JP2010037833A - Bridge extrusion erection construction method - Google Patents

Bridge extrusion erection construction method Download PDF

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JP2010037833A
JP2010037833A JP2008202855A JP2008202855A JP2010037833A JP 2010037833 A JP2010037833 A JP 2010037833A JP 2008202855 A JP2008202855 A JP 2008202855A JP 2008202855 A JP2008202855 A JP 2008202855A JP 2010037833 A JP2010037833 A JP 2010037833A
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bridge girder
bridge
girder
construction method
extrusion
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Shuhei Ono
秀平 小野
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Shimizu Construction Co Ltd
Shimizu Corp
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Shimizu Construction Co Ltd
Shimizu Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a bridge extrusion erection construction method which makes possible erection while controlling distortion generated in a bridge girder. <P>SOLUTION: A first bridge girder and a second bridge girder are extruded to a predetermined position where the ends of the first bridge girder and the second bridge girder become opposite to each other at predetermined spacing while joining the first bridge girder and the second bridge girder to each other from both sides one by one. A pair of fasteners is attached to the bridge surface of the first bridge girder and the second bridge girder in the bridge axial direction at predetermined spacing, and straining force is introduced to a tendon which connects between the pair of fasteners. Because of the straining force, a compression force acts on the bridge girder in the bridge axial direction, and the displacement of the ends of the first bridge girder and the second bridge girder is controlled. Then the closure of the first bridge girder and the second bridge girder is performed. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

本発明は橋梁の押出し架設工法に係り、特に押出し橋桁の先端部に発生する撓みを低減して橋桁の架設の精度を高めるようにした橋梁押出し架設工法に関する。   The present invention relates to a bridge extrusion construction method, and more particularly to a bridge extrusion construction method in which bending accuracy generated at the tip of an extrusion bridge girder is reduced to increase the accuracy of bridge girder construction.

従来、各種橋梁形式や架橋地点の条件等に適した橋梁の様々な架設工法が提案され、実施されている。その中でも、押出し架設工法は、橋脚間にベントの設置が困難である場合など、桁下空間の使用が制限される場合等に一般に用いられている。   Conventionally, various bridge construction methods suitable for various types of bridges and conditions of bridge points have been proposed and implemented. Among them, the extrusion erection method is generally used when the use of under-girder space is restricted, such as when it is difficult to install a vent between piers.

図４は、従来の押出し架設工法によりプレストレストコンクリート（以下ＰＣとする）製の橋桁が架設されている様子を示した側面図である。また、図５は、図４中で示した“Ｖ”部の拡大図を示している。
橋桁５０を構成する橋桁ブロック（本明細書では橋桁５０を破線で区切った個々の部位をブロックと呼ぶ。）は、図４の両サイド（いわゆる起点側、終点側の両方。本明細書では、図中左側を起点側とする。）に示した製作ヤード７０で製作する。そして、製作した橋桁ブロックに、順次隣接する橋桁ブロックを公知の接合手段で連結して、橋桁５０を形成していく。このように所定スパンの橋桁５０を構成し、自走台車６２や橋脚天端に設置された押出し装置６３により図中矢印で示した方向に橋桁５０を順次押出す。そして、押出したそれぞれの橋桁５０を、橋脚６０上やベント６１上に設置されたローラ６４を介して送り出し、中央径間Ｌに張り出した状態で所定の間隔Ｌ１をあけて架設する。次に、この間隔Ｌ１からなる空間に、鉄筋工等の工程を経た後コンクリートを打設して閉合し、一連の橋桁５０を構成する。このような押出し架設工法を採用することで、道路７５等の交差物件に支障をきたすことなく、橋桁５０を架設することができる。 FIG. 4 is a side view showing a state in which a prestressed concrete (hereinafter referred to as PC) bridge girder is installed by a conventional extrusion construction method. FIG. 5 shows an enlarged view of the “V” portion shown in FIG.
The bridge girder blocks constituting the bridge girder 50 (in this specification, individual portions obtained by dividing the bridge girder 50 with broken lines are called blocks) are both sides of FIG. 4 (both the so-called start side and end point side. In this specification, The left side in the figure is the starting point side). Then, the bridge girder 50 is formed by sequentially connecting the adjacent bridge girder blocks to the manufactured bridge girder block by a known joining means. In this way, the bridge girder 50 having a predetermined span is configured, and the bridge girder 50 is sequentially pushed out in the direction indicated by the arrows in the figure by the pushing device 63 installed at the self-propelled carriage 62 or the pier top. Then, each extruded bridge girder 50 is sent out via a roller 64 installed on a bridge pier 60 or a vent 61, and is erected at a predetermined interval L1 in a state of projecting to the center span L. Next, after passing through a process such as a reinforcing bar in the space formed by the interval L1, concrete is placed and closed to form a series of bridge girders 50. By adopting such an extrusion erection method, the bridge girder 50 can be erected without hindering the crossing property such as the road 75.

しかしながら、中央径間Ｌにおいて張出した橋桁５０は、図５に示すように、下側に撓み、隣接する橋桁５０同士を精度良く取り合わせることが難しい場合があった。特に、橋桁５０の張り出し長が大きい場合には、橋桁５０の撓みも大きくなり、完成時の出来形精度の確保が難しかった。一般にこのような自重による撓みを考慮して、橋桁５０を予め上げ越して（キャンバーを付加して）製作することが行なわれるが、押出し架設工法の特性上、橋桁５０の縦断あるいは横断方向を直線あるいは単Ｒに設定することが好ましいため、製作時にキャンバーを付加することが難しい。   However, as shown in FIG. 5, the bridge girder 50 protruding at the center span L may be bent downward, and it may be difficult to join adjacent bridge girders 50 with high accuracy. In particular, when the overhang length of the bridge girder 50 is large, the bending of the bridge girder 50 is also large, and it is difficult to ensure the accuracy of the completed shape when completed. In general, considering the bending due to its own weight, the bridge girder 50 is preliminarily raised (added with camber), but due to the characteristics of the extrusion construction method, the longitudinal or transverse direction of the bridge girder 50 is linear. Or since it is preferable to set to single R, it is difficult to add a camber at the time of manufacture.

特許文献１には、対向する橋桁端部に互いに凹凸嵌合する雌雄ガイドキーを配置して、橋桁を押出してこの雌雄ガイドキーを嵌合させることで、接続する橋桁同士の中心軸を自動的に一致することができるとする発明が記載されている。
特開２００５−１６３４０９公報 In Patent Document 1, a male and female guide key that fits unevenly is arranged at the opposite bridge girder ends, the bridge girder is pushed out, and this male and female guide key is fitted, so that the central axis of the bridge girder to be connected is automatically set. The invention is described as being able to match.
JP 2005-163409 A

しかし、特許文献１に開示された発明では、張出した橋桁５０の撓みが大きい場合には、雌雄ガイドキーを嵌合させることが困難となる。そのため、雌雄ガイドキーを嵌合することができない場合には、橋脚等にジャッキを配置して橋桁５０を持ち上げなければならない。しかし、橋桁の張り出し量が大きい場合は、橋桁端面を合わせるのには相当量のジャッキアップが必要となり、作業量も多くなる。   However, in the invention disclosed in Patent Document 1, it is difficult to fit the male and female guide keys when the overhanging bridge girder 50 is largely bent. Therefore, when the male and female guide keys cannot be fitted, the bridge girder 50 must be lifted by placing a jack on the pier. However, if the amount of overhanging of the bridge girder is large, a considerable amount of jack-up is required to match the bridge girder end faces, and the amount of work increases.

本発明は、このような問題点を解決するためになされたものであり、橋桁に発生する撓みを低減しながら架設することができる橋梁押出し架設工法を提供することを目的とする。   The present invention has been made to solve such problems, and an object of the present invention is to provide a bridge push-out construction method that can be constructed while reducing the bending that occurs in a bridge girder.

上記目的を達成するため、本発明の第１の観点に係る押出し架設工法は、第１の橋桁と第２の橋桁とを両側から順次接合しつつ押出し、該第１の橋桁と第２の橋桁とを閉合架設する橋梁押出し架設工法において、前記第１の橋桁および前記第２の橋桁の中立軸より上方に、橋軸方向に作用する圧縮力を導入して、該第１の橋桁，第２の橋桁の押出し時に端部に生じる撓みを低減して前記第１の橋桁と前記第２の橋桁とを閉合することを特徴とする。   In order to achieve the above object, an extrusion construction method according to the first aspect of the present invention includes a first bridge girder and a second bridge girder which are extruded while sequentially joining the first bridge girder and the second bridge girder from both sides. In the bridge extrusion construction method, the first bridge girder and the second bridge girder are introduced by introducing a compressive force acting in the bridge axis direction above the neutral axis of the first bridge girder and the second bridge girder. The first bridge girder and the second bridge girder are closed by reducing the bending generated at the end when the bridge girder is pushed out.

また、上記目的を達成するため、本発明の第２の観点に係る押出し架設工法は、橋桁ブロックを順次接合しつつ押出して所定箇所に架設する橋梁押出し架設工法において、前記橋桁の中立軸より上方に、橋軸方向に作用する圧縮力を導入して、該橋桁の先端部の撓みを低減し、該橋桁の先端部を押出し先位置の下部構造に到達させることを特徴とする。   In order to achieve the above object, the extrusion construction method according to the second aspect of the present invention is a bridge extrusion construction method in which the bridge girder blocks are extruded while being sequentially joined, and installed at a predetermined location, above the neutral axis of the bridge girder. In addition, a compressive force acting in the direction of the bridge axis is introduced to reduce the bending of the end portion of the bridge girder so that the end portion of the bridge girder reaches the lower structure at the extrusion destination position.

前記橋桁の橋面上に所定の間隔をあけて一対の止め具を取り付け、前記一対の止め具間を緊張材で接続し、前記緊張材に緊張力を導入して、前記圧縮力を導入してもよい。   A pair of stoppers are mounted on the bridge surface of the bridge girder at a predetermined interval, the pair of stoppers are connected with a tension material, a tension force is introduced into the tension material, and the compression force is introduced. May be.

以上のように本発明によれば、押し出し時に橋桁に発生する撓みを低減させて、高精度に橋桁を架設することができる架設工法を提供することができるという効果を奏する。   As described above, according to the present invention, there is an effect that it is possible to provide a construction method capable of reducing the bending generated in the bridge girder at the time of extrusion and erection the bridge girder with high accuracy.

図１は、本発明の実施形態に係る押出し架設工法により架設されている橋桁の張り出し部に着目した側面図である。本実施形態に係る押出し架設工法の大部分の工程は、図４をもとに説明した従来の架設工法と同様であるため、上述した説明と異なる点を中心に説明する。
図に示すように、両サイドから押出されたそれぞれの橋桁１０は、その端面を対向するように、橋脚２０から張り出した状態で架設されている。それぞれの橋桁１０先端付近の橋面上には第１の止め具１１ａが取り付けられており、この第１の止め具１１ａから所定の間隔をあけて第２の止め具１１ｂ（以下、第１の止め具１１ａと第２の止め具１１ｂとを区別しない場合は、止め具１１と記す）が橋面上に取り付けられている。そして、第１の止め具１１ａと第２の止め具１１ｂとには、両者を接続するワイヤ１２が取り付けられている。 FIG. 1 is a side view paying attention to an overhanging portion of a bridge girder constructed by an extrusion construction method according to an embodiment of the present invention. Since most of the steps of the extrusion erection method according to this embodiment are the same as those of the conventional erection method described with reference to FIG. 4, the description will focus on differences from the above description.
As shown in the figure, each bridge girder 10 extruded from both sides is erected in a state of projecting from the bridge pier 20 so that the end faces thereof are opposed to each other. A first stopper 11a is attached on the bridge surface near the tip of each bridge girder 10, and a second stopper 11b (hereinafter referred to as a first stopper 11a) is spaced from the first stopper 11a by a predetermined distance. In the case where the stopper 11a and the second stopper 11b are not distinguished from each other, a stopper 11) is attached on the bridge surface. And the wire 12 which connects both is attached to the 1st stopper 11a and the 2nd stopper 11b.

図２は図１中の矢視II-IIで示した橋桁の断面斜視図を示している。図に示すように、第１の止め具１１ａ、第２の止め具１１ｂ、及び両者を接続するワイヤ１２は、橋軸方向に沿って２列、橋面上に設置されている。止め具１１は、ベースプレート１１ｃと、ベースプレート１１ｃに溶接されＰＣケーブルが定着するケーブル定着部１１ｄとから構成されており、止め具１１はアンカーボルト１１ｅにより橋面上に固定されている。ケーブル１２は、例えばPC鋼より線から構成されている。ケーブル１２には、所定の緊張力を導入し、ケーブル１２の両端部に備えた図示しない定着具を介して、第１の止め具１１ａと第２の止め具１１ｂとを接続する。   FIG. 2 shows a cross-sectional perspective view of the bridge girder indicated by arrows II-II in FIG. As shown in the figure, the first stopper 11a, the second stopper 11b, and the wires 12 connecting the two are installed on the bridge surface in two rows along the bridge axis direction. The stopper 11 includes a base plate 11c and a cable fixing portion 11d that is welded to the base plate 11c and fixes the PC cable. The stopper 11 is fixed on the bridge surface by anchor bolts 11e. The cable 12 is made of, for example, PC steel strand. A predetermined tension force is introduced into the cable 12, and the first stopper 11 a and the second stopper 11 b are connected through fixing tools (not shown) provided at both ends of the cable 12.

以上の構成により、張出し状態にある橋桁１０に発生する撓みは、ケーブル１２に導入した緊張力により低減される。これは、ケーブル１２に導入した緊張力の作用位置（定着位置）が、橋桁１０の中立軸の位置から離れていることによって付加された曲げモーメントに起因する。   With the above configuration, the bending generated in the bridge girder 10 in the overhang state is reduced by the tension force introduced into the cable 12. This is due to the bending moment applied when the tension force applied position (fixing position) introduced into the cable 12 is away from the neutral axis position of the bridge girder 10.

このように、張出し状態にある橋桁１０の撓みを低減することで、隣接する橋桁１０同士を容易に取り合わせることができる。そして、ケーブル１２に緊張力を導入した状態で閉合部に鉄筋工等の施工を行ない、さらにコンクリートを打設して橋桁１０を閉合する。次に、閉合部に打設したコンクリートが所定の強度を発揮するまで養生期間を設けた後、ケーブル１２の緊張状態を開放して止め具１１を橋面から取り外す。   In this way, by reducing the bending of the bridge girder 10 in the overhanging state, the adjacent bridge girders 10 can be easily combined. Then, with the tension force introduced into the cable 12, construction such as a reinforcing bar is performed on the closing portion, and concrete is placed to close the bridge girder 10. Next, after providing a curing period until the concrete cast in the closing portion exhibits a predetermined strength, the tension state of the cable 12 is released and the stopper 11 is removed from the bridge surface.

なお、ケーブル１２に緊張力を導入する時期については、橋桁１０の押出し時に既に導入しておいてもよいし、あるいは橋桁１０の閉合作業の直前に導入してもよい。いずれにしても、ケーブル１２に導入する緊張力による橋桁１０に発生する断面力の増分を、橋桁１０の設計に反映させておく必要がある。   In addition, about the time which introduce | transduces tension | tensile_strength in the cable 12, you may already introduce at the time of extrusion of the bridge girder 10, or you may introduce just before the closing operation | work of the bridge girder 10. FIG. In any case, it is necessary to reflect the increment of the cross-sectional force generated in the bridge girder 10 due to the tension force introduced into the cable 12 in the design of the bridge girder 10.

以上のように本発明に係る押出し架設工法を用いると、橋面上に取り付けた止め具１１を介してケーブル１２に緊張力を導入することで、張出し状態となった橋桁１０の撓みを低減して、隣接する橋桁１０同士を容易に取り合わせることが可能となる。特に、止め具１１ａを橋桁１０の先端付近に取付けているため、橋桁１０先端部の調整が非常に容易である。また、ケーブル１２に導入する緊張力を調整することで、所定の出来形精度を確保することができる。   As described above, when the extrusion construction method according to the present invention is used, the bending force of the bridge girder 10 in the overhanging state is reduced by introducing tension to the cable 12 through the stopper 11 attached on the bridge surface. Thus, the adjacent bridge beams 10 can be easily combined. In particular, since the stopper 11a is attached in the vicinity of the tip of the bridge girder 10, adjustment of the tip of the bridge girder 10 is very easy. Further, by adjusting the tension force introduced into the cable 12, it is possible to ensure a predetermined shape accuracy.

上述した実施形態では、張出し状態となった橋桁１０の撓みを低減して、隣接する橋桁１０同士を取り合わせたり、出来高精度を確保する目的でケーブル１２に緊張力を導入したが、以下に示す他の実施形態であっても本発明の効果を享受することができる。
図３は、本発明の他の実施形態に係る押出し架設工法（図中矢印方向に押出す）により架設されている橋桁の張出し部に着目した側面図である。本実施形態では、鋼製のトラスからなる手延機１５が、橋桁１０の先端に取り付けられている。手延機１５は、いち早く隣接する橋脚２０等の下部構造に到達することで、橋桁１０が橋脚２０から張出した状態を減らし橋桁１０に作用する断面力を低減する目的で用いられる。本実施形態では、手延機１５上に止め具１１ａが、橋桁１０の橋面上に止め具１１ｂが取り付けられ、これらの間をケーブル１２が接続する構成となっている。 In the embodiment described above, the tension of the cable 12 is introduced for the purpose of reducing the bending of the bridge girder 10 in the overhanging state and combining the adjacent bridge girders 10 or ensuring the accuracy of the finished product. Even in this embodiment, the effect of the present invention can be enjoyed.
FIG. 3 is a side view focusing on an overhang portion of a bridge girder constructed by an extrusion construction method (extrusion in the direction of the arrow in the figure) according to another embodiment of the present invention. In the present embodiment, a spreader 15 made of a steel truss is attached to the tip of the bridge girder 10. The hand extender 15 is used for the purpose of reducing the cross-sectional force acting on the bridge girder 10 by reducing the state in which the bridge girder 10 protrudes from the pier 20 by quickly reaching the lower structure of the adjacent pier 20 or the like. In this embodiment, the stopper 11a is attached on the handbill 15, the stopper 11b is attached on the bridge surface of the bridge girder 10, and the cable 12 is connected between them.

このような構成により、手延機１５が下方に垂れさがり橋脚２０上に到達できないおそれがある場合に、ケーブル１２に緊張力を導入して手延機１５を上方に変位させることで、手延機１５を橋脚２０上に到達させることができる。
なお、本実施形態では、橋桁１０の先端に手延機１５を設置した場合について説明したが、手延機１５を設置しない場合には、橋桁１０の先端付近に止め具１１ａを取り付け、緊張材１２に緊張力を導入して橋桁１０の先端部を上方に変位させることで、橋桁１０を橋脚２０上に到達できるようにしてもよい。 With such a configuration, when there is a possibility that the billing machine 15 hangs down and cannot reach the pier 20, by introducing tension to the cable 12 and displacing the billing machine 15 upward, The machine 15 can reach the pier 20.
In addition, although this embodiment demonstrated the case where the handbill 15 was installed in the front-end | tip of the bridge girder 10, when the handbill 15 was not installed, the stopper 11a was attached to the front-end | tip vicinity of the bridge girder 10, and tension material The bridge girder 10 may be able to reach the bridge pier 20 by introducing tension to 12 and displacing the tip of the bridge girder 10 upward.

本発明は上述した実施形態に限られず、様々な変形及び応用が可能である。上述した実施形態では、橋面に２列のケーブル１２を配したが、これは一例を示したに過ぎず、橋桁１０の撓みを低減するために必要な力等をもとにして、適切なケーブル１２の本数を設定するのがよい。また、止め具１１も橋桁１０の中立軸上方でケーブル１２を定着することができる構造であればよく、上述した構造に限定するものではない。   The present invention is not limited to the above-described embodiments, and various modifications and applications are possible. In the above-described embodiment, the two rows of cables 12 are arranged on the bridge surface. However, this is merely an example, and an appropriate force is used based on the force necessary to reduce the bending of the bridge girder 10. The number of cables 12 should be set. Moreover, the stopper 11 should just be a structure which can fix the cable 12 above the neutral axis of the bridge girder 10, and is not limited to the structure mentioned above.

また、上述した実施形態では、ＰＣ桁からなる橋桁について説明してきたが、当然ながら鋼桁について採用しても、本発明の効果を享受することができる。   Moreover, although the bridge girder which consists of PC girders was demonstrated in embodiment mentioned above, even if it employ | adopts about a steel girder naturally, the effect of this invention can be enjoyed.

本発明の実施形態に係る押出し架設工法により架設されている橋桁の張り出し部に着目した側面図。The side view which paid its attention to the overhang | projection part of the bridge girder constructed | assembled by the extrusion construction method concerning embodiment of this invention. 図１中の矢視ＩＩ−ＩＩで示した橋桁の断面斜視図。The cross-sectional perspective view of the bridge girder shown by arrow II-II in FIG. 本発明の他の実施形態に係る押出し架設工法により架設されている橋桁の張出し部に着目した側面図。The side view which paid its attention to the overhang | projection part of the bridge girder constructed by the extrusion construction method concerning other embodiment of this invention. 従来の押出し架設工法により橋桁が架設されている様子を示した側面図。The side view which showed a mode that the bridge girder was constructed by the conventional extrusion construction method. 図４中で示した“Ｖ”部の拡大図。The enlarged view of the "V" part shown in FIG.

符号の説明Explanation of symbols

１０，５０ 橋桁
１１ａ，１１ｂ 止め具
１２ ケーブル
１５ 手延機
２０，６０ 橋脚
３０，７５ 道路
７０ 製作ヤード 10, 50 Bridge girder 11a, 11b Stopper 12 Cable 15 Hand extender 20, 60 Bridge pier 30, 75 Road 70 Production yard

Claims (3)

第１の橋桁と第２の橋桁とを両側から順次接合しつつ押出し、該第１の橋桁と第２の橋桁とを閉合架設する橋梁押出し架設工法において、
前記第１の橋桁および前記第２の橋桁の中立軸より上方に、橋軸方向に作用する圧縮力を導入して、該第１の橋桁，第２の橋桁の押出し時に端部に生じる撓みを低減して前記第１の橋桁と前記第２の橋桁とを閉合することを特徴とする押出し架設工法。 In the bridge extrusion construction method in which the first bridge girder and the second bridge girder are extruded while being joined sequentially from both sides, and the first bridge girder and the second bridge girder are closed and constructed,
By introducing a compressive force acting in the direction of the bridge axis above the neutral axis of the first bridge girder and the second bridge girder, bending that occurs at the end when the first bridge girder and the second bridge girder are pushed out is introduced. An extrusion construction method characterized by reducing and closing the first bridge girder and the second bridge girder. 橋桁ブロックを順次接合しつつ押出して所定箇所に架設する橋梁押出し架設工法において、
前記橋桁の中立軸より上方に、橋軸方向に作用する圧縮力を導入して、該橋桁の先端部の撓みを低減し、該橋桁の先端部を押出し先位置の下部構造に到達させることを特徴とする押出し架設工法。 In the bridge extrusion construction method of piercing the bridge girder blocks while sequentially joining them,
Introducing a compressive force acting in the direction of the bridge axis above the neutral axis of the bridge girder, reducing the bending of the bridge girder tip, and allowing the bridge girder tip to reach the lower structure at the extrusion destination position. A characteristic extrusion construction method. 前記橋桁の橋面上に所定の間隔をあけて一対の止め具を取り付け、前記一対の止め具間を緊張材で接続し、前記緊張材に緊張力を導入して、前記圧縮力を導入することを特徴とする請求項１又は請求項２に記載の橋梁押出し架設工法。   A pair of stoppers are attached to the bridge surface of the bridge girder at a predetermined interval, the pair of stoppers are connected with a tension material, a tension force is introduced into the tension material, and the compression force is introduced. The bridge extrusion construction method according to claim 1 or 2, characterized by the above.
JP2008202855A 2008-08-06 2008-08-06 Bridge extrusion erection construction method Pending JP2010037833A (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101864735A (en) * 2010-07-16 2010-10-20 中铁二局股份有限公司 Construction method of stayed-cable
CN102660926A (en) * 2012-05-04 2012-09-12 秦皇岛天业通联重工股份有限公司 Hole passing-through method capable of reducing counter force of rear landing leg and used for segmental splicing walking bridge girder erection machine
CN102926329A (en) * 2012-11-23 2013-02-13 江苏省交通工程集团有限公司 Device dedicated for lifting steel box beam of small and medium-sized long-span suspension bridge and lifting method
CN114892523A (en) * 2022-01-07 2022-08-12 中铁十六局集团第五工程有限公司 Bridge side span closure construction method

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101864735A (en) * 2010-07-16 2010-10-20 中铁二局股份有限公司 Construction method of stayed-cable
CN102660926A (en) * 2012-05-04 2012-09-12 秦皇岛天业通联重工股份有限公司 Hole passing-through method capable of reducing counter force of rear landing leg and used for segmental splicing walking bridge girder erection machine
CN102926329A (en) * 2012-11-23 2013-02-13 江苏省交通工程集团有限公司 Device dedicated for lifting steel box beam of small and medium-sized long-span suspension bridge and lifting method
CN102926329B (en) * 2012-11-23 2015-01-21 江苏省交通工程集团有限公司 Device dedicated for lifting steel box beam of small and medium-sized long-span suspension bridge and lifting method
CN114892523A (en) * 2022-01-07 2022-08-12 中铁十六局集团第五工程有限公司 Bridge side span closure construction method

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