JP3397969B2 - Bridge structure - Google Patents
Bridge structureInfo
- Publication number
- JP3397969B2 JP3397969B2 JP08158896A JP8158896A JP3397969B2 JP 3397969 B2 JP3397969 B2 JP 3397969B2 JP 08158896 A JP08158896 A JP 08158896A JP 8158896 A JP8158896 A JP 8158896A JP 3397969 B2 JP3397969 B2 JP 3397969B2
- Authority
- JP
- Japan
- Prior art keywords
- main girder
- bridge structure
- girder web
- steel plate
- plate thickness
- 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 - Fee Related
Links
Landscapes
- Bridges Or Land Bridges (AREA)
- Rod-Shaped Construction Members (AREA)
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、橋梁構造の主桁ウ
ェブに係り、特に、プレートガーダー橋等の橋梁構造に
関する。TECHNICAL FIELD The present invention relates to a main girder web of a bridge structure, and more particularly to a bridge structure such as a plate girder bridge.
【０００２】[0002]
【従来の技術】一般のプレートガーダー橋等の橋梁構造
は、図８に示すように多数の部材から構成されている。
そして、主桁１０は、上フランジ１１と下フランジ１
２、及び両フランジ１１，１２により溶接挟持された主
桁ウェブ１３とから構成されている。そして、主桁ウェ
ブ１３は垂直補剛材１４により補剛されている。該垂直
補剛材１４は主桁ウェブ１３の剪断座屈強度を高めるた
めのものであり、その間隔は規定により定められてい
る。また、水平方向にも座屈防止のための水平補剛材１
６が設けられている。2. Description of the Related Art A bridge structure such as a general plate girder bridge is composed of many members as shown in FIG.
The main girder 10 is composed of the upper flange 11 and the lower flange 1.
2 and the main girder web 13 sandwiched by the two flanges 11 and 12 by welding. The main girder web 13 is stiffened by the vertical stiffening member 14. The vertical stiffening member 14 is for increasing the shear buckling strength of the main girder web 13, and the interval thereof is defined by a regulation. In addition, a horizontal stiffener 1 to prevent buckling even in the horizontal direction
6 is provided.
【０００３】[0003]
【発明が解決しようとする課題】このような従来の橋梁
構造は鋼重を最小に抑制することにより経済性を追求し
ているため、部位による板厚等の断面変化や座屈防止の
ための補剛材が多数必要になる。このような構造は製作
が繁雑になるばかりでなく、疲労設計上も不利になると
いう問題点を有している。また、フランジの板厚変化に
対応するための技術として、フランジとしてテーパプレ
ートを用いた橋梁構造が知られている。該技術はフラン
ジ部の発生応力度に合わせて板厚が変化するようにテー
パプレートを使用したものである。これにより、通常の
断面変化部の部材数、溶接箇所を削減することができる
ので製作が容易になる。しかしながら、この場合も主桁
ウェブについては、従来の主桁ウェブと何ら変わるとこ
ろがない。また、主桁ウェブを一定断面とする場合もあ
るが、板厚の厚い箇所を使用するため鋼重が大きくなる
うえ、節を付加する必要があり、橋梁構造としてかえっ
て非合理的なものとなってしまうという問題点を有す
る。Since such conventional bridge structure pursues economical efficiency by suppressing the steel weight to the minimum, it is necessary to prevent the cross-section change such as the plate thickness due to the part and the buckling prevention. Many stiffeners are required. Such a structure is not only complicated to manufacture, but also disadvantageous in terms of fatigue design. A bridge structure using a tapered plate as a flange is known as a technique for dealing with a change in plate thickness of the flange. This technique uses a tapered plate so that the plate thickness changes in accordance with the stress level of the flange. As a result, it is possible to reduce the number of members in the normal cross-section changing portion and the number of welded portions, which facilitates manufacturing. However, in this case as well, the main girder web is no different from the conventional main girder web. In addition, the main girder web may have a constant cross-section, but since the thick plate portion is used, the steel weight is large and it is necessary to add a node, which is rather irrational as a bridge structure. There is a problem that it ends up.
【０００４】本発明は、従来技術の有する叙上の問題点
に鑑みて創出されたものであり、その目的とするところ
は、垂直補剛材の省略を可能とし、製作性の向上及び疲
労強度の向上を図ることができる橋梁構造を提供するこ
とである。The present invention was created in view of the problems of the prior art. The object of the present invention is to eliminate the vertical stiffening member, improve manufacturability and fatigue strength. It is to provide a bridge structure that can improve the property.
【０００５】[0005]
【課題を解決するための手段】本発明の橋梁構造は、水
平方向に板厚が変化する鋼板を主桁ウェブとした橋梁構
造であって、前記主桁ウェブは、端部から中央部付近に
かけて水平方向板厚が漸増し、次いで漸減する鋼板を複
数連続して配置してなり、かつ、鋼板端部にてボルトま
たは溶接により接合されていることを特徴とするもので
ある。従って、本発明は、構造的な性能を高めると共に
部材数及び溶接箇所数の削減を可能とすることができ
る。これにより、主桁断面の有効利用、疲労強度の向上
を図ることができ、かつ製作コストが大幅に削減される
ため経済性の向上をも図ることができる。Bridge structure of the present invention According to an aspect of the bridges structure in which the steel sheet of varying thickness in the horizontal direction as the main girder web
Structure, the main girder web is
The horizontal thickness gradually increases and then decreases gradually.
Several consecutively, and bolts or
Or are joined by welding . Therefore, the present invention can improve the structural performance and reduce the number of members and welding points. As a result, it is possible to effectively use the cross section of the main girder and improve the fatigue strength, and it is possible to significantly reduce the manufacturing cost, thereby improving the economical efficiency.
【０００６】[0006]
【発明の実施の形態】本発明の橋梁構造の実施形態につ
いて図面に基づいて説明する。図１は本発明の橋梁構造
の実施形態を示す斜視図である。図において、主桁１は
平坦な鋼板からなる上フランジ２と、同じく平坦な鋼板
からなる下フランジ３と、両フランジ２，３との間に挟
持される主桁ウェブ５とからなり、該主桁ウェブ５は両
フランジ２，３に溶接接合されている。主桁ウェブ５は
水平方向に板厚が変化する鋼板、いわゆるテーパー鋼板
からなる。板厚は、例えば、略中央部が最大となり、端
部に行くに従って連続的に減少している。主桁ウェブ５
は１ブロック毎に成形してもよいし、数ブロック連続し
て成形してもよい。より詳細に説明すると、主桁ウェブ
は、端部から中央部付近にかけて水平方向板厚が漸増
し、次いで漸減する鋼板を複数連続して配置してなり、
且つ鋼板端部にてボルトまたは溶接により接合されてい
る。また、橋梁端部には、図２に示すように、端部に向
って板厚が漸増する鋼板２０を使用することもできる。
さらに、図３に示すように、本発明の主桁ウェブに従来
の垂直補剛材１４を設置してもよい。また、上フランジ
２、下フランジ３にもテーパー鋼板を使用してもよい。BEST MODE FOR CARRYING OUT THE INVENTION An embodiment of a bridge structure of the present invention will be described with reference to the drawings. FIG. 1 is a perspective view showing an embodiment of a bridge structure of the present invention. In the figure, a main girder 1 is composed of an upper flange 2 made of a flat steel plate, a lower flange 3 made of the same flat steel plate, and a main girder web 5 sandwiched between both flanges 2, 3. The girder web 5 is welded to both flanges 2 and 3. The main girder web 5 is made of a so-called tapered steel plate whose plate thickness changes in the horizontal direction. The plate thickness is maximized, for example, in the substantially central portion and continuously decreases toward the end portion. Main girder web 5
May be molded for each block, or several blocks may be continuously molded. Explaining in more detail, the main girder web is formed by arranging a plurality of steel plates in which the horizontal plate thickness gradually increases from the end part to the central part and then gradually decreases,
In addition, the steel plate ends are joined by bolts or welding. Further, as shown in FIG. 2, a steel plate 20 whose plate thickness gradually increases toward the end can be used for the bridge end.
Further, as shown in FIG. 3, conventional vertical stiffeners 14 may be installed on the main girder web of the present invention. Also, tapered steel plates may be used for the upper flange 2 and the lower flange 3.
【０００７】従来の主桁ウェブ１３が剪断座屈する際
は、図４（ａ），（ｂ）に示すように、垂直補剛材１４
が節となり斜張力場１６が形成され、該斜張力場１６が
形成されることにより主桁ウェブ１３の剪断座屈強度を
高めることができる。本実施形態の主桁ウェブ５も、例
えば、略中央部の板厚が最大となるようなテーパー鋼板
とすることにより、従来の垂直補剛材と同様の効果を発
揮することができる。すなわち、図５（ａ），（ｂ）に
示すように、主桁ウェブ５の剪断座屈時には、テーパー
鋼板の主桁ウェブ５の最大板厚部付近がある幅をもって
節となり斜張力場６を形成する。従って、剪断座屈に対
して主桁ウェブ５が抵抗することができる。この場合、
テーパー鋼板の最小板厚と最大板厚の比は各橋梁毎に算
出する必要があるが、約１：３〜５程度である。このよ
うな本発明の剪断力に抵抗する作用は、最大板厚部付近
の剛性により決定されるものであり、従来の技術の説明
において述べたような発生応力度に合わせてフランジ厚
を変化させる方法とは根本的に相違するものである。When the conventional main girder web 13 is sheared and buckled, as shown in FIGS. 4 (a) and 4 (b), the vertical stiffener 14 is used.
Form the oblique tension field 16, and the shear buckling strength of the main girder web 13 can be increased by forming the oblique tension field 16. The main girder web 5 of the present embodiment can exhibit the same effect as that of the conventional vertical stiffening member by using, for example, a tapered steel plate that maximizes the plate thickness in the substantially central portion. That is, as shown in FIGS. 5 (a) and 5 (b), when the main girder web 5 is sheared or buckled, the main girder web 5 of the tapered steel plate becomes a node with a certain width in the vicinity of the maximum plate thickness portion and the oblique tension field 6 is generated. Form. Therefore, the main girder web 5 can resist shear buckling. in this case,
The ratio of the minimum plate thickness to the maximum plate thickness of the tapered steel plate needs to be calculated for each bridge, but is about 1: 3-5. The action of resisting the shearing force of the present invention is determined by the rigidity in the vicinity of the maximum plate thickness portion, and the flange thickness is changed according to the generated stress degree as described in the description of the prior art. The method is fundamentally different.
【０００８】また、従来の橋梁構造では、図８に示すよ
うに、垂直補剛材１５は端支点１７において柱としての
機能を発揮するように断面積を確保するが、本発明にお
いては、図６に示すように、垂直補剛材を省略しても主
桁ウェブ５の最大板厚部である支点部７において断面積
を十分確保することができるため、従来の垂直補剛材と
同様に柱としての機能を発揮することができる。同様の
機能は中間支点部においても発揮される。Further, in the conventional bridge structure, as shown in FIG. 8, the vertical stiffening member 15 secures the cross-sectional area so as to function as a column at the end fulcrum 17, but in the present invention, As shown in FIG. 6, even if the vertical stiffening member is omitted, a sufficient cross-sectional area can be secured at the fulcrum portion 7, which is the maximum plate thickness portion of the main girder web 5, and therefore, similar to the conventional vertical stiffening member. It can function as a pillar. The same function is exerted at the intermediate fulcrum.
【０００９】さらに、主桁ウェブに垂直補剛材を取付け
る従来の橋梁構造の場合は、図７に示すように、上フラ
ンジ１１および下フランジ１２と垂直補剛材１４の端部
とを接合する溶接部１８により疲労強度が決定される。
このとき疲労設計上の疲労等級はＥ等級（２００万回基
本許容応力範囲８０MPa ）、即ち、８００kg／cm2 程度
の応力を２００万回繰返し負荷したときに疲労亀裂を発
生する等級である。これに対し、本発明の橋梁構造は垂
直補剛材の省略により従来のような端部溶接が不要とな
るため、疲労強度は図６に示すように、フランジ２およ
び３と主桁ウェブ５との溶接部８により決定される。そ
して、該溶接部８の疲労等級はＤ等級（２００万回基本
許容応力範囲１００MPa ）、即ち、１０００kg／cm2 程
度の応力を２００万回繰返し負荷したときに疲労亀裂を
発生する等級となる。これにより、本発明の橋梁構造は
疲労強度が大幅に改善されるため、疲労設計上も有利且
つ合理的な橋梁構造が実現される。Further, in the case of the conventional bridge structure in which the vertical stiffener is attached to the main girder web, the upper flange 11 and the lower flange 12 are joined to the ends of the vertical stiffener 14 as shown in FIG. The welded portion 18 determines the fatigue strength.
At this time, the fatigue grade in the fatigue design is E grade (2 million times basic allowable stress range 80 MPa), that is, a grade in which a fatigue crack is generated when a stress of about 800 kg / cm 2 is repeatedly applied for 2 million times. On the other hand, in the bridge structure of the present invention, since the vertical stiffening member is omitted, the end welding as in the conventional case is not necessary, and therefore the fatigue strength is as shown in FIG. 6 with the flanges 2 and 3 and the main girder web 5. It is determined by the welded portion 8 of. The fatigue grade of the welded portion 8 is D grade (2 million times basic allowable stress range 100 MPa), that is, a grade in which a fatigue crack is generated when a stress of about 1000 kg / cm 2 is repeatedly applied for 2 million times. As a result, the fatigue strength of the bridge structure of the present invention is significantly improved, so that a bridge structure that is advantageous and rational in terms of fatigue design is realized.
【００１０】[0010]
【発明の効果】以上説明したように、本発明は、水平方
向に板厚が変化する鋼板を主桁ウェブとした橋梁構造で
あって、前記主桁ウェブは、端部から中央部付近にかけ
て水平方向板厚が漸増し、次いで漸減する鋼板を複数連
続して配置してなり、かつ、鋼板端部にてボルトまたは
溶接により接合されていることにより、構造的な性能を
高めると共に部材数及び溶接箇所数の削減を可能とする
ことができる。これにより、主桁断面の有効利用、疲労
強度の向上を図ることができ、かつ製作コストが大幅に
削減されるため経済性の向上をも図ることができる。As described above, the present invention has a bridge structure in which a steel plate whose plate thickness changes in the horizontal direction is used as a main girder web.
The main girder web runs from the edge to the center.
The horizontal plate thickness gradually increases and then decreases gradually.
Are arranged in succession, and bolts or
By being joined by welding, it is possible to enhance the structural performance and reduce the number of members and the number of welded portions. As a result, it is possible to effectively use the cross section of the main girder and improve the fatigue strength, and it is possible to significantly reduce the manufacturing cost, thereby improving the economical efficiency.
【図１】本発明の橋梁構造の実施形態を示す斜視図であ
る。FIG. 1 is a perspective view showing an embodiment of a bridge structure of the present invention.
【図２】本発明の橋梁構造における主桁の橋梁端部を示
す上面図である。FIG. 2 is a top view showing a bridge end portion of a main girder in the bridge structure of the present invention.
【図３】本発明の橋梁構造の主桁に垂直補剛材を設置し
た構造を示す一部欠截斜視図である。FIG. 3 is a partially cutaway perspective view showing a structure in which a vertical stiffener is installed on a main girder of the bridge structure of the present invention.
【図４】従来の橋梁構造の主桁に形成される斜張力場を
示す説明図であり、図４（ａ）は主桁の下フランジを取
り外した底面図であり、図４（ｂ）は主桁の正面図であ
る。FIG. 4 is an explanatory view showing an oblique tension field formed in a main girder of a conventional bridge structure, FIG. 4 (a) is a bottom view with a lower flange of the main girder removed, and FIG. It is a front view of a main girder.
【図５】本発明の橋梁構造の主桁に形成される斜張力場
を示す説明図であり、図５（ａ）は主桁の下フランジを
取り外した底面図であり、図５（ｂ）は主桁の正面図で
ある。5 is an explanatory view showing an oblique tension field formed in the main girder of the bridge structure of the present invention, FIG. 5 (a) is a bottom view with the lower flange of the main girder removed, and FIG. Is a front view of the main girder.
【図６】本発明の橋梁構造における主桁の支点部を示す
一部欠截斜視図である。FIG. 6 is a partially cutaway perspective view showing a fulcrum portion of a main girder in the bridge structure of the present invention.
【図７】橋梁構造における主桁の溶接部を示す一部欠截
斜視図である。FIG. 7 is a partially cutaway perspective view showing a welded portion of a main girder in a bridge structure.
【図８】従来の橋梁構造を示す斜視図である。FIG. 8 is a perspective view showing a conventional bridge structure.
１…主桁 ２…上フランジ ３…下フランジ ５…主桁ウェブ ６…斜張力場 ７…支点部 ８…溶接部 ９…溶接部 １０…主桁 １１…上フランジ １２…下フランジ １３…主桁ウェブ １４…垂直補剛材 １５…垂直補剛材 １６…斜張力場 １７…端支点 １８…溶接部 ２０…端部に向って板厚が漸増する鋼板 1 ... Main girder 2 ... Upper flange 3 ... Lower flange 5 ... Main girder web 6 ... Oblique tension field 7 ... Support point 8 ... Welded part 9 ... Welded part 10 ... Main girder 11 ... Upper flange 12 ... Lower flange 13 ... Main girder web 14 ... Vertical stiffener 15 ... Vertical stiffener 16 ... Oblique tension field 17 ... End fulcrum 18 ... Welded part 20 ... Steel plate whose thickness gradually increases toward the end
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 平５−302397（ＪＰ，Ａ) 特開 平９−144205（ＪＰ，Ａ) 実開 平７−6337（ＪＰ，Ｕ) 特公 昭41−20459（ＪＰ，Ｂ１) 特表 昭63−502197（ＪＰ，Ａ) (58)調査した分野(Int.Cl.7，ＤＢ名) E01D 1/00 E01D 19/00 E04C 3/07 ─────────────────────────────────────────────────── ─── Continuation of the front page (56) References JP-A-5-302397 (JP, A) JP-A-9-144205 (JP, A) Actual Kaihei 7-6337 (JP, U) JP-B-41- 20459 (JP, B1) Special table Sho 63-502197 (JP, A) (58) Fields investigated (Int.Cl. 7 , DB name) E01D 1/00 E01D 19/00 E04C 3/07
Claims (2)
ェブとした橋梁構造であって、前記主桁ウェブは、端部
から中央部付近にかけて水平方向板厚が漸増し、次いで
漸減する鋼板を複数連続して配置してなり、かつ、鋼板
端部にてボルトまたは溶接により接合されていることを
特徴とする橋梁構造。1. A bridge structure comprising a main girder web made of a steel plate whose plate thickness varies in the horizontal direction , wherein the main girder web has end portions.
From the center to the central part, the horizontal thickness gradually increases, and then
A plurality of steel plates that are gradually reduced are continuously arranged, and a steel plate
Check that the ends are joined by bolts or welding.
The characteristic bridge structure.
端部に使用したことを特徴とする請求項１記載の橋梁構
造。2. A bridge structure as claimed in claim 1, wherein the steel plate thickness towards the end gradually increases and characterized by using the bridge ends.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP08158896A JP3397969B2 (en) | 1996-04-03 | 1996-04-03 | Bridge structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP08158896A JP3397969B2 (en) | 1996-04-03 | 1996-04-03 | Bridge structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH09268518A JPH09268518A (en) | 1997-10-14 |
| JP3397969B2 true JP3397969B2 (en) | 2003-04-21 |
Family
ID=13750486
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP08158896A Expired - Fee Related JP3397969B2 (en) | 1996-04-03 | 1996-04-03 | Bridge structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3397969B2 (en) |
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| JP2009121031A (en) * | 2007-11-12 | 2009-06-04 | Nisshin Steel Co Ltd | Building member for residence |
| JP6996536B2 (en) * | 2018-09-28 | 2022-01-17 | Ｊｆｅスチール株式会社 | Steel plate shear wall |
| CN112748008B (en) * | 2020-12-29 | 2024-07-23 | 中国航空工业集团公司西安飞机设计研究所 | I-beam tensile fatigue test piece and tensile fatigue test method |
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1996
- 1996-04-03 JP JP08158896A patent/JP3397969B2/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101496356B1 (en) * | 2014-08-26 | 2015-03-04 | 홍석희 | The hybrid girder structures made by the corrugated steel plate web that mixed rhomboid and oblong and bridge construction method using the same |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH09268518A (en) | 1997-10-14 |
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