JP2005171705A - Double-tube structure of bridge pier - Google Patents

Double-tube structure of bridge pier Download PDF

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JP2005171705A
JP2005171705A JP2003416059A JP2003416059A JP2005171705A JP 2005171705 A JP2005171705 A JP 2005171705A JP 2003416059 A JP2003416059 A JP 2003416059A JP 2003416059 A JP2003416059 A JP 2003416059A JP 2005171705 A JP2005171705 A JP 2005171705A
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steel pipe
pier
double
outer steel
fixing
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JP3847294B2 (en
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Toshihiro Mineta
敏宏 峯田
Shigeto Hayashi
栄人 林
Hideki Honda
秀樹 本田
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Nippon Sharyo Ltd
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Nippon Sharyo Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a double-tube structure of a bridge pier excellent in reinforcing an existing bridge pier. <P>SOLUTION: In this double-tube structure of a bridge pier, an inside steel tube 1 and an outside steel tube 2 are fixed integrally with each other through a hollow part. A plurality of vertical ribs 11 disposed on the outer peripheral surface of the inside steel tube 1 along the axial direction are welded to the inside steel tube 1 so as to be erected in the radial direction. The outside steel tube 2 comprises a plurality of outside steel tube plates 12 divided in a circumferential direction. Each of the outside steel tube plates 12 is disposed between the vertical ribs 11 adjacent to each other, and fixed to the vertical ribs 11 to form a steel tube. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

本発明は、強度を高めて耐震性を向上させた橋脚の二重管構造に関し、特に既設の鋼製橋脚に対して補強のために外側鋼管を追加する橋脚の二重管構造に関する。   The present invention relates to a double pier structure of a bridge pier that has improved strength and improved earthquake resistance, and particularly relates to a double pipe structure of a pier in which an outer steel pipe is added for reinforcement to an existing steel pier.

橋脚の補強工事は、既設の橋脚に対して載荷重量の増加や耐震設計の見直しによって現在の基準をクリアできていないために行われることがある。そうした既設の橋脚に対して行う鋼製橋脚の補強構造としては、例えば下記特許文献１には、鋼製橋脚の下部に繊維強化プラスチック（ＦＲＰ）材の線材料やピアノ線を橋脚に巻き回す構造のものが提案されている。また、この他には下記特許文献２に、鉄筋コンクリート製橋脚の外周に鋼管を設置し、橋脚と鋼管との間にモルタルや樹脂などの固結材を充填する構造が提案されている。そして、橋脚の強化および耐震性を向上させるための構造としては、この他にも様々なものが提案されている。
特開平１１−３３６０２０号公報（第２−３頁、図１） 特開平０９−０１３３２１号公報（第２−３頁、図１） Reinforcement work for piers may be carried out because existing standards for piers have not been able to meet the current standards by increasing the load capacity and reviewing seismic design. As a steel pier reinforcement structure for such an existing pier, for example, in Patent Document 1 below, a fiber reinforced plastic (FRP) material or a piano wire is wound around the pier at the bottom of the steel pier. Things have been proposed. In addition, Patent Document 2 below proposes a structure in which a steel pipe is installed on the outer periphery of a reinforced concrete bridge pier, and a solidified material such as mortar or resin is filled between the pier and the steel pipe. Various other structures have been proposed as structures for strengthening bridge piers and improving earthquake resistance.
JP 11-336020 A (page 2-3, FIG. 1) JP 09-013321 (page 2-3, FIG. 1)

しかし、既設の橋脚に対して耐震性向上などのため耐力を大幅に補強する工事を行う場合、前記特許文献１によるＦＲＰ材の線材料やピアノ線を橋脚に巻き回す構造では、座屈荷重に対しては補強効果が現れて大いに改善されるが、ピアノ線などが巻き回された橋脚であっても、それ自身の強度が曲げ応力に対して充分ではなかった。また、前記特許文献２による橋脚と鋼管との間に固結材を充填する構造では、内側のコンクリート製橋脚と外側の補強鋼管との間の力の伝達経路に固結材が挟まっていることから、加重時の挙動が複雑になるため、補強による強度向上の評価が困難であった。従って、模型による実験が必要になるなど、その実験期間と費用負担が大きくなってしまい、更には施工によって所期の効果が得られる否かが不確実であり、有効な補強構造とはいえない。その他、従来の補強構造においては、補強構造が大きくなって建築限界などの制約を満足できなかったり、基部補強と橋脚部補強の取り合い構造がよくないなど、橋脚の強化および耐震性を向上させるための有効な構造が見あたらなかった。   However, when a construction that greatly strengthens the proof strength is performed on the existing pier to improve the seismic resistance, etc., in the structure in which the wire material of the FRP material and the piano wire are wound around the pier according to Patent Document 1, the buckling load is applied. On the other hand, although a reinforcing effect appears, it is greatly improved, but even a bridge pier around which a piano wire or the like is wound has an insufficient strength against bending stress. Further, in the structure in which the consolidation material is filled between the pier and the steel pipe according to Patent Document 2, the consolidation material is sandwiched in the force transmission path between the inner concrete pier and the outer reinforcement steel pipe. Therefore, since the behavior at the time of weighting becomes complicated, it is difficult to evaluate the strength improvement by reinforcement. Therefore, the experiment period and cost burden become large, such as the need for experiments with models, and it is uncertain whether or not the expected effect can be obtained by construction, and it can not be said that it is an effective reinforcement structure. . In addition, in the conventional reinforcement structure, the reinforcement structure is so large that it cannot satisfy the constraints such as the building limit, or the joint structure of the base reinforcement and the pier part reinforcement is not good, so that the reinforcement of the pier and the earthquake resistance are improved. The effective structure of was not found.

そこで本発明は、かかる課題を解決すべく提案するものであり、既設の橋脚に対する補強に優れた橋脚の二重管構造を提供することを目的とする。   Therefore, the present invention proposes to solve such a problem, and an object thereof is to provide a double-pipe structure of a bridge pier excellent in reinforcement for an existing bridge pier.

本発明に係る橋脚の二重管構造は、内側鋼管と外側鋼管とが中空部を介して一体的に固定されたものであって、前記内側鋼管には、その外周面に軸線方向に沿って配置された複数の縦リブが径方向に起立するように溶接され、前記外側鋼管は、円周方向に分割された複数の外側鋼管用板からなるものであって、それぞれの外側鋼管用板が隣り合う縦リブの間に配置され、その縦リブに対して固定されて鋼管を構成するものであることを特徴とする。   The double pipe structure of the pier according to the present invention is such that an inner steel pipe and an outer steel pipe are integrally fixed via a hollow portion, and the inner steel pipe has an outer peripheral surface along an axial direction thereof. A plurality of arranged vertical ribs are welded so as to stand up in the radial direction, and the outer steel pipe is composed of a plurality of outer steel pipe plates divided in the circumferential direction, and each outer steel pipe plate is It is arrange | positioned between adjacent vertical ribs, and it fixes with respect to the vertical rib, and comprises a steel pipe, It is characterized by the above-mentioned.

また、本発明に係る橋脚の二重管構造は、前記外側鋼管用板が円周方向両端に固定板を備え、隣り合う当該外側鋼管用板の固定板によって縦リブを挟み込み、重ねられた固定板及び縦リブを貫通した高力ボルトによって連結することにより、前記内側鋼管と外側鋼管とが一体的に固定されようにしたものであることが望ましい。
また、本発明に係る橋脚の二重管構造は、前記固定板と縦リブとの間に調整フィラーが挟み込まれたものであることが望ましい。
更に、本発明に係る橋脚の二重管構造は、前記内側鋼管と外側鋼管との間の中空部に間詰めのためのモルタルが流し込まれたものであることが望ましい。 Further, in the double pipe structure of the pier according to the present invention, the outer steel pipe plate is provided with fixing plates at both ends in the circumferential direction, the vertical ribs are sandwiched between the fixing plates of the adjacent outer steel pipe plates, and the fixing is overlaid It is desirable that the inner steel pipe and the outer steel pipe are integrally fixed by connecting with a high-strength bolt that penetrates the plate and the vertical rib.
Moreover, it is desirable that the double pipe structure of the pier according to the present invention has an adjustment filler sandwiched between the fixing plate and the vertical rib.
Furthermore, it is desirable that the double pipe structure of the pier according to the present invention is such that a mortar for filling is poured into a hollow portion between the inner steel pipe and the outer steel pipe.

本発明に係る橋脚の二重管構造は、既設の橋脚（内側鋼管）に対して外側鋼管を連結することによって補強を行う場合に有効であって、鋼管同士を縦リブを介して直接固定するため座屈荷重に対する補強効果の他、曲げ応力に対する強度も充分なものとなる。また、既設の内側鋼管と補強用の外側鋼管とを縦リブによって連結した構成は、力の伝達経路が明確であり、補強による強度向上の評価が容易に行える。更に、内側鋼管と外側鋼管とは縦リブを介して僅かな隙間をあけて連結されるため、その補強構造自体が建設限界を超えるような大型なものではなく、コンパクトな補強構造となる。   The double pipe structure of the pier according to the present invention is effective when reinforcing the outer pier by connecting the outer steel pipe to the existing pier (inner steel pipe), and directly fixes the steel pipes through vertical ribs. Therefore, in addition to the reinforcing effect against the buckling load, the strength against the bending stress is sufficient. Moreover, the structure which connected the existing inner side steel pipe and the outer side steel pipe for a reinforcement with a longitudinal rib has a clear force transmission path | route, and can perform the evaluation of the strength improvement by reinforcement easily. Furthermore, since the inner steel pipe and the outer steel pipe are connected to each other with a slight gap through the longitudinal rib, the reinforcing structure itself is not a large structure that exceeds the construction limit, and a compact reinforcing structure.

本発明は、内側鋼管と外側鋼管とが中空部を介して一体的に固定するものであって、内側鋼管には、その外周面に軸線方向に沿って配置した複数の縦リブを径方向に起立するように溶接し、外側鋼管は、円周方向に分割した複数の外側鋼管用板からなるものとして、それぞれの外側鋼管用板を隣り合う縦リブの間に配置し、その縦リブに対して固定することにより鋼管を構成するようにしたので、既設の橋脚に対する補強に優れた橋脚の二重管構造を提供することが可能になった。   In the present invention, an inner steel pipe and an outer steel pipe are integrally fixed through a hollow portion, and the inner steel pipe has a plurality of longitudinal ribs arranged along the axial direction on the outer peripheral surface thereof in the radial direction. As the outer steel pipe is composed of a plurality of outer steel pipe plates divided in the circumferential direction, the outer steel pipe plates are arranged between adjacent vertical ribs, Since the steel pipe is configured by fixing the steel pier, it is possible to provide a double pier structure of the pier excellent in reinforcement to the existing pier.

次に、本発明に係る橋脚の二重管構造について、その一実施形態を図面を参照しながら以下に説明する。本実施形態で説明する橋脚の二重管構造は、既設の橋脚に対して補強を行うためのものであり、具体的にはランプ橋の車線拡幅に伴い橋脚に横梁を増設することを目的として行う補強に関する。図１は、既設の脚柱に横梁を設けた橋脚を二重管構造とするための組立概要図である。つまり、図１（ａ）に示すように、現在は脚柱のみからなる橋脚１の上に不図示の橋桁が掛け渡され、その橋桁の上に１車線の道路がつくられている。これに対して本実施形態では、図１（ｂ）に示す上端の横梁３と補強用の外側鋼管２を追加することにより、図１（ｃ）に示すように、既設の脚柱１を補強するとともに横梁３をもった新たな橋脚１０を施工しようとするものである。そして、横梁３が増設された橋脚１０には、幅広の橋桁がかけられて２車線の道路拡幅が行われる。   Next, an embodiment of a double pipe structure of an pier according to the present invention will be described below with reference to the drawings. The double-pipe structure of the pier described in this embodiment is intended to reinforce the existing pier, and specifically, for the purpose of adding a horizontal beam to the pier along with the lane widening of the ramp bridge. Regarding the reinforcement to be performed. FIG. 1 is an assembly schematic diagram for making a pier having a horizontal beam on an existing pedestal to have a double pipe structure. In other words, as shown in FIG. 1 (a), a bridge girder (not shown) is currently bridged on a pier 1 composed only of pedestals, and a one-lane road is formed on the bridge girder. On the other hand, in the present embodiment, by adding an upper cross beam 3 and a reinforcing outer steel pipe 2 shown in FIG. 1 (b), the existing pedestal 1 is reinforced as shown in FIG. 1 (c). At the same time, a new pier 10 with a cross beam 3 is to be constructed. A wide bridge girder is hung on the bridge pier 10 to which the horizontal beam 3 is added, and a two-lane road is widened.

図２は、橋脚の二重管構造を水平方向断面（図１（ｃ）のＡ−Ａ断面）で示した図である。補強後の橋脚は、図２に示すように既設の脚柱（以下、「内側鋼管」とする）１の外側に、補強用の外側鋼管２がその内側鋼管１と同軸に設けられた二重構造をなしている。この二重構造は、先ず内側鋼管１に対して、その外周表面に軸方向に沿って配置された複数の縦リブ１１，１１…が溶接される。本実施形態では、内側鋼管１の外周を８分割する位置に縦リブ１１，１１…が配置され、図示するように内側鋼管１の外周面に対して径方向に起立した状態で溶接されている。次に、この縦リブ１１，１１…に対して外側鋼管２が固定される。   FIG. 2 is a diagram showing a double pipe structure of a bridge pier in a horizontal direction cross section (AA cross section in FIG. 1C). As shown in FIG. 2, the pier after reinforcement is a double structure in which an outer steel pipe 2 for reinforcement is provided coaxially with the inner steel pipe 1 on the outside of an existing pedestal (hereinafter referred to as “inner steel pipe”) 1. It has a structure. In this double structure, first, a plurality of vertical ribs 11, 11... Arranged along the axial direction on the outer peripheral surface of the inner steel pipe 1 are welded. In this embodiment, the longitudinal ribs 11, 11,... Are arranged at positions that divide the outer periphery of the inner steel pipe 1 into eight parts, and are welded in a state of standing up in the radial direction with respect to the outer peripheral surface of the inner steel pipe 1 as illustrated. . Next, the outer steel pipe 2 is fixed to the longitudinal ribs 11, 11.

外側鋼管２は、内側鋼管１のように一つの円筒管ではなく、円周を８分割する縦リブ１１，１１…に対応して設けられた８枚の長尺な長方形状の外側鋼管用板１２，１２…から構成されている。図３は、そうした外側鋼管２を構成する１枚の外側鋼管用板１２部分を拡大して示した水平方向断面図である。すなわち、外側鋼管用板１２は、図示する円周方向には円筒形状の外側鋼管２を構成する曲率をもって湾曲し、図面を貫く外側鋼管２の軸方向には真っ直ぐな板材である。その外側鋼管用板１２には、湾曲した円周方向の両端に、固定板１３，１３が溶接によって一体的に形成されている。固定板１３，１３は、外側鋼管１２に対して、その端部接線方向に直交する（外側鋼管２を構成した場合に径方向を向く）方向に固定されている。そして、こうした同じ構成の外側鋼管用板１２，１２…が８枚用意され、内側鋼管１に縦リブ１１，１１…を介して連結される。   The outer steel pipe 2 is not a single cylindrical pipe as in the inner steel pipe 1, but eight long rectangular outer steel pipe plates provided corresponding to the longitudinal ribs 11, 11,. 12, 12... FIG. 3 is an enlarged horizontal sectional view of one outer steel pipe plate 12 constituting the outer steel pipe 2. That is, the outer steel pipe plate 12 is a straight plate material that is curved with a curvature constituting the cylindrical outer steel pipe 2 in the illustrated circumferential direction and straight in the axial direction of the outer steel pipe 2 that passes through the drawing. On the outer steel pipe plate 12, fixed plates 13 and 13 are integrally formed by welding at both ends in the curved circumferential direction. The fixed plates 13 and 13 are fixed to the outer steel pipe 12 in a direction perpendicular to the end tangential direction (or the radial direction when the outer steel pipe 2 is configured). .. Are prepared and connected to the inner steel pipe 1 through the longitudinal ribs 11, 11....

８枚の外側鋼管用板１２，１２…は、図２に示すように、内側鋼管１に立設された縦リブ１１，１１…の間にそれぞれ配置され、図３に示すように、隣り合う外側鋼管用板１２の固定板１３，１３が縦リブ１１を両側から挟み込んでいる。縦リブ１１と外側鋼管用板１２，１２の固定板１３，１３には、ボルトを通す複数の孔が開けられているめ、縦リブ１１，１１…の間に配置された外側鋼管用板１２は、縦リブ１１と固定板１３，１３との孔が揃うように位置決めされる。そして、揃った孔には高力ボルト１４，１４…が通され、高力ボルト１４，１４…の締め付けによって固定板１３，１３及び縦リブ１１が一体的に固定される。高力ボルト１４は、部材間の摩擦力を利用して接合するボルトであり、剪断力はこの摩擦力で支えられるので、ボルトが切れない限り強く締め付ければ締め付けるほど接合力が強くなる。また、縦リブ１１とそれを両側から挟む固定板１３，１３との間には、縦リブ１１の設置誤差や外側鋼管用板１２の製作誤差を考慮して調整フィラー１５，１５…が挟み込まれる。   As shown in FIG. 2, the eight outer steel pipe plates 12, 12... Are arranged between the vertical ribs 11, 11. The fixing plates 13 and 13 of the outer steel pipe plate 12 sandwich the vertical rib 11 from both sides. A plurality of holes through which bolts are passed are formed in the fixing plates 13, 13 of the vertical rib 11 and the outer steel pipe plates 12, 12, so that the outer steel pipe plate 12 arranged between the vertical ribs 11, 11,. Is positioned so that the holes of the vertical rib 11 and the fixing plates 13 and 13 are aligned. And the high strength bolts 14, 14,... Are passed through the aligned holes, and the fixing plates 13, 13 and the vertical ribs 11 are integrally fixed by tightening the high strength bolts 14, 14,. The high-strength bolt 14 is a bolt that is joined by utilizing the frictional force between the members. Since the shearing force is supported by this frictional force, the stronger the bolt is tightened, the stronger the joining force becomes. Further, adjustment fillers 15, 15... Are sandwiched between the vertical ribs 11 and the fixing plates 13, 13 sandwiching them from both sides in consideration of installation errors of the vertical ribs 11 and manufacturing errors of the outer steel pipe plate 12. .

用意された８枚の外側鋼管用板１２，１２…は、このように縦リブ１１，１１…と重なり合った固定板１３，１３が高力ボルト１４，１４…によって固定され、同一円周上に全てが配置されるて一本の外側鋼管２として構成される。そのため、既設の内側鋼管１と、この新たに設けられた８枚の外側鋼管用板１２，１２…からなる外側鋼管２とによって二重管構造の脚柱がつくられる。そして、その二重管を構成する内側鋼管１と外側鋼管２との間の中空部には、間詰めのためのモルタルが流し込まれる。なお、この間詰モルタルは必ずしも脚柱の高さ方向全体に入れる必要はなく、横揺れを受けたときに下方部分にかかる曲げ応力が小さくなるように、例えば下半分だけにするようにしてもよい。   The prepared eight outer steel pipe plates 12, 12... Are fixed on the same circumference by fixing plates 13, 13 overlapping the longitudinal ribs 11, 11. All are arranged and configured as one outer steel pipe 2. Therefore, a pedestal having a double-pipe structure is formed by the existing inner steel pipe 1 and the outer steel pipe 2 composed of the eight newly provided outer steel pipe plates 12, 12. Then, mortar for filling is poured into the hollow portion between the inner steel pipe 1 and the outer steel pipe 2 constituting the double pipe. It should be noted that this stuffed mortar does not necessarily need to be placed in the entire height direction of the pedestal, and may be, for example, only the lower half so that the bending stress applied to the lower part is reduced when subjected to rolling. .

ところで、縦リブ１１，１１…を利用して外側鋼管２を設けるようにした構造では、その外側鋼管２から縦リブ１１，１１…が径方向に突き出しているため、それが目立ってしまって場所によっては外観上好ましくないことがある。そこで、外観を良くするため、例えば図３に二点鎖線で示すように、縦リブ１１，１１…先端位置の径よりも大きい寸法でこの二重構造の脚柱を囲むように円筒形状の化粧板１９を設けるようにしてもよい。   By the way, in the structure which provided the outer side steel pipe 2 using the longitudinal ribs 11,11 ..., since the longitudinal ribs 11,11 ... protruded from the outer side steel pipe 2 in the radial direction, it has become conspicuous. Depending on the appearance, this may be undesirable. Therefore, in order to improve the appearance, for example, as shown by a two-dot chain line in FIG. 3, the longitudinal ribs 11, 11,... A plate 19 may be provided.

ところで、前述した二重管構造の橋脚は、既設の内側鋼管１の柱部分のみ補強が施されている。これにより橋脚の柱部分の強度は上がったものの、補強がなされていない基部は、柱部分に比して、地震の横揺れによって基部に作用する応力が大きくなってしまい、逆に耐震強度が落ちてしまう。また、地震によって脚柱に万一破損が生じた場合、その破損基部に生じてしまっても基部は地中にあるため、破損を確認ができない。そこで、基部に対する耐震性を考慮し、かつ万一破損が生じたとしても柱部分に破損個所が現れるようにするため、本実施形態では、前述したように二重管構造にして補強を行った脚柱に対して、次のような基部固定構造が加えて設けられている。   By the way, the above-mentioned double-pipe structure pier is reinforced only in the column portion of the existing inner steel pipe 1. As a result, although the strength of the pillar part of the pier has increased, the base that has not been reinforced has a greater stress acting on the base due to the rolling of the earthquake than the pillar part. End up. Also, in the unlikely event that a pedestal breaks due to an earthquake, even if it occurs in the damaged base, the base cannot be confirmed because it is in the ground. Therefore, in consideration of the earthquake resistance to the base, and even if a failure occurs, in order to make the broken part appear in the column part, in this embodiment, the double tube structure was reinforced as described above. A base fixing structure such as the following is added to the pedestal.

固定構造は、図１に示すように橋脚１０には脚柱下の基部４に構成されるものである。基部４には、菱形形状をした複数の定着リブ２１，２１…が外側に張り出すようにして取り付けられており、アンカー鉄筋２２，２２…が地面に打ち込まれるとともに、定着リブ２１，２１…の周りにコンクリートが打設される。図４は、そうした基部４に構成される固定構造を水平方向断面（図１（ｃ）のＢ−Ｂ断面）で示した図である。前述したように内側鋼管１には、その外周面に溶接固定された縦リブ１１，１１…が軸方向に沿って下端部分にまで伸びている。定着リブ２１，２１…は、この縦リブ１１の延長上に縦リブ１１と一体に形成されている。図５は、一つの縦リブ１１と定着リブ２１との関係を示した図４の部分拡大図である。   As shown in FIG. 1, the fixing structure is configured in the base 4 under the pedestal on the pier 10. A plurality of fixing ribs 21, 21... Having a rhombus shape are attached to the base portion 4 so as to project outward, and anchor reinforcing bars 22, 22... Are driven into the ground, and the fixing ribs 21, 21. Concrete is laid around. FIG. 4 is a diagram showing a fixing structure configured in such a base 4 in a horizontal section (BB section in FIG. 1C). As described above, the longitudinal ribs 11, 11... Welded and fixed to the outer peripheral surface of the inner steel pipe 1 extend to the lower end portion along the axial direction. The fixing ribs 21, 21... Are formed integrally with the vertical rib 11 on the extension of the vertical rib 11. FIG. 5 is a partially enlarged view of FIG. 4 showing the relationship between one vertical rib 11 and the fixing rib 21.

図５に示すように、内側鋼管１には下端部分にも縦リブ１１が設けられており、その両側から縦リブ１１を挟み込んだ外側鋼管１２，１２の固定板１３，１３が、貫通した高力ボルト１４，１４…によって一体的に固定されている。ただし、図３と比べて分かるように、定着リブ２１は、この基部４部分では面積が大きく内側鋼管１や外側鋼管２（外側鋼管用板１２）の外周面から径方向に大きく突き出している。そして、固定板１３は、縦リブ１１よりも大きく突き出しており、縦リブ１１の延長上で定着リブ２１も挟み込めるようになっている。図１に示すような菱形形状をした定着リブ２１は、こうした外側鋼管１２，１２の固定板１３，１３によって挟み込まれ、貫通した高力ボルト１４，１４…によって一体的に固定される。このとき、縦リブ１１及び定着リブ２１と、それらを挟み込む固定板１３，１３との間には、縦リブ１１及び定着リブ２１の設置誤差や外側鋼管用板１２の製作誤差を考慮して調整フィラー１５，１５…が挟み込まれている。   As shown in FIG. 5, the inner steel pipe 1 is also provided with vertical ribs 11 at the lower end portion, and the fixing plates 13 and 13 of the outer steel pipes 12 and 12 sandwiching the vertical ribs 11 from both sides are penetrated. It is fixed integrally by force bolts 14, 14. However, as can be seen from FIG. 3, the fixing rib 21 has a large area in the base portion 4 and protrudes greatly in the radial direction from the outer peripheral surface of the inner steel pipe 1 or the outer steel pipe 2 (outer steel pipe plate 12). The fixing plate 13 protrudes larger than the vertical rib 11, and the fixing rib 21 can be sandwiched on the extension of the vertical rib 11. The fixing rib 21 having a rhombus shape as shown in FIG. 1 is sandwiched between the fixing plates 13 and 13 of the outer steel pipes 12 and 12 and is integrally fixed by the high-strength bolts 14, 14. At this time, the vertical rib 11 and the fixing rib 21 and the fixing plates 13 and 13 sandwiching them are adjusted in consideration of an installation error of the vertical rib 11 and the fixing rib 21 and a manufacturing error of the outer steel pipe plate 12. Fillers 15, 15... Are sandwiched.

定着リブ２１，２１…は、既設の内側鋼管１に溶接固定された縦リブ１１，１１…の数と同じ８枚が固定される。そして、定着リブ２１，２１…の先端にはアンカー定着鋼管２３が溶接固定される。定着リブ２１，２１…とアンカー定着鋼管２３、更には外側鋼管２に、この基部４全体にコンクリートを打設する際、コンクリートの定着性をよくするため複数のスタッドボルト２５，２５…が取り付けられる。スタッドボルト２５，２５…は、平面で表された図５に示す位置において、更に図面を貫く縦方向にも複数のスタッドボルト２５，２５…が取り付けられている。そして、アンカー定着鋼管２５の内周及び外周においてアンカー鉄筋２２，２２…が地面に打ち込まれる。こうした定着リブ２１，２１…及びアンカー定着鋼管２３などからなる固定構造においては、図４に二点鎖線で示す位置までコンクリートが流し込まれて固められ、橋脚１０の下端部に根巻きコンクリートが打設される。   The fixing ribs 21, 21... Are fixed to the same eight as the number of the longitudinal ribs 11, 11. The anchor fixing steel pipe 23 is welded and fixed to the tips of the fixing ribs 21, 21. A plurality of stud bolts 25, 25,... Are attached to the fixing ribs 21, 21,. . The stud bolts 25, 25... Are also attached to the stud bolts 25, 25... In the longitudinal direction passing through the drawing at the position shown in FIG. Then, the anchor reinforcing bars 22, 22... Are driven into the ground at the inner periphery and the outer periphery of the anchor fixing steel pipe 25. In the fixing structure composed of the fixing ribs 21, 21... And the anchor fixing steel pipe 23, the concrete is poured and hardened up to the position shown by a two-dot chain line in FIG. Is done.

よって、本実施形態における橋脚の二重管構造は、既設の橋脚（内側鋼管１）に対して外側鋼管２を連結することによって補強を行う場合に有効であって、鋼管同士を縦リブ１１，１１…を介して直接固定するため座屈荷重に対する補強効果の他、曲げ応力に対する強度も充分なものとなる。そして、既設の内側鋼管１と補強用の外側鋼管２とを縦リブ１１，１１…によって連結する構成としたことで、力の伝達経路が明確であり、補強による強度向上の評価が容易に行えるようになった。また、既設の内側鋼管１と外側鋼管２とが縦リブ１１，１１…を介して僅かな隙間をあけて連結される構造であるため、その補強構造自体が建設限界を超えるような大型なものではなく、コンパクトな補強構造となる。また、外側鋼管２の板厚や隙間の大きさを調整することで、必要な強度を調整することができる。   Therefore, the double pipe structure of the pier in this embodiment is effective when reinforcing by connecting the outer steel pipe 2 with respect to the existing pier (inner steel pipe 1). In addition to the effect of reinforcing against buckling load, the strength against bending stress is sufficient. And by having set it as the structure which connects the existing inner side steel pipe 1 and the outer side steel pipe 2 for reinforcement by the longitudinal ribs 11, 11, ..., the transmission path of force is clear and evaluation of the strength improvement by reinforcement can be performed easily. It became so. Further, since the existing inner steel pipe 1 and the outer steel pipe 2 are connected to each other with a slight gap through the longitudinal ribs 11, 11,..., The reinforcement structure itself is large enough to exceed the construction limit. Rather, it becomes a compact reinforcement structure. Moreover, the required intensity | strength can be adjusted by adjusting the plate | board thickness of the outer side steel pipe 2, and the magnitude | size of a clearance gap.

更に、本実施形態における橋脚の二重管構造は、内側鋼管１に直接固定した縦リブ１１に、外側鋼管２を高力ボルト１４にて連結固定する簡易な構成としたので、コストを抑えたものとすることができた。そして、基部４の固定構造についても、縦リブ１１の延長に定着リブ２１を設け、アンカー定着鋼管２３を固定した簡易な構造にしてコストを抑えたものとすることができた。   Furthermore, the double pipe structure of the pier in this embodiment has a simple configuration in which the outer steel pipe 2 is connected and fixed to the vertical rib 11 directly fixed to the inner steel pipe 1 with the high-strength bolts 14, thereby reducing the cost. I was able to. Also, the fixing structure of the base 4 can be reduced by providing a simple structure in which the fixing rib 21 is provided in the extension of the longitudinal rib 11 and the anchor fixing steel pipe 23 is fixed.

以上、本発明に係る橋脚の二重管構造について一実施形態を説明したが、本発明はこれに限定されることなく、その趣旨を逸脱しない範囲で様々な変更が可能である。
例えば、前記実施形態では、内側鋼管１の外周を８分割する位置に縦リブ１１，１１…が配置したが、それ以上又はそれ以下の数で分割して縦リブ１１，１１…を設けるようにしてもよい。 As mentioned above, although one Embodiment was described about the double pipe structure of the pier concerning this invention, this invention is not limited to this, A various change is possible in the range which does not deviate from the meaning.
For example, in the above-described embodiment, the vertical ribs 11, 11,... Are arranged at the position where the outer periphery of the inner steel pipe 1 is divided into eight. However, the vertical ribs 11, 11,. May be.

既設の脚柱に横梁を設けた橋脚を二重管構造とするための組立概要図である。It is an assembly outline figure for making the bridge pier which provided the cross beam in the existing pedestal into a double pipe structure. 橋脚の二重管構造を水平方向断面（図１（ｃ）のＡ−Ａ断面）で示した図である。It is the figure which showed the double pipe structure of the bridge pier in the horizontal direction cross section (AA cross section of FIG.1 (c)). 外側鋼管を構成する１枚の外側鋼管用板部分を拡大して示した水平方向断面図である。It is the horizontal direction sectional view which expanded and showed the sheet | seat part for one outer steel pipe which comprises an outer steel pipe. 脚柱の基部を構成する固定構造を水平方向断面（図１（ｃ）のＢ−Ｂ断面）で示した図である。It is the figure which showed the fixed structure which comprises the base of a pedestal in the horizontal direction cross section (BB cross section of FIG.1 (c)). 固定構造における一つの縦リブと定着リブとの関係を示した図４の部分拡大図である。FIG. 5 is a partially enlarged view of FIG. 4 showing a relationship between one vertical rib and a fixing rib in the fixing structure.

符号の説明Explanation of symbols

１ 内側鋼管
２ 外側鋼管
３ 横梁
４ 基部
１１ 縦リブ
１２ 外側鋼管用板
１３ 固定板
１４ 高力ボルト
１５ 調整フィラー DESCRIPTION OF SYMBOLS 1 Inner steel pipe 2 Outer steel pipe 3 Horizontal beam 4 Base 11 Vertical rib 12 Outer steel pipe plate 13 Fixing plate 14 High-strength bolt 15 Adjustment filler

Claims (4)

内側鋼管と外側鋼管とが中空部を介して一体的に固定された橋脚の二重管構造であって、
前記内側鋼管には、その外周面に軸線方向に沿って配置された複数の縦リブが径方向に起立するように溶接され、
前記外側鋼管は、円周方向に分割された複数の外側鋼管用板からなるものであって、それぞれの外側鋼管用板が隣り合う縦リブの間に配置され、その縦リブに対して固定されて鋼管を構成するものであることを特徴とする橋脚の二重管構造。 A double pipe structure of a pier in which an inner steel pipe and an outer steel pipe are integrally fixed via a hollow portion,
The inner steel pipe is welded so that a plurality of vertical ribs arranged along the axial direction on the outer peripheral surface thereof stand up in the radial direction,
The outer steel pipe is composed of a plurality of outer steel pipe plates divided in the circumferential direction, and each outer steel pipe plate is disposed between adjacent vertical ribs and fixed to the vertical ribs. The double pipe structure of the pier, which constitutes a steel pipe. 請求項１に記載する橋脚の二重管構造において、
前記外側鋼管用板は、円周方向両端に固定板を備え、隣り合う当該外側鋼管用板の固定板によって縦リブを挟み込み、重ねられた固定板及び縦リブを貫通した高力ボルトによって連結することにより、前記内側鋼管と外側鋼管とが一体的に固定されようにしたものであることを特徴とする橋脚の二重管構造。 In the double pipe structure of the pier according to claim 1,
The outer steel pipe plate is provided with fixing plates at both ends in the circumferential direction, the vertical ribs are sandwiched between the fixing plates of the adjacent outer steel pipe plates, and the fixed steel plates and the high strength bolts penetrating the vertical ribs are connected. Accordingly, the double pipe structure of the pier is characterized in that the inner steel pipe and the outer steel pipe are integrally fixed. 請求項２に記載する橋脚の二重管構造において、
前記固定板と縦リブとの間に調整フィラーが挟み込まれたものであることを特徴とする橋脚の二重構造。 In the double pipe structure of the pier according to claim 2,
A double structure of a pier, wherein an adjustment filler is sandwiched between the fixing plate and the vertical rib. 請求項１乃至請求項３のいずれかに記載する橋脚の二重管構造において、
前記内側鋼管と外側鋼管との間の中空部に間詰めのためのモルタルが流し込まれたものであることを特徴とする橋脚の二重管構造。 In the double pipe structure of the pier in any one of Claims 1 thru | or 3,
A double pipe structure for a bridge pier, wherein a mortar for filling is poured into a hollow portion between the inner steel pipe and the outer steel pipe.
JP2003416059A 2003-12-15 2003-12-15 Double pipe structure of pier Expired - Fee Related JP3847294B2 (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US8341906B2 (en) 2009-12-25 2013-01-01 Mitsubishi Heavy Industries, Ltd. Monopole tower and wind turbine generator having monopole tower
CN106368116A (en) * 2016-08-26 2017-02-01 安徽水利开发股份有限公司 Construction method of vibration damping bridge pier
WO2017039049A1 (en) * 2015-08-28 2017-03-09 주식회사 포스코 Precast panel structure and method for constructing same

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104233949B (en) * 2014-09-30 2016-03-30 长安大学 The SCS concrete pier of steel tube of a kind of end built-in transverse syndeton

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH05263404A (en) * 1992-03-19 1993-10-12 Nippon Steel Corp Column base structural body and construction method thereof
JPH09158127A (en) * 1995-12-07 1997-06-17 Mitsubishi Heavy Ind Ltd Fixing structure of pier reinforcing part and footing

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH05263404A (en) * 1992-03-19 1993-10-12 Nippon Steel Corp Column base structural body and construction method thereof
JPH09158127A (en) * 1995-12-07 1997-06-17 Mitsubishi Heavy Ind Ltd Fixing structure of pier reinforcing part and footing

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US8341906B2 (en) 2009-12-25 2013-01-01 Mitsubishi Heavy Industries, Ltd. Monopole tower and wind turbine generator having monopole tower
WO2017039049A1 (en) * 2015-08-28 2017-03-09 주식회사 포스코 Precast panel structure and method for constructing same
CN106368116A (en) * 2016-08-26 2017-02-01 安徽水利开发股份有限公司 Construction method of vibration damping bridge pier

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