JP2015151768A - Change-over method of concrete slab for highway road, and change-over pc slab by the method - Google Patents

Change-over method of concrete slab for highway road, and change-over pc slab by the method Download PDF

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JP2015151768A
JP2015151768A JP2014026829A JP2014026829A JP2015151768A JP 2015151768 A JP2015151768 A JP 2015151768A JP 2014026829 A JP2014026829 A JP 2014026829A JP 2014026829 A JP2014026829 A JP 2014026829A JP 2015151768 A JP2015151768 A JP 2015151768A
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tension
floor slab
plate
concrete floor
precast
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JP2015151768A5 (en
JP6323776B2 (en
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青木　圭一
Keiichi Aoki
圭一 青木
吉憲 和田
Yoshinori Wada
吉憲 和田
康造 三島
Kozo Mishima
康造 三島
知明 松島
Tomoaki Matsushima
知明 松島
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West Nippon Expressway Co Ltd
PS Mitsubishi Construction Co Ltd
Central Nippon Expressway Co Ltd
East Nippon Expressway Co Ltd
Nippon Expressway Research Institute Co Ltd
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West Nippon Expressway Co Ltd
PS Mitsubishi Construction Co Ltd
Central Nippon Expressway Co Ltd
East Nippon Expressway Co Ltd
Nippon Expressway Research Institute Co Ltd
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Application filed by West Nippon Expressway Co Ltd, PS Mitsubishi Construction Co Ltd, Central Nippon Expressway Co Ltd, East Nippon Expressway Co Ltd, Nippon Expressway Research Institute Co Ltd filed Critical West Nippon Expressway Co Ltd
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Abstract

PROBLEM TO BE SOLVED: To provide a change-over method capable of implementing the introduction of a prestress mutually between divided construction portions in a continuous state and at low cost, and a change-over slab by the method.SOLUTION: An existing concrete slab of a primary construction part is removed, and a new concrete slab is constructed in the primary construction part by installing a pretension precast PC board to which a prestress is applied in a width direction, in the removed primary construction part. A surface of the new concrete slab of the primary construction part is shared as a road, and an existing concrete slab of a secondary construction part is then removed. A concrete slab is installed in the removed secondary construction part, and a PC tensioning material is inserted continuously to end portions of the concrete slab and the pretension precast PC board installed before. By tensioning the PC tensioning material, the prestress is applied to the concrete slab, thereby obtaining the PC slab, and a change-over PC slab is obtained in which the PC slab and the pretension precast PC board are integrated.

Description

本発明は、主として鋼桁とコンクリート床版とからなる鋼桁橋におけるコンクリート床版部分を架け替えるための高架道路用コンクリート床版の架け替え方法及び同方法による架け替えＰＣ床版に関する。   The present invention relates to a method of replacing a concrete floor slab for an elevated road for replacing a concrete floor slab portion in a steel girder bridge mainly composed of a steel girder and a concrete floor slab, and a replacement PC floor slab by the method.

一般に、鋼桁橋におけるコンクリート床版は、車両を直接支持する構造部材であり、車両交通量の増大と車両の大型化の影響を直接受け、架け替えが必要な損傷事例が多発している。また、寒冷地における凍結防止剤の散布、海洋からの飛来塩分の影響を受け、コンクリート内の鋼材が腐食することによる塩害劣化事例も多発している。   In general, a concrete slab in a steel girder bridge is a structural member that directly supports a vehicle, and is directly affected by an increase in vehicle traffic and an increase in the size of the vehicle, and there are many cases of damage requiring replacement. In addition, there are many cases of salt damage deterioration due to corrosion of steel in concrete due to the application of antifreezing agents in cold regions and the influence of incoming salt from the ocean.

従来、上記のようなコンクリート床版の損傷に対する対策として補修工法が多く開発されているが、根本的な対策として、コンクリート床版を取り換える工法がある。   Conventionally, many repair methods have been developed as countermeasures against damage to the concrete slab as described above, but there is a method of replacing the concrete slab as a fundamental measure.

コンクリート床版の取り換え方法としては、既設の床版を撤去した後、型枠、鉄筋を組立、コンクリートを打設して新たな鉄筋コンクリート床版を構築する方法や、既設床版を撤去した後、プレキャストのプレストレストコンクリート版（以下ＰＣ版と記す）を並べて設置し新たにＰＣ床版を架設する方法（例えば特許文献１，２）があるが、これらの工法は、道路の幅員全域を同時に取り替えるものであるため、道路が全幅員において使用不能となり、工事期間中は道路を閉鎖しなければならず、道路の交通事情を悪化させる。   As a method for replacing the concrete floor slab, after removing the existing floor slab, assembling the formwork and rebar, placing concrete and building a new reinforced concrete floor slab, or after removing the existing floor slab, There are methods (for example, Patent Documents 1 and 2) in which precast prestressed concrete slabs (hereinafter referred to as PC slabs) are installed side by side and new PC floor slabs are installed, but these methods are used to replace the entire width of the road simultaneously. Therefore, the road becomes unusable in all widths, and the road must be closed during the construction period, which worsens the traffic situation of the road.

この問題を解決する方法として、コンクリート床版の取り換えを、道路を幅員方向を一次施工部と二次施工部とに分け、二次施工部の共用を継続させた状態で、一次施工部の架け替え工事を施工し、一次施工部の架け替え完了後、これを道路として共用させた後、残りの二次施工部の架け替えを施工する方法がある。   As a method to solve this problem, the replacement of the concrete floor slab is divided into the primary construction section and the road construction direction is divided into the primary construction section and the secondary construction section, and the secondary construction section is shared. There is a method of constructing replacement work, after completing the replacement of the primary construction section, sharing this as a road, and then replacing the remaining secondary construction section.

更に具体的には、図６（ａ）に示すように、コンクリート床版１上の道路の全幅員を共用している状態で、幅員方向に２分するための切断位置２の下面に仮支持桁３を架設する。この仮支持桁３は、隣り合う主鋼桁４，４に支持させた横桁５，５によって支持させる。   More specifically, as shown in FIG. 6A, in the state where the entire width of the road on the concrete slab 1 is shared, it is temporarily supported on the lower surface of the cutting position 2 for dividing into two in the width direction. Girder 3 is installed. The temporary support beam 3 is supported by horizontal beams 5 and 5 supported by adjacent main steel beams 4 and 4.

次いで図６（ｂ）に示すように切断位置２を境にした二次施工部７を共用させた状態で、一次施工部６の既設床版を除去し、図６（ｃ）に示すように、除去した部分に床版１を半割状にしたプレキャストＰＣ版８を架設する。   Next, as shown in FIG. 6 (b), the existing floor slab of the primary construction part 6 is removed in a state where the secondary construction part 7 at the cutting position 2 is shared, as shown in FIG. 6 (c). The precast PC plate 8 in which the floor slab 1 is halved is installed on the removed part.

次いで、図７（ｄ）に示すように新たに架設されたプレキャストＰＣ版８からなる床版上を共用させ、未取り換えの残りの二次施工部７の既設床版を除去し、然る後図７（ｅ）に示すように除去された部分に、残りの半割状のプレキャストＰＣ版９を架設し、両床版８，９間を連結して一体化させた床版１０を構成させることにより架け替えを完了し、図７（ｆ）に示すように全幅員に亘って共用させるという方法がある。   Next, as shown in FIG. 7 (d), the newly constructed precast PC plate 8 floor slab is shared, and the existing floor slab of the remaining secondary construction part 7 that has not been replaced is removed. As shown in FIG. 7 (e), the remaining half-split precast PC plate 9 is installed on the removed portion, and the floor plate 10 is formed by connecting the two floor plates 8, 9 together. Thus, there is a method in which the replacement is completed and shared across the entire width as shown in FIG.

特開２００７−２３９３６５号公報JP 2007-239365 A 特開２００９−２６４０４０号公報JP 2009-264040 A

上述した従来の方法では、幅員方向に複数枚のプレキャストＰＣ版８，９を連結して一体化させた床版１０を構成させるものであるが、単にプレキャストＰＣ版８，９を接合させるのみでは、図８に示すように、プレストレスの分布は、各プレキャストＰＣ版８，９の接合側端部にはプレストレスが導入されず、所望のプレストレスが１００％有効となるのは、端部から一定長だけ後退した位置からである。   In the conventional method described above, the floor slab 10 in which a plurality of precast PC plates 8 and 9 are connected and integrated in the width direction is configured, but simply by joining the precast PC plates 8 and 9 together. As shown in FIG. 8, the prestress distribution is such that no prestress is introduced into the joint side end portions of the precast PC plates 8 and 9, and the desired prestress is 100% effective at the end portions. This is from a position retracted by a certain length from.

このため従来は、図９に示すように各プレキャストＰＣ版８，９の鉄筋１１，１１を溶接する方法や、図１０に示すように、ＰＣ鋼棒１２を両プレキャストＰＣ版８，９に跨らせて埋設する方法、更には図１１、図１２に示すように両プレキャストＰＣ版８，９に跨らせ、両端が各プレキャストＰＣ版の下面に開口した弧状のＰＣ緊張材挿通孔１３を形成しておき、これに連結のためのＰＣストランド１４を通し、これを緊張することによって連結する方法等がある。   For this reason, conventionally, as shown in FIG. 9, a method of welding the reinforcing bars 11, 11 of each precast PC plate 8, 9, or a PC steel rod 12 straddling both precast PC plates 8, 9 as shown in FIG. 10. 11 and 12, as shown in FIG. 11 and FIG. 12, the arc-shaped PC tension material insertion hole 13 is formed so as to straddle both the precast PC plates 8 and 9 and both ends are opened on the lower surface of each precast PC plate. There is a method in which the PC strand 14 for connection is passed through this, and the connection is made by tensioning the PC strand 14.

これらの従来の方法の内、図９、図１０に示す方法では、プレキャストＰＣ版接合部分にプレストレスが導入されないため、仮保持桁３をそのまま残すことが必須となり、図１１、図１２のようにＰＣストランドによる緊張力を付与する場合であっても、図１１のようにＰＣストランド１４が短いと緊張時の伸び代が不十分となって十分なプレストレスが導入され難いという問題がある。   Among these conventional methods, in the methods shown in FIGS. 9 and 10, since prestress is not introduced into the precast PC plate joining portion, it is essential to leave the temporary holding beam 3 as it is, as shown in FIGS. Even when tension is applied by the PC strand, if the PC strand 14 is short as shown in FIG. 11, there is a problem that the elongation allowance at the time of tension is insufficient and it is difficult to introduce sufficient prestress.

また、図１２に示すようにＰＣストランド１４の長さをプレストレス導入に必要な長さとすると、各プレテンションプレキャストＰＣ版８．９の端部に各プレキャストＰＣ版全幅に対するＰＣ緊張材によるプレストレスト、連結のためのＰＣストランドによるプレストレストが重複して導入される部分が発生し、不経済となる。   When the length of the PC strand 14 is a length necessary for prestress introduction as shown in FIG. 12, prestressed by a PC tension material for each precast PC plate full width at the end of each pretension precast PC plate 8.9, The part where the prestressed by the PC strand for connection is introduced redundantly occurs, which is uneconomical.

更に、プレキャストＰＣ版８，９を連結して使用する場合、プレストレス導入のためのＰＣ緊張材は、各プレキャストＰＣ版の両端において定着されなければならないため、定着のための金物を多く必要とし、この金物は、プレストレスの導入及び維持のために重要な部品であるため、材質、寸法精度等において高品質である必要から高価とならざるを得ず、この使用数が多ければその分架け替えコストに大きく影響を及ぼすという問題があった。   Furthermore, when the precast PC plates 8 and 9 are connected and used, the PC tension material for introducing the prestress must be fixed at both ends of each precast PC plate, and thus requires a large amount of hardware for fixing. Since this hardware is an important part for the introduction and maintenance of prestress, it must be expensive because of its high quality in terms of material, dimensional accuracy, etc. There was a problem of greatly affecting replacement costs.

本発明はこのような従来の問題に鑑み、既設の床版を道路幅員方向に複数分割し、共用部分を残した状態で、他の部分の架け替えを行う分割施工による高架道路用コンクリート床版の架け替え方法において、架け替え工事完了後の新コンクリート床版に対する分割施工部分相互間におけるプレストレスの導入が、連続した状態でなされ、しかも従来のプレテンションプレキャストＰＣ版を連結して床版を構成させる場合に比べ、低コストで施工できる高架道路用コンクリート床版の架け替え方法及びその架け替え床版の提供を目的としてなされたものである。   In view of such a conventional problem, the present invention divides an existing floor slab into a plurality of road width directions and leaves the common part, and replaces the other part with a concrete construction for elevated road by split construction. In this replacement method, pre-stress is introduced between the divided parts of the new concrete floor slab after completion of the replacement work in a continuous state, and the floor slab is connected with the conventional pre-tension precast PC plate. The purpose of the present invention is to provide a method for replacing a concrete floor slab for an elevated road and a replacement floor slab that can be constructed at a low cost as compared with the case where it is configured.

上記の目的を達成するための請求項１に記載の発明の特徴は、道路長さ方向に設置した複数の橋桁に支持させた複数車線用の既設コンクリート床版の道路幅員方向を一次施工部と二次施工部に分割した架け替え区画を設定し、前記二次施工部を道路として共用可能な状態で残してこれと隣接する一次施工部の架け替えを行い、架け替え後の一次施工部を道路として共用させた後、前記二次施工部の架け替えを行い、前記一次施工部と一体化させて全体を道路として共用させる高架道路用コンクリート床版の架け替え方法において、前記一次施工部の架け替えは、該一次施工部の既設コンクリート床版を除去し、その除去された一次施工部に、幅員方向にプレストレスを付与したプレテンションプレキャストＰＣ版を架設して一次施工部に新コンクリート床版を構築し、該一次施工部の新コンクリート床版上を道路として共用させた後、前記二次施工部の既設コンクリート床版を除去し、その除去した二次施工部にコンクリート床版を架設し、該コンクリート床版と先に架設されているプレテンションプレキャストＰＣ版の端部とに連続させてＰＣ緊張材を挿通し、該ＰＣ緊張材を緊張することにより前記コンクリート床版にプレストレスを付与してＰＣ床版とするとともに、該ＰＣ床版と前記プレテンションプレキャストＰＣ版とが一体化された架け替えＰＣ床版とすることにある。   The feature of the invention described in claim 1 for achieving the above object is that the road width direction of the existing concrete floor slab for a plurality of lanes supported by a plurality of bridge girders installed in the road length direction is the primary construction section. Set up the replacement section divided into the secondary construction section, leave the secondary construction section in a state that can be shared as a road, replace the primary construction section adjacent to this, and replace the primary construction section after the replacement In the method of replacing a concrete floor slab for an elevated road that is shared with the primary construction section and shared as a road after the secondary construction section is replaced after being shared as a road, For replacement, the existing concrete floor slab of the primary construction section is removed, and a pre-tensioned precast PC slab pre-stressed in the width direction is installed on the removed primary construction section, and a new copy is added to the primary construction section. After building a cleat slab and sharing the new concrete floor slab of the primary construction section as a road, the existing concrete floor slab of the secondary construction section is removed, and the concrete floor slab is removed to the removed secondary construction section. Is inserted into the concrete floor slab and the end of the pre-tensioned precast PC plate installed in advance, and a PC tendon is inserted into the concrete floor slab by tensioning the PC tendon. In addition to providing a PC floor slab by applying stress, a PC floor slab in which the PC floor slab and the pretension precast PC plate are integrated is used.

請求項２に記載の発明の特徴は、請求項１の構成に加え、前記一次施工部の既設コンクリート床版の除去に先立ち、二次施工部の縁部下に仮支持材を設置することにある。   The feature of the invention described in claim 2 is that, in addition to the configuration of claim 1, prior to the removal of the existing concrete floor slab of the primary construction part, a temporary support material is installed under the edge of the secondary construction part. .

請求項３に記載の発明の特徴は、請求項１又は２の構成に加え、一次施工部に架設された前記新プレテンションプレキャストＰＣ版の、前記二次施工部側の縁部下に仮支持材を設置することにある。   The invention according to claim 3 is characterized in that, in addition to the structure of claim 1 or 2, the temporary support material is provided below the edge of the new pretension precast PC plate installed in the primary construction part on the secondary construction part side. Is to install.

請求項４に記載の発明の特徴は、請求項２又は３の構成に加え、前記仮支持材は、既設コンクリート床版の縁部下とこれに隣り合う前記プレテンションプレキャストＰＣ版の縁部下をともに仮支持する共通の架設鋼桁を使用することにある。   According to a fourth aspect of the present invention, in addition to the configuration of the second or third aspect, the temporary support member is provided both below the edge of the existing concrete floor slab and below the edge of the pretension precast PC plate adjacent thereto. The purpose is to use a common steel girder for temporary support.

請求項５に記載の発明の特徴は、高架道路用コンクリート床版の全幅員方向にプレストレスが導入されており、該幅員方向を２分割した一次施工部と二次施工部とから構成され、前記一次施工部は、プレテンション方式によってプレストレスが付与されたプレテンションプレキャストＰＣ版を鋼桁の長さ方向に多数並べて支持させることによって構成され、該プレテンションプレキャストＰＣ版の前記二次施工部側端部の裏面に緊張支圧部が備えられ、前記二次施工部は、ポストテンション方式によるポストテンションＰＣ版をもって構成され、前記プレテンションプレキャストＰＣ版には、その前記ポストテンションＰＣ版側の端面と前記緊張支圧部に連通開口するＰＣ緊張材挿通孔が形成されているとともに、前記ポストテンションＰＣ版には、前記プレテンションプレキャストＰＣ版側の端面とその反対側の端面に連通開口させたＰＣ緊張材挿通孔を備え、前記両ＰＣ緊張材挿通孔に連続して挿通されたポストテンション用ＰＣ緊張材を緊張することによって、前記ポストテンションＰＣ版のプレストレスを導入させるとともに、前記プレテンションプレキャストＰＣ版と前記ポストテンションＰＣ版とを一体化させてなる高架道路用架け替えＰＣ床版にある。   The feature of the invention described in claim 5 is that prestress is introduced in the entire width direction of the concrete floor slab for the elevated road, and is composed of a primary construction part and a secondary construction part that divide the width direction into two parts, The primary construction part is constituted by arranging and supporting a number of pretensioned precast PC plates prestressed by a pretension method in the length direction of the steel beam, and the secondary construction part of the pretensioned precast PC plate A tension supporting portion is provided on the back surface of the side end portion, and the secondary construction portion is constituted by a post tension PC post tension PC plate, and the pre-tension precast PC plate includes a post tension PC plate side. A PC tension material insertion hole that is open to communicate with the end face and the tension bearing portion is formed, and the post tension PC Includes a PC tension material insertion hole that is open to the end surface on the side of the pretension precast PC plate and the opposite end surface thereof, and the PC tension for post tension that is continuously inserted through both the PC tension material insertion holes. By tensioning the material, the pre-stress PC plate prestress is introduced, and the pre-tension precast PC plate and the post-tension PC plate are integrated into an elevated road replacement PC floor slab.

本発明においては、請求項１に記載のように、一次施工部の架け替えは、該一次施工部の既設コンクリート床版を除去し、その除去された一次施工部に、幅員方向にプレストレスを付与したプレテンションプレキャストＰＣ版を架設して一次施工部に新コンクリート床版を構築し、該一次施工部の新コンクリート床版上を道路として共用させた後、前記二次施工部の既設コンクリート床版を除去し、その除去した二次施工部にコンクリート床版を架設し、該コンクリート床版と先に架設されているプレテンションプレキャストＰＣ版の端部とに連続させてＰＣ緊張材を挿通し、該ＰＣ緊張材を緊張することにより前記コンクリート床版にプレストレスを付与してＰＣ床版とするとともに、該ＰＣ床版と前記プレテンションプレキャストＰＣ版とが一体化された架け替えＰＣ床版とするようにしたことにより、一次架け替え部と二次架け替え部との境界においても、他の部分と同様のプレストレスを導入することができ、また、従来例に示したような一次施工部と二次施工部の接合部分におけるＰＣ緊張材の重なり部分が少なくなり、経済性が高い。   In the present invention, as described in claim 1, the replacement of the primary construction part is performed by removing the existing concrete floor slab of the primary construction part and prestressing the removed primary construction part in the width direction. The pre-tensioned precast PC slab provided is constructed, a new concrete floor slab is constructed in the primary construction section, the new concrete floor slab of the primary construction section is shared as a road, and then the existing concrete floor of the secondary construction section The plate is removed, a concrete floor slab is installed in the removed secondary construction part, and the PC flooring material is inserted through the concrete floor slab and the end of the pretension precast PC plate installed in advance. The PC floor slab and the pre-tension precast PC plate are obtained by applying prestress to the concrete floor slab by tensioning the PC tension material. By adopting an integrated replacement PC floor slab, prestress similar to other parts can be introduced at the boundary between the primary replacement part and the secondary replacement part. And the overlapping part of the PC tendon material in the junction part of a primary construction part and a secondary construction part as shown in the prior art example decreases, and economical efficiency is high.

また、架け替え完了後に恒久的な仮鋼桁を残しておく必要がなく、使用した仮支持材を撤去し、再使用に供することができ経済性が高い。   Moreover, there is no need to leave a permanent temporary steel girder after completion of replacement, and the used temporary support material can be removed and reused, which is highly economical.

また、半分である一次施工部をプレテンションプレキャストＰＣ版を使用して架け替えることにより、使用するＰＣ緊張材の緊張定着金具の使用数を減らすことができ、コストを削減できる。   Moreover, by replacing the primary construction part which is half using the pretension precast PC plate, the number of use of the tension fixing metal fittings of the PC tension material to be used can be reduced, and the cost can be reduced.

本発明は、請求項２に記載のように、前記一次施工部の既設コンクリート床版の除去に先立ち、二次施工部の縁部下に仮支持材を設置することにより、床版の切断によって片持ち構造となる部分が補強され、二次施工部の既設コンクリート床版の安全性を確保できる。   According to the present invention, as described in claim 2, prior to the removal of the existing concrete floor slab of the primary construction part, a temporary support material is installed under the edge of the secondary construction part, so that the piece is cut by cutting the floor slab. The part that becomes the holding structure is reinforced, and the safety of the existing concrete slab of the secondary construction part can be secured.

本発明においては、請求項３に記載のように、一次施工部に架設された前記新プレテンションプレキャストＰＣ版の、前記二次施工部側の縁部下に仮支持材を設置することにより、二次施工部の架け替え前において片持ち構造となる部分が補強され、早期に道路として共用することができる。   In the present invention, as described in claim 3, by installing a temporary support material under the edge on the secondary construction part side of the new pretension precast PC plate installed in the primary construction part, The part which becomes a cantilever structure before the replacement of the next construction part is reinforced, and can be shared as a road at an early stage.

本発明においては、請求項４に記載のように、前記仮支持材は、既設コンクリート床版の縁部下とこれに隣り合う前記プレテンションプレキャストＰＣ版の縁部下をともに仮支持する共通の架設鋼桁を使用することにより、仮支持材を恒久的に構造材として残すことも可能となり、架け替え後の床版を高強度のものとできる。   In the present invention, as described in claim 4, the temporary support member is a common construction steel that temporarily supports both the lower part of the existing concrete floor slab and the lower part of the pretension precast PC plate adjacent thereto. By using a girder, the temporary support material can be left as a structural material permanently, and the floor slab after replacement can be made high-strength.

本発明においては請求項５に記載のように、架け替え後の高架道路用架け替えＰＣ床版を、高架道路用コンクリート床版の全幅員方向にプレストレスが導入されており、該幅員方向を２分割した一次施工部と二次施工部とから構成され、前記一次施工部は、プレテンション方式によってプレストレスが付与されたプレテンションプレキャストＰＣ版を鋼桁の長さ方向に多数並べて支持させることによって構成され、該プレテンションプレキャストＰＣ版の前記二次施工部側端部の裏面に緊張支圧部が備えられ、前記二次施工部は、ポストテンション方式によるポストテンションＰＣ版をもって構成され、前記プレテンションプレキャストＰＣ版には、その前記ポストテンションＰＣ版側の端面と前記緊張支圧部に連通開口するＰＣ緊張材挿通孔が形成されているとともに、前記ポストテンションＰＣ版には、前記プレテンションプレキャストＰＣ版側の端面とその反対側の端面に連通開口させたＰＣ緊張材挿通孔を備え、前記両ＰＣ緊張材挿通孔に連続して挿通されたポストテンション用ＰＣ緊張材を緊張することによって、前記ポストテンションＰＣ版のプレストレスを導入させるとともに、前記プレテンションプレキャストＰＣ版と前記ポストテンションＰＣ版とを一体化させたことにより、道路の全面的な閉鎖を回避し、より低コストで短期間に施工することができる。   In the present invention, as described in claim 5, prestress is introduced into the entire width direction of the elevated concrete floor slab for the elevated road replacement PC floor slab after the replacement. It consists of a primary construction part and a secondary construction part that are divided into two parts, and the primary construction part supports a number of pretensioned precast PC plates prestressed by a pretensioning system in the length direction of the steel beam. A tension support section is provided on the back surface of the secondary construction part side end of the pretension precast PC plate, and the secondary construction part is configured with a post tension PC post tension PC plate, Pre-tensioned precast PC plate has a PC tension material inserted through the end surface of the post-tension PC plate and the tension bearing part. Are formed on the post-tension PC plate, and the PC tension material insertion hole is provided with a PC tension material insertion hole open to the end surface on the pretension precast PC plate side and the end surface on the opposite side. The pre-stress PC plate and the post-tension PC plate were integrated with each other by introducing the pre-stress PC plate pre-stress by tensioning the post-tension PC tension member inserted continuously in the post-tension PC plate. Thus, it is possible to avoid the complete closure of the road and to perform construction in a short time at a lower cost.

本発明に係る高架道路用架け替えＰＣ床版の実施の一例を示す横断面図である。It is a cross-sectional view which shows an example of implementation of the replacement PC floor slab for elevated roads concerning this invention. 同ＰＣ床版の一次架け替え部に使用するプレテンションプレキャストＰＣ版を示す底面図である。It is a bottom view which shows the pretension precast PC plate used for the primary transfer part of the same PC floor slab. 本発明方法の一例の施工工程を示すもので、（ａ）〜（ｃ）は、前半工程の説明図である。The construction process of an example of this invention method is shown, (a)-(c) is explanatory drawing of a first-half process. 本発明方法の一例の施工工程を示すもので、（ｄ）〜（ｆ）は、後半工程の説明図である。The construction process of an example of this invention method is shown, (d)-(f) is explanatory drawing of a latter half process. （ａ）〜（ｃ）本発明に係る高架道路用架け替えＰＣ床版のプレストレスによる応力説明図である。(A)-(c) It is stress explanatory drawing by the prestress of the replacement PC floor slab for elevated roads concerning this invention. 従来方法の施工工程を示すもので、（ａ）〜（ｃ）は、前半工程の説明図である。The construction process of a conventional method is shown, (a)-(c) is explanatory drawing of a first-half process. 従来方法の施工工程を示すもので、（ｄ）〜（ｆ）は、後半工程の説明図である。The construction process of a conventional method is shown, (d)-(f) is explanatory drawing of a latter half process. 従来方法による高架道路用架け替えＰＣ床版のプレストレスによる応力説明図である。It is stress explanatory drawing by the prestress of the replacement PC floor slab for elevated roads by the conventional method. 従来方法による一次施工部と二次施工部の連結状態の一例を示す断面図である。It is sectional drawing which shows an example of the connection state of the primary construction part by a conventional method, and a secondary construction part. 従来方法による一次施工部と二次施工部の連結状態の他の例を示す断面図である。It is sectional drawing which shows the other example of the connection state of the primary construction part by a conventional method, and a secondary construction part. 従来方法による一次施工部と二次施工部の連結状態の更に他の例を示す断面図である。It is sectional drawing which shows the further another example of the connection state of the primary construction part by a conventional method, and a secondary construction part. 従来方法による一次施工部と二次施工部の連結状態の更に他の例を示す断面図である。It is sectional drawing which shows the further another example of the connection state of the primary construction part by a conventional method, and a secondary construction part.

次に、本発明の実施の態様を、図面に基づいて説明する。図１は本発明に係る高架道路用架け替えＰＣ床版を示している。この架け替え後の架け替えＰＣ床版２０は、既設コンクリート床版を２つに区画し、その内の先に施工した１区画である一次施工部２０ａと、該一次施工部２０ａの施工後に施工した他の１区画である二次施工部２０ｂとから構成されており、全体が複数の鋼桁２１に支持されている。   Next, embodiments of the present invention will be described with reference to the drawings. FIG. 1 shows a replacement PC floor slab for an elevated road according to the present invention. This replacement PC floor slab 20 after replacement is divided into two parts of the existing concrete floor slab, and the primary construction part 20a, which is one section constructed in front of it, is constructed after the construction of the primary construction part 20a. It is comprised from the secondary construction part 20b which is other 1 division which was made, and the whole is supported by the some steel girder 21. As shown in FIG.

一次施工部２０ａは、ポストテンション方式によってプレストレスが付与されたプレテンションプレキャストＰＣ版２３を鋼桁２１の長さ方向に多数並べて支持させることによって構成されている。   The primary construction part 20 a is configured by supporting a number of pre-tensioned precast PC plates 23 prestressed by a post-tension method in the length direction of the steel beam 21.

プレテンションプレキャストＰＣ版２３は、図には示してないが、型枠内にプレテンション用ＰＣ緊張材２４を所望の緊張力で緊張した状態で設置しておき、これを埋め込むよう型枠内にコンクリートを打設し、所定の強度に達した後、プレテンション用ＰＣ緊張材２４を切断し、その際のプレテンション用ＰＣ緊張材２４の戻り力によってプレキャストコンクリート版にプレストレスを導入したものである。   Although the pretension precast PC plate 23 is not shown in the drawing, the pretension PC tension member 24 is placed in a tensioned state with a desired tension in the mold and embedded in the mold so as to be embedded. After placing concrete and reaching a predetermined strength, the pretension PC tension member 24 is cut, and prestress is introduced into the precast concrete plate by the return force of the pretension PC tension member 24 at that time. is there.

このプレテンションプレキャストＰＣ版２３には、図１、図２に示すように、裏面に突出させた緊張支圧部２５が形成され、二次施工部２０ｂ側の端面から緊張支圧部２５に連通開口するＰＣ緊張材挿通孔２６が形成されており、緊張支圧部２５には、ＰＣ緊張材端部定着具２７が埋設されている。   As shown in FIGS. 1 and 2, the pretension precast PC plate 23 is formed with a tension bearing part 25 protruding from the back surface, and communicates with the tension bearing part 25 from the end surface on the secondary construction part 20b side. An open PC tension material insertion hole 26 is formed, and a PC tension material end fixing tool 27 is embedded in the tension bearing section 25.

二次施工部２０ｂは、ポストテンション方式によるポストテンションＰＣ床版３０をもって構成され、このポストテンションＰＣ床版３０には、隣接する前記プレテンションプレキャストＰＣ版２３のＰＣ緊張材挿通孔２６に連通する配置に形成されたＰＣ緊張材挿通孔３１が道路幅員方向に向けて両端に貫通開口されている。ＰＣ緊張材挿通孔３１の前記プレテンションプレキャストＰＣ版２３とは反対側の端面側には、ＰＣ緊張材端部定着具３２が埋設されている。   The secondary construction portion 20b is configured with a post tension PC floor slab 30 of the post tension system, and the post tension PC floor slab 30 communicates with the PC tension material insertion hole 26 of the adjacent pre tension precast PC plate 23. The PC tendon insertion holes 31 formed in the arrangement are opened through both ends toward the road width direction. A PC tendon end fixing tool 32 is embedded in the end face of the PC tendon insertion hole 31 opposite to the pretension precast PC plate 23.

尚、ポストテンションＰＣ床版３０は、プレキャストの鉄筋コンクリート版（ＲＣ版）を並べて架設し、仮設後に後述するポストテンション用ＰＣ緊張材３３によるプレストレスを付与したものであってもよく、また場所打ちのＲＣ版を鋼桁２１上に構築し、これに前記ポストテンション用ＰＣ緊張材３３によってプレストレスを付与したものであってもよい。   The post-tension PC floor slab 30 may be a structure in which precast reinforced concrete plates (RC plates) are arranged side by side and prestressed by a post-tension PC tension member 33 described later after temporary installation. The RC plate may be constructed on the steel beam 21 and prestressed by the post tension PC tension member 33.

プレテンションプレキャストＰＣ版２３とポストテンションＰＣ床版３０とは、それぞれのＰＣ緊張材挿通孔２６、３１に連続して挿通されたポストテンション用ＰＣ緊張材３３を、前述したＰＣ緊張材端部定着具２７、３２間において緊張することによって互いに一体化させ、且つプレテンションプレキャストＰＣ版２３の端部とポストテンションＰＣ床版３０の全域とにプレストレスを付与させている。   The pre-tension precast PC plate 23 and the post-tension PC floor slab 30 are fixed to the above-mentioned PC tension material end portion by attaching the PC tension material 33 for post tension inserted through the respective PC tension material insertion holes 26 and 31 continuously. The members 27 and 32 are integrated with each other by being tensioned, and prestress is applied to the end portion of the pretension precast PC plate 23 and the entire area of the post tension PC floor plate 30.

次に、本発明に係る高架道路用コンクリート床版の架け替え方法の一例について説明する。   Next, an example of a method for replacing a concrete floor slab for an elevated road according to the present invention will be described.

この方法は、図３、図４に示す既設コンクリート床版４０の道路幅員方向の中央を境界とした２区画の一方側を一次施工部２０ａ、他方側を二次施工部２０ｂとし、二次施工部を道路として共用している状態で、一次施工部２０ａの架け替えを行い、一次施工部２０ａの架け替え完了後にこれを道路として共用した状態で、二次施工部２０ｂの架け替え、両架け替え部２０ａ，２０ｂの床版を一体化させて架け替え工事を完了するものである。
次に本例の架け替え工程を順に説明する。
ａ．既設コンクリート床版切断部下面の仮設支持材設置 In this method, one side of the two sections with the center in the road width direction of the existing concrete floor slab 40 shown in FIGS. 3 and 4 as a boundary is a primary construction part 20a, and the other side is a secondary construction part 20b. In the state where the part is shared as a road, the primary construction part 20a is replaced, and after the replacement of the primary construction part 20a is completed, the secondary construction part 20b is replaced and double-attached in a state where this is shared as a road The floor slabs of the replacement parts 20a and 20b are integrated to complete the replacement work.
Next, the replacement process of this example will be described in order.
a. Installation of temporary support material on the lower surface of the existing concrete floor slab cutting part

図３（ａ）に示すように、架け替えようとする既設コンクリート床版４０を共用している状態で、これを２つに区画し、先に施工する１区画の一次施工部２０ａと、該一次施工部２０ａの架け替え後に施工する１区画の二次施工部２０ｂとの境界部分の下面に仮設支持材４１を設置する。   As shown in FIG. 3 (a), in a state where the existing concrete slab 40 to be replaced is shared, this is divided into two, and the primary construction section 20a of one section to be constructed first, The temporary support material 41 is installed on the lower surface of the boundary part with the secondary construction part 20b of one section constructed after the replacement of the primary construction part 20a.

この仮設支持材４１は、後述する先行、後続の両架け替え部の境界を切断した際に、床版の切断部に最も近い鋼桁２１から張り出した部分が片持ち支持された状態となるため、その片持ち部の先端下面を下側から支持し、道路表面からの下向き荷重を受け持たせるものである。   This temporary support member 41 is in a state where a portion protruding from the steel girder 21 closest to the cut portion of the floor slab is supported in a cantilevered manner when the boundary between the preceding and succeeding rearrangement portions described later is cut. The lower surface of the tip of the cantilever is supported from the lower side to receive a downward load from the road surface.

この例では、床版下面と鋼桁２１との間に取り付けた斜材によって仮設支持材４１を構成させている。尚、仮設支持材としては、斜材の他に、前述の従来例に示した仮設の鋼桁を使用してもよい。   In this example, the temporary support member 41 is constituted by a diagonal member attached between the floor slab lower surface and the steel beam 21. As the temporary support material, in addition to the diagonal material, the temporary steel girder shown in the above-described conventional example may be used.

ｂ．既設コンクリート床版の切断、既設コンクリート床版の一次施工部の撤去   b. Cutting of existing concrete floor slab, removal of primary construction section of existing concrete floor slab

図３（ｂ）に示すように、二次施工部２０ｂの縁部上面にカードレール４２を設置し、このカードレール４２から二次施工部２０ｂの側のみを道路として共用させ、一次施工部２０ａ上の通行を遮断状態で、既設コンクリート床版４０の一次施工部２０ａと二次施工部２０ｂとの境界部分、本例では既設コンクリート床版４０の道路幅員方向中央部分を切断し、既設コンクリート床版４０の一次施工部２０ａを撤去する。   As shown in FIG.3 (b), the card rail 42 is installed in the edge upper surface of the secondary construction part 20b, and only the side of the secondary construction part 20b is shared as a road from this card rail 42, and the primary construction part 20a In the state where the upper passage is cut off, the boundary portion between the primary construction portion 20a and the secondary construction portion 20b of the existing concrete floor slab 40, in this example, the center portion in the road width direction of the existing concrete floor slab 40 is cut, and the existing concrete floor The primary construction part 20a of the plate 40 is removed.

この撤去は一例としてクレーンを使用し、既設コンクリート床版４０の道路進行方向側の１区画ずつ吊り上げて地上に降ろし、地上にて必要な大きさに破砕し、鋼材とコンクリートとを分別するようにしてもよく、鋼桁２１上に架設された状態で破砕し、コンクリートと鋼材とを分別するようにしてもよい。
ｃ．一次施工部へのプレテンションプレキャストＰＣ版の架設 This removal uses a crane as an example, lifts each section of the existing concrete slab 40 on the road traveling direction side by side, drops it to the ground, crushes it to the required size on the ground, and separates steel and concrete. Alternatively, it may be crushed in a state of being erected on the steel beam 21 to separate the concrete and the steel material.
c. Construction of pretension precast PC version in the primary construction department

図３（ｃ）に示すように、既設コンクリート床版４０が除去された一次施工部２０ａの鋼桁２１上に、予めプレコンクリート構造物制作ヤードで制作した所定の数のプレテンションプレキャストＰＣ版２３を鋼桁２１の長さ方向に並べて架設するとともに、その新たなプレテンションプレキャストＰＣ版２３の二次施工部２０ｂ側縁部下を仮設支持材４１にて支持させ、一次施工部２０ａのプレテンションプレキャストＰＣ版２３を道路としての共用に耐え得る強度とする。
ｄ．二次施工部の既設コンクリート床版の除去 As shown in FIG. 3 (c), a predetermined number of pretensioned precast PC plates 23 previously produced in a pre-concrete structure production yard on the steel beam 21 of the primary construction section 20a from which the existing concrete floor slab 40 has been removed. Are arranged side by side in the length direction of the steel girder 21 and the secondary construction portion 20b side edge portion of the new pretension precast PC plate 23 is supported by the temporary support material 41 to pretension precast the primary construction portion 20a. The PC plate 23 is made strong enough to withstand road use.
d. Removal of existing concrete slabs in the secondary construction department

一次施工部２０ａのプレテンションプレキャストＰＣ版２３上を共用可能な強度とするとともに表面に必要な舗装を施し、その縁部上に、先に設置した二次施工部２０ｂの縁部上の仮設カードレール２６を移動させ、一次施工部２０ａの新プレテンションプレキャストＰＣ版２３上を道路として共用させ、二次施工部２０ｂの共用を停止する。   The pre-tensioned precast PC plate 23 of the primary construction part 20a is made to have a sharable strength and the necessary surface is paved, and a temporary card on the edge of the secondary construction part 20b previously installed on the edge. The rail 26 is moved, the new pretension precast PC plate 23 of the primary construction part 20a is shared as a road, and the secondary construction part 20b is stopped.

この状態で図３（ｄ）に示すように、二次施工部２０ｂの既設コンクリート床版４０を除去する。この既設コンクリート床版４０の除去は、前述した一次施工部２０ａの場合と同様にして施工する。   In this state, as shown in FIG. 3 (d), the existing concrete slab 40 of the secondary construction part 20b is removed. The removal of the existing concrete slab 40 is performed in the same manner as in the case of the primary construction portion 20a described above.

ｅ．二次施工部のコンクリート床版の架設、プレストレスの導入 e. Construction of concrete floor slab in secondary construction department, introduction of prestress

二次施工部２０ｂの既設コンクリート床版４０を除去した後、図４（ｅ）に示すように、鋼桁２１上にポストテンション用ＲＣ版４３を複数並べて架設することによって二次施工部のコンクリート床版を構成させる。このポストテンション用ＲＣ版４３の架設は、予め制作ヤードにて所定の形状に形成したプレキャストＲＣ版を鋼桁２１上に並べることによって行う。   After removing the existing concrete floor slab 40 of the secondary construction part 20b, the concrete of the secondary construction part is constructed by laying a plurality of post-tension RC plates 43 side by side on the steel beam 21 as shown in FIG. 4 (e). Make up the slab. The RC plate 43 for post tension is installed by arranging precast RC plates formed in a predetermined shape in the production yard on the steel beam 21 in advance.

尚、二次施工部のコンクリート床版の架設は、ポストテンション用ＲＣ版４３を使用せずに、施工現場において型枠を組み、場所打ちコンクリートによって形成してもよい。   Note that the concrete floor slab of the secondary construction section may be formed by cast-in-place concrete by assembling a formwork at the construction site without using the RC plate 43 for post tension.

ポストテンション用ＲＣ版４３の仮設後、該ＲＣ版４３に埋設したシースにより構成されているＰＣ緊張材挿通孔３１と、これに連通させたプレテンションプレキャストＰＣ版２３のＰＣ緊張材挿通孔２６に連続させてポストテンション用ＰＣ緊張材３３を挿通し、その一端をプレテンションプレキャストＰＣ版２３の裏面のＰＣ緊張材端部定着具２７に定着させ、他端をポストテンション用ＲＣ版４３の端面のＰＣ緊張材端部定着具３２に通し、緊張用ジャッキを使用して緊張した後、その端部をＰＣ緊張材端部定着具３２に定着することによりプレストレスを導入させる。   After the RC plate 43 for post tension is temporarily installed, the PC tension material insertion hole 31 constituted by the sheath embedded in the RC plate 43 and the PC tension material insertion hole 26 of the pretension precast PC plate 23 communicated with the PC tension material insertion hole 26 are provided. The post-tension PC tension member 33 is inserted continuously, one end thereof is fixed to the PC tension member end fixing tool 27 on the back surface of the pretension precast PC plate 23, and the other end is fixed to the end surface of the post-tension RC plate 43. After passing through the PC tendon end fixing tool 32 and using the tensioning jack, the end is fixed to the PC tendon end fixing tool 32 to introduce prestress.

このプレストレスは、ＰＣ緊張材端部定着具２７，３２間に導入されることとなり、ポストテンション用ＲＣ版４３の道路幅員方向にプレストレスが導入されてポストテンションＰＣ床版３０が構成される。
ｆ．仮設カードレール、仮設支持材の撤去、全幅員共用開始 This pre-stress is introduced between the PC tension member end fixing devices 27 and 32, and the post-tension PC floor slab 30 is configured by introducing pre-stress in the road width direction of the post-tension RC plate 43. .
f. Removal of temporary card rail and temporary support material, start of sharing of all widths

このようにして新たな架け替えＰＣ床版２０を構築した後、図４（ｆ）に示すように仮設カードレール４２及び仮設支持材４１を撤去し、架け替えＰＣ床版２０の全幅員を道路として共用させて架け替えを完了する。   After the new replacement PC floor slab 20 is constructed in this way, the temporary card rail 42 and the temporary support material 41 are removed as shown in FIG. 4 (f), and the entire width of the replacement PC floor slab 20 is moved to the road. Complete the replacement.

このように構成される架け替えＰＣ床版２０における一次施工部２０ａと二次施工部２０ｂとの連結部分のプレストレスは、プレテンションプレキャストＰＣ版２３のプレテンション用ＰＣ緊張材２４による応力は、図５（ａ）に示す応力線図のように、端部に到る一定長さにおいて徐々に小さくなり、端部で０となるが、ポストテンション用ＰＣ緊張材３３による応力は、図５（ｂ）に示す応力線図のように、プレキャストＰＣ版２３の端部において、所定の応力を生じさせることができ、これらの応力が合成されて図５（ｃ）に示す応力線図となり、一次施工部２０ａと二次施工部２０ｂとの連結部分に応力が減少する部分がなく、全幅員に亘って必要な応力が導入される。   The prestress of the connecting portion between the primary construction portion 20a and the secondary construction portion 20b in the replacement PC floor slab 20 configured as described above is the stress caused by the pretensioning PC tension member 24 of the pretension precast PC plate 23. As shown in the stress diagram shown in FIG. 5A, the stress gradually decreases at a certain length reaching the end and becomes 0 at the end, but the stress due to the post-tension PC tension member 33 is as shown in FIG. As shown in the stress diagram shown in b), a predetermined stress can be generated at the end of the precast PC plate 23, and these stresses are combined into the stress diagram shown in FIG. There is no portion where the stress is reduced in the connection portion between the construction portion 20a and the secondary construction portion 20b, and necessary stress is introduced over the entire width.

また、一次施工部２０ａの架け替えに際し、プレテンション方式のプレテンションプレキャストＰＣ版２３を使用することにより、ポストテンション方式のプレキャストＰＣ版やＰＣ床版とする場合に比べ、高価であるＰＣ緊張材を定着させておくためのＰＣ緊張材端部定着具の使用数が少なくてよくなり、コストを減少させることができる。   In addition, when the primary construction part 20a is replaced, the use of the pretension type pretension precast PC plate 23 makes the PC tension material more expensive than the case of the post tension type precast PC plate or PC floor slab. The number of use of the PC tension member end fixing tool for fixing the toner can be reduced, and the cost can be reduced.

尚、上述の例では架け替え完了後に仮設支持材４１を撤去することとしているが、仮設鋼桁を使用する場合には、これを撤去することなく、そのまま補助の支持材として残してもよい。   In the above-described example, the temporary support member 41 is removed after completion of the replacement. However, when the temporary steel girder is used, the temporary support member 41 may be left as it is without being removed.

２０ 架け替えＰＣ床版
２０ａ 一次施工部
２０ｂ 二次施工部
２１ 鋼桁
２３ プレテンションプレキャストＰＣ版
２４ プレテンション用ＰＣ緊張材
２５ 緊張支圧部
２６ ＰＣ緊張材挿通孔
２７ ＰＣ緊張材端部定着具
３０ ポストテンションＰＣ床版
３１ ＰＣ緊張材挿通孔
３２ ＰＣ緊張材端部定着具
３３ ポストテンション用ＰＣ緊張材
４０ 既設コンクリート床版
４１ 仮設支持材
４２ 仮設カードレール
４３ ポストテンション用ＲＣ版 20 Replacement PC floor slab
20a Primary construction part 20b Secondary construction part 21 Steel girder 23 Pre-tension precast PC plate 24 Pre-tension PC tension member 25 Tension support part 26 PC tension member insertion hole 27 PC tension member end fixing tool 30 Post-tension PC floor slab 31 PC tension material insertion hole 32 PC tension material edge fixing tool
33 Post-tension PC tension member 40 Existing concrete floor slab 41 Temporary support 42 Temporary card rail 43 Post-tension RC plate

Claims (5)

道路長さ方向に設置した複数の橋桁に支持させた複数車線用の既設コンクリート床版の道路幅員方向を一次施工部と二次施工部に分割した架け替え区画を設定し、前記二次施工部を道路として共用可能な状態で残してこれと隣接する一次施工部の架け替えを行い、架け替え後の一次施工部を道路として共用させた後、前記二次施工部の架け替えを行い、前記一次施工部と一体化させて全体を道路として共用させる高架道路用コンクリート床版の架け替え方法において、
前記一次施工部の架け替えは、該一次施工部の既設コンクリート床版を除去し、その除去された一次施工部に、幅員方向にプレストレスを付与したプレテンションプレキャストＰＣ版を架設して一次施工部に新コンクリート床版を構築し、該一次施工部の新コンクリート床版上を道路として共用させた後、前記二次施工部の既設コンクリート床版を除去し、その除去した二次施工部にコンクリート床版を架設し、該コンクリート床版と、先に架設されているプレテンションプレキャストＰＣ版の端部とに連続させてＰＣ緊張材を挿通し、
該ＰＣ緊張材を緊張することにより前記コンクリート床版にプレストレスを付与してＰＣ床版とするとともに、該ＰＣ床版と前記プレテンションプレキャストＰＣ版とが一体化された架け替えＰＣ床版とすることを特徴としてなる高架道路用コンクリート床版の架け替え方法。 Set up a reshuffling section in which the road width direction of the existing concrete floor slabs for multiple lanes supported by a plurality of bridge girders installed in the road length direction is divided into a primary construction section and a secondary construction section, and the secondary construction section The primary construction part adjacent to this is replaced while leaving it in a state where it can be shared as a road, the primary construction part after replacement is shared as a road, the secondary construction part is replaced, In the method of replacing concrete floor slabs for elevated roads that are integrated with the primary construction department and shared as a road,
The replacement of the primary construction part is performed by removing the existing concrete floor slab of the primary construction part and laying a pre-tensioned precast PC version with prestress applied in the width direction on the removed primary construction part. After building a new concrete floor slab in the section and sharing the new concrete floor slab of the primary construction section as a road, the existing concrete floor slab of the secondary construction section is removed, and the removed secondary construction section A concrete floor slab is installed, and a PC tendon is inserted through the concrete floor slab and the end of the pre-tensioned precast PC plate that has been installed in advance.
A PC floor slab in which the PC floor slab is integrated with the pre-tension precast PC slab while prestressing the concrete floor slab by applying tension to the PC tension member. A method for replacing concrete floor slabs for elevated roads. 前記一次施工部の既設コンクリート床版の除去に先立ち、二次施工部の縁部下に仮支持材を設置する請求項１に記載の高架道路用コンクリート床版の架け替え方法。   The method for replacing a concrete floor slab for an elevated road according to claim 1, wherein a temporary support material is installed under the edge of the secondary construction section prior to the removal of the existing concrete floor slab of the primary construction section. 一次施工部に架設された前記新プレテンションプレキャストＰＣ版の、前記二次施工部側の縁部下に仮支持材を設置する請求項１又は２に記載の高架道路用コンクリート床版の架け替え方法。   The method for replacing a concrete floor slab for an elevated road according to claim 1 or 2, wherein a temporary support material is installed under the edge on the secondary construction part side of the new pretension precast PC plate installed in a primary construction part. . 前記仮支持材は、既設コンクリート床版の縁部下とこれに隣り合う前記プレテンションプレキャストＰＣ版の縁部下をともに仮支持する共通の架設鋼桁を使用する請求項２又は３に記載の高架道路用コンクリート床版の架け替え方法。   4. The elevated road according to claim 2, wherein the temporary support member uses a common construction steel girder that temporarily supports both under the edge of the existing concrete floor slab and under the edge of the pretension precast PC plate adjacent thereto. To replace concrete floor slabs. 高架道路用コンクリート床版の全幅員方向にプレストレスが導入されており、該幅員方向を２分割した一次施工部と二次施工部とから構成され、
前記一次施工部は、プレテンション方式によってプレストレスが付与されたプレテンションプレキャストＰＣ版を鋼桁の長さ方向に多数並べて支持させることによって構成され、
該プレテンションプレキャストＰＣ版の前記二次施工部側端部の裏面に緊張支圧部が備えられ、
前記二次施工部は、ポストテンション方式によるポストテンションＰＣ版をもって構成され、
前記プレテンションプレキャストＰＣ版には、その前記ポストテンションＰＣ版側の端面と前記緊張支圧部に連通開口するＰＣ緊張材挿通孔が形成されているとともに、前記ポストテンションＰＣ版には、前記プレテンションプレキャストＰＣ版側の端面とその反対側の端面に連通開口させたＰＣ緊張材挿通孔を備え、
前記両ＰＣ緊張材挿通孔に連続して挿通されたポストテンション用ＰＣ緊張材を緊張することによって、前記ポストテンションＰＣ版のプレストレスを導入させるとともに、前記プレテンションプレキャストＰＣ版と前記ポストテンションＰＣ版とを一体化させてなる高架道路用架け替えＰＣ床版。 Prestress is introduced in the entire width direction of the concrete floor slab for the elevated road, and is composed of a primary construction section and a secondary construction section that divide the width direction into two parts,
The primary construction part is configured by supporting a number of pretensioned precast PC plates prestressed by a pretensioning system in the length direction of the steel girder,
A tension bearing part is provided on the back surface of the secondary construction part side end of the pretension precast PC plate,
The secondary construction part is configured with a post tension PC plate by a post tension system,
The pretension precast PC plate is formed with a PC tension material insertion hole that is open to the end surface of the post tension PC plate side and the tension bearing part, and the post tension PC plate has the pretension PC plate. PC tension material insertion hole opened to the end face on the tension precast PC plate side and the end face on the opposite side,
The pretension PC plate and the post tension PC are introduced by prestressing the post tension PC plate by tensioning the PC tension material for post tension that is continuously inserted through both the PC tension material insertion holes. PC floor slabs for elevated roads that are integrated with the plate.
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Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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JP2017197999A (en) * 2016-04-28 2017-11-02 株式会社ピーエス三菱 Construction method of concrete slab for elevated road
JP2018003548A (en) * 2016-07-07 2018-01-11 Ｊｆｅエンジニアリング株式会社 Deck slab support structure
JP2018076654A (en) * 2016-11-07 2018-05-17 三井住友建設株式会社 Floor slab repair method and intermediate anchoring tool
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JP2019015062A (en) * 2017-07-05 2019-01-31 鹿島建設株式会社 Concrete floor slab construction method
JP2020133325A (en) * 2019-02-22 2020-08-31 オリエンタル白石株式会社 Pc floor slab with double pipe structure sheath and renewal method of pc floor slab
US11001978B2 (en) 2017-07-28 2021-05-11 Sumitomo Electric Industries, Ltd. Concrete structure
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Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US9778705B2 (en) 2015-09-04 2017-10-03 Apple Inc. Electronic device with moveable contacts at an exterior surface
US10579097B2 (en) 2015-09-04 2020-03-03 Apple Inc. Electronic device with contacts flush with housing
JP7144341B2 (en) * 2019-02-20 2022-09-29 鹿島建設株式会社 Concrete floor slab joint structure and concrete floor slab joint method
JP7239423B2 (en) * 2019-08-19 2023-03-14 株式会社高速道路総合技術研究所 Floor slab reinforcement method for horizontal tightening PC bridge
JP7472715B2 (en) 2020-08-19 2024-04-23 株式会社大林組 Deck temporary support device and deck replacement method using the deck temporary support device

Citations (18)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4604841A (en) * 1983-04-01 1986-08-12 Barnoff Robert M Continuous, precast, prestressed concrete bridge deck panel forms, precast parapets, and method of construction
JPH0229910U (en) * 1988-08-19 1990-02-26
JPH07268808A (en) * 1994-04-01 1995-10-17 Nippon Doro Kodan Bridge precast floor slab and partial replacement method thereof
JPH083938A (en) * 1994-06-17 1996-01-09 Ishikawajima Constr Materials Co Ltd Replacing method for track bed on bridge
JPH08333723A (en) * 1995-06-06 1996-12-17 Yokogawa Koji Kk Manufacture of precast concrete floor slab and connecting method thereof
JPH09203125A (en) * 1996-01-26 1997-08-05 Oriental Constr Co Ltd Connection structure of concrete member
JPH09273117A (en) * 1996-04-03 1997-10-21 Teruo Naruse Joint construction of floor slab
JP3074687U (en) * 2000-07-07 2001-01-19 株式会社ピー・エス Segment anchorage structure
JP2001146713A (en) * 1999-11-19 2001-05-29 Hitachi Zosen Corp Continuous beam bridge structure
JP2001164513A (en) * 1999-12-06 2001-06-19 Kajima Corp Joint structure of section division type precast segment
JP2002349012A (en) * 2001-05-25 2002-12-04 Oriental Construction Co Ltd Pc structure unifying mutual concrete members different in construction period and its construction method
JP2003138521A (en) * 2001-11-07 2003-05-14 Ishikawajima Constr Materials Co Ltd Re placing method for slab
JP2004027571A (en) * 2002-06-24 2004-01-29 Taisei Corp Tensioning method for pc cable of bridge
JP2004068332A (en) * 2002-08-05 2004-03-04 Sumitomo Mitsui Construction Co Ltd Tension fixing method of temporary cable
JP2005090124A (en) * 2003-09-18 2005-04-07 Oriental Construction Co Ltd Connecting structure for precast floor slab
JP2007154544A (en) * 2005-12-06 2007-06-21 Ps Mitsubishi Construction Co Ltd Floor board structure using precast concrete plate
JP2007231683A (en) * 2006-03-03 2007-09-13 Yokogawa Koji Kk Tension anchoring connection method of connected member by wire
JP2014005685A (en) * 2012-06-26 2014-01-16 Sumitomo Mitsui Construction Co Ltd Method for constructing box girder bridge

Patent Citations (18)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4604841A (en) * 1983-04-01 1986-08-12 Barnoff Robert M Continuous, precast, prestressed concrete bridge deck panel forms, precast parapets, and method of construction
JPH0229910U (en) * 1988-08-19 1990-02-26
JPH07268808A (en) * 1994-04-01 1995-10-17 Nippon Doro Kodan Bridge precast floor slab and partial replacement method thereof
JPH083938A (en) * 1994-06-17 1996-01-09 Ishikawajima Constr Materials Co Ltd Replacing method for track bed on bridge
JPH08333723A (en) * 1995-06-06 1996-12-17 Yokogawa Koji Kk Manufacture of precast concrete floor slab and connecting method thereof
JPH09203125A (en) * 1996-01-26 1997-08-05 Oriental Constr Co Ltd Connection structure of concrete member
JPH09273117A (en) * 1996-04-03 1997-10-21 Teruo Naruse Joint construction of floor slab
JP2001146713A (en) * 1999-11-19 2001-05-29 Hitachi Zosen Corp Continuous beam bridge structure
JP2001164513A (en) * 1999-12-06 2001-06-19 Kajima Corp Joint structure of section division type precast segment
JP3074687U (en) * 2000-07-07 2001-01-19 株式会社ピー・エス Segment anchorage structure
JP2002349012A (en) * 2001-05-25 2002-12-04 Oriental Construction Co Ltd Pc structure unifying mutual concrete members different in construction period and its construction method
JP2003138521A (en) * 2001-11-07 2003-05-14 Ishikawajima Constr Materials Co Ltd Re placing method for slab
JP2004027571A (en) * 2002-06-24 2004-01-29 Taisei Corp Tensioning method for pc cable of bridge
JP2004068332A (en) * 2002-08-05 2004-03-04 Sumitomo Mitsui Construction Co Ltd Tension fixing method of temporary cable
JP2005090124A (en) * 2003-09-18 2005-04-07 Oriental Construction Co Ltd Connecting structure for precast floor slab
JP2007154544A (en) * 2005-12-06 2007-06-21 Ps Mitsubishi Construction Co Ltd Floor board structure using precast concrete plate
JP2007231683A (en) * 2006-03-03 2007-09-13 Yokogawa Koji Kk Tension anchoring connection method of connected member by wire
JP2014005685A (en) * 2012-06-26 2014-01-16 Sumitomo Mitsui Construction Co Ltd Method for constructing box girder bridge

Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2017082496A (en) * 2015-10-28 2017-05-18 西日本高速道路株式会社 Floor slab structure of steel bridge, floor slab replacement method of steel bridge and precast floor slab
JP2017197999A (en) * 2016-04-28 2017-11-02 株式会社ピーエス三菱 Construction method of concrete slab for elevated road
JP2018003548A (en) * 2016-07-07 2018-01-11 Ｊｆｅエンジニアリング株式会社 Deck slab support structure
JP2018076654A (en) * 2016-11-07 2018-05-17 三井住友建設株式会社 Floor slab repair method and intermediate anchoring tool
JP2018104970A (en) * 2016-12-26 2018-07-05 首都高速道路株式会社 Floor slab replacement method
JP2018178523A (en) * 2017-04-12 2018-11-15 鹿島建設株式会社 Floor slab replacing method
JP2019015062A (en) * 2017-07-05 2019-01-31 鹿島建設株式会社 Concrete floor slab construction method
US11001978B2 (en) 2017-07-28 2021-05-11 Sumitomo Electric Industries, Ltd. Concrete structure
JP2020133325A (en) * 2019-02-22 2020-08-31 オリエンタル白石株式会社 Pc floor slab with double pipe structure sheath and renewal method of pc floor slab
JP7191719B2 (en) 2019-02-22 2022-12-19 オリエンタル白石株式会社 PCaPC floor slab with double-tube structure sheath
JP2021147884A (en) * 2020-03-19 2021-09-27 鹿島建設株式会社 Floor slab joint method and floor slab renewal method
JP7316243B2 (en) 2020-03-19 2023-07-27 鹿島建設株式会社 Floor slab joining method, floor slab renewal method

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