JP5047680B2 - Construction method of continuous viaduct - Google Patents

Construction method of continuous viaduct Download PDF

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JP5047680B2
JP5047680B2 JP2007119156A JP2007119156A JP5047680B2 JP 5047680 B2 JP5047680 B2 JP 5047680B2 JP 2007119156 A JP2007119156 A JP 2007119156A JP 2007119156 A JP2007119156 A JP 2007119156A JP 5047680 B2 JP5047680 B2 JP 5047680B2
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JP2008274637A (en
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司 高橋
政之 広岡
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株式会社ピーエス三菱
株式会社ピーエスケー
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本発明は、連続高架橋の施工方法に関する。さらに詳しくは、高架橋下に支保工を設置して現場打ちプレストレストコンクリート高架橋を施工する場合に、支保工を簡略化して橋体を施工することができる新規な技術に係るものである。   The present invention relates to a construction method for continuous viaduct. More specifically, the present invention relates to a novel technique that can simplify a support work and construct a bridge body when a support work is installed under the viaduct and an on-site prestressed concrete viaduct is constructed.

従来、一般に、高架橋の下方の地上に支保工を組み立てることが出来る条件の連続高架橋の施工は、多くは接地型固定支保工、枠組または支柱式支保材を利用したものが使用されていた。多径間に亘る連続高架橋を施工する場合、経済性を考えて数径間分の支保工材を転用しながら施工していくことになる。各径間はそれぞれ地盤の形状や土質などの支保工基礎の状態も変化し、支保工の組払いも殆ど人力に依っている状況である。 Conventionally, in general, the construction of continuous viaducts under the condition that the support works can be assembled on the ground below the viaducts, in many cases, a grounded fixed support work, a framework or a support using a column type support material has been used. If you are applying a continuous viaduct over the multi-span, it will be to continue to construction while diverting支保Industrial Materials of the number span worth thinking the economy. Between each span, the state of the support foundation, such as the shape of the ground and the soil, also changes, and the payment of the support works depends almost entirely on human power.

固定支保工を用いた架設工法は、架設地点の地盤上に支保工を直接設置するか、下部工のフーチング上に支柱を設置するか、または下部工にブラケットを直接固定して支保工を設置することによって、ＰＣ桁を場所打ちする架設方法で、最も一般的な工法である（例えば、非特許文献１参照。）。   For the construction method using fixed support, install the support directly on the ground of the installation site, install the support on the footing of the substructure, or install the support by fixing the bracket directly to the substructure By doing this, it is the most common construction method for placing PC girders in place (see Non-Patent Document 1, for example).

固定支保区を用いた架設工法は、コンクリート打設からプレストレス導入までの間、橋体に有害な変形を与えずに保持しなければならないので、支保工の良否が橋梁の耐久性及びでき映えを決める上で非常に重要である。   In the construction method using fixed support area, it is necessary to hold the bridge body without detrimental deformation from concrete placement to prestressing. It is very important to decide.

この技術は支保工の組み立て撤去に大幅な工数を要するほか、固定式支保工の基礎の構築等を要し、コスト高になるという問題があった。   This technology has a problem in that it requires a large number of man-hours to assemble and remove the support work, and requires the construction of a foundation for the fixed support work.

これに対しては、移動支保工を用いた架設工法がある（例えば、非特許文献２参照。）移動支保工を用いた架設工法は、一般的な枠組み支保工を用いる固定式支保工架設工法に対し、型枠及び支保工を部分的に解体するだけで次の径間に移動し、１径間づつ順次橋体を施工する工法であり、一定の規模以上の多径間橋梁に有利な架設工法である。   For this, there is an erection method using a moving support (for example, see Non-Patent Document 2). An erection method using a moving support is a fixed support erection method using a general frame support. On the other hand, it is a construction method in which the formwork and supporting work are only partially disassembled and moved to the next diameter, and the bridge body is constructed one by one in order, which is advantageous for multi-span bridges of a certain size or more. It is a construction method.

この工法は、地上からの固定式支保工では施工が困難な高脚橋を有する橋梁や架設作業の省力化を図るために開発された。急速施工、省力化に加え、経済性や桁下空間で供用される交通への支障を低減することが出来、かつ安全に施工することが出来ることが確認され、発展した。さらに全天候型であることから労務の平準化が容易であり、繰り返し作業であることの利点から品質の向上につながる。地盤条件、支保工高さ等によって違いがあるが、一般的には施工延長が６００〜８００ｍあれば固定支保工に比べ経済的に有利になると言われている。   This method was developed to save labor for bridges and construction work with high-leg bridges, which are difficult to construct with fixed support from the ground. In addition to rapid construction and labor saving, it has been confirmed that it has been confirmed that it can reduce economic problems and troubles in traffic used in under-sparing spaces and can be constructed safely. Furthermore, since it is an all-weather type, it is easy to level labor, and it leads to an improvement in quality due to the advantage of repeated work. Although there are differences depending on ground conditions, support work height, etc., it is generally said that a construction extension of 600 to 800 m is economically advantageous compared to fixed support work.

この工法は、施工時に橋体下の空間を確保することが出来、桁下空間の状況に左右されることなく施工することが出来る。橋体が上屋で覆われているため、風雨等の気象条件に左右されることなく施工でき、工程管理が容易である。同じ作業の連続であるため、作業員の熟練度が早く、機械化により省力化、急速施工が可能であると共に品質が向上する。迅速、安全かつ確実な施工が出来、工事規模が大きくなるに従い、経済性が向上する。     This construction method can secure the space under the bridge body at the time of construction, and can be constructed without being influenced by the situation of the under-girder space. Since the bridge is covered with a roof, it can be constructed without being affected by weather conditions such as wind and rain, and process management is easy. Since the same work is continued, the skill level of the worker is fast, and labor saving and rapid construction are possible by mechanization and the quality is improved. The construction can be done quickly, safely and reliably, and the economy will improve as the construction scale increases.

この工法は固定支保工に比べて架設設備の規模が大きくなり、設備費費用が高くなるので、施工延長が長い場合に用いられる。
ＰＣ建設技術協会編：「ＰＣ橋架設工法」２００２年：ｐ５７〜６２ ＰＣ建設技術協会編：「ＰＣ橋架設工法」２００２年：ｐ７１〜７８ This construction method is used when the construction extension is long because the scale of the erection facility is larger and the equipment cost is higher than the fixed support work.
PC Construction Technology Association: “PC Bridge Construction Method” 2002: p57-62 PC Construction Technology Association: “PC Bridge Construction Method” 2002: p71-78

本発明は連続高架橋の施工に当たり、地上から大規模な固定式支保工を組み立てることなく、また、重装備の移動支保工などを用いることなく、簡易な仮設ガーダを用い下方から吊上げ型枠を連結して仮設ガーダに支持させ、コンクリート打設時に、コンクリート荷重を受ける支柱（可動型支保工）によって型枠を受け、簡易に連続高架橋を施工する技術を提供することを目的とするものである。   In the construction of the continuous viaduct in the present invention, a simple temporary girder is used to connect the lifting formwork from below without assembling a large-scale fixed support from the ground and without using a heavy equipment moving support. Thus, the object is to provide a technology for supporting a temporary girder and receiving a formwork by a column (movable support) that receives a concrete load at the time of placing the concrete and simply constructing a continuous viaduct.

本発明は、上記問題点を解決するためになされたもので、下記（ａ）〜（ｈ）の工程からなることを特徴とする連続高架橋の施工方法である。
（ａ）橋脚の左右側部にブラケットを取付けるか又は地上から立上げた架台を設ける。
（ｂ）橋軸方向に沿う懸架軌条を側部に備え、該懸架軌条上に橋軸方向に移動自在で橋下の地上に達する長さの揚重チェーン又はロープを備えた揚重装置を懸架した仮設ガーダを、該ブラケット上又は前記地上から立上げた架台上に、載置する。
（ｃ）橋軸方向単位長さに分割した橋体型枠を別の搬送装置で径間下方に搬送する。
（ｄ）前記揚重装置で該分割した橋体型枠を吊り上げて、仮設ガーダから吊下するとともに、順次連結して一径間分の型枠を組み立てる。
（ｅ）一径間の型枠の橋軸方向中間部にコンクリート荷重を受ける補助支柱を立設する。
（ｆ）一径間又は複数径間の前記型枠内に橋体コンクリートを打設し、養生後、プレストレスを導入し、既設橋体と連結する。
（ｇ）前記補助支柱を取り外し、前記揚重装置で橋軸方向単位長さの型枠を順次下降させ、前記別の搬送装置で次の施工径間に搬送する。
（ｈ）仮設ガーダを前進させ、上記（ｃ）〜（ｇ）工程を繰り返す。 This invention is made | formed in order to solve the said problem, and consists of the process of following (a)-( h ), It is the construction method of continuous viaduct characterized by the above-mentioned.
(A) Attach brackets to the left and right sides of the pier or install a stand that stands up from the ground.
Comprising a (b) suspension rail along the bridge axis direction to the side, and suspending the lifting device having a length of lifting chain or rope to reach the ground Hashimoto movable in the bridge axis direction on該懸rack rails The temporary girder is placed on the bracket or on a stand raised from the ground .
( C ) The bridge body frame divided into unit lengths in the bridge axis direction is transported downward in the span by another transport device.
( D ) The bridge body frame divided by the lifting device is lifted and suspended from a temporary girder and sequentially connected to form a frame for one span.
( E ) Auxiliary struts that receive concrete load are erected at the intermediate part in the bridge axis direction of the formwork between one diameter.
( F ) Bridge concrete is placed in the formwork between one diameter or a plurality of diameters, and after curing, prestress is introduced and connected to the existing bridge body.
( G ) The auxiliary strut is removed, the formwork having a unit length in the bridge axis direction is sequentially lowered by the lifting device, and is transported between the next construction diameters by the another transport device .
( H ) The temporary girder is advanced, and the above steps ( c ) to ( g ) are repeated.

上記連続高架橋の施工方法において、橋体の幅員に応じて、橋体幅員方向中間部に、橋軸方向に長い１または複数連の補助桁を、前記型枠下面と前記補助支柱上面との間に介装させることとすれば例えば幅員１５ｍ以上の広い橋体を簡易に施工することができ、好適である。   In the construction method of the continuous viaduct, according to the width of the bridge body, one or more auxiliary girders that are long in the bridge axis direction are provided in the middle part of the bridge body width direction between the lower surface of the formwork and the upper surface of the auxiliary column. For example, a wide bridge with a width of 15 m or more can be easily constructed, which is preferable.

本発明によれば、これまでの固定式支保工と比較して、次の効果がある。
イ．地盤の状態に影響されることが少ない。
ロ．安定した工程管理や工期短縮が出来る。
ハ．作業が簡単で安全容易な施工が可能である。
ニ．省人化できる。 According to the present invention, there are the following effects as compared with the conventional fixed support.
A. Less affected by the condition of the ground.
B. Stable process control and shortening of construction period
C. Work is simple and safe and easy.
D. It can save labor.

これらの結果、連続高架橋の施工工期の短縮とコスト縮減ができるという優れた効果を奏する。   As a result, there is an excellent effect that the construction period of continuous viaduct can be shortened and the cost can be reduced.

まず従来技術について説明する。   First, the prior art will be described.

図１５は固定式支保工を用いた連続高架橋の施工工程を示す側面図、図１６は図１５のＸ−Ｘ矢視平面図、図１７は図１５のＹ−Ｙ矢視平面図である。   15 is a side view showing a construction process of continuous viaduct using a fixed support, FIG. 16 is a plan view taken along arrow XX of FIG. 15, and FIG. 17 is a plan view taken along arrow YY of FIG.

橋脚１００ａ，１００ｂ，１００ｃ…等の間に固定式支保工１１０を組立てる。図１６に示すようにこの固定支保工１１０を立設するための基礎工１１４を予め準備しておく。固定式支保工１１０は柱１１２の下端１１３を基礎工１１４上に固定し、これら多数の柱１１２を連結材で連結して組枠とすると共に図１６に示すようにその頂部に頂部梁１１１を橋軸に直交するように架け渡し、この頂部梁１１１上に多数の型枠受ビーム１２０を橋軸方向に沿って載設する。   The fixed support 110 is assembled between the piers 100a, 100b, 100c. As shown in FIG. 16, a foundation work 114 for erecting the fixed support work 110 is prepared in advance. The fixed support 110 fixes the lower end 113 of the pillar 112 on the foundation work 114, connects these many pillars 112 with a connecting material to form a frame, and, as shown in FIG. A plurality of form receiving beams 120 are placed on the top beam 111 along the bridge axis direction so as to be orthogonal to the bridge axis.

この型枠受けビーム１２０上に型枠１３０を組立て橋体コンクリートを打設する。コンクリート打設後型枠１３０を取外し、固定式支保工１１０を分解し、次の施工場所に移設する。なお、橋下に横断道路１４０等があれば、その上に梁１４１を差し渡し、その上に蓋１４２を被せて保護し、その上方に固定式支保工１１０を立設する。この場合、基礎工は通常の基礎工１１４と異った設計となる。   A formwork 130 is assembled on the formwork receiving beam 120, and bridge body concrete is placed thereon. After the concrete is cast, the formwork 130 is removed, the fixed support 110 is disassembled, and moved to the next construction site. If there is a crossing road 140 or the like under the bridge, the beam 141 is handed over it, and a lid 142 is placed thereon to protect it, and the fixed support 110 is erected above it. In this case, the foundation work is designed differently from the normal foundation work 114.

以上の固定式支保工を用いる施工では、支保工の基礎の造成、支保工の組立分解に手間を要し、多数の型枠受けビームを要し、型枠の組立、分解も多数の工数を要する。   In the construction using the above-mentioned fixed support work, it takes time to create the foundation of the support work, and to assemble and disassemble the support work, requires a lot of formwork receiving beams, and requires a lot of work to assemble and disassemble the formwork. Cost.

このような固定式支保工による連続高架橋の施工に対して、移動支保工を用いた架橋では、固定式支保工において必要とする地上基礎、固定式支保工の組立分解が不要であり、型枠受ビームの敷設撤去、型枠の組立、分解、移送などの必要がなく、また、橋下の条件になんらの制約を受けない。   In contrast to the construction of continuous viaducts using such fixed supports, bridges using moving supports do not require the assembly and disassembly of the ground foundation and fixed supports required for fixed supports. There is no need to remove the receiving beam, assemble, disassemble, or transfer the formwork, and there are no restrictions on the conditions under the bridge.

図１８はこのような従来の移動支保工２００を用いる橋体２１０の施工の型枠２２０取外し、移動工程を示す橋体横断面を例示したものである。橋体２１０上に設けられた橋軸方向に長い移動支保工装置２００から、型枠２２０を開放して吊上げて移動し、次の橋体施工位置で型枠２２０を引上げて閉塞し、橋体２１０のコンクリート打設を行う。
FIG. 18 illustrates a cross section of a bridge body showing a moving process by removing the formwork 220 of the construction of the bridge body 210 using such a conventional moving support 200. From the moving support construction device 200 provided on the bridge body 210 in the direction of the bridge axis, the mold 220 is opened and lifted and moved, and the mold 220 is pulled up and closed at the next bridge body construction position. 210 concrete placement is performed.

この移動支保工装置２００は、大規模な長い橋の施工に適するが、小規模で比較的長さの短い橋に対しては、過重装備となり、不経済となる。   Although this mobile support device 200 is suitable for construction of a large-scale long bridge, a small-scale and relatively short-length bridge is excessively equipped and uneconomical.

次に、図面を参照して本発明の実施の形態を説明する。   Next, embodiments of the present invention will be described with reference to the drawings.

図１，図２は本発明の実施例の連続高架橋の施工方法を示す図で図１は側面図、図２はその平面図である。   1 and 2 are diagrams showing a construction method of a continuous viaduct according to an embodiment of the present invention. FIG. 1 is a side view and FIG. 2 is a plan view thereof.

図１，図２に示すように、橋脚１００ａ，１００ｂ，１００ｃ，…の側部にブラケット（架台）２０を取付け、このブラケット２０上に左右一双のプレートガーダ１１から成る仮設ガーダ１０を載置する。仮設ガーダ１０は２径間に亘る本体長さを有し、その延長上に手延桁を取付け、橋軸方向に移動自在である。この仮設ガーダ１０は、門形クレーン１２を載置している。さらに、橋軸方向に沿う懸架軌条を側部に備え、この懸架軌条に揚重装置１３を懸架している。   As shown in FIGS. 1 and 2, a bracket 20 is attached to the sides of the piers 100 a, 100 b, 100 c,..., And a temporary girder 10 including a pair of left and right plate girders 11 is placed on the bracket 20. . The temporary girder 10 has a main body length extending between two diameters, and a hand girder is attached on the extension of the temporary girder 10 so as to be movable in the bridge axis direction. The temporary girder 10 has a portal crane 12 mounted thereon. Further, a suspension rail along the bridge axis direction is provided on the side, and the lifting device 13 is suspended on this suspension rail.

揚重装置１３は仮設ガーダ１０の左右に設けた懸架軌条にそれぞれ２台ずつ合計４台懸架され、懸架軌条に沿って橋軸方向に移動自在である。また、橋下の地上に達する長さの揚重チェーン又はロープを備え、前後左右４台の揚重装置１３によって、橋下の地上から型枠３０を吊上げる。   A total of four lifting devices 13 are suspended by two suspension rails provided on the left and right sides of the temporary girder 10, and are movable along the suspension rail in the direction of the bridge axis. Further, a lifting chain or rope having a length reaching the ground below the bridge is provided, and the formwork 30 is lifted from the ground below the bridge by four lifting devices 13 in the front, rear, left, and right.

型枠３０はトラック４０等で搬送できるように、橋軸方向に単位長さに分割した型枠（単位型枠）とし、トラック４０等によって橋下に搬送される。４台の揚重装置１３はこの単位型枠３０の四隅をを吊上げ、４台の各昇降動力を同期運転させて型枠３０を昇降させる。また、４台の揚重装置１３の各走行装置は同期して橋軸方向に走行する。このようにして軸方向単位長の型枠３０を水平状態で昇降させ、平行移動して隣接単位型枠３０同士を一体に結合させることができるこれらの型枠を順次仮設ガーダ１０に鋼棒で取付けると共に、単位型枠３０同士を順次連結して橋体コンクリート型枠を形成する。仮設ガーダ１０は、これらの型枠３０をコンクリート打設位置に吊下支持する。型枠３０はこの吊下用の鋼棒を備えている。   The formwork 30 is a formwork (unit formwork) divided into unit lengths in the direction of the bridge axis so that the formwork 30 can be transported by the truck 40 or the like, and is transported under the bridge by the track 40 or the like. The four lifting devices 13 lift the four corners of the unit mold 30 and raise and lower the mold 30 by synchronizing the four lifting powers. Further, the traveling devices of the four lifting devices 13 travel in the bridge axis direction in synchronization. In this way, the mold unit 30 of the axial unit length can be moved up and down in a horizontal state, and can be moved in parallel to integrally connect the adjacent unit mold frames 30 to each other. At the same time, the unit formwork 30 is sequentially connected to form a bridge concrete formwork. The temporary girder 10 suspends and supports these molds 30 at the concrete placement position. The mold 30 is provided with this hanging steel rod.

図１に示す単位型枠３０ａ，３０ｂは仮設ガーダ１０に吊下された状態を示している。このようにして、１径間分の橋体型枠が組立てられたら、打設コンクリートの荷重を受ける補助支柱５０に橋脚間の型枠の橋軸方向中間部を支持させる。   The unit molds 30 a and 30 b shown in FIG. 1 show a state suspended from the temporary girder 10. In this way, when the bridge frame form for one span is assembled, the auxiliary strut 50 that receives the load of the cast concrete supports the bridge axial direction intermediate part of the form frame between the piers.

図３，図４は仮設ガーダ１０を支承するブラケット２０（架台）の正面図および側面図である。ブラケット２０は橋脚１００の側部に取付けられる。ブラケット２０は縦部材２１を橋脚１００を縫う鋼棒２４等によって橋脚に取付け、この縦部材２１に水平張出部材２２を取付け、この張出部材２２を支持する斜材２３を取付けて形成されている。   3 and 4 are a front view and a side view of the bracket 20 (stand) for supporting the temporary girder 10. The bracket 20 is attached to the side portion of the pier 100. The bracket 20 is formed by attaching a vertical member 21 to a pier by a steel rod 24 or the like that sews the pier 100, attaching a horizontal overhanging member 22 to the vertical member 21, and attaching an oblique member 23 that supports the overhanging member 22. Yes.

張出部材２２上に仮設ガーダ１０のプレートガーダ１１が載置される。仮設ガーダ１０の上部には橋体の端部（ウイング部）の型枠１７が取付けられている。   The plate girder 11 of the temporary girder 10 is placed on the overhang member 22. On the upper part of the temporary girder 10, a formwork 17 of an end portion (wing portion) of the bridge body is attached.

また、仮設ガーダ１０から横外方に水平腕１４が張出され、水平腕１４に懸架軌条１６が取付けられている。懸架軌条１６は橋軸方向に沿って設けられており、揚重装置１３が懸架されている。   Further, a horizontal arm 14 is extended laterally outward from the temporary girder 10, and a suspension rail 16 is attached to the horizontal arm 14. The suspension rail 16 is provided along the bridge axis direction, and the lifting device 13 is suspended.

図５は、橋体の型枠３０内に橋体８０のコンクリートを打設した状態を示す断面図、図６はコンクリート養生後型枠３０を下方に降下さつつある状態を示す断面図である。図６に示す型枠３０の状態は型枠３０を下方から吊上げるときの状態と同じである。   FIG. 5 is a cross-sectional view showing a state in which concrete of the bridge body 80 is placed in the formwork 30 of the bridge body, and FIG. 6 is a cross-sectional view showing a state in which the formwork 30 after concrete curing is being lowered downward. . The state of the mold 30 shown in FIG. 6 is the same as that when the mold 30 is lifted from below.

図５に示すように、型枠３０は型枠下面の横ビーム３１を鋼棒３２で仮設ガーダ１０のプレートガーダ１１に固定する。この横ビーム３１の上に型枠パネル３２とこれを支持する骨組みを設けている。   As shown in FIG. 5, the mold 30 fixes the transverse beam 31 on the lower surface of the mold to the plate girder 11 of the temporary girder 10 with a steel bar 32. A form panel 32 and a framework for supporting it are provided on the transverse beam 31.

橋体８０のコンクリート養生後、これを既設橋体と連結し、プレストレス導入後、型枠３０を単位型枠に分解すると共に図６に示すように、下方に降下させる。   After the concrete curing of the bridge body 80, this is connected to the existing bridge body, and after introducing prestress, the mold 30 is disassembled into unit molds and lowered as shown in FIG.

図７〜図１０は別の実施例を示す側面図で、図１の実施例と異なる点はブラケット２０の代りに地上から立上げた架台６０上に仮設ガーダ１０を載置し、２径間分の橋体コンクリートを同時施工するようにしたことである。   FIGS. 7 to 10 are side views showing another embodiment. The difference from the embodiment of FIG. 1 is that the temporary girder 10 is placed on a pedestal 60 raised from the ground instead of the bracket 20 and has two spans. That is, the bridge body concrete was constructed at the same time.

図７は、強力な支持架台６０上に仮設ガーダ１０を配設することにより、橋体コンクリートを２経間に亘って打設するようにした例であって、橋脚１００ａと１００ｂ間の型枠３０の取付工程を示している。型枠３０の取付作業工程は図１，図２で示した工程と同様である。   FIG. 7 shows an example in which the temporary girder 10 is disposed on the strong support frame 60 so as to drive the bridge body concrete over two passes, and the formwork between the piers 100a and 100b. 30 attachment processes are shown. The process of attaching the mold 30 is the same as the process shown in FIGS.

図８は、図７で型枠を取付けた仮設ガーダ１０を前進させて、その後続部分に型枠を取付けている状況を示している。このようにして橋体コンクリートは橋脚１００ａ，１００ｂ，１００ｃに亘る２経間を打設する。   FIG. 8 shows a situation in which the temporary girder 10 to which the formwork is attached in FIG. 7 is advanced and the formwork is attached to the subsequent part. In this way, the bridge concrete is laid for two spans across the piers 100a, 100b, 100c.

図９は、図８で打設した橋体コンクリート養生後、その部分の型枠３０ａ，３０ｂ，３０ｃ等を取外し、前方の経間の地上に搬送する工程を示したものである。   FIG. 9 shows a process of removing the portions 30a, 30b, 30c and the like of the bridge body concrete cured in FIG.

次に図１０に示すように仮設ガーダ１０を橋脚１００ｃ，１００ｄ，１００ｅの経間上に前進させ、再び型枠取付を行っている状態を示している。そして、２経間に亘る橋体コンクリートを打設し、以上を繰り返す。   Next, as shown in FIG. 10, the temporary girder 10 is advanced over the length of the piers 100c, 100d, and 100e, and the mold is attached again. Then, the bridge concrete for 2 passes is placed and the above is repeated.

図７〜図１０の実施例では、２経間分の型枠を必要とするが、図１〜図２の実施例に比し、橋体の施工工期を著しく短縮することが可能となる。   7 to 10 require a two-frame formwork, but the construction period of the bridge body can be remarkably shortened as compared with the embodiments of FIGS.

次に、本発明の型枠の吊上げ、降下工程を図１１〜図１３を用いて説明する。   Next, the process of lifting and lowering the mold according to the present invention will be described with reference to FIGS.

図１１は橋体８０のコンクリート打設養生後、型枠３０を下降させている工程を示す正面図、図１２は図１１の側面図、図１３は右半分が図１１のＡ−Ａ矢視図、左半分が図１１のＢ−Ｂ矢視図である。図１１〜図１３は型枠３０の下降工程を示しているが、吊上げ上昇工程も同様である。   11 is a front view showing the process of lowering the mold 30 after the concrete casting curing of the bridge body 80, FIG. 12 is a side view of FIG. 11, and FIG. 13 is the right half of FIG. The figure and the left half are BB arrow line views of FIG. 11 to 13 show the lowering process of the mold 30, but the lifting and lifting process is the same.

図１１に示すように、型枠３０は横ビーム３１上に型枠パネル３３を支持する枠組みや縦梁３４を備えている。また、横ビーム３１の下面には、縦ビーム３５が設けられ、この縦ビーム３５から上方に延出する吊鋼棒３２が取付けられている。この鋼棒３２は仮設ガーダ１０のプレートガーダ１１に型枠３０を吊下取付するための鋼棒である。   As shown in FIG. 11, the mold 30 includes a frame and a vertical beam 34 that support a mold panel 33 on a horizontal beam 31. A vertical beam 35 is provided on the lower surface of the horizontal beam 31, and a suspended steel rod 32 extending upward from the vertical beam 35 is attached. This steel bar 32 is a steel bar for hanging and attaching the mold 30 to the plate girder 11 of the temporary girder 10.

揚重装置１３はチェーン又はロープ１５の下端を横ビーム３１の端部に結合部１６で結合している。地上には、型枠３０を搬送するトラック４０が示されている。   In the lifting device 13, the lower end of the chain or rope 15 is coupled to the end of the transverse beam 31 by a coupling portion 16. On the ground, a truck 40 that conveys the mold 30 is shown.

図１２は図１１の側面図で、型枠３０の吊ビーム３１の端部下側にに縦ビーム３５が設けられ、その両端近傍を２台の揚重装置１３が吊っている状態を示している。そして、２台の揚重装置１３は図１２の向って左方向に同期移動して、型枠３０を移動させ、トラック４０の荷台４１上に載置させる。   FIG. 12 is a side view of FIG. 11 and shows a state in which a vertical beam 35 is provided below the end of the suspension beam 31 of the mold 30 and two lifting devices 13 are suspended near both ends. . Then, the two lifting devices 13 are synchronously moved to the left in the direction of FIG. 12 to move the mold 30 and place it on the loading platform 41 of the truck 40.

図１３は、右半分が図１１のＡ−Ａ矢視図、左半分が図１１のＢ−Ｂ矢視図である。   13, the right half is an AA arrow view of FIG. 11, and the left half is an BB arrow view of FIG. 11.

型枠３０の下面に吊上げ用の３列の横ビーム３１を備え、その両側２列の横ビーム３１は各両端部に揚重装置１３の吊チェーン又はロープ１５と係止する結合部３６を備えている。   Three rows of transverse beams 31 for lifting are provided on the lower surface of the mold 30, and two rows of transverse beams 31 on both sides thereof are provided with coupling portions 36 that are engaged with the suspension chain or rope 15 of the lifting device 13 at both ends. ing.

図１４は、幅員の広い橋体を本発明方法によって施工するの場合に、型枠受けの補助縦梁７０を用いる例を示したものである。補助縦梁７０は型枠受け横ビーム３１の下面と補助支柱５０の上面との間に介装され、型枠の橋幅方向中間部を支持する。補助縦梁７０は幅員に応じて複数列設けるとよい。図１４中に示す補助縦梁７０ａは次のコンクリート打設位置に移動した状態を示している。   FIG. 14 shows an example in which the auxiliary longitudinal beam 70 of the formwork receiver is used when a wide bridge body is constructed by the method of the present invention. The auxiliary vertical beam 70 is interposed between the lower surface of the formwork receiving horizontal beam 31 and the upper surface of the auxiliary column 50, and supports the intermediate part in the bridge width direction of the formwork. A plurality of auxiliary vertical beams 70 may be provided in accordance with the width. The auxiliary vertical beam 70a shown in FIG. 14 has shown the state which moved to the next concrete placement position.

実施例の施工を示す側面図である。It is a side view which shows construction of an Example. 実施例の施工を示す平面図である。It is a top view which shows construction of an Example. ブラケットの正面図である。It is a front view of a bracket. ブラケットの側面図である。It is a side view of a bracket. 実施例のコンクリート打設時の橋体横断面である。It is a bridge body cross section at the time of concrete placement of an Example. 実施例のコンクリート打設後の橋体横断面である。It is a bridge body cross section after concrete placement of an example. 別の実施例の施工を示す側面図である。It is a side view which shows construction of another Example. 別の実施例の施工を示す側面図である。It is a side view which shows construction of another Example. 別の実施例の施工を示す側面図である。It is a side view which shows construction of another Example. 別の実施例の施工を示す側面図である。It is a side view which shows construction of another Example. 型枠降下時の横断面図である。It is a cross-sectional view at the time of mold lowering. 図１１の側面図である。It is a side view of FIG. 図１１のＡ−Ａ矢視図（右半分）及びＢ−Ｂ矢視図（左半分）である。It is an AA arrow view (right half) and BB arrow view (left half) of FIG. 幅員が広い場合の実施例の側面図である。It is a side view of the Example in case a width is wide. 従来技術の側面図である。It is a side view of a prior art. 図１４のＸ−Ｘ矢視平面図である。It is a XX arrow top view of FIG. 図１４のＹ−Ｙ矢視平面図である。It is a YY arrow top view of FIG. 別の従来技術の横断面図である。It is a cross-sectional view of another prior art.

符号の説明Explanation of symbols

１０ 仮設ガーダ
１１ プレートガーダ
１２ 門形クレーン
１３ 揚重装置
１４ 水平腕
１５ チェーン又はロープ
１６ 懸架軌条
１７ ウィング部の型枠
２０ ブラケット（架台）
２１ 縦部材
２２ 水平張出部材
２３ 斜材
２４ 鋼棒
３０ａ，３０ｂ，３０ｃ 型枠
３１ 横ビーム
３２ 鋼棒
３３ 型枠パネル
３４ 縦梁
３５ 縦ビーム
３６ 結合部
４０ トラック
４１ 荷台
５０ 補助支柱
６０ 架台
７０、７０ａ 補助縦梁
８０ 橋体
１００ａ，１００ｂ，１００ｃ，１００ｄ，１００ｅ 橋脚
１１０ 固定式支保工
１１１ 頂部梁
１１２ 柱
１１３ 下端
１１４ 基礎工
１２０ 型枠受けビーム
１３０ 型枠
１４０ 横断道路
１４１ 梁
１４２ 蓋
２００ 移動支保工
２１０ 橋体
２２０ 型枠 DESCRIPTION OF SYMBOLS 10 Temporary girder 11 Plate girder 12 Portal crane 13 Lifting device 14 Horizontal arm 15 Chain or rope 16 Suspension rail 17 Formwork of a wing part 20 Bracket (frame)
DESCRIPTION OF SYMBOLS 21 Vertical member 22 Horizontal overhanging member 23 Diagonal material 24 Steel rod 30a, 30b, 30c Formwork 31 Horizontal beam 32 Steel bar 33 Formwork panel 34 Vertical beam 35 Vertical beam 36 Joint part 40 Track 41 Loading platform 50 Auxiliary support 60 Stand 70 , 70a Auxiliary vertical beam 80 Bridge body 100a, 100b, 100c, 100d, 100e Bridge pier 110 Fixed support 111 Top beam 112 Column 113 Lower end 114 Foundation work 120 Form receiving beam 130 Formwork 140 Cross road 141 Beam 142 Lid 200 Move Supporting work 210 Bridge body 220 Formwork

Claims (2)

下記工程からなることを特徴とする連続高架橋の施工方法。
（ａ）橋脚の左右側部にブラケットを取付けるか又は地上から立上げた架台を設ける。
（ｂ）橋軸方向に沿う懸架軌条を側部に備え、該懸架軌条上に橋軸方向に移動自在で橋下の地上に達する長さの揚重チェーン又はロープを備えた揚重装置を懸架した仮設ガーダを、該ブラケット上又は前記地上から立上げた架台上に、載置する。
（ｃ）橋軸方向単位長さに分割した橋体型枠を別の搬送装置で径間下方に搬送する。
（ｄ）前記揚重装置で該分割した橋体型枠を吊り上げて、仮設ガーダから吊下するとともに、順次連結して一径間分の型枠を組み立てる。
（ｅ）一径間の型枠の橋軸方向中間部にコンクリート荷重を受ける補助支柱を立設する。
（ｆ）一径間又は複数径間の前記型枠内に橋体コンクリートを打設し、養生後、プレストレスを導入し、既設橋体と連結する。
（ｇ）前記補助支柱を取り外し、前記揚重装置で橋軸方向単位長さの型枠を順次下降させ、前記別の搬送装置で次の施工径間に搬送する。
（ｈ）仮設ガーダを前進させ、上記（ｃ）〜（ｇ）工程を繰り返す。 A construction method of continuous viaduct comprising the following steps.
(A) Attach brackets to the left and right sides of the pier or install a stand that stands up from the ground.
Comprising a (b) suspension rail along the bridge axis direction to the side, and suspending the lifting device having a length of lifting chain or rope to reach the ground Hashimoto movable in the bridge axis direction on該懸rack rails The temporary girder is placed on the bracket or on a stand raised from the ground .
( C ) The bridge body frame divided into unit lengths in the bridge axis direction is transported downward in the span by another transport device.
( D ) The bridge body frame divided by the lifting device is lifted and suspended from a temporary girder and sequentially connected to form a frame for one span.
( E ) Auxiliary struts that receive concrete load are erected at the intermediate part in the bridge axis direction of the formwork between one diameter.
( F ) Bridge concrete is placed in the formwork between one diameter or a plurality of diameters, and after curing, prestress is introduced and connected to the existing bridge body.
( G ) The auxiliary strut is removed, the formwork having a unit length in the bridge axis direction is sequentially lowered by the lifting device, and is transported between the next construction diameters by the another transport device .
( H ) The temporary girder is advanced, and the above steps ( c ) to ( g ) are repeated. 橋体の幅員に応じて、橋体幅員方向中間部に、橋軸方向に長い１または複数連の補助桁を、前記型枠下面と前記補助支柱上面との間に介装させることを特徴とする請求項１記載の連続高架橋の施工方法。   According to the width of the bridge body, one or a plurality of auxiliary girders that are long in the bridge axis direction are interposed between the lower surface of the formwork and the upper surface of the auxiliary column at the intermediate portion in the width direction of the bridge body. The construction method of the continuous viaduct of Claim 1 to do.
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CN114717940A (en) * 2022-02-21 2022-07-08 中交路桥华东工程有限公司 Movable U-shaped section beam inner mold support
CN114775433A (en) * 2022-04-21 2022-07-22 郑州新大方重工科技有限公司 Descending movable formwork for bridge abutment assembly and assembly method
CN114960433A (en) * 2022-05-16 2022-08-30 中国十九冶集团有限公司 Construction method for pouring working block at top of pier of steel bridge

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5517825U (en) * 1978-07-14 1980-02-04
JPS60144403A (en) * 1983-12-31 1985-07-30 清水建設株式会社 Method and apparatus for constructing prestressed concrete bridge
JPH01151605A (en) * 1987-12-09 1989-06-14 Kinki Nippon Railway Co Ltd Movable type execution device for upper section of elevated bridge
JP2819327B2 (en) * 1989-12-21 1998-10-30 岡部株式会社 Traveling formwork support
JP3781491B2 (en) * 1996-10-14 2006-05-31 株式会社フジタ Slab construction method
JP2003147728A (en) * 2001-11-13 2003-05-21 Oriental Construction Co Ltd Method for moving movable centering

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