JPH05331808A - Erection method for reversed langer arch bridge - Google Patents
Erection method for reversed langer arch bridgeInfo
- Publication number
- JPH05331808A JPH05331808A JP4160075A JP16007592A JPH05331808A JP H05331808 A JPH05331808 A JP H05331808A JP 4160075 A JP4160075 A JP 4160075A JP 16007592 A JP16007592 A JP 16007592A JP H05331808 A JPH05331808 A JP H05331808A
- Authority
- JP
- Japan
- Prior art keywords
- concrete
- arch
- langer
- stiffening girder
- arch bridge
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明は、逆ランガーアーチ橋の
架設方法に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing an inverted Langer arch bridge.
【０００２】[0002]
【従来の技術】逆ランガーアーチ橋が日本でも架設され
るようになったが、従来の施工方法は図６に示すような
装置を使用して行われていた。すわなち、補剛桁ａ上に
大型特殊トラベラーｂを走行させて行うものであるが、
この大型特殊トラベラーｂはそこから吊り下げた型枠ｃ
上でアーチリブｄを構築することが可能な大型の特殊な
装置であった。そしてこのような従来の方法は、仮設の
斜吊り材として通常のＰＣ鋼棒ｅを順次継手ｆで接続し
て使用している。2. Description of the Related Art Although a reverse Langer arch bridge has been constructed in Japan, the conventional construction method has been performed by using a device as shown in FIG. That is, the large special traveler b is run on the stiffening girder a,
This large special traveler b is a form c suspended from it.
It was a large special device that could build the arch rib d above. In such a conventional method, a normal PC steel rod e is sequentially connected by a joint f and used as a temporary slant material.
【０００３】[0003]
【発明が解決しようとする問題点】前記した従来の逆ラ
ンガーアーチ橋の架設方法にあっては、次のような問題
点がある。 ＜イ＞補剛桁ａの構築と、アーチリブｄの構築とを分離
して行うことができない。そのために工程が相互に拘束
され、不経済なものであった。 ＜ロ＞アーチリブｄの構築時の荷重も補剛桁ａに伝達さ
れる。そのために構築途中の補剛桁ａに大きな荷重が作
用する、不利な状態で施工することになる。 ＜ハ＞ＰＣ鋼棒ｅを採用しているため、ケーブルと比較
して継手ｆによる延長が必要となる。 そうしたＰＣ鋼棒ｅは取扱いが困難であり、そのために
継手ｆの作業手間に多くの時間を費やしている。 ＜ニ＞ＰＣ鋼棒ｅの配置や継手ｆ作業のために、アーチ
リブｄの上にいったん足場ｇを組み立て、その後に解体
するといった作業が必要になる。Problems to be Solved by the Invention The above-mentioned conventional method for constructing an inverted Langer arch bridge has the following problems. <A> The construction of the stiffening girder a and the construction of the arch rib d cannot be performed separately. As a result, the processes are mutually restricted, which is uneconomical. <B> The load when the arch rib d is constructed is also transmitted to the stiffening girder a. Therefore, the construction is performed in a disadvantageous state in which a large load acts on the stiffening girder a during construction. <C> Since the PC steel rod e is adopted, extension by the joint f is required as compared with the cable. Such a PC steel rod e is difficult to handle, and therefore a lot of time is spent on the work of the joint f. <D> For arranging the PC steel rod e and working the joint f, it is necessary to once assemble the scaffold g on the arch rib d and then disassemble the scaffold g.
【０００４】[0004]
【本発明の目的】本発明は上記したような従来の逆ラン
ガーアーチ橋の架設方法の問題点を改善するためになさ
れたもので、斜吊り材の長さの管理が不要で、継手作業
を必要とせず、施工管理、品質管理において進歩してい
る逆ランガーアーチ橋の架設方法を提供することを目的
とする。また本発明は補剛桁の構築とアーチリブの構築
とを切り離して行うことのできる逆ランガーアーチ橋の
架設方法を提供することを目的とする。さらに本発明
は、補剛桁の応力状態を有利にとることのできる逆ラン
ガーアーチ橋の架設方法を提供することを目的とする。SUMMARY OF THE INVENTION The present invention has been made in order to solve the problems of the conventional method for constructing an inverted Langer arch bridge as described above. It is an object of the present invention to provide an erection method for a reverse Langer arch bridge, which is not required and has advanced in construction management and quality control. It is another object of the present invention to provide a method for constructing an inverted Langer arch bridge, which allows the construction of stiffening girders and the construction of arch ribs to be performed separately. A further object of the present invention is to provide a method for constructing an inverted Langer arch bridge that can advantageously take the stress state of a stiffener girder.
【０００５】[0005]
【問題点を解決するための手段】すなわち本発明は、ア
ーチリブの上部に複数の鉛直材を設け、この複数の鉛直
材の上端に補剛桁を設ける逆ランガーアーチ橋の架設に
おいて、水平方向の桁である補剛桁は、既設の補剛桁の
上部を移動するトラベラーによって吊り下げた型枠にコ
ンクリートを打設して構築し、アーチリブは鉛直材と補
剛桁の交点に一端を取り付けたＰＣ鋼より線によって自
走式支保工を吊り上げた状態でコンクリートを打設して
構築し、コンクリートの硬化後に型枠を支持していたＰ
Ｃ鋼より線をコンクリートの支持部材として盛り変え、
このアーチリブの先端に鉛直材を取り付け、上記の作業
を繰り返して行う、逆ランガアーチ橋の架設方法であ
る。[Means for Solving the Problems] That is, according to the present invention, in the construction of an inverted Langer arch bridge in which a plurality of vertical members are provided on the upper portions of the arch ribs and stiffening girders are provided at the upper ends of the plurality of vertical members, The stiffening girder, which is a girder, was constructed by placing concrete on a form frame suspended by a traveler that moved above the existing stiffening girder, and one end was attached to the arch rib at the intersection of the vertical material and the stiffening girder. P was constructed by placing concrete in a state where the self-propelled support structure was hung by PC steel stranded wire and supporting the formwork after the concrete hardened.
Reinforce the C stranded wire as a concrete support member,
This is a method of constructing an inverted Langa arch bridge in which a vertical member is attached to the tip of this arch rib and the above-mentioned work is repeated.
【０００６】[0006]
【本発明の構成】以下図面を参照しながら本発明の逆ラ
ンガーアーチ橋の架設方法について説明する。DETAILED DESCRIPTION OF THE INVENTION The construction method of an inverted Langer arch bridge according to the present invention will be described below with reference to the drawings.
【０００７】＜イ＞補剛桁ブロックの張り出し 従来公知の方法によって、鉛直材２の上端に位置する補
剛桁１のブロックを順次張り出して行く。この場合に張
り出したブロックを保持するトラベラー３が必要になる
が、従来はアーチリブ４の重量まで保持したから、特殊
な大型のものが必要であった。しかし本発明で使用する
トラベラー３は後述するようにアーチリブ４の重量は負
担しないから、簡易な装置によって目的を達成すること
ができる。代表的なトラベラーの構造を比較すると、従
来のものが１３０トン程度であると、本発明で使用する
一般型のトラベラー３は６０トン程度の簡易なもので十
分である。<B> Overhang of stiffening girder block The block of the stiffening girder 1 located at the upper end of the vertical member 2 is successively overhanged by a conventionally known method. In this case, the traveler 3 for holding the overhanging block is required, but conventionally, since the weight of the arch rib 4 is held, a special large-sized one is required. However, the traveler 3 used in the present invention does not bear the weight of the arch ribs 4 as will be described later, so that the object can be achieved by a simple device. Comparing the structures of typical travelers, if the conventional type has a weight of about 130 tons, the general type traveler 3 used in the present invention may be as simple as about 60 tons.
【０００８】＜ロ＞アーチリブ４型枠のセット アーチリブ４の延長のために、型枠をセットする。この
型枠は自走式の支保工５を使用し、この支保工５によっ
て型枠を保持して内部にコンクリートを打設して行うも
のである。この支保工５は、鉛直材２と補剛桁１の交点
に一端を取り付けたＰＣ鋼より線６によって吊り下げた
状態でその位置を保持する。したがって、補剛桁１上部
のトラベラー３で重量を保持する必要はない。このＰＣ
鋼より線６の一端を、支保工５の先端側に固定し、他端
は鉛直材２と補剛桁１の交点付近に固定する。このよう
にＰＣ鋼より線６を使用するために、ＰＣ鋼棒の場合の
ように中間での継手の接続作業や寸法の管理の必要がな
く、作業がきわめて迅速である。こうしてＰＣ鋼より線
６によって先端側を支持した支保工５の上に型枠をセッ
トし、この型枠内にコンクリートを打設して１ブロック
分のアーチリブ４の構築を完了する。<B> Setting of Arch Rib 4 Form Frame In order to extend the arch rib 4, a form frame is set. This formwork uses a self-propelled supporter 5, and the supporter 5 holds the formwork and places concrete inside. This supporting structure 5 holds its position in a state of being suspended by a PC steel wire 6 having one end attached to the intersection of the vertical member 2 and the stiffening girder 1. Therefore, it is not necessary to hold the weight by the traveler 3 above the stiffening girder 1. This PC
One end of the steel stranded wire 6 is fixed to the tip end side of the support work 5, and the other end is fixed near the intersection of the vertical member 2 and the stiffening girder 1. Since the PC steel stranded wire 6 is used in this manner, the work for connecting the joint in the middle and the control of the dimensions are not required as in the case of the PC steel rod, and the work is extremely quick. In this way, the mold is set on the support 5 whose tip side is supported by the PC steel wire 6, and concrete is placed in the mold to complete the construction of the arch rib 4 for one block.
【０００９】＜ハ＞ＰＣ鋼より線の盛り替え コンクリートが支保工５上で硬化したら、その後に型枠
を支持していたＰＣ鋼より線をコンクリートの支持部材
として盛り替える。そのために例えばＰＣより鋼線の先
端にコンクリート内へ埋め込みナットよりなる定着装置
を取り付け、この定着装置にはボルトを捩じ込み、この
ボルトによって支保工や型枠を支持するような構成を採
用する。こうした構成において、コンクリートの硬化後
にボルトを外部から取り外すと、コンクリート部材と型
枠や支保工とが分離する。その結果ＰＣ鋼より線の先端
によって、コンクリート部材のすべての重量を支持する
ことになり、盛り替えが完了する。<C> Replenishment of PC steel stranded wire After the concrete is hardened on the support 5, the PC steel stranded wire supporting the formwork is refilled as a concrete supporting member. Therefore, for example, a fixing device consisting of a nut embedded in concrete is attached to the tip of a steel wire from a PC, a bolt is screwed into this fixing device, and a support and a formwork are supported by this bolt. .. In such a configuration, when the bolt is removed from the outside after hardening of the concrete, the concrete member is separated from the formwork and the supporting work. As a result, the tip of the PC steel stranded wire will support the entire weight of the concrete member, and the refilling will be completed.
【００１０】＜ニ＞鉛直材２の設置 １ブロック分のアーチリブ４が完成したら、設計で決め
られた位置に、鉛直材を構築する。この鉛直材２の上端
にはさらに次の補剛桁１のブロックが搭載されることに
なる。こうして順次同様の施工を繰り返して逆ランガア
ーチ橋が完成する。<D> Installation of Vertical Material 2 After the arch rib 4 for one block is completed, the vertical material is constructed at a position determined by design. The block of the next stiffening girder 1 is further mounted on the upper end of the vertical member 2. In this way, the same construction is repeated to complete the reverse Langa arch bridge.
【００１１】[0011]
【発明の効果】本発明の逆ランガーアーチ橋の架設方法
は以上説明したようになるから次のような効果を得るこ
とができる。 ＜イ＞補剛桁、アーチリブ、鉛直材の施工を各々独立し
て行うことができる。したがって各工程が他の工程によ
って大きく左右されることがないから、全体の工期を短
縮することができる。 ＜ロ＞アーチリブ４の施工時の重量は、ＰＣ鋼より線６
によって保持して行うものである。したがって補剛桁の
上部に設置するトラベラーは小型のもので十分であり経
済的である。同時に補剛桁内部に必要なＰＣ鋼材の量を
減らすことができ、きわめて経済的である。 ＜ハ＞ＰＣ鋼より線６を使用しているから、斜材の長さ
の管理や、中間での継手作業が不要であり、作業を迅速
に行うことができる。さらに斜材を架設するための足場
の設置、解体の作業が不要であり経済的である。 ＜ニ＞ＰＣ鋼より線６を使用しているために、ＰＣ鋼棒
によって支持する場合に比較して継手部が不要である。
そのために継手部における斜吊り材の抜け落ちの可能性
がなく、安全に作業をすすめることができる。Since the method for constructing the reverse Langer arch bridge of the present invention is as described above, the following effects can be obtained. <B> Stiffener girders, arch ribs, and vertical members can be installed independently. Therefore, each process is not greatly influenced by other processes, and the entire construction period can be shortened. <B> The weight of the arch ribs 4 during construction is calculated from PC steel strands 6
It is held and performed by. Therefore, a small traveler can be installed on top of the stiffener and it is economical. At the same time, the amount of PC steel required inside the stiffening girder can be reduced, which is extremely economical. <C> Since the PC steel stranded wire 6 is used, there is no need to manage the length of the diagonal member and joint work in the middle, and the work can be performed quickly. Furthermore, it is economical because there is no need to install scaffolds for dismantling diagonal members and dismantling work. <D> Since the PC steel stranded wire 6 is used, the joint portion is not required as compared with the case of supporting by the PC steel rod.
Therefore, there is no possibility that the slant suspension member will fall out at the joint portion, and the work can be safely carried out.
【図１】逆ランガーアーチ橋の架設順序の説明図。FIG. 1 is an explanatory view of a construction order of a reverse Langer arch bridge.
【図２】逆ランガーアーチ橋の架設順序の説明図[Fig. 2] Illustration of the order of erection of the reverse Langer arch bridge
【図３】逆ランガーアーチ橋の架設順序の説明図[Fig. 3] An explanatory diagram of the order of erection of a reverse Langer arch bridge
【図４】逆ランガーアーチ橋の架設順序の説明図FIG. 4 is an explanatory diagram of the order of erection of the reverse Langer arch bridge.
【図５】斜材の配置状態の説明図FIG. 5 is an explanatory view of a disposition state of diagonal members.
【図６】従来の工法の説明図FIG. 6 is an explanatory view of a conventional construction method.
Claims (1)
この複数の鉛直材の上端に補剛桁を設ける逆ランガーア
ーチ橋の架設において、 水平方向の桁である補剛桁は、既設の補剛桁の上部を移
動するトラベラーによって吊り下げた型枠にコンクリー
トを打設して構築し、 アーチリブは鉛直材と補剛桁の交点に一端を取り付けた
ＰＣ鋼より線によって自走式支保工を吊り下げた状態で
コンクリートを打設して構築し、 コンクリートの硬化後に型枠を支持していたＰＣ鋼より
線をコンクリートの支持部材として盛り替え、 このアーチリブの先端に鉛直材を構築し、 上記の作業を繰り返して行う、 逆ランガアーチ橋の架設方法1. A plurality of vertical members are provided on top of the arch rib,
In constructing an inverted Langer arch bridge where stiffening girders are installed at the upper ends of multiple vertical members, the stiffening girders that are horizontal girders are formed into a form suspended by a traveler that moves above the existing stiffening girders. Constructed by placing concrete, arch ribs were constructed by placing concrete with the self-propelled support bar suspended by PC steel stranded wire with one end attached at the intersection of the vertical material and stiffening girder. Reinforcement of the reverse Langa arch bridge, in which the PC steel stranded wire that supported the mold after hardening of the concrete was replaced as a concrete support member, a vertical material was constructed at the tip of this arch rib, and the above work was repeated.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16007592A JP3151635B2 (en) | 1992-05-28 | 1992-05-28 | Construction method of reverse Langer arch bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16007592A JP3151635B2 (en) | 1992-05-28 | 1992-05-28 | Construction method of reverse Langer arch bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH05331808A true JPH05331808A (en) | 1993-12-14 |
| JP3151635B2 JP3151635B2 (en) | 2001-04-03 |
Family
ID=15707339
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP16007592A Expired - Fee Related JP3151635B2 (en) | 1992-05-28 | 1992-05-28 | Construction method of reverse Langer arch bridge |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3151635B2 (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| ES2208088A1 (en) * | 2002-07-09 | 2004-06-01 | R & C RESEARCH AND CONCRETE, S.A. | Construction system for precast arch bridge for movement of both vehicles and people, includes preliminary phase performed on ground foundation for correct placement of structure manufactured in different phases on ground to bridge |
| CN103758044A (en) * | 2014-02-13 | 2014-04-30 | 腾达建设集团股份有限公司 | Arch rib closure method and arch rib closure control method based on unstressed state method |
| CN112982169A (en) * | 2021-02-05 | 2021-06-18 | 湖北辉创重型工程有限公司 | Mounting method of through tied arch bridge |
| CN113089498A (en) * | 2021-05-10 | 2021-07-09 | 中国电建集团贵阳勘测设计研究院有限公司 | Concrete ring-dividing and sectional cast-in-place method for main arch ring of large-span arch bridge |
| CN114150861A (en) * | 2021-11-19 | 2022-03-08 | 上海建工二建集团有限公司 | Template back frame and construction method thereof |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP7249910B2 (en) * | 2019-08-22 | 2023-03-31 | 鹿島建設株式会社 | Arch bridge construction method |
-
1992
- 1992-05-28 JP JP16007592A patent/JP3151635B2/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| ES2208088A1 (en) * | 2002-07-09 | 2004-06-01 | R & C RESEARCH AND CONCRETE, S.A. | Construction system for precast arch bridge for movement of both vehicles and people, includes preliminary phase performed on ground foundation for correct placement of structure manufactured in different phases on ground to bridge |
| CN103758044A (en) * | 2014-02-13 | 2014-04-30 | 腾达建设集团股份有限公司 | Arch rib closure method and arch rib closure control method based on unstressed state method |
| CN112982169A (en) * | 2021-02-05 | 2021-06-18 | 湖北辉创重型工程有限公司 | Mounting method of through tied arch bridge |
| CN113089498A (en) * | 2021-05-10 | 2021-07-09 | 中国电建集团贵阳勘测设计研究院有限公司 | Concrete ring-dividing and sectional cast-in-place method for main arch ring of large-span arch bridge |
| CN114150861A (en) * | 2021-11-19 | 2022-03-08 | 上海建工二建集团有限公司 | Template back frame and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3151635B2 (en) | 2001-04-03 |
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