JP2006090026A - Repairing/reinforcing structure of existing steel member arch bridge - Google Patents

Repairing/reinforcing structure of existing steel member arch bridge Download PDF

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JP2006090026A
JP2006090026A JP2004277458A JP2004277458A JP2006090026A JP 2006090026 A JP2006090026 A JP 2006090026A JP 2004277458 A JP2004277458 A JP 2004277458A JP 2004277458 A JP2004277458 A JP 2004277458A JP 2006090026 A JP2006090026 A JP 2006090026A
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arch
existing steel
existing
bridge
concrete
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Yoshimitsu Morita
嘉満 森田
Akiyoshi Inishi
秋美 以西
Hiroshi Matsushita
広 松下
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EKOO KENSETSU CONSULTANT KK
Oriental Construction Co
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EKOO KENSETSU CONSULTANT KK
Oriental Construction Co
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<P>PROBLEM TO BE SOLVED: To provide a repairing/reinforcing structure of an existing steel arch bridge, capable of effectively utilizing resources, reducing maintenance cost, having further high rigidity, and reducing deformation and vibration, by forming a composite arch bridge by winding up the existing steel arch bridge by concrete, without removing a bridge of the existing steel arch bridge. <P>SOLUTION: This existing steel member arch bridge 1 is formed into a composite structure by winding up an existing steel arch rib 2 by reinforcing reinforced concrete 16 by reinforcing an existing arch abutment 2 by reinforcing reinforced concrete 17, and the existing steel member arch bridge is also structurally changed into a concrete arch bridge by reinforcing an existing steel vertical material 5 by reinforcing reinforced concrete 31. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

本発明は、既設鋼部材アーチ橋を解体しないで補修可能とし、かつ既設鋼部材の再利用を可能とした既設鋼部材アーチ橋の補修・補強構造に関する。   The present invention relates to a repair / reinforcement structure for an existing steel member arch bridge that can be repaired without disassembling an existing steel member arch bridge, and the existing steel member can be reused.

渓谷などに架設される橋は、優れた構造系であることや、周囲の景観との兼ねあいからアーチ構造系の橋が多く架設されている。これらのアーチ構造系の橋のなかでも、鋼部材アーチ橋は長年の経過により腐食、錆など経年劣化が進んで強度が低下し補修・補強が必要なケースが多く存在する。   Many bridges built in canyons are constructed with arch structure because of their excellent structural system and balance with the surrounding landscape. Among these arch-structured bridges, there are many cases in which steel member arch bridges deteriorate over time due to corrosion, rust, etc., and deteriorate in strength over time, requiring repair and reinforcement.

特に、山間部に位置する鋼部材アーチ橋では、古い荷重条件で設計されていて大型の車両が通行できない場合がある。その場合、鋼部材アーチ橋の補修・補強のために既設アーチ橋の橋梁を撤去して新設橋梁を構築できればよいが、これが困難な場合も多くある。このような立地条件の場合、従来は、既設橋梁の各部位毎に解体し新部材に取り替えるとか、添部材を取付けるなどにより補強する方法が主流である。しかし、この従来の補修・補強方法では、経年劣化した橋梁の抜本的な耐荷力は向上することができないのが実状である。   In particular, steel member arch bridges located in mountainous areas are designed under old load conditions, and large vehicles may not pass through. In that case, it is sufficient that the existing arch bridge can be removed to construct a new bridge for repair and reinforcement of the steel member arch bridge, but this is often difficult. In the case of such location conditions, conventionally, the mainstream method is to disassemble each part of the existing bridge and replace it with a new member, or to reinforce it by attaching an accessory member. However, this conventional repair / reinforcement method cannot actually improve the fundamental load bearing capacity of a bridge that has deteriorated over time.

本発明は、前記従来の補強構造を改めて既設橋梁にコンクリートを巻く補修・補強構造であるが、この種の従来技術は存在しない。なお、アーチ橋を新しく構築する場合のコンクリート巻き既設鋼アーチリブの構築方法に関し、特開平８−６８０１４号に開示のものがあるが、これは経年劣化した橋梁を補修・補強するものではない。
特開平８−６８０１４号公報 The present invention relates to a repair / reinforcement structure in which concrete is wound around an existing bridge in addition to the conventional reinforcement structure, but this type of prior art does not exist. In addition, although there exists a thing disclosed by Unexamined-Japanese-Patent No. 8-68014 regarding the construction method of the concrete winding existing steel arch rib in the case of constructing an arch bridge newly, this does not repair and reinforce the bridge which deteriorated over time.
JP-A-8-68014

設計当時の設計荷重がＴＬ−２０で架設された鋼部材アーチ橋の橋梁において、既設鋼部材の補修・補強に際し、現在のＢ活荷重に対応できる構造に耐力を向上させたい場合、（１）既設鋼部材を使用する補強方法、（２）既設鋼部材を撤去し、新設鋼部材を既設鋼部材と取り替える方法がある。しかし、（１）の既設鋼部材を使用して補強する方法では、耐力アップした部材は、既設橋梁より部材寸法が大きくなり周辺に影響するという問題がある。また、（２）の新設の橋梁とする場合は、架設が困難となる。さらに、（１）の補強方法の場合は、将来にわたる耐久性への懸念や維持管理等の保守の必要性が大いにある。   In the case of a steel member arch bridge with a design load at the time of design of TL-20, when repairing / reinforcing existing steel members, it is necessary to improve the yield strength to a structure that can handle the current B live load. (1) There are a reinforcing method using an existing steel member, and (2) a method of removing the existing steel member and replacing the new steel member with the existing steel member. However, in the method of reinforcing by using the existing steel member of (1), there is a problem that the member whose strength is increased has a larger member size than the existing bridge and affects the periphery. Moreover, when it is set as the new bridge of (2), construction becomes difficult. Furthermore, in the case of the reinforcing method (1), there are great concerns about durability in the future and the necessity of maintenance such as maintenance management.

本発明は、前記従来の欠点を改良したものである。すなわち、本発明は、既設鋼部材アーチ橋の補修・補強に際し、立地条件のため既設のアーチ橋梁を撤去したり、新設の橋梁を構築することが困難な鋼アーチ橋が山間部などに多く存在することに鑑みて、これらのアーチ橋梁を対象として、既存の鋼アーチ橋を荷重が重くなるが、その荷重条件を満たす範囲でコンクリートを巻き立てて合成アーチ橋とすることで、より剛性の高いコンクリートアーチ橋を構築することで、補修・補強の目的を達成しようとするものである。
The present invention is an improvement over the above-mentioned conventional drawbacks. That is, in the present invention, when repairing and reinforcing an existing steel member arch bridge, there are many steel arch bridges in mountainous areas where it is difficult to remove existing arch bridges or to construct new bridges due to location conditions. In view of the above, for these arch bridges, the load of existing steel arch bridges becomes heavier, but it is more rigid by winding concrete into a composite arch bridge within the range that satisfies the load conditions By building a concrete arch bridge, the purpose of repair and reinforcement is to be achieved.

前記の目的を達成するため、本発明は、次のように構成する。   In order to achieve the above object, the present invention is configured as follows.

第１の発明は、既設鋼部材アーチ橋の補修・補強構造であって、既設鋼アーチリブを補強鉄筋コンクリートで巻き立てて合成構造とすることで、該既設鋼アーチリブを再利用が可能な構造としたことを特徴とする。   1st invention is a repair and reinforcement structure of the existing steel member arch bridge, Comprising: The existing steel arch rib was wound up with reinforced reinforced concrete, and it was set as the structure which can reuse this existing steel arch rib It is characterized by that.

第２の発明は、第１の発明において、既設鋼アーチリブの端部を継手ヒンジを介して連結する既設アーチアバットを補強鉄筋コンクリートで補強すると共に、該アバット部補強鉄筋コンクリートと既設鋼アーチリブの補強鉄筋コンクリートとを一体化したことを特徴とする。   According to a second invention, in the first invention, the existing arch abutment that connects the ends of the existing steel arch ribs through joint hinges is reinforced with reinforced concrete, and the abutment reinforced concrete and the reinforced reinforced concrete of the existing steel arch ribs are provided. It is characterized by integrating.

第３の発明は、第１または第２の発明において、既設鋼アーチリブから立上がる既設鋼鉛直材を補強鉄筋コンクリートで巻き立てて合成構造としたうえ、該補強鉄筋コンクリートと既設鋼アーチリブの補強鉄筋コンクリートとを一体化することで、既設鋼部材アーチ橋の橋梁を維持管理が不要なコンクリート橋に構造変化させたことを特徴とする。
According to a third invention, in the first or second invention, an existing steel vertical member rising from an existing steel arch rib is wound up with a reinforced concrete to form a composite structure, and the reinforced concrete and the reinforced concrete of the existing steel arch rib are combined. By integrating, the structure of the existing steel member arch bridge has been changed to a concrete bridge that does not require maintenance.

本発明によると、山間部に多く存在する、新設の橋梁を構築することが困難な立地条件にある橋梁の既設鋼アーチリブを解体することなく、既設鋼アーチリブを利用して吊足場を作り、かつこの既設鋼アーチリブを補強鉄筋コンクリートで巻き立てて合成構造とすることで、補修・補強の施工期間の短縮を図れるうえ、既設鋼部材の再利用ができ資源の有効活用ができる。   According to the present invention, without dismantling the existing steel arch ribs in the mountainous area, the existing steel arch ribs in the location where it is difficult to construct a new bridge, a suspension scaffold is created using the existing steel arch ribs, and By winding the existing steel arch ribs with reinforced reinforced concrete to form a composite structure, it is possible to shorten the construction period for repair and reinforcement, and to reuse existing steel members and effectively use resources.

さらに、既設鋼アーチリブの補強鉄筋コンクリートと、既設鋼鉛直材の巻き立て補強鉄筋コンクリートと、既設アーチアバットを補強鉄筋コンクリートとを一体化して既設鋼部材アーチ橋をコンクリートアーチ橋に変化した合成構造とすることで、アーチ橋の変形、振動が小さくできるうえ、コンクリート橋への変更で維持管理費を低減した構造となる。なお、上部構造に工場製ＰＣ桁を使用し、架設を容易にすることで、補修・補強の必要な施工期間の一層の短縮を図れる構造にできる。
In addition, the existing steel arch rib reinforcement reinforced concrete, the existing steel vertical material reinforced concrete, and the existing arch abutment are integrated with the reinforced concrete to make the existing steel member arch bridge into a concrete arch bridge. In addition, deformation and vibration of the arch bridge can be reduced, and a change to a concrete bridge reduces the maintenance cost. In addition, by using a factory-made PC girder for the superstructure and facilitating the installation, it is possible to achieve a structure that can further shorten the construction period that requires repair and reinforcement.

既設鋼部材アーチ橋を補修・補強するに際して、既設鋼アーチリブを鋼部材のままで設計荷重のアップに耐え得る構造とするためには、新設の鋼部材を既設鋼部材の１本づつに対応して補強するか、または、既設鋼部材の全部を新設の鋼部材と取り替えなければならないが、そうすると新設の橋梁と変わらなくなる。   When repairing / reinforcing existing steel member arch bridges, in order to make the existing steel arch ribs withstand the increase in design load without changing the steel members, one new steel member must be used for each existing steel member. Must be reinforced, or all of the existing steel members must be replaced with new steel members, which is no different from the new bridges.

そこで、本発明では、既設鋼アーチ橋を利用し、鋼部材をコンクリートで巻き、耐力アップに対応するようにした。但し、コンクリートで巻くわけなので当然橋梁の重量がアップし、既設アーチアバットも大荷重に耐えることが必要になる。このため既設アーチアバットと既設鋼アーチリブとが連結されたヒンジ部もコンクリートで巻き、既設アーチリブに巻いた補強コンクリートと一体化して増加した重量をコンクリート補強した既設アーチアバットに負担させている。   Therefore, in the present invention, an existing steel arch bridge is used, and a steel member is wound with concrete to cope with an increase in yield strength. However, since it is wound with concrete, the weight of the bridge will naturally increase, and the existing arch abut will also need to withstand heavy loads. For this reason, the hinge part in which the existing arch abutment and the existing steel arch rib are connected is also wound with concrete, and the increased weight integrated with the reinforced concrete wound around the existing arch rib is borne by the existing arch abutment reinforced with concrete.

以下、本発明の実施形態を図を参照して説明する。   Embodiments of the present invention will be described below with reference to the drawings.

図１は、本発明の実施対象である既設鋼部材アーチ橋１の側面図である。この既設鋼部材アーチ橋１は、H型鋼などからなる既設鋼アーチリブ２が河川や谷等の凹地３の上に架橋されていて、既設鋼アーチリブ２の端部は継手ヒンジを介して既設アーチアバット４に連結支持されている。既設鋼アーチリブ２上には、H型鋼などからなる既設鋼鉛直材５が立設されており、その上に上部工（橋体）６が載置され、橋体６の端部は橋台７に固定されて既設鋼部材アーチ橋１が架設されている。   FIG. 1 is a side view of an existing steel member arch bridge 1 that is an object of the present invention. In this existing steel member arch bridge 1, an existing steel arch rib 2 made of H-shaped steel or the like is bridged on a depression 3 such as a river or a valley, and the end of the existing steel arch rib 2 is connected to an existing arch abut via a joint hinge. 4 is connected and supported. On the existing steel arch rib 2, an existing steel vertical member 5 made of H-shaped steel or the like is erected, on which an upper work (bridge body) 6 is placed, and the end of the bridge body 6 is attached to the abutment 7 The existing steel member arch bridge 1 is erected and fixed.

図２〜図４を参照して、前記既設鋼部材アーチ橋１の改修工程の概要をステップ１〜７にて説明する。   With reference to FIGS. 2-4, the outline | summary of the repair process of the said existing steel member arch bridge 1 is demonstrated in steps 1-7.

図２ａに示すステップ１では、トラッククレーン８を用いて橋体６の舗装版破砕・撤去及び床版切断撤去を行う。   In step 1 shown in FIG. 2 a, crushing / removal of the pavement plate and cutting and removal of the floor slab of the bridge body 6 are performed using the truck crane 8.

図２ｂに示すステップ２では、アーチクラウン１０と一部の既設鋼鉛直材５を残して、縦桁や他の既設鋼鉛直材を撤去する。   In step 2 shown in FIG. 2b, the stringers and other existing vertical steel members are removed, leaving the arch crown 10 and some existing vertical steel members 5.

図２ｃに示すステップ３では、橋台７や既設アーチアバット４のコンクリート補強を行う（既設アーチアバット４のコンクリート補強は本発明の主要素の１つであり、詳細は図５によって後述する）。   In step 3 shown in FIG. 2c, concrete reinforcement of the abutment 7 and the existing arch abut 4 is performed (the concrete reinforcement of the existing arch abut 4 is one of the main elements of the present invention, and details will be described later with reference to FIG. 5).

図３に示すステップ４では、吊足場枠１１の設置と防護工の設置を行う（吊足場枠１１の設置の詳細は図７によって後述する）。   In step 4 shown in FIG. 3, the suspended scaffolding frame 11 and the protective work are installed (details of the installation of the suspended scaffolding frame 11 will be described later with reference to FIG. 7).

図４ａに示すステップ５では、既設鋼アーチリブ２にコンクリート巻きを施して補強する（既設アーチリブ２のコンクリート補強は本発明の主要素の１つであり、詳細は図６、図７によって後述する）。   In step 5 shown in FIG. 4a, concrete winding is applied to the existing steel arch rib 2 to reinforce it (the concrete reinforcement of the existing arch rib 2 is one of the main elements of the present invention, and details will be described later with reference to FIGS. 6 and 7). .

図４ｂに示すステップ６では、既設鋼鉛直材５の周りに型枠１２を組みコンクリート巻きを施して補強する（既設鋼鉛直材５のコンクリート補強は本発明の主要素の１つであり、詳細は図８によって後述する）。   In step 6 shown in FIG. 4b, the formwork 12 is assembled around the existing vertical steel material 5 and concrete winding is applied to reinforce (the concrete reinforcement of the existing vertical steel material 5 is one of the main elements of the present invention. Will be described later with reference to FIG.

図４ｃに示すステップ７では、吊足場枠１１を撤去し、プレテンション導入桁による新橋体６ａを施工する。   In step 7 shown in FIG. 4c, the suspended scaffolding frame 11 is removed, and a new bridge body 6a with a pretension introduction girder is constructed.

本発明は、前記ステップ１〜７の改修工程において、ステップ３、５、６におけるアーチ梁部の補修・補強構造に特徴を有している。以下順に説明する。   The present invention is characterized in the repair / reinforcement structure of the arch beam portion in steps 3, 5, and 6 in the repair process of steps 1 to 7. This will be described in order below.

図５に示すように既設鋼アーチリブ２の端部が継手ヒンジ１３で既設アーチアバット４に連結されている。既設アーチアバット４は基礎コンクリート１４にフーチング定着アンカー１５を埋設して構成されているが、この既設アーチアバット４が腐食など経年劣化しているおそれがあると共に、後述のアーチリブ部補強鉄筋コンクリート１６の施工でアバット部に大きな荷重が作用するので、この既設アーチアバット４も補強する必要がある。このため、本発明では、アバット部基礎コンクリート１４を一部はつってアバット部補強鉄筋コンクリート１７を打設する。これにより既設アーチアバット４と既設鋼アーチリブ４と継手ヒンジ１３が該アバット部補強鉄筋コンクリート１７に埋設された合成補強構造としてアバット部が大きな荷重に耐えるように補強する。図５は、アーチリブ部補強鉄筋コンクリート１７が打設され、かつアバット部補強鉄筋コンクリート１６と一体化された状態を示している。   As shown in FIG. 5, the end of the existing steel arch rib 2 is connected to the existing arch abut 4 by a joint hinge 13. The existing arch abut 4 is constructed by burying footing anchors 15 in the foundation concrete 14, but the existing arch abut 4 may be deteriorated over time, such as corrosion. Since a large load acts on the abut portion, the existing arch abut 4 needs to be reinforced. For this reason, in the present invention, the abutment-reinforced concrete 17 is cast by partially covering the abutment foundation concrete 14. As a result, the existing arch abutment 4, the existing steel arch rib 4 and the joint hinge 13 are reinforced so as to withstand a large load as a composite reinforcing structure in which the abutment reinforced concrete 17 is embedded. FIG. 5 shows a state where the arch rib portion reinforced concrete 17 is cast and integrated with the abutment portion reinforced concrete 16.

図６は既設鋼アーチリブ２がアーチリブ部補強鉄筋コンクリート１６の巻き立てにより補強された断面図を示し、図７は、このアーチリブ部補強鉄筋コンクリート１６を巻き立て施工する際の吊足場枠１１や型枠１８の設置態様を示している。図６、図７に示すように、既設鋼アーチリブ２は左右平行に配置したH型鋼製のアーチ梁１９の間をH型鋼製の連結梁２０で連結して構成されており、この既設鋼アーチリブ２の周りに補強用鉄筋２１を配筋すると共に、アーチリブ部補強鉄筋コンクリート１６を巻き立てて補強する。   FIG. 6 shows a cross-sectional view in which the existing steel arch rib 2 is reinforced by winding the arch rib portion reinforced concrete 16, and FIG. The installation mode is shown. As shown in FIGS. 6 and 7, the existing steel arch rib 2 is configured by connecting H-shaped steel arch beams 19 arranged in parallel in the left-right direction with H-shaped steel connecting beams 20. The reinforcing reinforcing bars 21 are arranged around the steel arch ribs 2 and the arch rib portion reinforced concrete 16 is wound up and reinforced.

アーチリブ部補強鉄筋コンクリート１６の巻き立て施工に際しては、図７に示すように、既設鋼アーチリブ２の上部に角形鋼管などからなる吊り枠２２を設置し、下部に同じく角形鋼管などからなる吊足場枠１１を設置し、吊足場枠１１は、既設鋼アーチリブ２の両側に配置され、上部が吊り枠２２に連結された角形鋼管などからなる吊り枠材２３の下部で支持されている。また、吊足場枠１１が左右に揺れるのを防止するため、吊り枠材２３と既設鋼アーチリブ２のアーチ梁１９の間に結合棒２４が張設されている。また、吊り枠２２と既設鋼アーチリブ２を結合するため連結梁２０の上部に設けた支保工部材２５と吊り枠２２の間に複数の結合棒２４が張設されている。   When the arch rib portion reinforced concrete 16 is wound up, as shown in FIG. 7, a suspension frame 22 made of a square steel pipe or the like is installed on the upper part of the existing steel arch rib 2, and a suspension scaffold frame 11 made of a square steel pipe or the like is also installed on the lower part. The suspension scaffold frame 11 is disposed on both sides of the existing steel arch rib 2 and is supported by a lower portion of a suspension frame member 23 made of a square steel pipe or the like whose upper portion is connected to the suspension frame 22. Further, in order to prevent the suspension scaffold frame 11 from swinging left and right, a connecting rod 24 is stretched between the suspension frame member 23 and the arch beam 19 of the existing steel arch rib 2. In addition, a plurality of connecting rods 24 are stretched between the support member 25 provided on the upper portion of the connecting beam 20 and the suspension frame 22 in order to couple the suspension frame 22 and the existing steel arch rib 2.

吊足場枠１１の上には型枠受けフレーム２６が配置されていて、この型枠受けフレーム２６は、吊り枠２２により高さ調整自在に支持された吊り棒２７で支持されている。また、既設鋼アーチリブ２の周囲を取囲むように型枠１８が配置されており、型枠１８の下部は型枠受けフレーム２６から立上がる複数本の型枠支持棒２８で支持されている。下部の型枠１８を組んだ後、補強用鉄筋２１（図６に示す）を配筋し、その後に側部の型枠を設置し、型枠１８内にコンクリートを打設する。コンクリートは、既設鋼アーチリブ２が座屈を起こさないように複数回に分けて打設する。コンクリートの打設が完了し養生後、型枠を脱型し吊足場枠１１などの支保工を解体する（なお、図７では補強用鉄筋２１は省略している）。   A form receiving frame 26 is arranged on the hanging scaffold frame 11, and this form receiving frame 26 is supported by a hanging rod 27 supported by the hanging frame 22 so that the height can be adjusted. Further, the mold 18 is disposed so as to surround the existing steel arch rib 2, and the lower part of the mold 18 is supported by a plurality of mold support bars 28 rising from the mold receiving frame 26. After assembling the lower formwork 18, reinforcing reinforcing bars 21 (shown in FIG. 6) are arranged, and then the side formwork is installed, and concrete is placed in the formwork 18. Concrete is poured in multiple times so that the existing steel arch rib 2 does not buckle. After the concrete has been placed and cured, the mold is removed from the mold and the supporting work such as the suspended scaffolding frame 11 is dismantled (reinforcing bar 21 is omitted in FIG. 7).

アーチリブ部補強鉄筋コンクリート１６の巻き立て施工が完了した後、既設鋼鉛直材５の補強コンクリート打設を行う。図８は図１のＡ部の拡大断面図で、既設鋼鉛直材５は、既設鋼アーチリブ２の左右のアーチ梁１９から平行に立上がるH型鋼製の鉛直梁２９と左右の鉛直梁２９を繋ぐ連結梁３０とからなる。この既設鋼鉛直材５の周囲を取囲むように型枠１２を配置し（図４ｂのステップ６に示す）、補強鉄筋３２を配筋すると共にコンクリートを打設することで既設鋼鉛直材５は、鋼鉛直材補強鉄筋コンクリート３１で補強される。鋼鉛直材補強鉄筋コンクリート３１の下部はアーチリブ部補強鉄筋コンクリート１６と一体化される。   After the winding work of the arch rib portion reinforced concrete 16 is completed, the reinforced concrete placement of the existing steel vertical member 5 is performed. FIG. 8 is an enlarged cross-sectional view of a portion A in FIG. 1. The existing steel vertical member 5 includes an H-shaped steel vertical beam 29 and left and right vertical beams 29 rising in parallel from the left and right arch beams 19 of the existing steel arch rib 2. And a connecting beam 30 connecting the two. The formwork 12 is arranged so as to surround the periphery of the existing vertical steel material 5 (shown in step 6 of FIG. 4b), and the reinforcing steel bars 32 are arranged and concrete is placed, whereby the existing steel vertical material 5 is Reinforced with steel vertical material reinforced concrete 31. The lower part of the steel vertical member reinforced concrete 31 is integrated with the arch rib part reinforced concrete 16.

前記のとおり、本発明によると既設鋼部材アーチ橋１のアーチ部の各部を補強鉄筋コンクリートで巻いて補強することで、既設鋼製アーチ橋はコンクリートアーチ橋に構造変化して合成構造となる。このように本発明の補修・補強構造によると、既設アーチ橋の橋梁を撤去することなく、新設の橋梁を構築することが可能な構造であり、アーチ橋の変形、振動が小さくできるうえ、既設アーチアバット４と既設鋼アーチリブ２と既設鋼鉛直材５がＲＣ造で一体化した再利用構造にでき、資源の有効活用を行うことができる。さらに、鋼製アーチ橋からコンクリートアーチ橋への変更で維持管理費費用を低減できる構造となる。   As described above, according to the present invention, the steel arch bridge is structurally changed to a concrete arch bridge and becomes a composite structure by winding and reinforcing each part of the arch portion of the existing steel member arch bridge 1 with reinforced reinforced concrete. As described above, according to the repair / reinforcement structure of the present invention, it is possible to construct a new bridge without removing the bridge of the existing arch bridge, and the deformation and vibration of the arch bridge can be reduced. The reusable structure in which the Archabat 4, the existing steel arch rib 2 and the existing steel vertical member 5 are integrated by RC construction can be used, and resources can be effectively used. Furthermore, the construction cost can be reduced by changing the steel arch bridge to the concrete arch bridge.

なお、上部工（橋体６ａ）の施工には、工場製プレキャストPC桁を架設し、これにより従来必要としていた支保工施工をなくして施工工期の短縮を図った。 この上部工６ａは、連結構造としていることから、走行性がよく耐震性能も向上した構造である。
In addition, for the construction of the superstructure (bridge body 6a), a precast PC girder made by a factory was installed, thereby shortening the construction work period by eliminating the support work that was conventionally required. Since the superstructure 6a has a connection structure, it has a good traveling property and improved seismic performance.

本発明の実施対象である既設鋼部材アーチ橋の側面図である。It is a side view of the existing steel member arch bridge which is an implementation object of the present invention. （ａ）、（ｂ）、（ｃ）は、本発明の補修・補強構造を実施する工程のステップ１、２、３を示す側面説明図である。(A), (b), (c) is side explanatory drawing which shows step 1, 2, 3 of the process which implements the repair and reinforcement structure of this invention. 本発明の補修・補強構造を実施する工程のステップ４を示す側面説明図である。It is side surface explanatory drawing which shows step 4 of the process which implements the repair and reinforcement structure of this invention. （ａ）、（ｂ）、（ｃ）は、本発明の補修・補強構造を実施する工程のステップ５、６、７を示す側面説明図である。(A), (b), (c) is side explanatory drawing which shows step 5, 6, 7 of the process which implements the repair and reinforcement structure of this invention. 既設アーチアバットの補修・補強構造を示す詳細図である。It is detail drawing which shows the repair and reinforcement structure of the existing arch abutment. 既設鋼アーチリブを補強鉄筋コンクリートで巻き立てた状態を示す断面図である。It is sectional drawing which shows the state which wound up the existing steel arch rib with reinforced concrete. 既設鋼アーチリブにコンクリートを打設するための吊足場枠と型枠の配置態様を示す説明図である。It is explanatory drawing which shows the arrangement | positioning aspect of the suspension scaffold frame for placing concrete in the existing steel arch rib, and a formwork. 既設鋼鉛直材を補強鉄筋コンクリートで巻き立てた状態を示す断面図である。It is sectional drawing which shows the state which wound up the existing steel vertical material with the reinforcement reinforced concrete.

符号の説明Explanation of symbols

１ 既設鋼部材アーチ橋
２ 既設鋼アーチリブ
３ 凹地
４ 既設アーチアバット
５ 既設鋼鉛直材
６ 橋体（上部工）
６ａ 新橋体
７ 橋台
８ トラッククレーン
１０ アーチクラウン
１１ 吊足場枠
１２ 型枠
１３ 継手ヒンジ
１４ 基礎コンクリート
１５ フーチング定着アンカー
１６ アーチリブ部補強鉄筋コンクリート
１７ アバット部補強鉄筋コンクリート
１８ 型枠
１９ アーチ梁
２０ 連結梁
２１ 補強用鉄筋
２２ 吊り枠
２３ 吊り枠材
２４ 連結棒
２５ 支保工材
２６ 型枠受けフレーム
２７ 吊り棒
２８ 型枠支持棒
２９ 鋼鉛直梁
３０ 連結梁
３１ 鋼鉛直材補強鉄筋コンクリート
３２ 補強用鉄筋 1 Existing steel member arch bridge
2 Existing steel arch rib 3 Concave 4 Existing arch abut 5 Existing steel vertical material 6 Bridge (superstructure)
6a New bridge body 7 Abutment 8 Truck crane 10 Arch crown 11 Suspended scaffolding frame 12 Formwork 13 Joint hinge 14 Foundation concrete 15 Footing anchoring anchor 16 Arch rib part reinforced reinforced concrete 17 Abut part reinforced concrete 18 Formwork 19 Arch beam 20 Connecting beam 21 For reinforcement Reinforcing bar 22 Suspension frame 23 Suspension frame material 24 Connection rod 25 Support material 26 Formwork receiving frame 27 Suspension rod 28 Formwork support rod 29 Steel vertical beam 30 Connection beam
31 Steel reinforced concrete reinforced concrete 32 Reinforcing bars

Claims (3)

既設鋼部材アーチ橋において、既設鋼アーチリブを補強鉄筋コンクリートで巻き立てて合成構造とすることで、該既設鋼アーチリブを再利用が可能な構造としたことを特徴とする既設鋼部材アーチ橋の補修・補強構造。   In an existing steel member arch bridge, repairing an existing steel member arch bridge characterized in that the existing steel arch rib is made up of a composite structure by winding up the existing steel arch rib with reinforced reinforced concrete. Reinforced structure. 既設鋼アーチリブの端部を継手ヒンジを介して連結する既設アーチアバットを補強鉄筋コンクリートで補強すると共に、該アバット部補強鉄筋コンクリートと既設鋼アーチリブの補強鉄筋コンクリートとを一体化したことを特徴とする請求項１記載の既設鋼部材アーチ橋の補修・補強構造。   The existing arch abutment connecting the ends of the existing steel arch ribs via joint hinges is reinforced with reinforced reinforced concrete, and the abutment reinforced concrete and the reinforced reinforced concrete of the existing steel arch rib are integrated. Repair and reinforcement structure for existing steel member arch bridges. 既設鋼アーチリブから立上がる既設鋼鉛直材を補強鉄筋コンクリートで巻き立てて合成構造としたうえ、該補強鉄筋コンクリートと既設鋼アーチリブの補強鉄筋コンクリートとを一体化することで、既設鋼部材アーチ橋の橋梁を維持管理が不要なコンクリート橋に構造変化させたことを特徴とする請求項１または２記載の既設鋼部材アーチ橋の補修・補強構造。   The existing steel vertical member rising from the existing steel arch ribs is wound up with reinforced reinforced concrete to form a composite structure, and the reinforced concrete of the existing steel arch ribs is integrated with the reinforced concrete to maintain the bridge of the existing steel arch bridge 3. The repair / reinforcement structure for an existing steel member arch bridge according to claim 1, wherein the structure is changed to a concrete bridge that does not require management.
JP2004277458A 2004-09-24 2004-09-24 Repairing/reinforcing structure of existing steel member arch bridge Pending JP2006090026A (en)

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