JP2009030277A - Construction method of composite steel floor slab girder bridge - Google Patents

Construction method of composite steel floor slab girder bridge Download PDF

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JP2009030277A
JP2009030277A JP2007193458A JP2007193458A JP2009030277A JP 2009030277 A JP2009030277 A JP 2009030277A JP 2007193458 A JP2007193458 A JP 2007193458A JP 2007193458 A JP2007193458 A JP 2007193458A JP 2009030277 A JP2009030277 A JP 2009030277A
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concrete
bridge
steel
construction
deck plate
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JP5184836B2 (en
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Koichi Asano
Ryuichi Kaida
Takumi Matsumoto
Masakazu Sakai
Akira Soga
Daisuke Uchida
大介 内田
明 曽我
巧 松本
浩一 浅野
龍一 皆田
正和 酒井
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Mitsui Eng & Shipbuild Co Ltd
三井造船株式会社
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a construction method of a composite steel floor slab girder bridge that can enlarge the installation pitch of longitudinal ribs and cross beams (lateral ribs) heretofore required to prevent buckling of a deck plate (a steel floor slab panel) due to the own weight of a steel member and the weight of concrete in constructing the composite steel floor slab girder bridge. <P>SOLUTION: The construction method of the composite steel floor slab girder bridge comprises disposing a deck plate 4 above the main beam 2 extending in a bridge axis direction and the cross beams (the lateral ribs) 3 extending in an orthogonal direction to the bridge axis direction, welding the longitudinal ribs 5 to the upper face of the deck plate 4 in the bridge axis direction, arranging reinforcing bars 6, 7 above them, and placing concrete in the upper face space of the deck plate 4 while including the reinforcing bars 6, 7 therein, wherein concrete is placed beforehand in a narrow portion 8 extending in an orthogonal direction to a bridge axis and including a reinforcement part orthogonal at least to the bridge axis, in an intermediate position between the adjacent cross beams (lateral ribs) 3, and after the concrete placed beforehand is hardened, concrete is placed in the unplaced space part. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

本発明は、鋼製の構体とコンクリートとを力学的に合成して桁橋を構成する合成鋼床版桁橋の施工方法に関する。   The present invention relates to a method for constructing a synthetic steel slab girder bridge that forms a girder bridge by dynamically synthesizing a steel structure and concrete.

従来の鋼・コンクリートの合成鋼床版桁橋としては、基本的には、デッキプレートと呼ばれる鋼板と鉄筋コンクリートとを合成した構造となっている(特許文献1)。   A conventional steel / concrete composite steel deck girder bridge basically has a structure in which a steel plate called a deck plate and reinforced concrete are synthesized (Patent Document 1).

具体的には、デッキプレート上面に縦リブを橋軸方向に溶接固定し、その上方に、鉄筋が橋軸方向と平行におよび直交して延在するように配置され、該空間にコンクリートが打設されて合成鋼床版桁橋が形成される。   Specifically, vertical ribs are welded and fixed on the top surface of the deck plate in the direction of the bridge axis, and above them, the reinforcing bars are arranged so as to extend in parallel and perpendicular to the direction of the bridge axis, and concrete is cast into the space. A synthetic steel floor slab girder bridge will be formed.

また、該合成鋼床版桁橋の基本的な施工方法としては、工場において、デッキプレート用鋼板に、縦リブや横リブなどの必要な部材を配して、溶接などにより一体化し、鋼床版パネルや主桁ブロックを現場まで搬送して架設した後、デッキプレート端部に、型枠を形成してコンクリートを打設して合成鋼床版とするものであり、デッキプレートの下方には、橋軸方向と平行に延在する主桁と橋軸方向と直交する方向に延在する横桁(横リブ)が、互いに直交する方向で設けられている(特許文献1)。   Moreover, as a basic construction method of the synthetic steel floor slab girder bridge, necessary members such as vertical ribs and horizontal ribs are arranged on the steel plate for the deck plate in the factory, and are integrated by welding or the like. After the plate panel and main girder block are transported to the site and installed, a formwork is formed at the end of the deck plate, and concrete is cast into a synthetic steel floor slab. A main girder extending in parallel with the bridge axis direction and a cross beam (lateral rib) extending in a direction orthogonal to the bridge axis direction are provided in directions orthogonal to each other (Patent Document 1).

しかし、こうした鋼・コンクリート合成床版を形成する際には、デッキプレート自身が合成完了前において、死荷重を支持する必要がある。   However, when forming such a steel / concrete composite deck, it is necessary for the deck plate itself to support the dead load before the synthesis is completed.

具体的には、合成完了前において、鋼床版パネルや主桁ブロックを架設してデッキプレート上にコンクリートを打設する時に、その死荷重(鋼板やコンクリートなどの重量)を鋼部材のみで支持できず、デッキプレートが座屈してしまうことがあるという問題がある。   Specifically, before the synthesis is completed, when steel concrete slab panels and main girder blocks are installed and concrete is placed on the deck plate, the dead load (weight of steel plate, concrete, etc.) is supported only by steel members. There is a problem that the deck plate may be buckled.

座屈をしないだけの十分に補強された頑丈なデッキプレート用鋼板を作ろうとすれば、デッキプレート鋼板の板厚を厚くするか、縦リブや横リブの本数を増やすことになり、それが鋼部材の重量増加を招き、製作コストが高くなるため、問題の根本的解決にはならないものであった。しかも、そうしてデッキプレートの補強に用いられる補強鋼材の大部分は、打設したコンクリートが硬化した後には、鋼・コンクリート合成床版の強度上からは、もはや不要なものとなるものであり、そのような過度の補強部材を使用しなくても済む合成鋼床版構造と施工法が求められていた。   If you try to make a steel plate for a deck plate that is reinforced and strong enough not to buckle, you will either increase the thickness of the deck plate steel plate or increase the number of vertical and horizontal ribs. Since the weight of the member is increased and the manufacturing cost is increased, the problem cannot be fundamentally solved. In addition, most of the reinforcing steel used to reinforce the deck plate is no longer necessary from the viewpoint of the strength of the steel / concrete composite slab after the cast concrete has hardened. Therefore, there has been a demand for a synthetic steel slab structure and a construction method that do not require the use of such excessive reinforcing members.

一方、鋼板上にコンクリートを現場打ちする際の剛性を確保し、かつ、鋼材重量の低減を図ることができる鋼・コンクリート合成床版およびその施工手法として、鋼板と、該鋼板の表面に突設したコンクリートのずれ止め部材と、該鋼板の上方に配設した鉄筋と、該鋼板上に打設したコンクリートとを有してなる橋梁床版用の鋼・コンクリート合成床版であって、該鋼板上に打設すべき該コンクリートの一部を先行打設することにより、この先行打設したコンクリートと該鉄筋の一部と該鋼板の一部とを有してなるコンクリート梁を形成し、このコンクリート梁を、合成前、死荷重保持のための鋼板補強材として備え、その後、この鋼・コンクリート合成床版の構成部材を橋梁の所定位置に架設して、該鋼板上の該コンクリート梁が設けられていない部分に、コンクリートを後打ちすることより合成床版とすることが提案されている(特許文献2)。   On the other hand, a steel / concrete composite floor slab that can secure the rigidity when concrete is cast on the steel sheet and can reduce the weight of the steel material, and its construction method as a steel sheet and projecting on the surface of the steel sheet A steel / concrete composite floor slab for a bridge floor slab comprising a concrete slip-preventing member, a reinforcing bar disposed above the steel sheet, and concrete placed on the steel sheet, A part of the concrete to be placed thereon is pre-placed to form a concrete beam having the pre-placed concrete, part of the reinforcing bar and part of the steel plate, A concrete beam is provided as a steel plate reinforcement for holding dead loads before synthesis, and then the steel / concrete composite floor slab is installed at a predetermined position on the bridge to provide the concrete beam on the steel plate. Is To have no part, it is proposed that a synthesized slab than to hit back the concrete (Patent Document 2).

しかし、この提案によるものは、その技術前提を合成床版としての構造や施工方法としており、鋼板上に打設すべきコンクリートの一部を工場などで先行打設することにより梁状構造を形成しておき、該コンクリート梁状構造を架設時において合成前の死荷重保持のための鋼板補強材として利用するものであり、自立しない底鋼板を補強するため、1mピッチと密に該コンクリート梁を設ける必要がある。また、橋軸方向に縦リブなどの補強鋼板を配していないため主桁方向の断面定数が小さく、桁高が高くなることや、合成前後の床版断面定数は同じであるため、床版厚さが厚くなり、合成鋼床版に適用するには、合成鋼床版のメリットである桁高軽減や死荷重低減の効果がなくなってしまい、合成鋼床版での施工に際して検討されているものではなかった。更に、工場などでコンクリートを先行打設するため、現場で打設したコンクリートとの材齢差が大きく、コンクリートのクリープ・乾燥収縮による付加応力が加わるため、設計が煩雑になるとなるとともに、橋軸方向に補強部材がないため、現場にてコンクリートを打設する際には、底鋼板が座屈する可能性がある。
特開平11−158816号公報 特開2002−180420号公報(段落0017、段落0024)
However, in this proposal, the technical premise is a structure and construction method as a composite floor slab, and a beam-like structure is formed by placing a part of concrete to be placed on a steel plate in advance at a factory or the like. In addition, the concrete beam-like structure is used as a steel plate reinforcing material for holding a dead load before synthesis at the time of erection, and in order to reinforce the bottom steel plate that does not stand by itself, the concrete beam is closely packed with a 1 m pitch. It is necessary to provide it. In addition, because no reinforcing steel plates such as vertical ribs are arranged in the bridge axis direction, the cross section constant in the main girder direction is small and the girder height is high, and the cross section constants before and after synthesis are the same. To increase the thickness and apply it to synthetic steel slabs, the effects of reducing the girder height and reducing dead load, which are the merits of synthetic steel slabs, are lost, and it is being considered for construction with synthetic steel slabs. It was not a thing. In addition, since concrete is cast in advance at factories and the like, the age difference from the concrete cast on site is large, and additional stress due to creep and drying shrinkage of the concrete is added, making the design complicated and the bridge shaft. Since there is no reinforcing member in the direction, the bottom steel plate may buckle when placing concrete on site.
Japanese Patent Laid-Open No. 11-158816 JP 2002-180420 A (paragraph 0017, paragraph 0024)

上述したような点に鑑み、本発明の目的は、合成鋼床版桁橋の施工時に鋼部材の自重とさらにプラスされるコンクリートの重さにより、デッキプレート(鋼床版パネル)が座屈することが防止でき、それにより、架設時の座屈防止のために必要とされて決定された縦リブや横桁(横リブ)の設置ピッチを大きくできるため、鋼床版パネルの製作性の向上やコストの低減化を実現することのできる合成鋼床版桁橋の施工方法を提供することにある。   In view of the above-described points, the object of the present invention is that the deck plate (steel slab panel) buckles due to the weight of the steel member and the weight of the concrete added during construction of the synthetic steel slab girder bridge. This can increase the installation pitch of vertical ribs and cross girders (transverse ribs) that are determined to prevent buckling during erection. An object of the present invention is to provide a method of constructing a synthetic steel slab girder bridge that can realize cost reduction.

上述した目的を達成する本発明の合成鋼床版桁橋の施工方法は、以下の(1)の構成からなるものである。
(1)橋軸方向に延在する主桁と橋軸方向と直交する方向に延在する横桁や横リブの上方にデッキプレートを配し、さらに該デッキプレート上面に縦リブを橋軸方向に溶接固定し、その上方に補強鉄筋を配し、該デッキプレートの上面空間に前記補強鉄筋を内部に包含させてコンクリートを打設する合成鋼床版桁橋の施工方法において、隣り合って存在している横桁や横リブの中間位置において、橋軸方向と直交する方向に延在させかつ少なくとも橋軸方向と直交する鉄筋部を含む狭幅部分にコンクリートを先行打設し、該先行打設したコンクリートが硬化した後、未打設の空間部分にコンクリートを打設することを特徴とする合成鋼床版桁橋の施工方法。
The construction method of the synthetic steel slab girder bridge of the present invention that achieves the above-mentioned object has the following configuration (1).
(1) A deck plate is arranged above the main girder extending in the bridge axis direction and the cross beams and horizontal ribs extending in the direction orthogonal to the bridge axis direction. In a construction method of a synthetic steel slab girder bridge, in which a reinforcing steel bar is placed on the upper side of the deck plate and concrete is placed by including the reinforcing steel bar in the upper surface space of the deck plate. In the middle position of the cross beams and horizontal ribs, the concrete is placed in advance in a narrow portion including a reinforcing bar portion extending in a direction orthogonal to the bridge axis direction and at least orthogonal to the bridge axis direction. A method for constructing a composite steel slab girder bridge in which concrete is cast in an unplaced space after the set concrete has hardened.

また、かかる本発明の合成鋼床版桁橋の施工方法において、より具体的に好ましくは、以下の(2)〜(4)のいずれかの構成を有する合成鋼床版桁橋の施工方法である。
(2)先行打設をするコンクリートとして、早強コンクリートを使用することを特徴とする上記(1)記載の合成鋼床版桁橋の施工方法。
(3)未打設の空間部分にコンクリート打設をすることが、先行打設した後、4日以降に行うことを特徴とする上記(2)記載の合成鋼床版桁橋の施工方法。
(4)先行狭幅打設部が、橋軸方向と直交する鉄筋を2〜5本分含むものであることを特徴とする上記(1)〜(3)のいずれかに記載の合成鋼床版桁橋の施工方法。
Moreover, in the construction method of the synthetic steel floor slab girder bridge of the present invention, more specifically, preferably, in the construction method of the synthetic steel floor slab girder bridge having any one of the following configurations (2) to (4): is there.
(2) The method for constructing a synthetic steel slab girder bridge as described in (1) above, wherein early-strength concrete is used as the concrete to be placed in advance.
(3) The method for constructing a composite steel slab girder bridge as described in (2) above, wherein the concrete placement in the unplaced space portion is performed after 4 days after the previous placement.
(4) The preceding narrow-width placing portion includes 2 to 5 reinforcing bars orthogonal to the bridge axis direction, and the synthetic steel deck slab according to any one of (1) to (3) above Bridge construction method.

請求項1にかかる本発明によれば、合成鋼床版桁橋の施工時において、鋼部材の自重とさらにプラスされるコンクリートの重さにより、デッキプレート(鋼床版パネル)が座屈することが防止され、それにより、架設時の座屈防止のために必要とされて決定された縦リブや横桁(横リブ)の設置ピッチを大きくできるため、鋼床版パネルの製作性の向上やコストの低減化を実現することができる新規な合成鋼床版桁橋の施工方法が提供される。   According to the first aspect of the present invention, the deck plate (steel slab panel) may buckle due to the weight of the steel member and the added concrete weight during construction of the synthetic steel slab girder bridge. This increases the installation pitch of vertical ribs and cross girders (transverse ribs), which are determined to prevent buckling during installation, thereby improving the productivity and cost of steel floor slab panels. A method for constructing a new synthetic steel deck siding girder bridge that can realize a reduction in the amount of steel is provided.

請求項2さらに請求項3にかかる本発明によれば、普通のコンクリートを使用する場合に比べて、全体の工期を、一般に約3週間程度短くすることができて、全体工期を短いものにしつつ、本発明の合成鋼床版桁橋の施工方法を実現できる。   According to the second and third aspects of the present invention, the entire construction period can be shortened by about 3 weeks in general as compared with the case of using ordinary concrete, and the entire construction period is shortened. The construction method of the synthetic steel slab girder bridge of the present invention can be realized.

請求項4にかかる本発明によれば、本発明の前述した効果を、より一層高く享受しつつ本発明の合成鋼床版桁橋の施工方法を実現できるものである。   According to this invention concerning Claim 4, the construction method of the synthetic steel slab girder bridge of this invention is realizable, enjoying the effect mentioned above of this invention still more highly.

以下、図面などを用いながら、更に詳しく本発明の合成鋼床版桁橋の施工方法について説明する。   Hereinafter, the construction method of the synthetic steel slab girder bridge of the present invention will be described in more detail with reference to the drawings.

図1は、本発明の合成鋼床版桁橋の施工方法を実施するに際して、鋼床版にコンクリートを打設する前の状態を示した概略モデル斜視図である。   FIG. 1 is a schematic model perspective view showing a state before placing concrete on a steel slab when the method for constructing a synthetic steel slab girder bridge of the present invention is carried out.

図2は、本発明の合成鋼床版桁橋の施工方法を実施するに際して、隣り合って存在している横桁や横リブの中間位置において、コンクリートを先行打設する直前の状態を説明する概略モデル斜視図である。   FIG. 2 illustrates a state immediately before the concrete is placed in advance at an intermediate position between a lateral girder and a lateral rib that are adjacent to each other when the method for constructing a synthetic steel slab girder bridge of the present invention is carried out. It is a schematic model perspective view.

本発明の合成鋼床版桁橋の施工方法は、図1や図2に示したように、橋軸方向に延在する主桁2と橋軸方向と直交する方向に延在する横桁や横リブ3の上方にデッキプレート4を配し、さらに該デッキプレート4の上面に縦リブ5を橋軸方向に溶接固定し、その上方に補強鉄筋(横鉄筋6、縦鉄筋7)を配し、該デッキプレート4の上面空間に前記補強鉄筋を内部に包含させてコンクリートを打設する合成鋼床版桁橋1の施工方法において、隣り合って存在している横桁や横リブ3の中間位置において、橋軸方向と直交する方向に延在させかつ少なくとも橋軸方向と直交する鉄筋部を含む狭幅部分8にコンクリートを先行打設し、さらに、該先行打設したコンクリートが硬化した後、未打設の空間部分にコンクリートを打設することを特徴とするものである。   As shown in FIGS. 1 and 2, the construction method of the synthetic steel floor slab girder of the present invention includes a main girder 2 extending in the bridge axis direction and a cross girder extending in a direction orthogonal to the bridge axis direction. The deck plate 4 is arranged above the horizontal rib 3, and the vertical rib 5 is welded and fixed to the upper surface of the deck plate 4 in the direction of the bridge axis, and the reinforcing reinforcing bars (the horizontal reinforcing bar 6 and the vertical reinforcing bar 7) are arranged above it. In the construction method of the synthetic steel slab girder bridge 1 in which concrete is placed by including the reinforcing reinforcing bars in the upper surface space of the deck plate 4, an intermediate between the side beams and the side ribs 3 that are adjacent to each other. In a position, after concrete is cast in a narrow width portion 8 that extends in a direction orthogonal to the bridge axis direction and includes at least a reinforcing bar portion orthogonal to the bridge axis direction, and further, after the preceding cast concrete has hardened It is characterized by placing concrete in the unplaced space Is shall.

本発明のかかる合成鋼床版桁橋の施工方法によれば、隣り合って存在している横桁や横リブ3の中間位置において、先行打設した鉄筋を含むコンクリート細幅部が、デッキプレートの幅方向に延在していることから、該先行打設コンクリートが、いわゆる「節(ふし)」となり、コンクリート打設をしたときに、デッキプレートの座屈耐力を向上させることができるようになりデッキプレートが座屈することを防止できることになる。   According to the method for constructing a composite steel deck girder bridge according to the present invention, the concrete narrow portion including the rebar placed in advance is provided at the intermediate position between the adjacent horizontal beams and horizontal ribs 3. Since the pre-cast concrete has a so-called “node”, the buckling strength of the deck plate can be improved when the concrete is cast. Therefore, it is possible to prevent the deck plate from buckling.

図2における、隣り合って存在している横桁や横リブ3の中間位置において、橋軸方向と直交する方向に延在させかつ少なくとも橋軸方向と直交する鉄筋部(横鉄筋6)を含む狭幅部分8の部分は、施工現場で、まずその部分だけを打設するための型枠を形成し、コンクリートを打設すればよいものである。   2 includes a reinforcing bar portion (horizontal reinforcing bar 6) extending in a direction orthogonal to the bridge axis direction and at least orthogonal to the bridge axis direction at an intermediate position between the adjacent cross beams and horizontal ribs 3 in FIG. The narrow width portion 8 is formed by forming a formwork for placing only the portion at the construction site and placing concrete.

該先行打設する狭幅部分8は、橋軸方向と直交する鉄筋を少なくとも1本を含むようにして打設することが、上述した「節(ふし)」を、より強く構成させる点で好ましい。   It is preferable that the narrow-width portion 8 to be placed in advance is placed so as to include at least one reinforcing bar orthogonal to the bridge axis direction in order to make the above-described “node” stronger.

本発明者らの知見によれば、橋軸方向と直交する鉄筋を2〜5本分含むことが好ましい。   According to the knowledge of the present inventors, it is preferable to include 2 to 5 reinforcing bars perpendicular to the bridge axis direction.

図2に示したように、具体的な該先行打設する狭幅部分8の幅Wは、特に限定されるものではないが、本発明者らの知見によれば、幅200mm〜350mm程度とするのがよい。より好ましくは、200mm〜300mmである。本発明において、横鉄筋の存在ピッチは、100mm〜150mm程度とするのがよく、先行コンクリート打設部の幅を、上述した範囲とすることにより、先行コンクリート打設部分に数本の鉄筋が含まれることとなり好ましい。   As shown in FIG. 2, the specific width W of the narrow portion 8 to be placed in advance is not particularly limited, but according to the knowledge of the present inventors, the width is about 200 mm to 350 mm. It is good to do. More preferably, it is 200 mm-300 mm. In the present invention, the pitch of the horizontal reinforcing bars is preferably about 100 mm to 150 mm, and by setting the width of the preceding concrete placing portion to the above-described range, the preceding concrete placing portion includes several reinforcing bars. This is preferable.

また、該先行打設する狭幅部分8は、その両端部位置が、橋の全幅にわたり該狭幅部分が存在するように構成される必要はなく、主桁の上に一部がかかり「節(ふし)」を発揮できる最低限の長さであればよい。   In addition, the narrow portion 8 to be placed in advance does not need to be configured such that the positions of both end portions thereof exist over the entire width of the bridge. It is sufficient that the length is a minimum length capable of exhibiting “(Fushi)”.

先行打設をするコンクリートとしては、早強コンクリートや超早強コンクリートなどと呼ばれて市販されているコンクリート等の、養生がより短期間で終了するものを用いるのがよく、普通のコンクリートは、養生に約1ケ月弱を要することになるので、未打設の部分にコンクリートを打設する工事が遅くなることから、工程的に長くなり、一般的に望ましくない。   As the concrete to be placed in advance, it is better to use the concrete that is cured in a shorter period of time, such as concrete that is commercially available as early-strength concrete or ultra-early-strength concrete, Since curing requires less than about a month, the construction of placing concrete in an unplaced part is slow, which increases the length of the process and is generally undesirable.

本発明の施工方法を実施する上で、具体的に好ましくは、未打設の空間部分にコンクリート打設をすることが、先行打設した後の4日以降に行うことが好ましい。好ましくは、4日以降7日以内に行うことが効果的である。   In carrying out the construction method of the present invention, it is particularly preferable that the concrete is placed in an unplaced space portion after 4 days after the prior placement. Preferably, it is effective to carry out within 4 days after 7 days.

未打設の空間部分にコンクリート打設をするに際しては、先行打設に使用した型枠を除去した後、コンクリート打設をするとよい。   When placing concrete in an unplaced space portion, it is preferable to cast concrete after removing the formwork used for the previous placement.

本発明の施工方法が採用され得る合成鋼床版桁橋に関して、その主桁構造は、I型や箱型などのいずれでもよく、さらにトラス構造のものであってもよい。   Regarding the synthetic steel floor slab girder bridge in which the construction method of the present invention can be adopted, the main girder structure may be either I-type or box-type, and may be of a truss structure.

要は、橋軸方向に延在する主桁と橋軸方向と直交する方向に延在する横桁や横リブの上方にデッキプレートを配し、さらにデッキプレート上面には縦リブを橋軸方向に溶接固定し、その上方に補強鉄筋を配し、デッキプレートの上面空間に補強鉄筋を内部に包含させてコンクリートを打設する合成鋼床版桁橋の施工法に採用すれば効果があるものである。   The main point is that the deck plate is placed above the main girder extending in the bridge axis direction and the cross beams and horizontal ribs extending in the direction perpendicular to the bridge axis direction. It is effective if it is adopted in the construction method of a synthetic steel floor slab girder where a reinforcing steel bar is placed on top of it, a reinforcing bar is placed above it, and the concrete is placed with the reinforcing bar inside the deck plate. It is.

図1は、本発明の合成鋼床版桁橋の施工方法を実施するに際して、鋼床版にコンクリートを打設する前の状態を示した概略モデル斜視図である。FIG. 1 is a schematic model perspective view showing a state before placing concrete on a steel slab when the method for constructing a synthetic steel slab girder bridge of the present invention is carried out. 図2は、本発明の合成鋼床版桁橋の施工方法を実施するに際して、隣り合って存在している横桁や横リブの中間位置において、コンクリートを先行打設する直前の状態を説明する概略モデル斜視図である。FIG. 2 illustrates a state immediately before the concrete is placed in advance at an intermediate position between a lateral girder and a lateral rib that are adjacent to each other when the method for constructing a synthetic steel slab girder bridge of the present invention is carried out. It is a schematic model perspective view.

符号の説明Explanation of symbols

1 合成鋼床版桁橋
2 主桁
3 横桁(横リブ)
4 デッキプレート
5 縦リブ
6 横鉄筋
7 縦鉄筋
8 先行打設型枠
1 Girder bridge of composite steel floor 2 Main girder 3 Cross girder (lateral rib)
4 Deck plate 5 Vertical rib 6 Horizontal reinforcing bar 7 Vertical reinforcing bar 8 Pre-placed formwork

Claims (4)

  1. 橋軸方向に延在する主桁と橋軸方向と直交する方向に延在する横桁や横リブの上方にデッキプレートを配し、さらに該デッキプレート上面に縦リブを橋軸方向に溶接固定し、その上方に補強鉄筋を配し、該デッキプレートの上面空間に前記補強鉄筋を内部に包含させてコンクリートを打設する合成鋼床版桁橋の施工方法において、隣り合って存在している前記横桁や横リブの中間位置において、橋軸方向と直交する方向に延在させかつ少なくとも橋軸方向と直交する鉄筋部を含む狭幅部分にコンクリートを先行打設し、該先行打設したコンクリートが硬化した後、未打設の空間部分にコンクリートを打設することを特徴とする合成鋼床版桁橋の施工方法。   A deck plate is arranged above the main girder extending in the bridge axis direction and the cross beams and horizontal ribs extending in the direction orthogonal to the bridge axis direction, and the vertical rib is welded and fixed in the bridge axis direction on the top surface of the deck plate. In the construction method of the synthetic steel slab girder bridge in which the reinforcing steel bars are arranged above and the concrete is placed by including the reinforcing steel bars in the upper surface space of the deck plate, they are adjacent to each other. In the middle position of the cross beam and the horizontal rib, the concrete was previously placed in a narrow portion including a reinforcing bar portion extending in a direction perpendicular to the bridge axis direction and at least perpendicular to the bridge axis direction. A method for constructing a composite steel slab girder bridge, wherein concrete is cast in an unplaced space after the concrete is hardened.
  2. 先行打設をするコンクリートとして、早強コンクリートを使用することを特徴とする請求項1記載の合成鋼床版桁橋の施工方法。   2. The method for constructing a composite steel slab girder bridge according to claim 1, wherein early-strength concrete is used as the concrete to be placed in advance.
  3. 未打設の空間部分にコンクリート打設をすることが、先行打設した後、4日以降に行うことを特徴とする請求項2記載の合成鋼床版桁橋の施工方法。   3. The method for constructing a synthetic steel slab girder bridge according to claim 2, wherein the concrete placement in the unplaced space portion is performed after 4 days after the prior placement.
  4. 先行狭幅打設部が、橋軸方向と直交する鉄筋を2〜5本分含むものであることを特徴とする請求項1〜3のいずれかに記載の合成鋼床版桁橋の施工方法。   The construction method for a synthetic steel slab girder bridge according to any one of claims 1 to 3, wherein the narrow-width leading portion includes 2 to 5 reinforcing bars orthogonal to the bridge axis direction.
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Publication number Priority date Publication date Assignee Title
JP2011179171A (en) * 2010-02-26 2011-09-15 Ube Machinery Corporation Ltd Composite floor slab, bridge using the same, and method for constructing the bridge
CN102433837A (en) * 2011-12-26 2012-05-02 中铁大桥勘测设计院集团有限公司 Orthogonal anisotropic plate integrated steel bridge deck of side box girder and longitudinal and transverse beam railway and construction method
CN105926423A (en) * 2016-04-15 2016-09-07 浙江大学 Composite beam type bridge floor continuation device and bridge floor continuation method applied in hollow slab girder bridges

Families Citing this family (1)

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Publication number Priority date Publication date Assignee Title
CN110670486A (en) * 2019-10-10 2020-01-10 河北建设集团卓诚路桥工程有限公司 Construction method for steel box arch bridge grid beam concrete cast-in-place bridge deck

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JP2002180420A (en) * 2000-10-05 2002-06-26 Mitsubishi Heavy Ind Ltd Steel-concrete synthetic floor slab and its execution method and constitutive member of this synthetic floor slab and bridge suing this synthetic floor slab
JP2007113208A (en) * 2005-10-18 2007-05-10 Metropolitan Expressway Co Ltd Longitudinal rib composite floor slab

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JPH07109711A (en) * 1993-10-12 1995-04-25 Japan Steel & Tube Constr Co Ltd Continuous feeding method of concrete slab
JP2002180420A (en) * 2000-10-05 2002-06-26 Mitsubishi Heavy Ind Ltd Steel-concrete synthetic floor slab and its execution method and constitutive member of this synthetic floor slab and bridge suing this synthetic floor slab
JP2007113208A (en) * 2005-10-18 2007-05-10 Metropolitan Expressway Co Ltd Longitudinal rib composite floor slab

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011179171A (en) * 2010-02-26 2011-09-15 Ube Machinery Corporation Ltd Composite floor slab, bridge using the same, and method for constructing the bridge
CN102433837A (en) * 2011-12-26 2012-05-02 中铁大桥勘测设计院集团有限公司 Orthogonal anisotropic plate integrated steel bridge deck of side box girder and longitudinal and transverse beam railway and construction method
CN102433837B (en) * 2011-12-26 2014-03-12 中铁大桥勘测设计院集团有限公司 Orthogonal anisotropic plate integrated steel bridge deck of side box girder and longitudinal and transverse beam railway and construction method
CN105926423A (en) * 2016-04-15 2016-09-07 浙江大学 Composite beam type bridge floor continuation device and bridge floor continuation method applied in hollow slab girder bridges
CN105926423B (en) * 2016-04-15 2018-06-12 浙江大学 It is a kind of applied to the combination beam type bridge floor continuation apparatus of Hollow Slab Beam Bridge and bridge floor continuation method

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