JP2012082625A - Connecting structure of steel superstructure and concrete column - Google Patents

Connecting structure of steel superstructure and concrete column Download PDF

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JP2012082625A
JP2012082625A JP2010230136A JP2010230136A JP2012082625A JP 2012082625 A JP2012082625 A JP 2012082625A JP 2010230136 A JP2010230136 A JP 2010230136A JP 2010230136 A JP2010230136 A JP 2010230136A JP 2012082625 A JP2012082625 A JP 2012082625A
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steel
superstructure
concrete column
cap
concrete
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JP5668252B2 (en
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Shigeo Tanabe
重男 田辺
Satoshi Kimura
聡 木村
Seiichiro Kuroki
誠一郎 黒木
Yuji Murakami
祐治 村上
Kenji Sakamoto
謙二 阪本
Satoshi Shirayama
智 白山
Hideyuki Oyanagi
英之 大柳
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SAKURADA CO Ltd
Hazama Corp
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SAKURADA CO Ltd
Hazama Gumi Ltd
Hazama Corp
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Abstract

PROBLEM TO BE SOLVED: To provide a new joint structure for rigidly connecting a steel superstructure using a steel cap and a concrete column.SOLUTION: The joint structure integrally and rigidly connects a steel superstructure 1 and a concrete column 2 through a pier cap joint 3 having a predetermined strength and comprising: a steel cap 30 having an approximate shape of a cylinder; and a clearance filler (a high performance nonshrink grout material) 4 which is protected from displacement by concave and convex shapes 31 and 21 provided both on an internal surface of the steel cap 30 and on an external surface of the upper connection end 20 of the concrete column 2 and is firmly attached to the both surfaces.

Description

本発明は、高架構造物、橋梁などに用いる鋼上部工とコンクリート柱の結合構造に関する。   The present invention relates to a combined structure of a steel superstructure and a concrete column used for an elevated structure, a bridge, and the like.

一般に、鋼上部工とコンクリート橋脚を組み合わせる場合、コンクリート橋脚上に支承を配置した構造が採用される。このため、ラーメン構造にはならず、鋼上部工とコンクリート橋脚とにより構成される桁構造となる。この構造の場合、鋼上部工とコンクリート柱との間においてモーメントの伝達がないため、コンクリート柱基部におけるモーメントが大きくなり、また、支承が耐震性能上、耐久性能上の弱点になりやすい。   Generally, when a steel superstructure and a concrete pier are combined, a structure in which supports are arranged on the concrete pier is adopted. For this reason, it does not have a ramen structure but a girder structure composed of a steel superstructure and a concrete pier. In the case of this structure, there is no moment transmission between the steel superstructure and the concrete column, so the moment at the concrete column base becomes large, and the bearing tends to be a weak point in terms of earthquake resistance and durability.

また、Ｔ型橋脚では、梁と柱が、鋼梁と鋼柱、コンクリート梁とコンクリート柱などのように、同種の部材の組み合わせになり、鋼梁とコンクリート柱を組み合わせた構造は一般的に採用されていない。鋼梁と鋼柱の組み合わせの場合、鋼柱と基礎はアンカーフレームによる接合が必要で施工が煩雑になる。また、この場合、圧縮軸力が卓越する柱を鋼製とするためには、断面内に配置する鋼材量が多くなり、非常に高価となる。コンクリート梁とコンクリート柱の組み合わせの場合は、場所打ち施工となるため、施工期間が長く、また、型枠、支保工、足場が必要で、占有する施工スペースが大きくなる。都市内高架橋などの場合、橋下が供用道路である場合が多く、このような場合、長期間の交通規制が必要となる。   In addition, for T-type piers, beams and columns are a combination of the same types of members, such as steel beams and steel columns, concrete beams and concrete columns, etc., and a structure that combines steel beams and concrete columns is generally adopted. It has not been. In the case of a combination of a steel beam and a steel column, the steel column and the foundation need to be joined by an anchor frame, and the construction becomes complicated. Further, in this case, in order to make the column having excellent compression axial force made of steel, the amount of the steel material to be arranged in the cross section increases, which is very expensive. In the case of a combination of a concrete beam and a concrete column, since it is a cast-in-place construction, the construction period is long, and a formwork, a support work, and a scaffold are necessary, and the construction space occupied becomes large. In the case of urban viaducts, the bridges are often in-service roads, and in such cases, long-term traffic regulation is required.

これに対して、近年、鋼製の上部構造とコンクリート柱とを結合するためのさまざまな構造形式が提案されている。本願出願人においても、この種の結合構造を、特許文献１により提案している。この文献１の構造は鋼製の箱桁と脚柱との結合構造であり、この構造では、脚柱は鉄筋及びＰＣ鋼棒の挿通孔を有する複数の筒状プレキャストブロックが積み重ねられて、挿通穴にそれぞれ鉄筋及びＰＣ鋼棒が挿通されるとともにグラウト材が注入されて構築され、鋼製の箱桁は下面に鋼製環状体が設けられ、この鋼製環状体が脚柱の上端に嵌合されて、脚柱の上端からＰＣ鋼棒が箱桁の所定箇所に挿通され、このＰＣ鋼棒の上端が箱桁に定着具により定着される。このようにしてＰＣ構造の脚柱と鋼製の箱桁との結合部の構造信頼性を高め、比較的短い工期で施工できるようにしている。   On the other hand, in recent years, various structural forms for connecting a steel superstructure and a concrete column have been proposed. The applicant of the present application also proposes this type of coupling structure from Patent Document 1. The structure of this document 1 is a connection structure of a steel box girder and a pedestal. In this structure, a plurality of cylindrical precast blocks having insertion holes for reinforcing bars and PC steel bars are stacked on the pedestal. Reinforcing bars and PC steel rods are inserted into the holes and grout material is injected, and the steel box girder is provided with a steel annular body on the lower surface, and this steel annular body is fitted to the upper end of the pedestal. The PC steel bar is inserted into the box girder from the upper end of the pillar, and the upper end of the PC steel bar is fixed to the box girder by the fixing tool. In this way, the structural reliability of the joint portion between the PC structure pedestal and the steel box girder is increased so that construction can be performed in a relatively short construction period.

特開２００８−２５２２１公報JP 2008-25221 A

しかしながら、この特許文献１の鋼製の上部構造とコンクリート柱との結合構造においては、鋼製の箱桁と脚柱が鉄筋及びＰＣ鋼棒により一体化されることから、箱桁とコンクリート柱との間で所期の円滑な力の伝達を実現することが難しく、本願出願人は、この文献１の結合構造において、さらに、鋼製の上部構造とコンクリート柱との間で所期の円滑な力の伝達を図ることを目的として、鋭意研究を続けた結果、鋼製の略筒状体からなる鋼製キャップを用いた、鋼製の上部構造とコンクリート柱を剛結合するための新たな継手構造を見出し、本発明を創案するに至った。   However, in the joint structure of the steel upper structure and the concrete column in Patent Document 1, the steel box girder and the leg column are integrated by a reinforcing bar and a PC steel rod, so that the box girder and the concrete column It is difficult to realize the smooth transmission of the desired force between the two, and the applicant of the present application further has the desired smooth transmission between the steel superstructure and the concrete column in the joint structure of this document 1. As a result of intensive research aimed at transmitting force, a new joint for rigidly connecting a steel superstructure to a concrete column using a steel cap made of a substantially cylindrical steel body The structure has been found and the present invention has been invented.

上記目的を達成するために、本発明は、鋼材により製作された上部工とコンクリート柱とを結合する鋼上部工とコンクリート柱の結合構造において、前記上部工の下面に、鋼製の略筒状体からなり、内面に凹凸形状を有する鋼製キャップを備え、前記コンクリート柱の上部結合端の外面に凹凸形状が形成されて、前記上部工の鋼製キャップが前記コンクリート柱の上部結合端に嵌合されるとともに、前記鋼製キャップと前記コンクリート柱の上部結合端との間に隙間充填材が充填されて、前記上部工の鋼製キャップ、及び前記鋼製キャップの内面と前記コンクリート柱の上部結合端の外面との間に当該各面の凹凸形状によりずれ止めされて密着される前記隙間充填材からなるピアキャップ継手により、前記上部工と前記コンクリート柱とを一体的に剛結合する、ことを要旨とする。
この場合、隙間充填材に高性能無収縮グラウト材が採用されることが好ましい。
また、ピアキャップ継手の終局曲げ耐力は次式、

Figure 2012082625
により算定されることが好ましい。
なお、鋼上部工は、橋梁上部工、Ｔ型橋脚における横梁部を含むものである。ここで、橋梁上部工とは、鋼床版形式の箱桁橋を含む鋼製の箱桁橋、橋脚位置に箱桁構造の鋼横梁を有する鈑桁橋を含むものである。
また、コンクリート柱は、場所打ちコンクリート構造の柱、プレキャストブロック構造の柱を含むものである。 In order to achieve the above object, the present invention provides a steel superstructure and a concrete column coupling structure that joins a superstructure made of steel and a concrete column, and has a substantially cylindrical shape made of steel on the lower surface of the superstructure. A steel cap having a concavo-convex shape on the inner surface, a concavo-convex shape is formed on the outer surface of the upper joint end of the concrete column, and the steel cap of the upper work is fitted to the upper joint end of the concrete column. And a gap filler is filled between the steel cap and the upper joint end of the concrete column, and the steel cap of the superstructure, and the inner surface of the steel cap and the upper part of the concrete column The upper work and the concrete column are connected to each other by a pier cap joint made of the gap filler that is prevented from being displaced by the uneven shape of each surface between the outer surfaces of the coupling ends. To rigidly bind, it is summarized as.
In this case, it is preferable to use a high-performance non-shrink grout material as the gap filler.
The ultimate bending strength of the peer cap joint is
Figure 2012082625
 It is preferable to be calculated by
The steel superstructure includes the bridge superstructure and the transverse beam portion of the T-type pier. Here, the bridge superstructure includes a steel box girder bridge including a steel girder type box girder bridge and a girder bridge having a steel girder of a box girder structure at a pier position.
The concrete pillar includes a cast-in-place concrete structure pillar and a precast block structure pillar.

本発明の鋼上部工とコンクリート柱の結合構造によれば、上記のピアキャップ継手の構造により、上部工とコンクリート柱とを一体的に剛結合するので、上部工とコンクリート柱との間で所期の円滑な力の伝達を実現することができる、という本願独自の格別な効果を奏する。
また、この結合構造では、従来の一般的な技術との対比において、さらに次のような顕著な効果を奏する。
（１）鋼上部工とコンクリート橋脚の組み合わせを採用する際に、両者の剛結合が可能になる。これにより、鋼上部工とコンクリート柱との間においてモーメントの伝達があり、コンクリート柱基部におけるモーメントが小さくなって、経済的な設計が可能である。また、支承を不要とし、耐震性、耐久性を向上させることができる。
（２）Ｔ型橋脚においても鋼製の横梁とコンクリート柱の組み合わせを採用することが可能となる。これにより、柱と基礎との接合においてアンカーフレームが不要になる。また、圧縮軸力が卓越する柱において、圧縮軸力に有利なコンクリート断面が採用でき、経済的な設計が可能になる。また、横梁の現地施工において、一括架設が可能であり、また、型枠、支保工を不要として、施工期間を短縮することができ、占有する施工スペースを小さくすることができる。都市内高架橋などの場合、橋下が供用道路である場合が多いが、このような場合でも、短期間（例えば一昼夜）の交通規制で施工が可能である。 According to the steel superstructure and concrete column connection structure of the present invention, the superstructure and the concrete column are integrally rigidly coupled together by the above-described structure of the pier cap joint. There is an exceptional effect unique to the present application that smooth transmission of force can be realized.
In addition, this coupling structure has the following remarkable effects in comparison with conventional general techniques.
(1) When a combination of a steel superstructure and a concrete pier is adopted, a rigid connection between them can be achieved. Thereby, there is a transmission of moment between the steel superstructure and the concrete column, and the moment at the concrete column base is reduced, so that an economical design is possible. Further, no bearing is required, and the earthquake resistance and durability can be improved.
(2) It is possible to adopt a combination of a steel cross beam and a concrete column in a T-type pier. Thereby, an anchor frame becomes unnecessary in joining of a pillar and a foundation. In addition, in a column where compression axial force is dominant, a concrete cross section advantageous for compression axial force can be adopted, and economical design becomes possible. In addition, in the field construction of the cross beam, it is possible to construct it in a lump, and because it eliminates the need for formwork and support work, the construction period can be shortened and the construction space occupied can be reduced. In the case of urban viaducts and the like, there are many cases where the bridge is a service road, but even in such a case, the construction can be performed with a traffic regulation of a short period (for example, one day and night).

本発明の一実施の形態における鋼上部工とコンクリート柱の結合構造の構成を示す断面図Sectional drawing which shows the structure of the connection structure of the steel superstructure and concrete pillar in one embodiment of this invention 同結合構造の要部を示す断面図Sectional drawing which shows the principal part of the joint structure 本発明のまた別の実施の形態における鋼上部工とコンクリート柱の結合構造の構成を示す図The figure which shows the structure of the connection structure of the steel superstructure and concrete pillar in another embodiment of this invention.

次に、この発明を実施するための形態について図を用いて説明する。図１に鋼上部工とコンクリート柱の結合構造を示している。図１に示すように、この結合構造は、鋼材により製作された上部工１と、コンクリート柱２とを備え、これら鋼上部工１とコンクリート柱２が、ピアキャップ継手３により、一体的に剛結合される。このピアキャップ継手３を用いた結合構造では、（１）柱径が３．０ｍ以下のコンクリート柱、（２）せん断スパンが柱径以上となるコンクリート柱を適用対象とする。   Next, embodiments for carrying out the present invention will be described with reference to the drawings. Fig. 1 shows the combined structure of a steel superstructure and a concrete column. As shown in FIG. 1, this joint structure includes a superstructure 1 made of steel and a concrete column 2, and the steel superstructure 1 and the concrete column 2 are integrally rigid by a peer cap joint 3. Combined. In the joint structure using the peer cap joint 3, (1) a concrete column having a column diameter of 3.0 m or less, and (2) a concrete column having a shear span equal to or greater than the column diameter are applied.

鋼上部工１は橋梁上部工で、この場合、鋼床版形式の箱桁１０が採用される。この鋼床版形式の箱桁１０は工場で製作され、上部のフラットな鋼床版１１と、その鋼床版１１の下の桁部１２とにより構成される。鋼床版１１は上面の両側方に地覆（図示省略）と防護柵（図示省略）が固定される。そして、この鋼床版１１の上面に舗装が施されて道路が形成される。桁部１２は鋼製で、鋼床版１１の下面に垂直方向に延びる両側のウェブ１２１と、これらウェブ１２１の下端間に水平に延びる下フランジ１２２とを備える。   The steel superstructure 1 is a bridge superstructure, and in this case, a steel girder type box girder 10 is employed. The steel slab type box girder 10 is manufactured at a factory, and is composed of an upper flat steel slab 11 and a girder 12 below the steel slab 11. The steel deck 11 has a ground cover (not shown) and a protective fence (not shown) fixed to both sides of the upper surface. And the pavement is given to the upper surface of this steel deck 11 and a road is formed. The girder portion 12 is made of steel and includes webs 121 on both sides extending in the vertical direction on the lower surface of the steel deck 11 and a lower flange 122 extending horizontally between the lower ends of the webs 121.

この箱桁１０の桁部１２に、ピアキャップ継手３を形成するための鋼製キャップ３０が工場の製作により併せて設けられる。この鋼製キャップ３０は鋼製の略筒状体からなり、箱桁１０に一体的に形成される。この場合、鋼製キャップ３０は、コンクリート柱２の上部接合端２０上に嵌合可能に所定の高さ及び径を有する略円筒形に、上部側の一部が箱桁１０の桁部１２の中央に下フランジ１２２の下面から差し込まれて一体的に形成される。また、この場合、鋼製キャップ３０をコンクリート柱２の上部接合端２０から抜けにくくするために、鋼製キャップ３０へのコンクリート柱２の差込長に適宜の寸法を確保することが必要で、この場合、この差込長はコンクリート柱２の柱径の少なくとも０．７８倍とすることが好ましい。したがって、鋼製キャップ３０の高さはこのコンクリート柱２の差込長に基づいて適宜決定される。また、鋼製キャップ３０をコンクリート柱２の上部接合端２０から抜けにくくするため、併せて、鋼製キャップ３０とコンクリート柱２との一体化を図るため、鋼製キャップ３０とコンクリート柱２との隙間を可及的に狭くすることが望ましく、また、施工誤差及び隙間充填材の充填性を考慮して、この隙間を４０ｍｍ程度とすることが好ましい。したがって、鋼製キャップ３０の径はコンクリート柱２の径とこの鋼製キャップ３０とコンクリート柱２の隙間を考慮して適宜決定される。また、この鋼製キャップ３０は内面に凹凸形状３１が形成される。この場合、凹凸形状３１は、図２に示すように、複数の鋼材（この場合、丸鋼）３１１がそれぞれ鋼製キャップ３０の内周面にその円周方向に向けてリング状に、（鋼製キャップ３０の内周面の）上部から下部まで所定の間隔で並列に溶接により取付けられて構成される。この場合、鋼材（丸鋼）３１１は直径９ｍｍとし、１００ｍｍ間隔で設置することを基本とする。   A steel cap 30 for forming the peer cap joint 3 is also provided in the girder portion 12 of the box girder 10 together by manufacturing at the factory. The steel cap 30 is formed of a substantially cylindrical body made of steel and is formed integrally with the box girder 10. In this case, the steel cap 30 has a substantially cylindrical shape having a predetermined height and diameter so that the steel cap 30 can be fitted onto the upper joint end 20 of the concrete column 2, and a part on the upper side is formed of the girder portion 12 of the box girder 10. It is integrally formed by being inserted into the center from the lower surface of the lower flange 122. Further, in this case, in order to make it difficult to remove the steel cap 30 from the upper joint end 20 of the concrete column 2, it is necessary to ensure an appropriate dimension for the insertion length of the concrete column 2 to the steel cap 30. In this case, the insertion length is preferably at least 0.78 times the column diameter of the concrete column 2. Therefore, the height of the steel cap 30 is appropriately determined based on the insertion length of the concrete pillar 2. Further, in order to make it difficult for the steel cap 30 to come off from the upper joint end 20 of the concrete column 2, in order to integrate the steel cap 30 and the concrete column 2, It is desirable to make the gap as narrow as possible, and it is preferable to set this gap to about 40 mm in consideration of construction errors and the filling properties of the gap filler. Therefore, the diameter of the steel cap 30 is appropriately determined in consideration of the diameter of the concrete column 2 and the gap between the steel cap 30 and the concrete column 2. Further, the steel cap 30 has an uneven shape 31 formed on the inner surface. In this case, as shown in FIG. 2, the concavo-convex shape 31 has a plurality of steel materials (in this case, round steel) 311 in a ring shape toward the inner circumferential surface of the steel cap 30 in the circumferential direction (steel It is configured by being welded in parallel at predetermined intervals from the upper part to the lower part (in the inner peripheral surface of the cap 30). In this case, the steel material (round steel) 311 has a diameter of 9 mm and is basically installed at intervals of 100 mm.

コンクリート柱２は橋脚で、この場合、場所打ちコンクリートが採用される。また、この場合、コンクリート柱２に用いるコンクリートの設計基準強度は５０Ｎ／ｍｍ2以上とすることが好ましい。また、このコンクリート柱２の上部に鋼製キャップ３０を接合するため、上部接合端２０の外面に凹凸形状２１が併せて形成される。この場合、凹凸形状２１は、図２に示すように、コンクリート柱２上部の鋼製キャップ３０への差込長の範囲の外周面に複数の突起３１１がコンクリート柱２の円周方向に向けて連続的に当該差込長の範囲の上端から下端まで断面波形に形成されて構成される。この場合、突起３１１の形状寸法は底辺が２０ｍｍ、高さが１０ｍｍの三角形を原則とし、そのピッチは２５ｍｍを原則とする。 The concrete pillar 2 is a pier, and in this case, cast-in-place concrete is adopted. In this case, the design standard strength of the concrete used for the concrete pillar 2 is preferably 50 N / mm 2 or more. Moreover, in order to join the steel cap 30 to the upper part of the concrete pillar 2, an uneven shape 21 is also formed on the outer surface of the upper joint end 20. In this case, as shown in FIG. 2, the concavo-convex shape 21 has a plurality of protrusions 311 on the outer peripheral surface in the range of the insertion length of the upper part of the concrete column 2 into the steel cap 30 in the circumferential direction of the concrete column 2. The cross-sectional waveform is continuously formed from the upper end to the lower end of the insertion length range. In this case, the projection 311 has a triangular shape with a base of 20 mm and a height of 10 mm in principle, and a pitch of 25 mm in principle.

このようにして上部工１及びコンクリート柱２が形成され、上部工１の鋼製キャップ３０がコンクリート柱２の上部結合端２０に嵌合され、鋼製キャップ３０とコンクリート柱２の上部結合端２０との間に隙間充填材４が充填されて、鋼製キャップ３０が隙間充填材４を介してコンクリート柱２の上部結合端２０に接合される。この鋼製キャップ３０とコンクリート柱２との接合では、鋼製キャップ３０と隙間充填材４の付着強度、及びコンクリート柱２と隙間充填材４の付着強度を高めるため、隙間充填材４に高性能無収縮グラウト材が採用される。この場合、隙間充填材４の設計基準強度は６０Ｎ／ｍｍ2以上とし、また、隙間充填材４の仕様として、ブリーディング率は０．０％、膨張収縮率は＋０．４〜＋０．６％とすることが好ましい。これにより、鋼製キャップ３０、及び鋼製キャップ３０の内面とコンクリート柱２の上部結合端２０の外面との間に各面の凹凸形状３１、２１によりずれ止めされて密着される隙間充填材４が、上部工１とコンクリート柱２とを一体的に剛結合するピアキャップ継手３となし、このような継手形式により、上部工１とコンクリート柱２が一体化される。 Thus, the superstructure 1 and the concrete pillar 2 are formed, the steel cap 30 of the superstructure 1 is fitted to the upper joint end 20 of the concrete pillar 2, and the upper joint end 20 of the steel cap 30 and the concrete pillar 2 is fitted. Between the two, the gap filler 4 is filled, and the steel cap 30 is joined to the upper joint end 20 of the concrete column 2 via the gap filler 4. In the joining of the steel cap 30 and the concrete column 2, in order to increase the adhesion strength between the steel cap 30 and the gap filler 4 and the adhesion strength between the concrete column 2 and the gap filler 4, the gap filler 4 has a high performance. Non-shrink grout material is used. In this case, the design standard strength of the gap filler 4 is 60 N / mm 2 or more, and the specifications of the gap filler 4 are 0.0% bleeding rate and +0.4 to + 0.6% expansion / contraction rate. It is preferable to do. As a result, the steel cap 30 and the gap filler 4 which is prevented from being displaced by the concave and convex shapes 31 and 21 on each surface between the inner surface of the steel cap 30 and the outer surface of the upper joint end 20 of the concrete column 2. However, the upper cap 1 and the concrete column 2 are integrally formed as a pier cap joint 3 for rigidly connecting them, and the superstructure 1 and the concrete column 2 are integrated by such a joint type.

また、このピアキャップ継手３による上部工１とコンクリート柱２の結合構造においては、完成後の荷重、施工時の荷重及びレベル２地震時の荷重に対して降伏することなく、剛結合を保つために、レベル２地震時以外の荷重では、ピアキャップ継手３に作用する曲げモーメントが終局曲げ耐力の３分の１以下となるように設計することとし、レベル２地震時の荷重では、ピアキャップ継手３に作用する曲げモーメントが終局曲げ耐力の２分の１以下となるように設計することとする。そこで、この結合構造では、ピアキャップ継手３の終局曲げ耐力を次式により算定するものとする。

Figure 2012082625
In addition, in the joint structure of the superstructure 1 and the concrete column 2 by this pier cap joint 3, in order to maintain a rigid connection without yielding with respect to the load after completion, the load at the time of construction, and the load at the time of level 2 earthquake In addition, it is designed so that the bending moment acting on the peer cap joint 3 is less than one third of the ultimate bending strength at loads other than level 2 earthquakes. 3 is designed so that the bending moment acting on 3 is less than half of the ultimate bending strength. Therefore, in this coupling structure, the ultimate bending strength of the peer cap joint 3 is calculated by the following equation.
Figure 2012082625

このようにして上部工１とコンクリート柱２はピアキャップ継手３を介して一体的に剛結合され、この強固で安全な剛結合構造により、常時荷重に対しても地震時荷重に対しても充分に耐え、上部工１とコンクリート柱２との間で所期の円滑な力の伝達が実現される。   In this way, the superstructure 1 and the concrete column 2 are rigidly coupled together via the pier cap joint 3, and this strong and safe rigid coupling structure is sufficient for both normal loads and earthquake loads. The desired smooth transmission of force is realized between the superstructure 1 and the concrete pillar 2.

以上説明したように、この鋼上部工１とコンクリート柱２の結合構造によれば、鋼製キャップ３０、及び鋼製キャップ３０の内面とコンクリート柱２の上部結合端２０の外面との間に各面の凹凸形状３１、２１によりずれ止めされて密着される隙間充填材（高性能無収縮グラウト材）４からなる所定の強度を有するピアキャップ継手３により、鋼上部工１とコンクリート柱２とを一体的に剛結合するので、鋼上部工１とコンクリート柱２との間で所期の円滑な力の伝達を図ることができる。したがって、従来、鋼上部工とコンクリート橋脚を組み合わせる場合に、コンクリート橋脚上に支承を配置した構造が採用されていたが、鋼上部工とコンクリート橋脚の組み合わせを採用する際に、このピアキャップ継手３を用いることにより、両者の剛結合が可能となる。そして、このピアキャップ継手３により、鋼上部工とコンクリート柱との間においてモーメントの伝達がなされ、コンクリート柱基部におけるモーメントが小さくなるので、経済的な設計が可能である。また、支承を不要とし、耐震性、耐久性を共に向上させることができる。また、この結合構造では、コンクリート柱２に鋼製キャップ３０を被せて隙間充填材４を注入するだけで、コンクリート柱２と鋼上部工１とを剛結合することができるので、従来の支承構造を有する桁橋などに比べて作業時間を大幅に短縮することができる。   As described above, according to the coupling structure of the steel superstructure 1 and the concrete column 2, each of the steel cap 30 and each of the inner surface of the steel cap 30 and the outer surface of the upper coupling end 20 of the concrete column 2 is provided. The steel superstructure 1 and the concrete column 2 are connected to each other by a pier cap joint 3 having a predetermined strength composed of a gap filler (high performance non-shrink grout material) 4 that is prevented from being displaced by the uneven shapes 31 and 21 of the surface. Since the rigid coupling is integrally performed, the desired smooth force can be transmitted between the steel superstructure 1 and the concrete column 2. Therefore, in the past, when a steel superstructure and a concrete pier were combined, a structure in which a support was arranged on the concrete pier was adopted. However, when a combination of a steel superstructure and a concrete pier was adopted, this peer cap joint 3 By using, rigid coupling between the two becomes possible. The pier cap joint 3 transmits a moment between the steel superstructure and the concrete column, and the moment at the concrete column base is reduced. Therefore, an economical design is possible. In addition, no bearing is required, and both the earthquake resistance and durability can be improved. Moreover, in this connection structure, the concrete pillar 2 and the steel superstructure 1 can be rigidly connected only by covering the concrete pillar 2 with the steel cap 30 and injecting the gap filler 4, so that the conventional support structure is provided. Compared to girder bridges, etc., the working time can be greatly reduced.

なお、上記実施の形態では、鋼上部工１として橋梁上部工のうち鋼床版形式の箱桁１０を例示し、橋梁上部工１とコンクリート柱２とをピアキャップ継手３により結合する構造について説明したが、この鋼上部工１には橋梁上部工の他にＴ型橋脚における横梁部を含み、Ｔ型橋脚においても、図３に示すように、ピアキャップ継手３を用いることで鋼製横梁５とコンクリート柱６の組み合わせを採用することが可能となる。これにより、柱と基礎との接合においてアンカーフレームが不要になる。また、圧縮軸力が卓越する柱において、圧縮軸力に有利なコンクリート断面が採用でき、経済的な設計が可能になる。また、梁施工では、一括架設が可能であり、また、型枠、支保工を不要として、施工期間を短縮することができ、占有する施工スペースを小さくすることができる。都市内高架橋などの場合、橋下が供用道路である場合が多いが、このような場合でも、短期間（例えば一昼夜）の交通規制で施工が可能である。   In the above-described embodiment, the steel girder type box girder 10 is exemplified as the steel superstructure, and a structure in which the bridge superstructure 1 and the concrete column 2 are connected by the peer cap joint 3 is described. However, this steel superstructure 1 includes a cross beam portion in a T-type pier in addition to a bridge superstructure, and also in the T-type pier, as shown in FIG. It is possible to adopt a combination of the concrete pillar 6 and the concrete pillar 6. Thereby, an anchor frame becomes unnecessary in joining of a pillar and a foundation. In addition, in a column where compression axial force is dominant, a concrete cross section advantageous for compression axial force can be adopted, and economical design becomes possible. Further, in the beam construction, collective construction is possible, and the form period and support work are not required, the construction period can be shortened, and the occupied construction space can be reduced. In the case of urban viaducts and the like, there are many cases where the bridge is a service road, but even in such a case, the construction can be performed with a traffic regulation of a short period (for example, one day and night).

また、上記実施の形態では、コンクリート柱２を場所打ちコンクリート構造の柱として例示したが、プレキャストブロック構造の柱でもよく、鋼上部工とプレキャストブロック構造の柱とをピアキャップ継手を用いて同様に結合することができ、このようにしても上記実施の形態と同様の作用効果を奏することができる。   Moreover, in the said embodiment, although the concrete pillar 2 was illustrated as a pillar of a cast-in-place concrete structure, the pillar of a precast block structure may be sufficient, and the steel superstructure and the pillar of a precast block structure are similarly used using a pier cap joint. In this way, the same effects as those of the above embodiment can be obtained.

１ 鋼上部工
１０ 鋼床版形式の箱桁
１１ 鋼床版
１２ 桁部
１２１ ウェブ
１２２ 下フランジ
２ コンクリート柱
２０ 上部接合端
２１ 凹凸形状
２１１ 突起
３ ピアキャップ継手
３０ 鋼製キャップ
３１ 凹凸形状
３１１ 鋼材（丸鋼）
４ 隙間充填材（高性能無収縮グラウト材）
５ 鋼製横梁
６ コンクリート柱 DESCRIPTION OF SYMBOLS 1 Steel superstructure 10 Steel deck slab box girder 11 Steel deck slab 12 Girder part 121 Web 122 Lower flange 2 Concrete pillar 20 Upper joint end 21 Uneven shape 211 Protrusion 3 Peer cap joint 30 Steel cap 31 Uneven shape 311 Steel ( Round steel)
4 Gap filler (high performance non-shrink grout material)
5 Steel cross beam 6 Concrete pillar

Claims (3)

鋼材により製作された上部工とコンクリート柱とを結合する鋼上部工とコンクリート柱の結合構造において、
前記上部工の下面に、鋼製の略筒状体からなり、内面に凹凸形状を有する鋼製キャップを備え、
前記コンクリート柱の上部結合端の外面に凹凸形状が形成されて、
前記上部工の鋼製キャップが前記コンクリート柱の上部結合端に嵌合されるとともに、前記鋼製キャップと前記コンクリート柱の上部結合端との間に隙間充填材が充填されて、
前記上部工の鋼製キャップ、及び前記鋼製キャップの内面と前記コンクリート柱の上部結合端の外面との間に当該各面の凹凸形状によりずれ止めされて密着される前記隙間充填材からなるピアキャップ継手により、前記上部工と前記コンクリート柱とを一体的に剛結合する、
ことを特徴とする鋼上部工とコンクリート柱の結合構造。 In the combined structure of steel superstructure and concrete columns that connect the superstructure and concrete columns made of steel,
The lower surface of the upper work is made of a substantially cylindrical body made of steel, and has a steel cap having an uneven shape on the inner surface.
An uneven shape is formed on the outer surface of the upper joint end of the concrete pillar,
The steel cap of the superstructure is fitted to the upper joint end of the concrete column, and a gap filler is filled between the steel cap and the upper joint end of the concrete column,
A steel cap for the superstructure, and a pier that comprises the gap filler that is in contact with the inner surface of the steel cap and the outer surface of the upper joint end of the concrete column while being prevented from slipping by the uneven shape of each surface. The upper joint and the concrete column are rigidly coupled integrally with a cap joint.
The combined structure of steel superstructure and concrete columns. 隙間充填材に高性能無収縮グラウト材が採用される請求項１に記載の鋼上部工とコンクリート柱の結合構造。   The combined structure of a steel superstructure and a concrete column according to claim 1, wherein a high-performance non-shrink grout material is used as the gap filler. ピアキャップ継手の終局曲げ耐力は次式、
Figure 2012082625
 により算定される請求項１又は２に記載の鋼上部工とコンクリート柱の結合構造。 The ultimate bending strength of the peer cap joint is
Figure 2012082625
 The combined structure of a steel superstructure and a concrete column according to claim 1 or 2 calculated by:
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CN102787560A (en) * 2012-08-24 2012-11-21 杭州市市政工程集团有限公司 Integrated construction method of support of large cantilevered capping beam and vertical column
CN104612038A (en) * 2015-01-22 2015-05-13 宁波大学 Flange-connecting concrete-filled double-wall steel pipe prefabricated assembly piers with additional dampers
JP2020153104A (en) * 2019-03-19 2020-09-24 株式会社奥村組 Repair method of bridge pier

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JP2000027455A (en) * 1998-07-10 2000-01-25 Masayoshi Kondo Aseismatic reinforced structure for existing concrete columnar body
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102787560A (en) * 2012-08-24 2012-11-21 杭州市市政工程集团有限公司 Integrated construction method of support of large cantilevered capping beam and vertical column
CN104612038A (en) * 2015-01-22 2015-05-13 宁波大学 Flange-connecting concrete-filled double-wall steel pipe prefabricated assembly piers with additional dampers
JP2020153104A (en) * 2019-03-19 2020-09-24 株式会社奥村組 Repair method of bridge pier
JP7185567B2 (en) 2019-03-19 2022-12-07 株式会社奥村組 Bridge pier repair method

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