JP4548311B2 - Abutment structure of composite ramen bridge - Google Patents

Abutment structure of composite ramen bridge Download PDF

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JP4548311B2
JP4548311B2 JP2005324835A JP2005324835A JP4548311B2 JP 4548311 B2 JP4548311 B2 JP 4548311B2 JP 2005324835 A JP2005324835 A JP 2005324835A JP 2005324835 A JP2005324835 A JP 2005324835A JP 4548311 B2 JP4548311 B2 JP 4548311B2
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steel pipe
steel
bridge
girder
rigid frame
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JP2007132046A (en
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克佳 中西
秀昭 長山
和彦 河尻
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JFE Engineering Corp
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Description

本発明は、鋼管杭を基礎杭とした複数の鋼製Ｉ桁からなる複合ラーメン橋における該鋼管杭と該鋼製Ｉ桁との接合部を含む橋台構造に関するものである。 The present invention relates to an abutment structure including a joint portion between the steel pipe pile and the steel I girder in a composite rigid frame bridge composed of a plurality of steel I girders having a steel pipe pile as a foundation pile.

本発明に関する先行技術として、特許文献１が知られている。   Patent Document 1 is known as a prior art relating to the present invention.

これは、鋼桁と鉄筋コンクリート橋脚との剛結部に配筋する鉄筋を省略し、且つコンクリートの施工性を向上し、鋼桁と鉄筋コンクリートとの接合面のコンクリートの圧壊を防止することができる鋼桁と鉄筋コンクリート橋脚との接合構造及び接合方法を提供するために成されたもので、図９に示す如く、鋼管２が一体に設けられて対向配置された鋼桁１からなる主桁Ｇと、上部が下部橋脚Ｐ1から突出した主鉄骨３とを有し、主鉄骨３の突出部に鋼桁１に設けた鋼管２を嵌合し、下部橋脚Ｐ1と主桁Ｇとの間にコンクリ−ト４を打設するとともに鋼管２内にコンクリートを充填し、主桁Ｇを橋脚Ｐに剛結合したものである。 This is a steel that omits the reinforcing bars placed in the rigid connection between the steel girder and the reinforced concrete bridge pier, improves the workability of the concrete, and prevents the concrete from collapsing at the joint surface between the steel girder and the reinforced concrete. A main girder G comprising a steel girder 1 in which steel pipes 2 are integrally provided and opposed to each other, as shown in FIG. upper and a main steel 3 which projects from the lower piers P 1, fitted steel pipe 2 provided on the steel girder 1 the protruding portion of the main steel 3, concrete between the lower pier P 1 and the main girder G -The steel pipe 2 is filled with concrete, and the main girder G is rigidly connected to the pier P.

特開２００３−３３６２１５号公報JP 2003-336215 A

ところが、上記した特許文献１では、合成床版橋や鋼床版桁に適用する場合、（１）これらの桁高が小さいため、桁間に鋼管を配置して強固に接合する十分な長さが得られない、（２）これを解決するために鋼管を横桁に溶接するケースは加工費が嵩みコストアップに繋がる、（３）また、このケースでは、鋼管溶接部の応力伝達が複雑で設計が困難であるという問題がある。   However, in the above-mentioned Patent Document 1, when applied to a composite floor slab bridge or a steel floor slab girder, (1) since these girder heights are small, a sufficient length to place a steel pipe between the girder and join firmly (2) Cases where steel pipes are welded to cross beams to solve this increase processing costs and lead to cost increases. (3) Also, in this case, stress transmission in the steel pipe welds is complicated. Therefore, there is a problem that the design is difficult.

又、特許文献１では、鋼桁と鉄筋コンクリート橋脚との剛結を対象としており、杭との関係について触れられていない。通常、杭と橋脚との間にはフーチングが介在し、杭から桁への力は、杭から、フーチング、橋脚を介して桁に流れる。その結果、異部材の接合箇所がその間に３箇所必要となる。これは、接合のための部材が増えることに繋がり、施工性が悪くなる。   Moreover, in patent document 1, the rigid connection with a steel girder and a reinforced concrete pier is made into object, and the relationship with a pile is not touched. Usually, a footing is interposed between the pile and the pier, and the force from the pile to the girder flows from the pile to the girder through the footing and the pier. As a result, three places where different members are joined are required. This leads to an increase in the number of members for joining, resulting in poor workability.

更に、特許文献１では、鋼管を被せられる側である主鉄骨を鋼管に限定しておらず、鋼管のように円形でないその他の形状の場合は、内側からの拘束が弱いため定着長を多めに設定する必要が生じ、合理的でない。加えて、軟弱地盤においては、基礎杭に地盤の変形に応じて柔軟に追随する鋼管杭を採用することが有効であり、その場合、鋼管をフーチングに定着する方法を別途考えなければならない。そして、フーチングには、鋼管杭との接合部分と橋脚との接合部分とが必要になり、フーチングを大型化させ、経済性を低くすることに繋がる。   Furthermore, in patent document 1, the main steel frame which is the side where steel pipe is covered is not limited to steel pipe, and in the case of other shapes which are not circular like steel pipe, since the restraint from the inside is weak, the fixing length is increased. It is necessary to set and is not reasonable. In addition, in soft ground, it is effective to adopt steel pipe piles that follow the foundation piles flexibly according to the deformation of the ground. In that case, a method for fixing the steel pipes to the footings must be considered separately. In addition, the footing requires a joint portion with the steel pipe pile and a joint portion with the pier, which leads to an increase in size of the footing and a reduction in economy.

本発明は、上記のような問題点を解決するために成されたもので、合成床版橋あるいは鋼床版桁と鋼管杭と橋台とで構成される安価かつ力の伝達が明確な合理化された複合ラーメン橋の橋台構造を提供することを課題とする。 The present invention has been made in order to solve the above-mentioned problems, and a reasonable rationalization of cheap and force transmission composed of a composite floor slab bridge or a steel floor slab girder, a steel pipe pile, and an abutment is clearly realized. and it is an object to provide a bridge platform structure of the composite rigid frame bridge.

本発明は、鋼管杭を基礎杭とした複数の鋼製Ｉ桁からなる複合ラーメン橋における該鋼管杭と該鋼製Ｉ桁との接合部を上端部に含む橋台構造であって、前記鋼管杭は該橋台構造を下端から前記接合部まで貫通しており、前記接合部は、前記鋼製Ｉ桁に鋼管を溶接して上から被せる外鋼管と、前記鋼管杭の鋼管を直接利用して下から林立する内鋼管とを有する二重鋼管構造を含み、該鋼製Ｉ桁に溶接した外鋼管内及び該二重管間隙並びに該鋼管杭の少なくとも二重管部にはコンクリートが充填されていると共に、該二重鋼管構造部を含む前記接合部は、外側からコンクリートで巻き込まれていることにより、前記課題を解決したものである。 The present invention is an abutment structure including a joint portion between the steel pipe pile and the steel I girder in a composite rigid frame bridge composed of a plurality of steel I girders having a steel pipe pile as a foundation pile, and the steel pipe pile. Passes through the abutment structure from the lower end to the joint, and the joint is formed by directly using the outer steel pipe that is welded to the steel I-girder from above and the steel pipe of the steel pipe pile. contain double steel structure having a steel inner to bristling from that have the concrete is filled to at least the double tube portion of the welded outer steel tube and within said double pipe gap and steel pipe piles for steel-made I girder together, the joint including the double steel structure, by which wound write rare with concrete from the outside, is obtained by solving the above problems.

この結果、杭から桁へ直接力が伝達され、設計が容易になる。又、鋼管同士の付着接合となり、多少の施工誤差が吸収できる。該二重鋼管構造部を含む前記接合部を外側からコンクリートで巻き込むことによって、鋼管部の剛性を高めると共に鋼材の腐食を防止することができる。そして、該鋼製Ｉ桁に溶接した外鋼管内及び二重管間隙並びに該鋼管杭の少なくとも二重管部にコンクリートを充填すれば、鋼管周方向の拘束力が高まり、該鋼製Ｉ桁に溶接した外鋼管と該鋼管杭との接合が強固になる。 As a result, the force is directly transmitted from the pile to the girder, and the design becomes easy. Moreover, it becomes adhesion joining between steel pipes, and some construction errors can be absorbed. By winding the joint part including the double steel pipe structure part with concrete from the outside, it is possible to increase the rigidity of the steel pipe part and prevent corrosion of the steel material. And if concrete is filled in the outer steel pipe welded to the steel I-girder, the gap between the double pipes, and at least the double pipe part of the steel pipe pile, the binding force in the circumferential direction of the steel pipe increases, and the steel I-girder Bonding between the welded outer steel pipe and the steel pipe pile becomes strong.

特に、鋼管杭に被せる外鋼管の内径を鋼管杭の外径の３倍以下とし、鋼管杭を鋼管杭外径の１．５倍程度外鋼管に埋め込めば、周方向の拘束力が確保され、図１に示す如く、該二重鋼管構造部内の力の伝達がコンクリート内を４５°の角度で行われるとすれば、軸方向の引抜きに対して、少なくとも鋼管杭２０外径Ｄの１／２の軸方向長さ区間で力の伝達が確保できるため、鋼製Ｉ桁に溶接した外鋼管２２と該鋼管杭２０との接合部に作用する曲げモーメントに対し鋼管杭２０外面の支圧抵抗力によって抵抗できる。   In particular, if the inner diameter of the outer steel pipe to be put on the steel pipe pile is 3 times or less the outer diameter of the steel pipe pile, and the steel pipe pile is embedded in the outer steel pipe about 1.5 times the outer diameter of the steel pipe pile, the binding force in the circumferential direction is ensured, As shown in FIG. 1, if transmission of the force in the double steel pipe structure is performed at an angle of 45 ° in the concrete, at least 1/2 of the outer diameter D of the steel pipe pile 20 with respect to the drawing in the axial direction. Since the transmission of force can be ensured in the axial length section of the steel pipe pile 20, the bearing resistance force of the outer surface of the steel pipe pile 20 against the bending moment acting on the joint between the outer steel pipe 22 welded to the steel I-girder and the steel pipe pile 20 Can resist.

更に、該二重鋼管構造において外鋼管の内面及び／又は鋼管杭外面に軸方向のコンクリートずれ止めを設置すれば、橋台軸方向の力に対して強固に抵抗できる。その結果、橋台構造の合理的な設計が可能となる。 Furthermore, in the double steel pipe structure, if an axial concrete slip stopper is installed on the inner surface of the outer steel pipe and / or the outer surface of the steel pipe pile, it is possible to strongly resist the abutment axial force. As a result, a rational design of the abutment structure becomes possible.

又、鋼管杭の鋼管及び／又は鋼製Ｉ桁に溶接した鋼管を外面突起付き鋼管や内面突起付き鋼管とすれば、コンクリートずれ止めを別途設ける必要がない。   Moreover, if the steel pipe welded to the steel pipe pile and / or the steel I-girder is a steel pipe with an external protrusion or a steel pipe with an internal protrusion, there is no need to provide a concrete stopper.

ここで、鋼製Ｉ桁の上下フランジ間のウェブ両側位置に半割鋼管を、該半割鋼管の両端面を上下フランジに溶接しつつ、溶接すれば、より強固に桁と杭とを剛結できる。   Here, if a half steel pipe is welded to both sides of the web between the upper and lower flanges of a steel I-girder and both end faces of the half steel pipe are welded to the upper and lower flanges and welded together, the girder and the pile are more rigidly connected. it can.

更に、橋台に主筋及び帯筋を配置すれば、橋台コンクリートの曲げ耐力を上昇させると共に、コンクリートのひび割れを抑制することができる。 Furthermore, by disposing the main reinforcements and hoop in abutment, with increasing the bending strength of the abutment concrete, it is possible to suppress the cracking of the concrete.

そして、橋台を鋼殻で覆えば、橋台コンクリートの打設時型枠として活用できるばかりでなく、更なる橋台コンクリートの曲げ耐力の上昇とコンクリートのひび割れ抑制が可能な合理的な構造を提供できる。但し、橋台を鋼殻で覆うことは、橋台高が高い場合、コスト上昇に繋がるため有効ではなく、橋台高が低い場合に有効な構造である。   If the abutment is covered with a steel shell, it can be used as a formwork for placing abutment concrete, and a rational structure capable of further increasing the bending strength of the abutment concrete and suppressing cracking of the concrete can be provided. However, covering the abutment with a steel shell is not effective because it leads to an increase in cost when the height of the abutment is high, and is an effective structure when the height of the abutment is low.

本発明の効果を以下に示す。   The effect of this invention is shown below.

（１）杭から桁へ直接力が伝達され、設計が容易になる。 (1) The force is directly transmitted from the pile to the girder, and the design becomes easy.

（２）フーチングレス構造となり、経済性、施工性が高い。 (2) It has a footing-less structure and has high economic efficiency and workability.

（３）鋼管同士の付着接合となり、多少の施工誤差が吸収できる。 (3) Adhesive joining between steel pipes, and some construction errors can be absorbed.

（４）二重鋼管構造部を含む前記接合部を外側からコンクリートで巻き込むことによって、鋼管部の剛性を高めるとともに鋼材の腐食を防止することが出来る。 (4) By winding the joint portion including the double steel pipe structure portion with concrete from the outside, it is possible to increase the rigidity of the steel pipe portion and prevent corrosion of the steel material.

（５）鋼製Ｉ桁に溶接した外鋼管内及び二重管間隙並びに鋼管杭の少なくとも橋台区間部にコンクリートを充填すれば、鋼管周方向の拘束力が高まり、鋼製Ｉ桁に溶接した外鋼管と鋼管杭との接合が強固になる。 (5) If concrete is filled in the outer steel pipe welded to the steel I-girder, the gap between the double pipes, and at least the abutment section of the steel pipe pile, the binding force in the circumferential direction of the steel pipe increases, and the outer welded to the steel I-girder The connection between the steel pipe and the steel pipe pile is strengthened.

（６）鋼管杭に被せる外鋼管の内径を鋼管杭の外径の３倍以下とし、鋼管杭を鋼管杭外径の１．５倍程度外鋼管に埋め込めば、周方向の拘束力が確保され、図１に示した如く、該二重鋼管構造部内の力の伝達がコンクリート内を４５°の角度で行われるとすれば、軸方向の引抜きに対して、少なくとも鋼管杭２０外径Ｄの１／２の軸方向長さ区間で力の伝達が確保できるため、鋼製Ｉ桁に溶接した外鋼管と鋼管杭との接合部に作用する曲げモーメントに対し鋼管杭外面の支圧抵抗力によって抵抗できる。 (6) If the inner diameter of the outer steel pipe to be put on the steel pipe pile is 3 times or less than the outer diameter of the steel pipe pile, and the steel pipe pile is embedded in the outer steel pipe about 1.5 times the outer diameter of the steel pipe pile, the binding force in the circumferential direction is secured. As shown in FIG. 1, if the transmission of the force in the double steel pipe structure is performed at an angle of 45 ° in the concrete, at least one of the outer diameters D of the steel pipe pile 20 with respect to the drawing in the axial direction. Because transmission of force can be secured in the axial length section of / 2, resistance against the bending moment acting on the joint between the outer steel pipe welded to the steel I-girder and the steel pipe pile by the bearing resistance force on the outer surface of the steel pipe pile it can.

（７）二重鋼管構造部において外鋼管内面及び／又は鋼管杭外面にコンクリートずれ止めを設置したり、外面突起付き鋼管や内面突起付き鋼管を用いれば、橋台軸方向の力に対しても抵抗できる。 (7) If a concrete slip stopper is installed on the inner surface of the outer steel pipe and / or the outer surface of the steel pipe pile in the double steel pipe structure, or if a steel pipe with an outer protrusion or a steel pipe with an inner protrusion is used, it will resist resistance in the axial direction of the abutment it can.

（８）（３）〜（６）により橋台構造の合理的な設計が可能となり、特に、合成床版橋や鋼床版桁のように、上部工の桁高が低く、桁間の充填コンクリートに鋼管杭を定着できない場合に有効である。 (8) (3) to (6) enable rational design of the abutment structure . Especially, the girder height of the superstructure is low, such as synthetic deck slab bridges and steel deck slabs. This is effective when the steel pipe pile cannot be fixed.

（９）鋼製Ｉ桁の上下フランジ間のウェブ両側位置に半割鋼管を、半割鋼管の両端面を上下フランジに溶接しつつ、溶接すれば、より強固に桁と杭とを剛結出来る。 (9) If the steel I-girder is welded with half steel pipes on both sides of the web between the upper and lower flanges and both ends of the half steel pipes being welded to the upper and lower flanges, the girder and the pile can be rigidly connected. .

（１０）橋台に主筋および帯筋を配置すれば、橋台コンクリートの曲げ耐力を上昇させるとともに、コンクリートのひび割れを抑制することができる。 (10) By arranging the main reinforcement and hoop in abutment, with increasing the bending strength of the abutment concrete, you are possible to suppress the cracking of the concrete.

（１１）橋台を鋼殻で覆えば、橋台コンクリートの打設時型枠として活用できるばかりでなく、更なる橋台コンクリートの曲げ耐力の上昇とコンクリートのひび割れ抑制が可能な合理的な構造を提供できる。但し、橋台を鋼殻で覆うことは、経済上、橋台高が低い場合に有効な構造である。 (11) If the abutment is covered with a steel shell, not only can it be used as a formwork for placing abutment concrete, but also a rational structure capable of further increasing the bending strength of the abutment concrete and suppressing cracks in the concrete can be provided. . However, it is economically effective to cover the abutment with a steel shell when the height of the abutment is low.

以下、本発明の実施形態を、図面を参照しながら説明する。   Embodiments of the present invention will be described below with reference to the drawings.

図２は、本発明の実施形態を具備する複合ラーメン橋の接合部橋台構造の縦断面図であり、合成床版橋や鋼床版桁でなる上部工１０が鋼床版である場合について示している。上部工１０を構成する１２は鋼桁であり、１２ａが鋼桁ウェブ、１２ｂが鋼桁下フランジ、１２ｃが鋼桁上フランジであり、ここではデッキプレートとなる。２０は鋼管杭であり、その先端に鋼桁１２に溶接された外鋼管２２が被せられ、鋼管杭２０と鋼桁１２とを接合している。鋼管杭２０と併行して、主筋２４と該主筋２４を拘束する帯筋２６を配置し、コンクリート３０を巻いて橋台４０を構成する。ここで、コンクリート３０はデッキプレート（１２ｃ）位置まで巻く。 FIG. 2 is a longitudinal sectional view of a joint abutment structure of a composite rigid frame bridge having an embodiment of the present invention, and shows a case where the superstructure 10 made of a composite deck bridge or a steel deck slab is a steel deck. ing. 12 which comprises the superstructure 10 is a steel girder, 12a is a steel girder web, 12b is a steel girder lower flange, 12c is a steel girder upper flange, and becomes a deck plate here. Reference numeral 20 denotes a steel pipe pile, and an outer steel pipe 22 welded to the steel girder 12 is put on the tip of the steel pipe pile to join the steel pipe pile 20 and the steel girder 12. In parallel with the steel pipe pile 20, arranged hoop 26 for restraining longitudinal reinforcement 24 and the main muscle 24, constituting the abutment 40 by winding a concrete 30. Here, the concrete 30 is wound up to the deck plate (12c) position.

図３乃至図６は、第１実施形態を具備する複合ラーメン橋の橋台構造の接合部の施工手順である。図２に示した如く、鋼管杭２０を基礎杭とした複数の鋼桁１２からなる複合ラーメン橋における鋼管杭２０と鋼桁１２との接合部を上端部に含む橋台構造において、図３に示す如く、鋼桁１２に鋼管を溶接して上から被せる外鋼管２２とし、図４に示す如く、鋼管杭２０の鋼管を直接利用して下から林立する内鋼管とした二重鋼管構造の接合とし、鋼桁１２に溶接した外鋼管２２内及び二重管間隙並びに鋼管杭２０の二重管部にコンクリート３０を充填すると共に、図５に示す如く、橋台４０に主筋２４及び帯筋２６を配置する。更に、図６に示す如く、二重鋼管構造部を含む前記接合部を外側からコンクリート３０で巻き込んで完工する。 FIG. 3 to FIG. 6 show the construction procedure of the joint part of the abutment structure of the composite rigid frame bridge comprising the first embodiment. As shown in Figure 2, the abutment structure comprising an upper end portion of the joint between the steel pipe pile 20 and the steel girder 12 in the composite rigid frame bridge comprising a plurality of steel girder 12 in which the steel pipe pile 20 and the foundation pile, shown in FIG. 3 As shown in FIG. 4 , a steel pipe is welded to the steel girder 12 so that the outer steel pipe 22 is covered from above, and the steel pipe pile 20 is directly used to join the double steel pipe structure as an inner steel pipe standing from the bottom as shown in FIG. , arranged to fill the concrete 30 in the double tube portion of the outer steel tube 22 inside and a double tube gap and steel pipe pile 20 which is welded to the steel girder 12, as shown in FIG. 5, the main reinforcements 24 and hoop 26 on the abutment 40 To do. Furthermore, as shown in FIG. 6 , the joint part including the double steel pipe structure part is wound with concrete 30 from the outside to complete the construction.

図７に、二重鋼管構造部の外鋼管２２内面及び鋼管杭２０の先端部外面におけるコンクリートずれ止め２３、２１の設置状況を示す。ずれ止め２３、２１を設けることにより、橋台軸方向の力に対しても抵抗できる。ここでは、ずれ止めとして突起を３段設けているが、３段に限らない。また、スタッドや鉄筋を溶接して、ずれ止めとしてもよい。更に、ずれ止めを一方のみとしたり、全て省略しても良い。 In FIG. 7 , the installation situation of the concrete slip stoppers 23 and 21 in the outer steel pipe 22 inner surface of a double steel pipe structure part and the front-end | tip part outer surface of the steel pipe pile 20 is shown. By providing the slip stoppers 23 and 21, it is possible to resist the force in the abutment axial direction. Here, although three stages of protrusions are provided as a stopper, the number of protrusions is not limited to three. Moreover, it is good also as a slip stopper by welding a stud or a reinforcing bar. Further, only one of the stoppers or all of them may be omitted.

図８に示す第２実施形態は、第１実施形態の図３において、鋼製Ｉ桁１２の上下フランジ１２ｂ、１２ｃ間のウェブ１２ａ両側位置に半割鋼管５０を、半割鋼管５０の両端面を下フランジ１２ｂ及びデッキプレート１２ｃに溶接しつつ、溶接したものである。 The second embodiment shown in FIG. 8 is the same as the first embodiment shown in FIG. 3 except that the half steel pipes 50 are disposed on both sides of the web 12a between the upper and lower flanges 12b and 12c of the steel I-girder 12 and both end faces of the half steel pipe 50 are used. Is welded to the lower flange 12b and the deck plate 12c.

本実施形態によれば、より強固に桁１２と杭２０とを剛結できる。   According to this embodiment, the girder 12 and the pile 20 can be rigidly connected more firmly.

本発明の実施形態に係る橋梁の諸元については、橋梁の種類、規模等に応じて種々異なるが、図２〜図７の第１実施形態の構成における寸法の一例を示せば、次の通りである。 The specifications of bridges according to an embodiment of the present invention, the type of bridges, different but depending on the size or the like, One example of dimensions in the structure of the first embodiment of FIGS. 2-7, as follows It is.

鋼管杭２０は外径３００ｍｍ、厚さ１６ｍｍ、外鋼管２２は外径４００ｍｍ、厚さ１６ｍｍ、上部工１０は幅員１２ｍの鋼床版で、桁高７００ｍｍ、ウェブ１２ａ厚９ｍｍ、下フランジ１２ｂ幅４００ｍｍ×板厚３２ｍｍ、桁上フランジ１２ｃに相当するデッキプレート厚１２ｍｍで、橋台４０の寸法は高さ３ｍ、幅１２ｍ、奥行き２ｍである。主筋２４はＤ２５、帯筋２６はＤ１６である。 The steel pipe pile 20 has an outer diameter of 300 mm, a thickness of 16 mm, the outer steel pipe 22 has an outer diameter of 400 mm, a thickness of 16 mm, and the upper work 10 is a steel floor slab with a width of 12 m, a girder height of 700 mm, a web 12a thickness of 9 mm, and a lower flange 12b width of 400 mm. X The plate thickness is 32 mm, the deck plate thickness is 12 mm corresponding to the carry flange 12c, and the dimensions of the abutment 40 are 3 m high, 12 m wide, and 2 m deep. Main reinforcement 24 is D25, hoop 26 is D16.

本発明の数値の根拠を示す断面図Sectional view showing the basis of numerical values of the present invention 本発明の第１実施形態を具備する複合ラーメン橋の接合部橋台構造の縦断面図The longitudinal cross-sectional view of the junction abutment structure of the composite rigid frame bridge which comprises 1st Embodiment of this invention 第１実施形態の始めの施工手順を示す斜視図The perspective view which shows the construction procedure of the beginning of 1st Embodiment 図３に続く施工手順を示す斜視図The perspective view which shows the construction procedure following FIG. 図４に続く施工手順を示す斜視図The perspective view which shows the construction procedure following FIG. 図５に続く施工手順を示す斜視図The perspective view which shows the construction procedure following FIG. 前記実施形態におけるずれ止めの設置状況を示す半割図A halved view showing the installation status of the stopper in the embodiment 本発明の第２実施形態の要部を示す斜視図The perspective view which shows the principal part of 2nd Embodiment of this invention. 特許文献１に記載された従来の橋脚と鋼桁との接合構造を示す断面図Sectional drawing which shows the joining structure of the conventional pier described in patent document 1 and a steel girder

符号の説明Explanation of symbols

１０…上部工（鋼床版）
１２…鋼桁
１２ａ…鋼桁ウェブ
１２ｂ…鋼桁下フランジ
１２ｃ…鋼桁上フランジ（デッキプレート）
２０…鋼管杭（内鋼管）
２１、２３…ずれ止め
２２…外鋼管
２４…橋台の主筋
２６…橋台の帯筋
３０…コンクリート
４０…橋台
５０…半割鋼管 10 ... Upper construction (steel deck)
12 ... Steel girder 12a ... Steel girder web 12b ... Steel girder lower flange 12c ... Steel girder upper flange (deck plate)
20 ... Steel pipe pile (inner steel pipe)
21, 23 ... Non-slip 22 ... Outer steel pipe 24 ... Abutment main reinforcement 26 ... Abutment strap 30 ... Concrete 40 ... Abutment 50 ... Half steel pipe

Claims (14)

鋼管杭を基礎杭とした複数の鋼製Ｉ桁からなる複合ラーメン橋における該鋼管杭と該鋼製Ｉ桁との接合部を上端部に含む橋台構造であって、
前記鋼管杭は該橋台構造を下端から前記接合部まで貫通しており、
前記接合部は、前記鋼製Ｉ桁に鋼管を溶接して上から被せる外鋼管と、前記鋼管杭の鋼管を直接利用して下から林立する内鋼管とを有する二重鋼管構造を含み、
該鋼製Ｉ桁に溶接した外鋼管内及び該二重管間隙並びに該鋼管杭の少なくとも二重管部にはコンクリートが充填されていると共に、
該二重鋼管構造部を含む前記接合部は、外側からコンクリートで巻き込まれていることを特徴とする複合ラーメン橋の橋台構造。 An abutment structure including a joint portion of the steel pipe pile and the steel I-girder in a composite ramen bridge composed of a plurality of steel I-girder having a steel pipe pile as a foundation pile,
The steel pipe pile penetrates the abutment structure from the lower end to the joint,
The joint includes a double steel pipe structure having an outer steel pipe that is welded to the steel I-girder from above and covered from above, and an inner steel pipe that stands directly from below using the steel pipe of the steel pipe pile,
Steel-made I girder concrete to at least the double tube portion of the welded outer steel tube and within said double pipe gap and steel pipe piles is filled in the Rutotomoni,
The joint containing the double steel structure section, the bridge base structure of the composite rigid frame bridge, characterized in that are wound write rare with concrete from the outside. 前記鋼製Ｉ桁に溶接された鋼管を、該鋼管杭先端に少なくとも鋼管杭外径の１．５倍以上被せるように設置したことを特徴とする請求項１記載の複合ラーメン橋の橋台構造。 The welded steel pipe to the steel I girder, bridge table structure of the composite rigid frame bridge according to claim 1, characterized in that installed so as to cover at least the steel pipe 1.5 times the pile outer diameter steel Kankui tip . 前記鋼製Ｉ桁に溶接された鋼管の内径が、該鋼管杭の外径の３倍を上回らないことを特徴とする請求項１又は２記載の複合ラーメン橋の橋台構造。 Bridge board structure of the composite rigid frame bridge according to claim 1 or 2, wherein the inner diameter of the welded steel pipe to the steel I digits, characterized in that it does not exceed 3 times the outer diameter of the steel pipe pile. 前記鋼管杭の少なくとも二重鋼管構造部分の外面、及び、前記鋼製Ｉ桁に溶接した外鋼管の少なくとも二重鋼管構造部分の内面の少なくともいずれか一方に、軸方向のコンクリートずれ止めを設置したことを特徴とする請求項１乃至３のいずれかに記載の複合ラーメン橋の橋台構造。 An axial concrete detent is installed on at least one of the outer surface of at least the double steel pipe structure portion of the steel pipe pile and the inner surface of at least the double steel pipe structure portion of the outer steel pipe welded to the steel I-girder. bridge board structure of the composite rigid frame bridge according to any one of claims 1 to 3, characterized in that. 前記鋼管杭の鋼管、及び、前記鋼製Ｉ桁に溶接した鋼管の少なくともいずれか一方を外面突起付き鋼管としたことを特徴とする請求項１乃至４のいずれかに記載の複合ラーメン橋の橋台構造。 The bridge of the composite rigid frame bridge according to any one of claims 1 to 4, wherein at least one of the steel pipe of the steel pipe pile and the steel pipe welded to the steel I-girder is a steel pipe with an external projection. Pedestal structure. 前記鋼管杭の鋼管、及び、前記鋼製Ｉ桁に溶接した鋼管の少なくともいずれか一方を内面突起付き鋼管としたことを特徴とする請求項１乃至５のいずれかに記載の複合ラーメン橋の橋台構造。 The bridge of the composite ramen bridge according to any one of claims 1 to 5, wherein at least one of the steel pipe of the steel pipe pile and the steel pipe welded to the steel I-girder is a steel pipe with an inner surface protrusion. Pedestal structure. 前記外鋼管を前記鋼製Ｉ桁下フランジ下面に溶接したことを特徴とする１乃至６のいずれかに記載の複合ラーメン橋の橋台構造。 Bridge board structure of the composite rigid frame bridge according to any one of 1 to 6, characterized in that welding the outer steel pipe I girder under the lower flange surface made the steel. 前記鋼製Ｉ桁の上下フランジ間のウェブ両側位置に半割鋼管を、該半割鋼管の両端面を上下フランジに溶接しつつ、溶接したことを特徴とする請求項７記載の複合ラーメン橋の橋台構造。 8. The composite rigid frame bridge according to claim 7, wherein a half steel pipe is welded to both sides of the web between the upper and lower flanges of the steel I-girder, and both end faces of the half steel pipe are welded to the upper and lower flanges . bridge table structure. 前記二重鋼管部分の回りに橋台の主筋及び帯筋を配設したことを特徴とする請求項１乃至８のいずれかに記載の複合ラーメン橋の橋台構造。 Bridge board structure of the composite rigid frame bridge according to any one of claims 1 to 8, characterized in that arranged main reinforcements and hoop of abutment around the Double Tube portion. 前記橋台を更に鋼殻で覆ったことを特徴とする請求項１乃至９のいずれかに記載の複合ラーメン橋の橋台構造。 Bridge table structure of the composite rigid frame bridge according to any one of claims 1 to 9, characterized in that covering the abutment further steel shell. 前記複合ラーメン橋の桁部分が合成床版橋又は鋼床版桁であることを特徴とする請求項１乃至１０のいずれかに記載の複合ラーメン橋の橋台構造。 Bridge board structure of the composite rigid frame bridge according to any one of claims 1 to 10 order portion of said composite rigid frame bridge, characterized in that a synthetic floor slab bridge or the steel deck girder. 請求項１乃至１１のいずれかに記載の橋台構造の前記接合部を有する合成床版橋。 Synthesis floor slab bridge having the joint portion of the bridge base structure according to any one of claims 1 to 11. 請求項１乃至１１のいずれかに記載の橋台構造の前記接合部を有する鋼床版桁。 Claims 1 to 11 bridges stand steel deck girder having the joint structure according to any one of. 請求項１乃至１１のいずれかに記載の橋台構造を有する複合ラーメン橋。 Composite rigid frame bridge having a bridge platform structure according to any one of claims 1 to 11.
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