JP2003268719A - Steel-concrete composite beam and its installation method - Google Patents
Steel-concrete composite beam and its installation methodInfo
- Publication number
- JP2003268719A JP2003268719A JP2002068403A JP2002068403A JP2003268719A JP 2003268719 A JP2003268719 A JP 2003268719A JP 2002068403 A JP2002068403 A JP 2002068403A JP 2002068403 A JP2002068403 A JP 2002068403A JP 2003268719 A JP2003268719 A JP 2003268719A
- Authority
- JP
- Japan
- Prior art keywords
- girder
- concrete
- web
- steel
- corrugated steel
- 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.)
- Withdrawn
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、橋梁の建設に使用
される鋼・コンクリート複合桁及びその架設方法に関
し、さらに詳しくはコンクリートと波形鋼板との複合構
造の長スパンの鋼・コンクリート複合桁及びその架設方
法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a steel / concrete composite girder used in the construction of bridges and a method of erection thereof, and more particularly to a long-span steel / concrete composite girder having a composite structure of concrete and corrugated steel plates. Regarding the erection method.
【０００２】[0002]
【従来の技術】コンクリート上下フランジと波形鋼板ウ
エブとから成るプレストレストコンクリート（ＰＣ）桁
が多用されている。このような桁は、コンクリート上下
フランジにプレストレスを導入するとき、ウエブがプレ
ストレスの導入をなんら妨げないので、プレストレス導
入が容易であり、コンクリートを高強度とすることが容
易である。従ってウエブを軽量化するばかりでなく、フ
ランジを高強度コンクリートとして寸法を小さくし、全
体として桁を軽量化することができ、合理的な橋梁を形
成することができる。2. Description of the Related Art Prestressed concrete (PC) girders consisting of concrete upper and lower flanges and corrugated steel webs are often used. In such a girder, when the prestress is introduced into the concrete upper and lower flanges, the web does not hinder the introduction of the prestress, so that the prestress can be easily introduced and the concrete can be easily made to have high strength. Therefore, not only can the weight of the web be reduced, but also the flange can be made of high-strength concrete so that the dimensions can be reduced and the girder can be reduced as a whole, and a rational bridge can be formed.
【０００３】このような鋼・コンクリート複合プレスト
レストコンクリート桁をスパン２５ｍ以上の橋脚間に架
設するには、従来、（ａ）桁行方向長さが３〜５ｍ程度
の短尺のセグメントブロックとして製造しこのブロック
を張出し又はスパンバイスパンに並べてポストテンショ
ン方式でセグメントブロックを結合して橋梁を形成する
か、又は（ｂ）現場で波形鋼板を組立てセットし、上下
フランジの型枠を組立て、型枠内に現場打ちコンクリー
トを打設するかの何れかの手段によって架設されてい
た。In order to lay such a steel / concrete composite prestressed concrete girder between bridge piers with a span of 25 m or more, (a) a girder length in the row direction is conventionally manufactured as a short segment block of about 3 to 5 m. To form a bridge by connecting segment blocks by post tension method by arranging overhangs or span-by-span, or (b) assembling and setting corrugated steel plates on site and assembling the formwork of the upper and lower flanges, and constructing in the formwork site. It was erected by either means of pouring concrete.
【０００４】上記の（ａ）のポストテンション方式では
グラウチングを必要とし、グラウト充填不十分となるお
それがある。また上記の（ｂ）の現場打コンクリートに
よる施工では、セットする波形鋼板の支持や組立調整が
容易でなく、型枠取付取外し手間も大掛りであった。The post-tensioning method (a) requires grouting, which may result in insufficient grout filling. Further, in the construction using cast-in-place concrete in the above (b), it is not easy to support and adjust the corrugated steel sheet to be set, and it takes a lot of time to attach and detach the formwork.
【０００５】なお、一般に、コンクリート橋の建設技術
としては、架橋位置に直接構築する場所打ちコンクリー
トによる技術、架橋位置近傍にコンクリート桁製作ヤー
ドを設けプレキャストコンクリート桁を製作して運搬架
設する技術、又は架橋位置と直接関係のない位置にある
桁製造工場でプレキャストコンクリート桁を製作してト
レーラーなどで運搬して架設する技術などがあり、実情
に応じてこれらの手段を適宜選択して橋梁の建設が行な
われてきた。なお、工場製品コンクリート桁は、高品質
で高精度の桁である。Generally, as the construction technique of the concrete bridge, a technique of cast-in-place concrete directly constructed at the bridge position, a technique of constructing a concrete girder production yard in the vicinity of the bridge position and manufacturing and transporting precast concrete girders, or There is technology such as manufacturing precast concrete girders at a girder manufacturing plant that is not directly related to the bridge position and transporting them with a trailer or the like, and constructing a bridge by appropriately selecting these means depending on the actual situation. Has been done. It should be noted that the factory-produced concrete girder is of high quality and high precision.
【０００６】鋼・コンクリート複合桁は、横断面がほぼ
Ｉ形又はＴ形をなすプレキャスト桁であって、上フラン
ジ及び下フランジがコンクリートで形成され、それをつ
なぐウエブを鋼板とし、実質的にウエブを薄くして軽量
な桁とする。そのときウエブの鋼板を桁長手方向に凹凸
が繰り返し連続する波形鋼板とすることにより、ウエブ
の上下方向の剛性を大きくすることができ、リブやスチ
フナーの取付を必要とせずに必要な剛性を確保すること
ができる。従って、波形鋼板を用いると、鋼板の切断加
工・溶接手間などを大幅に節減することが可能である。The steel-concrete composite girder is a precast girder having a substantially I-shaped or T-shaped cross section, in which the upper flange and the lower flange are made of concrete, and the web connecting them is a steel plate, and the web is substantially To make the girder lighter. At that time, the rigidity of the web in the vertical direction can be increased by making the steel plate of the web a corrugated steel plate in which unevenness is repeated continuously in the longitudinal direction of the web, and the necessary rigidity is secured without the need to install ribs or stiffeners. can do. Therefore, when the corrugated steel sheet is used, it is possible to significantly reduce the cutting work and welding work of the steel sheet.
【０００７】さらに波形鋼板ウエブを備えた鋼・コンク
リート複合桁は、フランジにプレストレスを導入するこ
とによって桁自重及び活荷重による曲げモーメントに対
する抵抗を大きくすることが可能であり、単なる鋼・コ
ンクリート複合桁とは異なる高性能の複合桁を提供する
ことができる。本発明は、ウエブを波形鋼板にすること
によって桁の軽量化を図ると共に、コンクリート上下フ
ランジにプレストレスを導入する（桁長手軸方向に圧縮
力を付与する）ときのコンクリートの微妙な変位を拘束
することなく、効率よくコンクリートにプレストレスを
与えることができる。従って、同量のプレストレスを導
入する場合、ＰＣ鋼材の量を節減できることとなり、よ
り作業性、経済性が向上することとなる。波形鋼板ウエ
ブは長手軸方向の変形が自由であり、コンクリートヘの
プレストレス伝達にロスが生じないのでプレストレスを
最も有効に利用できる。Further, the steel-concrete composite girder provided with the corrugated steel plate web can increase the resistance to the bending moment due to the weight of the girder and the live load by introducing prestress to the flange. It is possible to provide a high-performance composite girder different from the girder. INDUSTRIAL APPLICABILITY The present invention aims to reduce the weight of the girder by using a corrugated steel plate for the web, and restrains the subtle displacement of concrete when introducing prestress to the concrete upper and lower flanges (applying a compressive force in the girder longitudinal axis direction). It is possible to prestress concrete efficiently without doing. Therefore, when the same amount of prestress is introduced, the amount of PC steel can be reduced, and workability and economy can be further improved. The corrugated steel sheet web is freely deformable in the longitudinal axis direction, and there is no loss in prestress transmission to concrete, so prestress can be used most effectively.
【０００８】このような桁はウエブが桁自重や活荷重に
より生じる曲げモーメントに抵抗する必要がなく、ウエ
ブを可及的に薄くすることが可能となり、市販のデッキ
プレート等でも利用することができる。従って、コスト
の低減を図ることができる。プレストレスの導入は、プ
レテンション方式又はポストテンション方式の何れでも
よく、さらに、プレテンション方式で一次プレストレス
を導入しておき、架設後ポストテンション方式で二次プ
レストレスを導入可能なようにシースダクトを形成して
おくこともできる。In such a girder, the web does not need to resist the bending moment generated by the girder's own weight or live load, the web can be made as thin as possible, and the girder can be used in a commercially available deck plate or the like. . Therefore, the cost can be reduced. The pre-stress may be introduced by either the pre-tension method or the post-tension method. Furthermore, the primary pre-stress is introduced by the pre-tension method, and the secondary pre-stress can be introduced by the post-tension method after installation. Can also be formed.
【０００９】[0009]
【発明が解決しようとする課題】場所打ちコンクリート
による架設又は近傍ヤードによる製作・架設手段では大
型の桁を製作可能であるが、工場製作ではプレキャスト
桁の運搬・架設に当って、桁長や重量について輸送上の
制約がある。本発明は、管理の行き届いた工場でプレス
トレストコンクリートと波形鋼の特徴を組み合わせた可
搬長の桁（例えば桁長２２．５ｍ以下）を製作し、可及
的に軽量化を図ると共に長尺化して長スパンの橋脚間に
容易に架設できるようにするという課題を達成するもの
である。Large girders can be manufactured by means of erection by cast-in-place concrete or construction / erection by nearby yards. However, in the factory production, the girder length and weight are required for the transportation / erection of precast girders. There are transportation restrictions. INDUSTRIAL APPLICABILITY The present invention manufactures a girder having a transportable length (for example, girder length of 22.5 m or less) that combines the features of prestressed concrete and corrugated steel in a well-managed factory to reduce the weight and lengthen it as much as possible. The objective is to make it possible to easily install between long-span piers.
【００１０】[0010]
【課題を解決するための手段】本発明は、上記課題を達
成するためになされたもので、その技術手段は、コンク
リート上下フランジと波形鋼板ウエブとを備えた複数の
プレテンション方式のプレキャストプレストレストコン
クリート桁から成り、ウエブ端部の上下端に補強部材を
取付け、波形鋼板ウエブ及び前記補強材を桁軸方向に結
合した連結体であることを特徴とする鋼・コンクリート
複合桁である。波形鋼板ウエブ端部及びその補強材の結
合は、溶接、ボルト結合その他でもよく、重ね継手又は
ガゼットプレートを用いる結合とすればよい。補強材と
しては波形鋼板の端部の上下面に鋼フランジを取付けて
おき、この鋼フランジをつき合わせ溶接又はガゼットプ
レートを用いて、溶接又はボルト結合する。なお、前記
桁は、コンクリート上下フランジと波形鋼板ウエブとを
備えた箱桁であってもよい。The present invention has been made in order to achieve the above-mentioned object, and its technical means is to provide a plurality of pretensioned precast prestressed concretes having upper and lower concrete flanges and corrugated steel sheet webs. A steel-concrete composite girder comprising a girder, a reinforcing member attached to upper and lower ends of a web end, and a corrugated steel plate web and a connecting body in which the reinforcing member is coupled in an axial direction of the girder. The corrugated steel sheet web end portion and the reinforcing material thereof may be connected by welding, bolt connection or the like, and may be a connection using a lap joint or a gusset plate. As the reinforcing material, steel flanges are attached to the upper and lower surfaces of the ends of the corrugated steel sheet, and the steel flanges are welded or bolted together by butt welding or using a gusset plate. The girder may be a box girder provided with concrete upper and lower flanges and a corrugated steel plate web.
【００１１】上記鋼・コンクリート複合桁の架設方法
は、コンクリート上下フランジと波形鋼板ウエブとから
成る可搬長のプレキャストプレストレストコンクリート
桁をプレテンション方式で製作し、架設すべき位置の近
傍に搬送し、隣接する桁のウエブ端部及び端部補強材を
桁軸方向に結合し、該結合した桁を橋脚間に架設するこ
とを特徴とする鋼・コンクリート複合桁の架設方法であ
る。可搬長の桁とは、桁製作位置から架橋位置までの道
路事情や、桁の寸法・重量などによる道路交通法の規制
などによる制約の下で運搬可能な長さの桁である。複数
の可搬長の桁を桁端でウエブ及びその補強材を結合する
ことによって、１スパン分の長さの連結体とする。この
架設方法では、搬送可能な長さの鋼・コンクリート複合
桁をプレテンション方式で製造し、架設現場で波形鋼板
ウエブ端部を接合して長尺の連結体を製造することがで
き、グラウンチングに伴うトラブルを皆無としたことに
特徴がある。さらに前記結合した連結体の桁に外ケーブ
ルを施すことにより、例えばスパン１００ｍに及ぶ長ス
パンの鋼・コンクリート複合桁を橋脚間に架設すること
ができる。The steel / concrete composite girder is constructed by manufacturing a precast prestressed concrete girder having a transportable length consisting of concrete upper and lower flanges and a corrugated steel plate web by a pretensioning method, and transporting it to the vicinity of the position to be erected. A method of constructing a steel-concrete composite girder, characterized in that the web ends and end reinforcements of adjacent girders are joined in the girder axial direction, and the joined girders are installed between bridge piers. A portable length girder is a girder of a length that can be carried under the road conditions from the girder production position to the bridge position, and restrictions such as the size and weight of the girder, which are regulated by the Road Traffic Law. A plurality of transportable length girders are connected at their ends to the web and its reinforcing material to form a connected body having a length of one span. In this erection method, steel-concrete composite girders of transportable length can be manufactured by the pre-tensioning method, and at the erection site, the end portions of the corrugated steel plate webs can be joined to manufacture a long connecting body. It is characterized in that there was no trouble with. Further, by applying an outer cable to the girders of the coupled body, a steel / concrete composite girder with a long span of 100 m can be installed between the piers.
【００１２】[0012]
【発明の実施の形態】以下図面を参照して本発明の実施
の形態を説明する。BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will be described below with reference to the drawings.
【００１３】図１に本発明の実施例の隣接する鋼・コン
クリート複合桁１Ａ，１Ｂの結合部の側面図を示した。
また、図１のＡ−Ａ矢視断面図を図２の左半分に、図１
のＢ−Ｂ矢視断面図を図２の右半分に示した。この鋼・
コンクリート複合桁１Ａ、１Ｂは、波形鋼板からなるウ
エブ１３と、コンクリートからなる上フランジ１１と、
プレストレストコンクリートからなる下フランジ１２と
から構成されている。図２の左半分に示すように、鋼・
コンクリート複合桁１のコンクリート上フランジ１１は
主鉄筋と横補強鉄筋を内包し、ウエブ１３はその内部ま
で挿入されている。コンクリート上フランジ１１はＰＣ
緊張材を内包したものでもよい。コンクリート下フラン
ジ１２は主鉄筋、横補強鉄筋及びＰＣ緊張材を内包し、
ウエブ１３がその内部まで挿入されてウエブと下フラン
ジとが一体化されている。図２の右半分は継ぎ手部に取
付けた鋼上フランジ１７、鋼下フランジ１８を示すもの
である。この鋼フランジ１７、１８は波形鋼板ウエブ１
３の上下に固着され、一部はコンクリート内に埋設さ
れ、継手部では露出している。この鋼フランジ１７、１
８も隣接桁同士間で、つき合わせ溶接、ガセットプレー
トを介して溶接又はボルト結合などによって連結する。
連結後コンクリート等で被覆するとよい。FIG. 1 shows a side view of a joint portion between adjacent steel / concrete composite girders 1A and 1B according to an embodiment of the present invention.
In addition, a cross-sectional view taken along the line AA of FIG. 1 is shown in the left half of FIG.
2 is a sectional view taken along the line BB in the right half of FIG. This steel
The concrete composite girders 1A and 1B include a web 13 made of corrugated steel plate, an upper flange 11 made of concrete,
The lower flange 12 is made of prestressed concrete. As shown in the left half of Fig. 2, steel
The concrete upper flange 11 of the concrete composite girder 1 includes main reinforcing bars and lateral reinforcing bars, and the web 13 is inserted to the inside thereof. PC on concrete flange 11
It may contain a tension material. The lower concrete flange 12 contains main reinforcing bars, lateral reinforcing bars and PC tension members,
The web 13 is inserted to the inside thereof, and the web and the lower flange are integrated. The right half of FIG. 2 shows the steel upper flange 17 and the steel lower flange 18 attached to the joint portion. The steel flanges 17 and 18 are corrugated steel plate webs 1.
It is fixed to the top and bottom of 3, and is partially embedded in concrete, and is exposed at the joint part. This steel flange 17,1
8 is also connected between adjacent girders by butt welding, welding via a gusset plate, or bolt connection.
It is recommended to coat with concrete after connecting.
【００１４】図３に示すように、ウエブ１３は長手方向
に波形が連続する断面形状を有する。隣接する桁１Ａ、
１Ｂの波形鋼板１３の端部１４は重ね継手１５を形成す
るように、溶接１６を施して結合され、桁は連結体を形
成している。波形鋼板は、板厚が薄くても鉛直方向の曲
げ剛性、倒れ剛性が高い。波形鋼板の重ね継手１５は隣
接する桁１Ａ、１Ｂと同等の剪断力及び曲げ剛性を確保
する。なお、このウエブの連結は、ボルトを用いる形式
のものでも差支えない。As shown in FIG. 3, the web 13 has a cross-sectional shape in which the corrugations are continuous in the longitudinal direction. Adjacent digit 1A,
The ends 14 of the corrugated steel plate 13 of 1B are joined together by welding 16 so as to form a lap joint 15, and the girders form a connecting body. The corrugated steel plate has high bending rigidity and falling rigidity in the vertical direction even if the plate thickness is thin. The lap joint 15 made of corrugated steel plate secures shearing force and bending rigidity equivalent to those of the adjacent girders 1A and 1B. The web may be connected by a bolt.
【００１５】図１〜図３に示す鋼・コンクリート複合桁
１を、工場において可搬長（例えば長さ２２．５ｍ以
下）のプレテンション方式のプレキャストプレストレス
トコンクリート桁として製造し、このプレキャスト桁を
桁軸方向に結合して長尺の連結体を形成する。単桁では
この連結体を橋脚間に架設する。また、多数本の単桁を
橋脚間に並列に並べて架設し、これらを横つなぎ材で結
合し、その上面にプレキャストまたは現場打ち舗装版コ
ンクリートを形成してもよい。The steel / concrete composite girder 1 shown in FIGS. 1 to 3 is manufactured in a factory as a pretensioning type precast prestressed concrete girder having a transportable length (for example, a length of 22.5 m or less), and this precast girder is used. Along the axial direction, a long connecting body is formed. In a single girder, this connecting body is installed between the piers. In addition, a large number of single girders may be installed side by side in parallel between the piers, these may be connected by a horizontal tie member, and precast or cast-in-place pavement concrete may be formed on the upper surface thereof.
【００１６】上記プレキャスト桁を橋脚間に架設する手
段としては桁の規模、橋脚のスパンの大小等に応じて、
公知の適切な架設手段を用いればよい。図２に断面を示
す単桁に代り、図４に示す箱桁２を用いてもよい。箱桁
２は上床版２１、下床版２２、複数の波形鋼板ウエブ２
３から構成されている。この箱桁２も工場において可搬
長のプレテンション方式のプレキャストプレストレスト
コンクリート桁として製造し、架設現場に運搬し隣接す
る桁のウエブ２３同士を重ね継手溶接して連結し、連結
体とする。この場合、外ケーブルを用いることによっ
て、長さ１００ｍにも及ぶ長尺の連結体を形成すること
ができ、大スパンの架橋も可能となる。As means for erection of the above precast girder between bridge piers, depending on the scale of the girder, the size of the span of the pier, etc.,
Any known suitable erection means may be used. The box girder 2 shown in FIG. 4 may be used instead of the single girder whose cross section is shown in FIG. The box girder 2 is an upper floor plate 21, a lower floor plate 22, and a plurality of corrugated steel plate webs 2.
It consists of three. This box girder 2 is also manufactured as a pretension type precast prestressed concrete girder having a portable length in the factory, transported to an erection site, and webs 23 of adjacent girders are joined by lap joint welding to form a connected body. In this case, by using the outer cable, it is possible to form a long connecting body having a length of 100 m, and it is possible to bridge over a large span.
【００１７】[0017]
【発明の効果】本発明によれば、波形鋼板をウエブとす
る長尺の鋼・コンクリート複合桁を製作して長スパンの
桁橋を架設することができ、施工手間が少なく、軽量で
合理的な橋の構築を安価に施工することができるように
なった。According to the present invention, a long steel-concrete composite girder having a corrugated steel plate as a web can be manufactured to construct a long-span girder bridge, which requires less work, is lightweight and is rational. It became possible to construct a simple bridge at low cost.
【図１】実施例のウエブ溶接結合部の側面図である。FIG. 1 is a side view of a web welded joint of an embodiment.
【図２】図１のＡ−Ａ矢視断面図である。FIG. 2 is a sectional view taken along the line AA of FIG.
【図３】図１のＢ−Ｂ矢視断面図である。3 is a cross-sectional view taken along the line BB of FIG.
【図４】箱桁の横断面図である。FIG. 4 is a cross-sectional view of the box girder.
【符号の説明】 １（１Ａ、１Ｂ）、２ 鋼・コンクリート複合桁 １１ 上フランジ １２ 下フランジ １３ ウエブ １４ 端部 １５ 重ね継手 １６ 溶接 １７ 鋼上フランジ １８ 鋼下フランジ ２１ 上床版 ２２ 下床版 ２３ ウエブ[Explanation of symbols] 1 (1A, 1B), 2 Steel / concrete composite girder 11 Upper flange 12 Lower flange 13 Web 14 Edge 15 lap joint 16 welding 17 Steel upper flange 18 Steel bottom flange 21 Upper deck 22 Underfloor 23 Web
Claims (4)
エブとを備えた複数のプレテンション方式のプレキャス
トプレストレストコンクリート桁から成り、ウエブ端部
の上下端に補強部材を取付け、波形鋼板ウエブ及び前記
補強材を桁軸方向に結合した連結体であることを特徴と
する鋼・コンクリート複合桁。1. A precast prestressed concrete girder comprising a plurality of pretensioning type flanges provided with concrete upper and lower flanges and a corrugated steel plate web. Reinforcing members are attached to the upper and lower ends of the web end, and the corrugated steel plate web and the reinforcing member are girders. A steel-concrete composite girder characterized by a connected body that is connected in the axial direction.
波形鋼板ウエブとを備えた箱桁であることを特徴とする
請求項１記載の鋼・コンクリート複合桁。2. The steel-concrete composite girder according to claim 1, wherein the girder is a box girder provided with concrete upper and lower flanges and a corrugated steel plate web.
エブとから成る可搬長のプレキャストプレストレストコ
ンクリート桁をプレテンション方式で製作し、架設すべ
き位置の近傍に搬送し、隣接する桁のウエブ端部及び端
部補強材を桁軸方向に結合し、該結合した桁を橋脚間に
架設することを特徴とする鋼・コンクリート複合桁の架
設方法。3. A transportable precast prestressed concrete girder comprising concrete upper and lower flanges and a corrugated steel plate web is manufactured by a pretensioning method, transported to the vicinity of a position to be erected, and web ends and ends of adjacent girders. A method for erection of a steel-concrete composite girder, characterized in that part reinforcements are connected in the girder axial direction, and the connected girders are installed between bridge piers.
を特徴とする請求項３記載の鋼・コンクリート複合桁の
架設方法。4. The method for constructing a steel-concrete composite girder according to claim 3, wherein an outer cable is applied to the joined girder.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002068403A JP2003268719A (en) | 2002-03-13 | 2002-03-13 | Steel-concrete composite beam and its installation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002068403A JP2003268719A (en) | 2002-03-13 | 2002-03-13 | Steel-concrete composite beam and its installation method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2003268719A true JP2003268719A (en) | 2003-09-25 |
Family
ID=29199515
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2002068403A Withdrawn JP2003268719A (en) | 2002-03-13 | 2002-03-13 | Steel-concrete composite beam and its installation method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2003268719A (en) |
Cited By (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006022595A (en) * | 2004-07-09 | 2006-01-26 | Taisei Corp | Main pilot girder, main girder structure for erection of box girder bridge and erection method of the box girder bridge |
| JP2006316580A (en) * | 2005-05-16 | 2006-11-24 | Ps Mitsubishi Construction Co Ltd | Corrugated steel plate web pc composite beam and construction method of bridge using corrugated steel plate web pc composite beam |
| JP2009221714A (en) * | 2008-03-14 | 2009-10-01 | Ps Mitsubishi Construction Co Ltd | Composite girder bridge of prestressing steel concrete, and its erection method |
| CN103422616A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Continuous box girder adopting corrugated steel web steel and concrete composite structure |
| CN103422614A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Continuous box girder adopting corrugated steel web steel structure |
| CN103422613A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Simply supported I beam adopting corrugated steel web steel structure |
| CN103422611A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Continuous I beam adopting corrugated steel web steel structure |
| CN103422421A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Corrugated steel web steel structure simply-supported box beam |
| CN103422617A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Continuous I beam adopting corrugated steel web steel and concrete composite structure |
| CN103758027A (en) * | 2013-12-25 | 2014-04-30 | 广西科技大学 | Steel web and prestressed concrete (PC) combined box girder |
| CN103924505A (en) * | 2014-05-07 | 2014-07-16 | 河南省交通规划勘察设计院有限责任公司 | Prefabricated steel-concrete combination T beam with corrugated steel web and construction method |
| CN104032666A (en) * | 2014-06-28 | 2014-09-10 | 福州大学 | Vertical prestressed steel-concrete composite rigid frame bridge and method for constructing same |
| CN104674647A (en) * | 2015-02-05 | 2015-06-03 | 中铁大桥局集团武汉桥梁科学研究院有限公司 | Steel-concrete combination structure for hybrid girder bridge |
| CN104846732A (en) * | 2015-05-19 | 2015-08-19 | 卢国林 | Total-activity powder concrete application-based corrugated plate box beam of bridge |
| CN105926425A (en) * | 2016-04-28 | 2016-09-07 | 四川省交通运输厅公路规划勘察设计研究院 | Method for manufacturing prestressed steel box concrete beam through pre-tensioning method |
| CN106012791A (en) * | 2016-07-14 | 2016-10-12 | 湖南联智桥隧技术有限公司 | Three-span antinode I-shaped beam-transverse wave-three-steel and concrete combined T-shaped continuous beam |
| KR101698807B1 (en) * | 2016-06-21 | 2017-01-23 | 주식회사 후레씨네코리아 | Manufacturing method of the psc girder using the corrugated steel plate and the psc girder manufactured thereby |
| KR101747157B1 (en) * | 2016-06-02 | 2017-06-14 | (주)케이디이엔지 | Manufacturing method of the prestressed girder with corrugated steel web and corrugated girder or the bridge thereby |
| CN112239991A (en) * | 2020-09-01 | 2021-01-19 | 中铁工程设计咨询集团有限公司 | Common span emergency repair simply-supported steel-concrete combined beam for railway |
| CN113338152A (en) * | 2021-06-22 | 2021-09-03 | 广西北投公路建设投资集团有限公司 | Steel-concrete composite web and construction method thereof |
| CN115928557A (en) * | 2023-01-04 | 2023-04-07 | 内蒙古工业大学 | Light-weight high-strength high-toughness concrete plate steel box girder combined assembly type structure and preparation method thereof |
-
2002
- 2002-03-13 JP JP2002068403A patent/JP2003268719A/en not_active Withdrawn
Cited By (29)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006022595A (en) * | 2004-07-09 | 2006-01-26 | Taisei Corp | Main pilot girder, main girder structure for erection of box girder bridge and erection method of the box girder bridge |
| JP4528042B2 (en) * | 2004-07-09 | 2010-08-18 | 大成建設株式会社 | Construction method of box girder bridge |
| JP2006316580A (en) * | 2005-05-16 | 2006-11-24 | Ps Mitsubishi Construction Co Ltd | Corrugated steel plate web pc composite beam and construction method of bridge using corrugated steel plate web pc composite beam |
| JP2009221714A (en) * | 2008-03-14 | 2009-10-01 | Ps Mitsubishi Construction Co Ltd | Composite girder bridge of prestressing steel concrete, and its erection method |
| CN103422614B (en) * | 2013-07-18 | 2016-08-10 | 浙江中隧桥波形钢腹板有限公司 | Wavelike steel webplate steel construction continuous box girder |
| CN103422617B (en) * | 2013-07-18 | 2016-04-20 | 浙江中隧桥波形钢腹板有限公司 | The continuous i beam of Wavelike steel webplate steel-concrete combined structure |
| CN103422613A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Simply supported I beam adopting corrugated steel web steel structure |
| CN103422611A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Continuous I beam adopting corrugated steel web steel structure |
| CN103422421A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Corrugated steel web steel structure simply-supported box beam |
| CN103422617A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Continuous I beam adopting corrugated steel web steel and concrete composite structure |
| CN103422614A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Continuous box girder adopting corrugated steel web steel structure |
| CN103422616A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Continuous box girder adopting corrugated steel web steel and concrete composite structure |
| CN103422611B (en) * | 2013-07-18 | 2016-08-10 | 杭州博数土木工程技术有限公司 | The continuous I-beam of Wavelike steel webplate steel construction |
| CN103422613B (en) * | 2013-07-18 | 2016-08-10 | 杭州博数土木工程技术有限公司 | Wavelike steel webplate steel construction simply supported l beam |
| CN103422421B (en) * | 2013-07-18 | 2016-02-24 | 浙江中隧桥波形钢腹板有限公司 | Wavelike steel webplate steel work simple supported box beam |
| CN103422616B (en) * | 2013-07-18 | 2016-05-25 | 浙江中隧桥波形钢腹板有限公司 | Wavelike steel webplate steel-concrete combined structure continuous box girder |
| CN103758027A (en) * | 2013-12-25 | 2014-04-30 | 广西科技大学 | Steel web and prestressed concrete (PC) combined box girder |
| CN103924505A (en) * | 2014-05-07 | 2014-07-16 | 河南省交通规划勘察设计院有限责任公司 | Prefabricated steel-concrete combination T beam with corrugated steel web and construction method |
| CN104032666B (en) * | 2014-06-28 | 2016-02-24 | 福州大学 | A kind of vertical prestressing steel-concrete compound rigid frame bridge and construction method |
| CN104032666A (en) * | 2014-06-28 | 2014-09-10 | 福州大学 | Vertical prestressed steel-concrete composite rigid frame bridge and method for constructing same |
| CN104674647A (en) * | 2015-02-05 | 2015-06-03 | 中铁大桥局集团武汉桥梁科学研究院有限公司 | Steel-concrete combination structure for hybrid girder bridge |
| CN104846732A (en) * | 2015-05-19 | 2015-08-19 | 卢国林 | Total-activity powder concrete application-based corrugated plate box beam of bridge |
| CN105926425A (en) * | 2016-04-28 | 2016-09-07 | 四川省交通运输厅公路规划勘察设计研究院 | Method for manufacturing prestressed steel box concrete beam through pre-tensioning method |
| KR101747157B1 (en) * | 2016-06-02 | 2017-06-14 | (주)케이디이엔지 | Manufacturing method of the prestressed girder with corrugated steel web and corrugated girder or the bridge thereby |
| KR101698807B1 (en) * | 2016-06-21 | 2017-01-23 | 주식회사 후레씨네코리아 | Manufacturing method of the psc girder using the corrugated steel plate and the psc girder manufactured thereby |
| CN106012791A (en) * | 2016-07-14 | 2016-10-12 | 湖南联智桥隧技术有限公司 | Three-span antinode I-shaped beam-transverse wave-three-steel and concrete combined T-shaped continuous beam |
| CN112239991A (en) * | 2020-09-01 | 2021-01-19 | 中铁工程设计咨询集团有限公司 | Common span emergency repair simply-supported steel-concrete combined beam for railway |
| CN113338152A (en) * | 2021-06-22 | 2021-09-03 | 广西北投公路建设投资集团有限公司 | Steel-concrete composite web and construction method thereof |
| CN115928557A (en) * | 2023-01-04 | 2023-04-07 | 内蒙古工业大学 | Light-weight high-strength high-toughness concrete plate steel box girder combined assembly type structure and preparation method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| KR100423757B1 (en) | Prestressed composite truss girder and construction method of the same | |
| JP2003268719A (en) | Steel-concrete composite beam and its installation method | |
| KR100609304B1 (en) | Precast Composition I-Beam with Concrete Panel and Corrugated Steel Web Girder | |
| CN107245934A (en) | A kind of assembled steel profiled sheet concrete combined board small box girder | |
| CN108221634A (en) | The Wavelike steel webplate I-shaped composite beam bridge of maximum assembling | |
| CN105002816A (en) | Prefabricated-assembling fish-bellied I-shaped prestress steel-concrete combination continuous beam bridge and construction method | |
| KR20020071612A (en) | Pssc complex girder | |
| CN102691257A (en) | Continuous box girder made of corrugated steel web pre-tensioned prestressed concrete and construction method | |
| US5457839A (en) | Bridge deck system | |
| JP2007016594A (en) | Synthetic panel structure, panel bridge structure, and construction method for continuous synthetic beam bridge | |
| CN105064200B (en) | The fish belly truss prestressing force steel reinforced concrete combination simply supported girder bridge of precast assembly and its construction method | |
| CN110656566A (en) | Assembled combined box girder and construction method thereof | |
| CN110846996A (en) | Construction method of continuous composite beam bridge and continuous composite beam bridge | |
| CN211522899U (en) | Long-span steel-concrete composite beam convenient to erect by bridge girder erection machine | |
| JP2006009449A (en) | Truss panel girder and precast truss panel | |
| KR20140144035A (en) | The hybrid girder structures prestressed by using the external prestressing mechanism, and the construction method by rigid connection | |
| CN207846187U (en) | A kind of Wavelike steel webplate I-shaped composite beam bridge of maximum assembling | |
| KR101209674B1 (en) | The site built-up hybrid girder which is prestressed by gap difference of connection face of blocks | |
| CN108221636B (en) | Steel-concrete composite beam bridge constructed by adopting bracket-free scheme for midspan and bridge forming method | |
| CN205188793U (en) | Prefabricated fish belly I shape prestressing force steel and concrete composite continuous bridge of assembling | |
| CN211735002U (en) | Steel-concrete combined beam bridge capable of being installed quickly | |
| KR200431821Y1 (en) | The Method of Construction for Continuous Bridge made by Prestressed Concrete I-Shape Girder | |
| US5966764A (en) | Roll beam girder system for bridges | |
| CN114592440B (en) | Upper structure of assembled steel-concrete combined bridge and construction process thereof | |
| CN110863417A (en) | Steel-concrete combined beam bridge capable of being installed quickly and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A300 | Withdrawal of application because of no request for examination |
Free format text: JAPANESE INTERMEDIATE CODE: A300 Effective date: 20050607 |