integrally with. At this time, the road shoulder protective fence 7 and the central protective fence 8 are connected to the road shoulder protective fence 7 and the central protective fence 8 on the floor slab 12 side. The floor slabs 13a, 1
3b is made of, for example, a steel plate for pavement because the vehicle travels.
【００１６】上記のように構成した本実施の形態におい
ては、中央領域１０において補剛材１１上に空隙１４を
隔てて複数の床版１３ａ，１３ｂを並設して補剛桁を構
成したので、補剛桁２上の全面に亘って床版１２を設置
した通常の吊橋の場合に比べて、動的耐風性能を大幅に
向上することができる。また、通常の吊橋の補剛桁は、
偏平箱桁と主桁が存在するが、本実施の形態は偏平箱桁
に相当する補剛材１１がハンガー６で吊されているた
め、隣接する補剛材１１の構造をみれば、４隅が吊られ
て４辺のうち２辺が鉛直支持された板とみなすことがで
きるので、補剛材１１の間隔が短ければ、床版構造だけ
で自重、交通荷重をはじめとする設計荷重に充分耐える
ことができる。In the present embodiment configured as described above, since a plurality of floor slabs 13a and 13b are arranged side by side on the stiffening member 11 in the central region 10 with a gap 14 therebetween, a stiffening girder is formed. The dynamic wind resistance can be significantly improved as compared with the case of a normal suspension bridge in which the floor slab 12 is installed over the entire surface of the stiffening girder 2. In addition, the stiffening girders of ordinary suspension bridges are
Although there are flat box girders and main girders, the stiffener 11 corresponding to the flat box girder is suspended by the hanger 6 in the present embodiment. Can be regarded as a plate in which two of the four sides are vertically supported and therefore, if the distance between the stiffeners 11 is short, the floor slab structure alone is sufficient for the design load such as its own weight and traffic load. Can bear.
【００１７】さらに、本実施の形態によれば、補剛材１
１の間隔、したがってハンガー６の間隔を狭くすること
により、剛性の小さい桁断面を積極的に採用することが
でき、これにより、補剛材１１を桁高の低い断面とする
ことができる（通常の吊橋においては、補剛桁の桁高は
３ｍ程度であるが、本実施の形態における床板１３ａ，
１３ｂの高さは３０ｃｍ程度である）。Further, according to the present embodiment, the stiffener 1
By narrowing the interval of 1, that is, the interval of the hangers 6, it is possible to positively adopt a girder cross section having a small rigidity, and thus, the stiffener 11 can have a cross section with a low girder height (usually). In the suspension bridge of No., the girder height of the stiffening girder is about 3 m, but the floor board 13a,
The height of 13b is about 30 cm).
【００１８】また、ハンガー６の間隔を狭くすることに
より、ハンガー６の数が増加して経済的に不利になるよ
うに思われるが、動的耐風性能に支配的な中央径間の中
央部近傍のハンガー６は短いため、総工費に占める割合
は小さい（例えば、中央径間Ｌが３０００ｍの場合、主
塔近傍のハンガー６の長さを３００ｍとすると、中央径
間の中央部のハンガー６の長さは３ｍ程度となる）。さ
らに、剛性の小さい補剛材１１と床版１３ａ，１３ｂか
らなる補剛桁部分は、偏平箱桁に比べて重量が大幅に軽
減され、かつ桁高が低いため静的風荷重としての抗力も
小さくなるので、主塔の設計が楽になり、これらのこと
から、ハンガー６の間隔を狭くしても総工費はほぼ同程
度である。Although it seems that the number of hangers 6 is increased and it becomes economically disadvantageous by narrowing the interval between the hangers 6, it is considered to be economically disadvantageous. Since the hanger 6 is short, its ratio to the total construction cost is small (for example, if the center span L is 3000 m, and the length of the hanger 6 near the main tower is 300 m, the hanger 6 in the center span of the center span) The length is about 3m). Further, the stiffening girder portion composed of the stiffening material 11 having a low rigidity and the floor slabs 13a and 13b has a significantly reduced weight as compared with the flat box girder, and since the girder height is low, the resistance as a static wind load is also exerted. Since it becomes smaller, the design of the main tower becomes easier, and for these reasons, the total construction cost is about the same even if the interval between the hangers 6 is narrowed.
【００１９】［実施の形態２］図５は本発明の実施の形
態２に係る補剛材（図１のＢ−Ｂ断面に相当）の正面図
である。実施の形態１では、ハンガー６で吊された補剛
材１１は、床版１３ａ，１３ｂだけで連結されているた
め、補剛材１１の下部が動揺するおそれがある。本実施
の形態は、このような補剛材１１の動揺を防止し、所定
の間隔を保持するために、補剛材１１どうしを部材によ
って連結し、補剛材１１の耐風性能を向上させたもので
ある。[Second Embodiment] FIG. 5 is a front view of a stiffening member (corresponding to a BB cross section of FIG. 1) according to a second embodiment of the present invention. In the first embodiment, since the stiffener 11 suspended by the hanger 6 is connected only by the floor slabs 13a and 13b, the lower part of the stiffener 11 may sway. In the present embodiment, in order to prevent such stiffening of the stiffening member 11 and maintain a predetermined interval, the stiffening members 11 are connected by members, and the wind resistance performance of the stiffening member 11 is improved. It is a thing.
【００２０】本実施の形態においては、図５（ａ）に示
すように、中央領域１０において橋軸方向に並設された
複数の補剛材１１の下面中央部に、鋼板からなる連結部
材１５を溶接により水平に接合して、各補剛材１１の間
隔を一定に保持すると共に、これらを一体化したもので
ある。また、図５（ｂ）は、両床版１３ａ，１３ｂの間
に形成された空隙１４の下方において、隣接する補剛材
１１の側壁間に、鋼板からなる連結部材１５を溶接によ
り順次水平に接合したものである。In the present embodiment, as shown in FIG. 5 (a), a connecting member 15 made of a steel plate is provided at the center of the lower surface of a plurality of stiffening members 11 arranged side by side in the bridge axis direction in the central region 10. Are joined horizontally by welding to keep the intervals between the stiffening members 11 constant and to integrate them. Further, in FIG. 5B, below the gap 14 formed between the floor slabs 13a and 13b, a connecting member 15 made of a steel plate is sequentially horizontal by welding between the side walls of the adjacent stiffeners 11. It is joined.
【００２１】本実施の形態によれば、水平方向に配列さ
れた補剛材１１に鉛直方向にも連結部材１５を接合した
ので、動的耐風安定性をより向上することができる。こ
の場合、静的安定性についても連結部材１５の抗力はほ
とんど加えられないため、静的設計に大きな影響を与え
ることはない。According to this embodiment, since the connecting member 15 is also joined in the vertical direction to the stiffening member 11 arranged in the horizontal direction, the dynamic wind resistance stability can be further improved. In this case, the resistance of the connecting member 15 is hardly applied to the static stability, so that the static design is not significantly affected.
【００２２】［実施の形態３］実施の形態２では、補剛
材１１に連結部材１５を水平に接合した場合を示した
が、本実施の形態においては、両床版１３ａ，１３ｂの
間に形成された空隙１４の直下において、隣接する補剛
材１１の間に鋼板からなる連結部材１５を鉛直に配設
し、その側壁にそれぞれ溶接接合して一体に連結すると
共に、隣接する補剛材１１の床版１３ａ，１３ｂの下面
両端部において、例えばＨ形断面の鋼材からなる主桁１
６を貫通させたものである。[Third Embodiment] In the second embodiment, the case where the connecting member 15 is horizontally joined to the stiffening member 11 is shown, but in the present embodiment, it is between the floor slabs 13a and 13b. Immediately below the formed void 14, a connecting member 15 made of a steel plate is vertically disposed between the adjacent stiffening members 11, and the side walls of the connecting members 15 are welded and integrally connected to each other. The main girder 1 made of, for example, a steel material having an H-shaped cross section at both end portions of the lower surface of the floor slabs 13a and 13b of 11
6 is penetrated.
【００２３】本実施の形態によれば、連結部材１５を鉛
直に設置したのでセンターバリアの役目を果し、動的耐
風安定性を向上することができる。また、隣接する補剛
材１１の間に主桁１６を設けたので、補剛材１１の剛性
を確保することができる。上記の説明では、隣接する補
剛材１１の間に連結部材１５と主桁１６の両者を設けた
場合を示したが、いずれか一方のみを設けてもよい。According to the present embodiment, since the connecting member 15 is installed vertically, it functions as a center barrier and the dynamic wind resistance stability can be improved. Further, since the main girder 16 is provided between the adjacent stiffeners 11, the rigidity of the stiffener 11 can be secured. In the above description, the case where both the connecting member 15 and the main girder 16 are provided between the adjacent stiffeners 11 is shown, but only one of them may be provided.
【００２４】［実施の形態４］図７は本発明の実施の形
態４に係る偏平箱桁と、補剛材（図１のＡ−Ａ断面、Ｂ
−Ｂ断面に相当）の正面図である。本実施の形態は、橋
軸方向の全長に亘って、偏平箱桁３と中央領域１０の補
剛材１１の下面両側に、吊橋の維持管理に用いられる検
査車レール１７を連続して設けたものである。また、本
実施の形態は、中央領域１０の床版１３ａ，１３ｂの間
に形成された空隙１４にグレーチング１８を設置し、そ
の上に中央保護柵８を設けたものである。なお、このグ
レーチング１８は省略してもよい。[Fourth Embodiment] FIG. 7 shows a flat box girder according to a fourth embodiment of the present invention and a stiffening member (cross section AA in FIG. 1, B).
It is a front view of (corresponding to B cross section). In the present embodiment, the inspection car rails 17 used for maintenance of the suspension bridge are continuously provided on both sides of the lower surface of the flat box girder 3 and the stiffener 11 in the central region 10 over the entire length in the bridge axis direction. It is a thing. Further, in the present embodiment, the grating 18 is installed in the space 14 formed between the floor slabs 13a and 13b in the central region 10, and the central protective fence 8 is provided thereon. The grating 18 may be omitted.
【００２５】本実施の形態における検査車レール１７
は、吊橋の維持管理に用いられるが、さらに、補剛材１
１の間隔を一定に保って剛性を確保することができ、ま
た、その設置場所を選択することにより、剥離された空
気流が床版１３ａ，１３ｂの上面に流れることにより、
桁上下方向の圧力差を緩和して動的耐風安定性を向上す
ることができる。また、床版の間に形成された空隙１４
にグレーチング１８を設置した場合は、車輌等から投下
された物品等の下方への落下を防止することができる。
なお、上述の実施の形態１〜３においても、床版１３
ａ，１３ｂの間に形成された空隙１４にグレーチング１
８を設置してもよい。Inspection vehicle rail 17 in the present embodiment
Is used for the maintenance of suspension bridges.
The rigidity can be ensured by keeping the interval of 1 constant, and by selecting the installation location, the separated airflow flows to the upper surfaces of the floor slabs 13a and 13b,
The pressure difference in the vertical direction of the girder can be relaxed to improve the dynamic wind resistance stability. In addition, the voids 14 formed between the floor slabs
When the grating 18 is installed in the vehicle, it is possible to prevent the articles and the like dropped from the vehicle from dropping downward.
Note that the floor slab 13 is also used in the first to third embodiments described above.
The grating 1 is formed in the void 14 formed between a and 13b.
8 may be installed.
【００２６】[0026]
【発明の効果】本発明に係る吊橋は、中央径間の中央領
域の橋軸方向にそれぞれハンガーによってメインケーブ
ルに吊された鋼板からなる複数の補剛材を並設し、これ
ら補剛材上の橋軸方向に複数の床版を空隙を隔てて設置
し、この床版上を車輌等が走行するようにしたので、車
輌等の走行快適性を保ちつつ動的耐風安定性を確保し、
その上補剛材に作用する抗力を低減することができる。According to the suspension bridge of the present invention, a plurality of stiffening members made of steel plates hung on a main cable by hangers are arranged in parallel in the bridge axial direction in the central region of the center span, and the stiffening members are mounted on the stiffening members. Since a plurality of floor slabs were installed in the bridge axis direction with a gap, and the vehicle etc. were allowed to run on this floor slab, dynamic wind resistance stability was secured while maintaining running comfort of the vehicle etc.
In addition, the drag acting on the stiffener can be reduced.
【図１】本発明の実施の形態１に係る吊橋の概念図であ
る。FIG. 1 is a conceptual diagram of a suspension bridge according to a first embodiment of the present invention.
【図２】図１の要部の斜視図である。FIG. 2 is a perspective view of a main part of FIG.
【図３】図１のＡ−Ａ断面図である。3 is a cross-sectional view taken along the line AA of FIG.
【図４】図１のＢ−Ｂ断面図である。FIG. 4 is a sectional view taken along line BB of FIG.
【図５】本発明の実施の形態２に係る補剛材の正面図で
ある。FIG. 5 is a front view of a stiffening member according to a second embodiment of the present invention.
【図６】本発明の実施の形態３に係る補剛材の正面図で
ある。FIG. 6 is a front view of a stiffening member according to a third embodiment of the present invention.
【図７】本発明の実施の形態４に係る偏平箱桁及び補剛
材の正面図である。FIG. 7 is a front view of a flat box girder and a stiffener according to a fourth embodiment of the present invention.
【図８】従来の吊橋の一例の概念図である。FIG. 8 is a conceptual diagram of an example of a conventional suspension bridge.
【図９】図１の中央径間の中央部分の斜視図である。9 is a perspective view of a central portion of the center span of FIG. 1. FIG.
１ 主塔 ２ 補剛桁 ５ メインケーブル ６ ハンガー １０ 中央領域 １１ 補剛材 １２ 中央領域以外の床版 １３ａ，１３ｂ 中央領域の床版 １４ 空隙 １５ 連結部材 １６ 主桁 １７ 検査車レール １８ グレーチング 1 main tower 2 stiffening girders 5 main cable 6 hangers 10 Central area 11 Stiffener 12 Floor slabs other than the central area 13a, 13b Floor slab in the central area 14 void 15 Connection member 16 main girders 17 Inspection car rail 18 Grating
Claims (4)
れハンガーによってメインケーブルに吊された複数の補
剛材を並設し、これら補剛材上の橋軸方向に複数の床版
を空隙を隔てて設置したことを特徴とする吊橋。1. A plurality of stiffeners suspended from a main cable by hangers are arranged in parallel in the bridge axial direction in the central region of the center span, and a plurality of floor slabs are provided on the stiffeners in the bridge axial direction. A suspension bridge characterized by being installed with a gap.
以外のハンガーの間隔より密にしたことを特徴とする請
求項１記載の吊橋。2. The suspension bridge according to claim 1, wherein the interval between the hangers in the central region is made closer than the interval between the hangers other than the central region.
一定に保持する部材を設けたことを特徴とする請求項１
又は２記載の吊橋。3. The stiffening member is provided with a member for holding a constant gap in the bridge axial direction of the stiffening member.
Or the suspension bridge described in 2.
成された空隙にグレーチングを設置したことを特徴とす
る請求項１〜３のいずれかに記載の吊橋。4. The suspension bridge according to claim 1, wherein a grating is installed in a space formed between a plurality of floor slabs installed on the stiffener.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001366737A JP2003166213A (en) | 2001-11-30 | 2001-11-30 | Suspension bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001366737A JP2003166213A (en) | 2001-11-30 | 2001-11-30 | Suspension bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2003166213A true JP2003166213A (en) | 2003-06-13 |
Family
ID=19176591
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2001366737A Pending JP2003166213A (en) | 2001-11-30 | 2001-11-30 | Suspension bridge |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2003166213A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101802257B1 (en) * | 2017-04-28 | 2017-12-28 | 대영스틸산업주식회사 | The structure of segment plate for cable bridbe and the constructure method of cable bridge using them |
| CN109680598A (en) * | 2018-12-19 | 2019-04-26 | 中铁大桥勘测设计院集团有限公司 | A kind of people's row braced-chain suspension bridge using glass bridge floor |
-
2001
- 2001-11-30 JP JP2001366737A patent/JP2003166213A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101802257B1 (en) * | 2017-04-28 | 2017-12-28 | 대영스틸산업주식회사 | The structure of segment plate for cable bridbe and the constructure method of cable bridge using them |
| CN109680598A (en) * | 2018-12-19 | 2019-04-26 | 中铁大桥勘测设计院集团有限公司 | A kind of people's row braced-chain suspension bridge using glass bridge floor |
| CN109680598B (en) * | 2018-12-19 | 2021-01-15 | 中铁大桥勘测设计院集团有限公司 | Pedestrian suspension chain bridge adopting glass bridge deck |
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