JP3906742B2

JP3906742B2 - Joint structure and joining method of main girder and reinforced concrete pier

Info

Publication number: JP3906742B2
Application number: JP2002148472A
Authority: JP
Inventors: 克佳中西; 勝昭武田
Original assignee: JFE Engineering Corp
Current assignee: JFE Engineering Corp
Priority date: 2002-05-23
Filing date: 2002-05-23
Publication date: 2007-04-18
Anticipated expiration: 2022-05-23
Also published as: JP2003336215A

Description

【０００１】
【発明の属する技術分野】
本発明は、主桁と鉄筋コンクリート橋脚との接合構造及び接合方法に関するものである。
【０００２】
【従来の技術】
主桁と鉄筋コンクリート橋脚とを剛結合した橋梁の一例として、特開平８−３０２９１９号公報に記載された発明がある。この発明に係る複合部材の接合構造は、鋼構造梁部材の接合端を形成する鋼製主桁と、鉄筋コンクリート橋脚の頂部から鋼製主桁内に延在するように設けられた鉄筋コンクリート梁の接合端とを直接相互に一体的に接合したものである。
【０００３】
そして、施工にあたっては、鉄筋を配筋しコンクリートを打設して鉄筋コンクリート橋脚の一部を建設し、その頂部に仮受け材を設置してさらにこの仮受け材上に鋼製主桁を設置し、この仮受け材の下端部より上方の部分に鉄筋を配筋してこの部分にコンクリートを打設し、鉄筋コンクリート橋脚の完成と共に橋脚と鋼製主桁を一体化するようにしたものであり、鉄筋コンクリート橋脚から鋼製主桁への力の伝達は、鋼製主桁に設けたスタッドを介して行われる。
【０００４】
【発明が解決しようとする課題】
上記のような従来の接合構造においては、鋼製主桁と鉄筋コンクリート橋脚とをスタッドを介して接合するため、スタッドの設置に付随して多量の鉄筋が必要となり、配筋が面倒でコストアップになるばかりでなく、コンクリートの施工性が悪いという問題がある。また、鋼製主桁の下フランジあるいは横桁ウエブと、鉄筋コンクリート橋脚との接合面のコンクリートに過大な支圧応力が発生するため、この部分のコンクリートが圧壊して剥離するおそれがある。
【０００５】
本発明は、上記の課題を解決するためになされたもので、主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、かつコンクリートの施工性を向上し、主桁と鉄筋コンクリート橋脚との接合面のコンクリートの圧壊を防止することのできる主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ことを目的としたものである。
【０００６】
【課題を解決するための手段】
（１）本発明に係る主桁と鉄筋コンクリート橋脚との接合構造は、前記橋脚は上部が下部橋脚から突出し、橋軸直角方向に対向配置されかつ橋軸方向に所定の間隔で設けられた主鉄骨を有し、前記主桁を構成する対向配置された鋼桁には前記橋脚に設けた主鉄骨に対応して鋼管が一体に設けられ、前記鋼管を前記主鉄骨の突出部にこれを覆うように嵌合し、前記下部橋脚と主桁との間にコンクリートを打設すると共に、前記鋼管内にコンクリートを充填して、前記主桁を橋脚に剛結合したものである。
【０００７】
（２）上記（１）の鋼桁に一体に設けた鋼管に代えて、対向配置された鋼桁を連結する連結板に鋼管を設けた。
（３）上記（１）の鋼桁をＩ形断面の鋼桁又は鋼箱桁で構成した。
【０００８】
（４）また、本発明に係る主桁と鉄筋コンクリート橋脚との接合構造は、橋脚は上部が下部橋脚から突出し、橋軸直角方向に対向配置されかつ橋軸方向に所定の間隔で設けられた主鉄骨を有し、前記主桁を構成する対向配置された鋼桁の間には前記主鉄骨に対応してセル室が設けられた多室セル横桁が対向して接合され、前記多室セル横桁のセル室を前記主鉄骨の突出部にこれを覆うように嵌合し、前記下部橋脚と主桁との間にコンクリートを打設すると共に、前記セル室内にコンクリートを充填して前記主桁を橋脚に剛結合したものである。
【０００９】
（５）上記（１）〜（４）のいずれかの鋼桁の下フランジの支圧応力卓越部に弾性体を設置した。
【００１０】
（６）本発明に係る主桁と鉄筋コンクリート橋脚との接合方法は、下部が下部橋脚に埋設された主鉄骨の上部に、鋼桁に又は鋼箱桁に前記主鉄骨に対応して設けた鋼管を嵌合して前記鋼桁又は鋼箱桁を対向配置し、連結板で連結して主桁を構成する工程と、前記下部橋脚と主桁との間にコンクリートを打設して両者を一体化する工程と、前記鋼管内にコンクリートを充填する工程とを含み、前記主桁を橋脚に剛結合するようにしたものである。
【００１１】
（７）本発明に係る主桁と鉄筋コンクリート橋脚との接合方法は、下部が下部橋脚に埋設された主鉄骨の上部に、連結板が設けられた鋼管を嵌合する工程と、前記鋼管の両側に鋼桁を設置して該鋼桁と前記連結板とを接合して主桁を構成する工程と、前記下部橋脚と主桁との間にコンクリートを打設して両者を一体化する工程と、前記鋼管内にコンクリートを打設する工程とを含み、前記主桁を橋脚に剛結合するようにしたものである。
【００１２】
（８）また、本発明に係る主桁と鉄筋コンクリート橋脚との接合方法は、下部が下部橋脚に埋設された主鉄骨の上方に鋼桁を対向配置する工程と、該対向配置された鋼桁を、セル室を前記下部橋脚から突出した主鉄骨に嵌合した多室セル横桁で連結して主桁を構成する工程と、前記下部橋脚と主桁との間にコンクリートを打設して両者を一体化する工程と、前記セル室にコンクリートを充填する工程とを含み、前記主桁を橋脚に剛結合するようにしたものである。
【００１３】
【発明の実施の形態】
図１８は本発明に係る橋梁における主桁と鉄筋コンクリート橋脚との接合構造の基本的構成を示す模式図である。図において、Ｐは鉄筋コンクリート橋脚（以下、単に橋脚という）、Ａはアバット、Ｓは沓、Ｇは橋脚Ｐ上に設けた主桁、Ｄは主桁Ｇ上に設置した床版で、これら主桁Ｇと床版Ｄとにより上部構造Ｂを構成し、橋脚Ｐと主桁Ｇは剛結合されている。
本発明は、上記のような主桁と橋脚との接合構造及び接合方法に関するもので、以下にその実施の形態を説明する。
【００１４】
実施の形態１
図１は本発明の実施の形態１に係る主桁と橋脚との接合構造の正面模式図、図２は図１の平面図、図３は図１の側面図である。
図において、５０は例えばＩ形断面の鋼材からなり、下部が橋脚頂部を除いて建設された橋脚Ｐの一部をなす鉄筋コンクリート（以下下部橋脚Ｐ₁という）に埋没された主鉄骨で、橋軸直角方向に対向し、橋軸方向に所定の間隔で設けられている。
【００１５】
Ｇは橋軸方向に対向配置された一対の鋼桁１等からなる主桁で、図４に示すよに、Ｉ形断面からなる鋼桁１のウエブ１ａの内側面の上下方向の中央部よりやや上方には、ほぼＭ字状の鋼板からなる横桁上フランジ２ａがウエブ１ａと直交して溶接により接合されており、また、鋼桁１の下フランジ１ｃには、横桁上フランジ２ａと対向してほぼＭ字状の鋼板からなる横桁下フランジ２ｂが溶接により接合されている。なお、この横桁上フランジ２ａ及び横桁下フランジ２ｂはそれぞれ１枚の鋼板で形成してもよく、あるいは、図４に示すように、それぞれ複数枚の鋼板を溶接接合して形成してもよい。
【００１６】
３ａ，３ｂは横桁上フランジ２ａと横桁下フランジ２ｂの両端部近傍において、鋼桁１のウエブ１ａと直交して両者の間に配設され、両者及びウエブ１ａに溶接接合された鋼板からなる横フランジである。
１０は主鉄骨５０に嵌合しうる内径の鋼管で、横桁上フランジ２ａと横桁下フランジ２ｂの横フランジ３ａ，３ｂの内側に設けた貫通穴２ｃを貫通し、上端部は横桁上フランジ２ａの上面とほぼ同一平面上に位置し、下部は横桁下フランジ２ｂから下方に突出して、横桁上フランジ２ａと横桁下フランジ２ｂに溶接又は添接により接合されている。なお、鋼管１０の間隔は、下部橋脚Ｐ₁の橋軸方向に立設した主鉄骨５０の間隔と等しくなっている。
【００１７】
主桁Ｇは、鋼桁１と一体化された鋼管１０を橋軸方向に隣接する主鉄骨５０にそれぞれ嵌合して対向配置し、対向する横桁上フランジ２ａと横桁下フランジ２ｂとの間にそれぞれ横桁連結板４ａ，４ｂを配設し、上下に設けた添接板７ａにより一体に接合する。また、同様にして、横フランジ３ａ，３ｂの間にそれぞれ横フランジ連結板５ａ，５ｂを配設し、前後に設けた添接板７ｂにより一体に接合して構成される。
【００１８】
これにより、両鋼桁１の間には、鋼桁１のウエブ１ａ、横桁上フランジ２ａ、横桁下フランジ２ｂ、横桁連結板４ａ，４ｂ、横フランジ３ａ，３ｂ及び横フランジ連結板５ａ，５ｂで囲まれた空間領域Ｓｐが形成される。８は鋼桁１の下部フランジ１ｃの下面の支圧応力卓越部に設けられた弾性体、９は鋼桁１と横桁上フランジ２ａとの間に、スムーズに応力が伝達するように設けた補剛材である。
【００１９】
５１は下部橋脚Ｐ₁と主桁Ｇの下面との間に打設されて橋脚頂部を構成するコンクリートで、下部橋脚Ｐ₁と一体化されて橋脚Ｐが構成される。５２は鋼管１０内に充填されたコンクリート、５３は空間領域Ｓｐに打設されたコンクリートである。
【００２０】
次に、上記のような主桁と橋脚との接合構造の施工手順の一例について説明する。
この場合、鋼桁１には、あらかじめ工場等において、図４に示すように、横桁上フランジ２ａ、横桁下フランジ２ｂ、横フランジ３ａ，３ｂ及び鋼管１０が剛接合されて組立てられており、トラック等により工事現場に輸送されるものとする。なお、輸送上の問題等によっては、鋼管１０を接合しない状態で輸送し、工事現場において横桁上フランジ２ａ及び横桁下フランジ２ｂに鋼管１０を剛接合してもよい。
【００２１】
先ず、図５に示すように、主鉄骨５０の下部を所定の間隔で埋設して立設し、下部橋脚Ｐ₁を施工する。
次に、下部橋脚Ｐ₁から突出した橋軸方向の一対の主鉄骨５０に、鋼桁１に設けた鋼管１０を嵌合する。このとき、下部橋脚Ｐ₁の上面に鋼管１０の下端部が当接することにより、鋼桁１が位置決めされて下部橋脚Ｐ₁上に載っている状態になる。同様にして、この主鉄骨５０と橋軸直角方向に対向して設けられた主鉄骨５０に鋼管１０を嵌合して鋼桁１を設置し、一対の鋼桁１を対向配置する。なお、必要に応じて、下部橋脚Ｐ₁と鋼管１０の下端部との間にスペーサ等を挿入し、対向する鋼桁１が同じ高さ位置になるように調整する。
【００２２】
この状態で、対向設置された鋼桁１の前後の横フランジ３ａ，３ｂの間に横フランジ連結板５ａ，５ｂを配設し、添接板７ｂにより一体に接合する。また、左右の横桁上フランジ２ａと横桁下フランジ２ｂとの間に横桁連結板４ａ，４ｂを配設し、添接板７ａにより一体に接合して主桁Ｇを構成する。また、これらにより空間領域Ｓｐが形成される。
【００２３】
次に、図６に示すように、下部橋脚Ｐ₁と主桁Ｇの下面との間に鉄筋を配筋し、コンクリート５１を打設して橋脚頂部を形成し、両者を一体化して橋脚Ｐを構築する。このとき、鋼桁１の下フランジ１ｃの下面に設けた弾性体８の一部は、コンクリート５１、したがって橋脚Ｐに埋設される。ついで、鋼管１０内に上部開口部からコンクリート５２を充填し、さらに、鋼桁１の間に形成された空間領域Ｓｐに、横桁上フランジ２ａの上面とほぼ同一平面になるまでコンクリート５３を打設して橋脚Ｐと一体化し、主桁Ｇを橋脚Ｐに剛結合する。
【００２４】
この場合、必要に応じて、鋼桁１と横桁上フランジ２ａとの間に補剛材９を接合する。なお、図示してないが、主桁Ｇの上部には床版Ｄが設けられ、その上に舗装が施工される。
以上により主桁Ｇが橋脚Ｐに剛結合される。なお、上記の施工手順は一例を示すもので、橋梁の規模、工事現場の状況等により適宜変更することができる。
【００２５】
上記のような本実施の形態において、鋼管１０の外面に突起を設け、また、必要に応じて鋼管１０の内面にも突起を設けてコンクリートとの付着力を増大させれば、橋脚Ｐと鋼管１０、したがって、橋脚Ｐと主桁Ｇとの結合力をさらに向上させることができ、負荷を鋼管１０、充填コンクリート５２、主鉄骨５０を介して確実に橋脚Ｐに伝達することができる（以下の実施の形態においても同様である）。なお、鋼桁１の下部のみに主鉄骨５０を設けた場合を示したが、これら主鉄骨５０の間に１本又は複数本の主鉄骨５０を設けてもよい（以下の実施の形態においても同様である）。
【００２６】
上記のように構成した本実施の形態によれば、鋼桁１と橋脚Ｐとの剛結部が鋼殻で被覆され、かつスタッドを設けないため剛結部の帯鉄筋を省略することができ、また、これにより、コンクリート打設の施工性を向上させることができる。
また、図７に示すように、鋼桁１の下フランジ１ｃにより橋脚Ｐに過大な支圧応力が発生する部分に弾性体８を介在させたので、橋脚Ｐに作用する支圧応力を弾性体８により柔軟に受けることができ、弾性体８が完全に圧漬する前に支圧力を鋼管１０の付着抵抗によって受けることができるので、限界値を越える支圧応力が橋脚面に作用するのを防止できる。さらに、主桁Ｇを橋脚Ｐに付着接合するため、橋脚Ｐの施工誤差をある程度吸収することができる。
【００２７】
実施の形態２
図８は本発明の実施の形態２に係る主桁と橋脚の接合構造の模式的正面図、図９は図８の平面図で、本実施の形態は多数の鋼桁と橋脚との接合構造に関するものである。なお、実施の形態１と同じ部分にはこれと同じ符号を付し、説明を省略し又は簡単に行う。
【００２８】
図において、１１は横軸直角方向の両側に設置された主桁Ｇを構成する外側鋼桁、１１Ａは外側鋼桁１１の間に設置された主桁Ｇを構成する内側鋼桁である。
外側鋼桁１１は、図１０に示すように、Ｉ形断面からなる鋼材のウエブ１１ａの内側面の上下方向の中央部よりやや上方には、長方形状の鋼板からなる一対の横桁上フランジ１２ａがウエブ１１ａと直交し、かつ橋軸方向に所定の間隔を隔てて溶接により接合されており、また、鋼桁１１の下フランジ１１ｃには、横桁上フランジ１２ａと対向してこれとほぼ同じ形状、同じ材料からなる横桁下フランジ１２ｂが溶接により接合されている。
【００２９】
１３ａ，１３ｂは横桁上フランジ１２ａと横桁下フランジ１２ｂの両外端部近傍において、両者の間に鋼桁１１のウエブ１１ａと直交して配設され、横桁上フランジ１２ａ、横桁下フランジ１２ｂ及び鋼桁１１のウエブ１１ａに溶接接合された鋼板からなる横フランジである。
【００３０】
内側鋼桁１１Ａは、外側鋼桁１１とほぼ同じ構造であるが、ウエブ１１ａの両面の対応する位置に、横桁上フランジ１２ａ、横桁下フランジ１２ｂ及び横フランジ１３ａ，１３ｂがそれぞれ設けられている。
８は鋼桁１１，１１Ａの下部フランジ１１ｃの下面の支圧応力卓越部に設けられた弾性体である。
【００３１】
１４ａ，１４ｂは対向配置された外側鋼桁１１と内側鋼桁１１Ａ、内側鋼桁１１Ａと１１Ａ、内側鋼桁１１Ａと外側鋼桁１１の横桁上フランジ１２ａと横桁下フランジ１２ｂとの間にそれぞれ配設され、添接板７ａにより一体に接合された横桁連結板である。
この横桁連結板１４ａ，１４ｂには、図１１に示すように、同一鉛直線上に貫通穴１４ｃが設けられており、この貫通穴１４ｃを主鉄骨２０に嵌合しうる内径の鋼管１０に嵌合し、上部の横桁連結板１４ａを鋼管１０の上端部に溶接接合すると共に、下部の横桁連結板１４ｂを横桁下フランジ１２ｂと対応した位置において、鋼管１０に溶接接合したものである。
【００３２】
１５は鋼桁１１，１１Ａの横フランジ１３ａ，１３ｂに対応して、横桁連結板１４ａ，１４ｂの間に溶接接合された横フランジ連結板である。
Ｓｐは各隣接する鋼桁１１と１１Ａ、１１Ａと１１Ａのウエブ１ａ、横桁上フランジ１２ａ、横桁下フランジ１２ｂ、横桁連結板１４ａ，１４ｂ、及び横フランジ１３ａ，１３ｂ、横桁連結板１５ａ，１５ｂで囲まれた空間領域である。
５１は下部橋脚Ｐ₁と主桁Ｇの下面との間に打設されたコンクリートで、下部橋脚Ｐ₁と一体化されて橋脚Ｐが構築される。５２は鋼管１０内に充填されたコンクリート、５３は空間領域Ｓｐに打設されたコンクリートである。
【００３３】
次に、上記のような本実施の形態の施工手順の一例について説明する。
この場合、外側鋼桁１１及び内側鋼桁１１Ａには、あらかじめ工場等において、図１０に示すように横桁上フランジ１２ａ、横桁下フランジ１２ｂ及び横フランジ１３ａ，１３ｂが接合されて組立てられており、また、鋼管１０には図１１に示すように横桁フランジ１４ａ，１４ｂ及び横フランジ連結板１５が接合されているものとする。
【００３４】
先ず、図８に示すように、主鉄骨５０の下部を所定の間隔で埋設し、下部橋脚Ｐ₁を施工する。
次に、下部橋脚Ｐ₁から突出した橋軸方向の一対の主鉄骨５０に、横桁連結板１４ａ，１４ｂ及び横フランジ連結板１５が設けられた鋼管１０を嵌合する。このとき、下部橋脚Ｐ₁の上面に鋼管１０の下端部が当接することにより、位置決めされる。なお、必要に応じて下部橋脚Ｐ₁と鋼管１０の下端部との間にスペーサ等を挿入し、各鋼管１０の上端部、したがって上部の横桁連結板１４ａ，１４ｂの上面が同一平面になるように調整する。
【００３５】
ついで、一方の外側鋼桁１１を例えばクレーンで吊上げて、その横桁上フランジ１２ａ、横桁下フランジ１２ｂ及び横フランジ１３ａ，１３ｂを、橋軸方向に設置した一対の鋼管１０に設けた上下の横桁連結板１４ａ，１４ｂ及び横フランジ連結板１５とそれぞれ整合させ、添接板７ａ，７ｂにより一体に接合する。同様にして、他方の外側鋼桁１１及び内側鋼桁１１Ａの横桁上フランジ１２ａ、横桁下フランジ１２ｂ及び横フランジ１３ａ，１３ｂを、鋼管１０に設けた上下の横桁連結板１４ａ，１４ｂ及び横フランジ１５に、それぞれ添接板７ａ，７ｂにより一体に接合し、主桁Ｇを構成する。この場合、内側鋼桁１１Ａを先に鋼管１０に連結してもよい。
【００３６】
そして、実施の形態１の場合と同様に、下部橋脚Ｐ₁と主桁Ｇの下面との間、鋼管１０内及び空間領域Ｓｐにそれぞれコンクリート５１，５２，５３を打設し、主桁Ｇを橋脚Ｐに剛結合する。
以上により、主桁Ｇが橋脚Ｐに剛結合される。なお、上記の施工手順は一例を示すもので、橋梁の規模、工事現場の状況等により適宜変更することができる。
本実施の形態によれば、実施の形態１の場合と同様の効果を得ることができる。
【００３７】
実施の形態３
図１２は本発明の実施の形態３に係る主桁と橋脚との接合構造の模式的正面図、図１３はその平面図である。本実施の形態は、鋼桁として鋼箱桁を使用し、この鋼箱桁と橋脚とを剛結合したものである。なお、実施の形態１と同じ部分にはこれと同じ符号を付し、説明を省略し又は簡単に行う。
【００３８】
図において、２１は横軸直角方向に対向設置した主桁Ｇを構成する一対の鋼箱桁で、図１４に示すように、上鋼板２２ａと下鋼板２２ｂの間には、前後（橋軸方向）の端部より内側に鋼板からなるダイヤフラム２３ａ，２３ｂが溶接により接合されており、このダイヤフラム２３ａ，２３ｂの両側（橋軸直角方向）には鋼板からなる側板２４ａ，２４ｂが溶接により接合されている。２５はダイヤフラム２３ａ，２３ｂと側板２４ａ，２４ｂで囲まれた領域内において、上鋼板２２ａよりやや下方に上鋼板２２ａと平行に配設された中鋼板で、その周辺がダイヤフラム２３ａ，２３ｂと側板２４ａ，２４ｂの内壁に溶接接合されている。
【００３９】
２６ａは一方の側板（この場合は２４ｂ）の外面の中鋼板２５に対応した位置に、側板２４ｂと直交して溶接接合された鋼板からなる横桁上フランジ、２６ｂは下鋼板２２ｂに横桁上フランジ２６ａと対向して溶接接合された鋼板からなる横桁下フランジ、２７ａ，２７ｂは横桁上フランジ２６ａと横桁下フランジ２６ｂの両端部に溶接合された鋼板からなる横フランジである。
【００４０】
２５ａはダイヤフラム２３ａ，２３ｂの近傍おいて中鋼板２５に設けた複数の貫通穴（図には、橋軸直角方向にそれぞれ３個ずつ設けた場合が示してある）、２５ｂは下鋼板２２ｂに貫通穴２５ａと対向して設けた貫通穴である。
そして、鋼管１０がこの貫通穴２５ｂ，２５ａに貫挿され、上端部は中鋼板２５に、下部は下鋼板２２ｂにそれぞれ溶接により剛接合されている。
【００４１】
２８ａ，２８ｂは横桁連結板、２９ａ，２９ｂは横フランジ連結板で、添接板７ａ，７ｂにより対向設置された鋼箱桁２１の横桁上フランジ２６ａ、横桁下フランジ２６ｂ、横フランジ２７ａ，２７ｂに一体に接合されている。
３０は上下の横桁連結板２８ａ、２８ｂに設けられ、下部橋脚Ｐ₁と主桁Ｇとの間にコンクリートを打設するための１個又は複数個のコンクリート打設穴、３１は上鋼板２２ａの鋼管１０と対向する位置に設けられ、鋼管１０内にコンクリートを充填するためのコンクリート打設穴、３２は上鋼板２２ａに設けられて鋼箱桁２１内にコンクリートを投入するためのコンクリート打設穴、３３は中鋼板２５に設けられて内部にコンクリートを投入するためのコンクリート打設穴である。
【００４２】
次に、本実施の形態の施工手順の一例について説明する。この場合、図１４に示すような鋼箱桁２１はあらかじめ工場等で組立てられているものとする。
先ず、図１２に示すように、下部橋脚Ｐ₁から突出した橋軸方向の一対（各３本で一対となる）の主鉄骨５０に鋼箱桁２１に設けた鋼管１０を嵌合する。このとき、下部橋脚Ｐ₁の上面に鋼管１０の下端部が当接し、鋼箱桁２１が位置決めされて下部橋脚Ｐ₁上に載っている状態になる。同様にして、この主鉄骨５０と橋軸直角方向に対向して設けられた主鉄骨５０に鋼管１０を嵌合して他方の鋼箱桁２１を設置し、一対の鋼箱桁２１を対向配置する。なお、必要に応じて下部橋脚Ｐ₁と鋼管１０の下端部との間にスペーサ等を挿入し、対向する鋼箱桁２１の上鋼板２２ａの上面が同一平面上に位置するように調整する。
【００４３】
この状態で、対向設置された鋼箱桁２１の前後の横フランジ２７ａ，２７ｂに添接板７ｂにより横フランジ連結板２９ａ，２９ｂを接合し、また、左右の横桁上フランジ２６ａと横桁下フランジ２６ｂに、添接板７ａにより横桁連結板２８ａ，２８ｂを接合する。
【００４４】
次に、コンクリート打設穴３０から下部橋脚Ｐ₁と主桁Ｇの下面との間にコンクリート５１を投入して打設し、両者を一体化して橋脚Ｐを構築する。ついで、上鋼板２２ａに設けたコンクリート打設穴３１から鋼管１０内にコンクリート５３を充填し、さらに上鋼板２２ａ及び中鋼板２５に設けたコンクリート打設穴３２，３３から鋼箱桁２１内にコンクリート５４を投入して打設し、主桁Ｇと橋脚Ｐを一体化して剛結合する。
以上により、鋼箱桁２１からなる主桁Ｇが橋脚Ｐに剛結合される。なお、上記の施工手順は一例を示すもので、橋梁の規模、工事現場の状況等により適宜変更することができる。
本実施の形態によれば、実施の形態１の場合とほぼ同様の効果を得ることができる。
【００４５】
実施の形態４
図１５は本発明の実施の形態４に係る主桁と橋脚の接合構造の模式的正面図、図１６はその平面図である。本実施の形態は、鋼桁と多室セル構造の横桁とにより主桁を構成し、この主桁を橋脚に接合するようにしたものである。なお、実施の形態１と同じ部分にはこれと同じ符号を付し、説明を省略し又は簡単に行う。
【００４６】
図において、４１は橋軸直角方向に対向設置され、主桁Ｇを構成するＨ形断面の鋼桁で、図１７に示すように、ウエブ４１ａの内側面の両端部から若干内側には、上下方向の中央部よりやや上方から下フランジ１ｃにかけて、ウエブ４１ａと直交しかつ所定の間隔で、２枚の鋼板４３ａ，４３ｂと４３ｃ，４３ｄがそれぞれ溶接接合され、鋼板４３ａと４３ｂ、４３ｃと４３ｄの間にはそれぞれ鋼板からなる隔壁４４が溶接接合された固定セル４２ａ，４２ｂが設けられており、鋼桁４１のウエブ４１ａと隔壁４４と間には、それぞれセル室４５ａ，４６ａが形成されている。
【００４７】
４７ａ，４７ｂは対向設置された鋼桁４１の固定セル４２ａ，４２ｂの間を連結する連結セルで、固定セル４２ａ，４２ｂの鋼板４３ａ〜４３ｄと同じ高さ、同じ間隔に配設された鋼板からなる２枚の連結板４８ａ，４８ｂ及び４８ｃ，４８ｄと、両連結板４８ａ，４８ｂ及び４８ｃ，４８ｄの間にそれぞれ溶接接合された隔壁４４とからなり、これらにより複数のセル室４５ｂ，４５ｃ，４５ｄ及び４６ｂ，４６ｃ，４６ｄが形成されている（図には、２枚の隔壁により各３個のセル室を設けた場合が示してある）。
【００４８】
また、本実施の形態においては、下部橋脚Ｐ₁に設けた主鉄骨５０のうち、鋼桁４１の下に位置する主鉄骨５０の上端部は、鋼桁４１を設置したときのその下面（弾性体８を含む）より若干低い位置にあり、その間に設けられた複数の主鉄骨５０ａ〜５０ｅは、鋼桁４１を設置したときの固定セル４２ａ，４２ｂの上端部とほぼ等しい位置まで延設されている。
【００４９】
次に、本実施の形態の施工手順の一例について説明する。なお、鋼桁４１にはあらかじめ工場等で固定セル４２ａ，４２ｂが接合されて組立てられており、連結セル４７ａ，４７ｂも工場等において組立てられているものとする。また、下部橋脚Ｐ₁には主鉄骨５０，５０ａ〜５０ｅが埋込まれて立設されているものとする。
【００５０】
先ず、一方の鋼桁４１をクレーン等で吊上げて、そのセル室４５ａ，４６ａを橋軸方向の２本の主鉄骨５０ａに挿入し、下フランジ４１ｃをこの主鉄骨５０ａの外側に隣接する主鉄骨５０上に位置させる。このとき、鋼桁４１の下フランジ４１ｃ（弾性体８を含む）の下面と主鉄骨５０の上端部との間には、若干のすき間を形成する。同様にして、他方の鋼桁４１のセル室４５ｅ，４６ｅを主鉄骨５０ｅに挿入し、その下フランジ４１ｃをこの主鉄骨５０ｅの外側に隣接する主鉄骨５０上に位置させる。
【００５１】
次に、一方の連結セル４７ａのセル室４５ｂ，４５ｃ，４５ｄを主鉄骨５０ｂ，５０ｃ，５０ｄに挿入して両鋼桁４１の固定セル４２ａの間に配設し、位置決めしたのち添接板７ｂにより一体に接合する。同様にして他方の連結セル４７ｂを添接板７ｂにより固定セル４２ｂに接合し、主桁Ｇを構成する。これにより、両鋼桁４１の間には多室セル横桁４０ａ，４０ｂが構成される。
【００５２】
次に、両鋼桁４１と多室セル横桁４０ａ，４０ｂの間から、下部橋脚Ｐ₁と主桁Ｇとの間にコンクリート５１を打設して両者を一体化し、橋脚Ｐを構築する。ついで、両鋼桁４１と多室セル横桁４０ａ，４０ｂとによって形成された空間領域Ｓｐに、その上面が多室セル横桁４０a，４０ａの上端部とほぼ等しくなるまでコンクリート５３を打設する。さらに、各セル室４５ａ〜４５ｅ、４６ｅ〜４６ｅ内にコンクリート５５を充填してこれらを一体化し、主桁Ｇを橋脚Ｐに剛結合する。
【００５３】
上記の説明では、多室セル横桁４０ａ，４０ｂの各セル室４５ａ〜４５ｅ、４６ａ〜４６ｅにそれぞれ主鉄骨５０ａ〜５０ｅを挿入した場合を示したが、これらに挿入する主鉄骨５０ａ〜５０ｅの一部を省略してもよい。また、多室セル横桁４０ａ，４０ｂの内面には、コンクリートの付着力を増すために突起を設けることが望ましい。なお、鋼桁４１と多室セル横桁４０ａ，４０ｂによって形成された空間領域Ｓｐにコンクリート５３を打設した場合を示したが、この部分のコンクリート打設を省略してもよい。
本実施の形態によれば、実施の形態１の場合とほぼ同様の効果を得ることができる。
【００５４】
以上、本発明の実施の形態１〜４について説明したが、これらはそれぞれ単独で実施してもよく、適宜組合わせて実施してもよい。
【００５５】
【実施例】
次に、実施の形態１の実施例（主として各部の寸法関係）について説明する。鋼桁１は、高さ２．５ｍ、ウエブ１ａの板厚２５ｍｍ、上下のフランジ１ｂ，１ｃの幅０．６５ｍ、板厚５０ｍｍのＨ形断面の鋼材を用い、鋼桁１間の距離は５．５ｍであった。また、鋼板１のウエブ１ａに設けた横桁上フランジ２ａの幅は０．５ｍ、板厚２５ｍｍｍ、横桁下フランジ２ｂの幅は０．２８５ｍ、板厚２５ｍｍで、両者の上下の間隔は２ｍであり、横フランジ３ａ，３ｂの板の板厚は１９ｍｍであった。
【００５６】
また、鋼管１０は、外径０．５ｍ、板厚６ｍｍ、高さ２ｍで、内外面に突起が設けられているものを用いた。添接板７ａ，７ｂの板厚は８ｍｍ、弾性体８はクロロプレンゴムにより構成され、その板厚は５ｍｍであった。
橋脚Ｐの断面は橋軸直角方向が７．５ｍ、橋軸方向が３ｍで、主鉄骨５０はＨ３５０×３５０×１２×１９で、高さは３０ｍであった。
上記のような寸法の各部材を溶接結合して鋼桁１を作成し、下部が下部橋脚Ｐ₁に埋設された主鉄骨５０に鋼管１０を挿入し、それぞれコンクリート５１〜５３を打設して一対の鋼桁１等からなる主桁Ｇを橋脚Ｐに剛結合した結果、短時間でズムーズに施工することができた。
【００５７】
【発明の効果】
本発明に係る主桁と鉄筋コンクリート橋脚との接合構造及び接合方法によれば、橋脚と主桁との剛結部が鋼管（又は多室セル横桁）を含む鋼殻で被覆され、かつスタッドを用いないめ、剛結部の帯鉄筋を省略することができ、このため配筋の手間を省けるばかりでなく、コンクリート打設時の施工性を向上することができる。
【００５８】
また、橋脚に作用する支圧応力を鋼桁の下面に設けた弾性体によって柔かく受け、弾性体が完全に圧漬する前に鋼管（又は多室セル横桁）の付着抵抗により支圧力を受けるため、限界値を越える支圧応力が橋脚面に作用することがなく、この部分のコンクリートが剥離することもない。
さらに主桁と橋脚とを付着接合するため、橋脚の施工誤差をある程度吸収することができる。
【図面の簡単な説明】
【図１】本発明の実施の形態１に係る鋼桁と鉄筋コンクリート橋脚との接合構造の模式的正面図である。
【図２】図１の平面図である。
【図３】図１の側面図である。
【図４】図１の鋼桁の斜視図である。
【図５】実施の形態１の施工手順の説明図である。
【図６】実施の形態１の施工手順の説明図である。
【図７】図１のＡ−Ａ断面図である。
【図８】本発明の実施の形態２に係る鋼桁と鉄筋コンクリート橋脚との接合構造の模式的正面図である。
【図９】図８の平面図である。
【図１０】図８の鋼桁の斜視図である。
【図１１】図８の鋼管の斜視図である。
【図１２】本発明の実施の形態３に係る鋼桁と鉄筋コンクリート橋脚との接合構造の模式的正面図である。
【図１３】図１２の平面図である。
【図１４】図１２の鋼箱桁の斜視図である。
【図１５】本発明の実施の形態４に係る鋼桁と鉄筋コンクリート橋脚との接合構造の正面模式図である。
【図１６】図１５の平面図である。
【図１７】図１５の鋼桁及び連結セルの斜視図である。
【図１８】本発明を実施する橋梁の説明図である。
【符号の説明】
１鋼桁
２ａ横桁上フランジ
２ｂ横桁下フランジ
３ａ横フランジ
４ａ横桁連結板
４ｂ横フランジ連結板
７ａ，７ｂ添接板
８弾性体
１０鋼管
１１外側鋼桁
１１Ａ内側鋼桁
２１鋼箱桁
４０ａ，４０ｂ多室セル横桁
４２ａ，４２ｂ固定セル
４５ａ〜４５ｅ、４６ａ〜４６ｅセル室
４７ａ，４７ｂ連結セル
５０主鉄骨
Ｐ１下部橋脚
Ｐ橋脚
Ｇ主桁[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a joining structure and a joining method of a main girder and a reinforced concrete bridge pier.
[0002]
[Prior art]
As an example of a bridge in which a main girder and a reinforced concrete pier are rigidly connected, there is an invention described in JP-A-8-302919. The composite member joining structure according to the present invention includes a steel main girder that forms a joining end of a steel structural beam member, and a reinforced concrete beam provided so as to extend from the top of the reinforced concrete bridge pier into the steel main girder. The ends are directly joined together.
[0003]
In the construction, rebars are placed and concrete is laid to construct a part of the reinforced concrete pier, a temporary support material is installed on the top, and a steel main girder is installed on the temporary support material. The rebar is placed in the part above the lower end of the temporary support material, and concrete is placed in this part, and the pier and the steel main girder are integrated with the completion of the reinforced concrete pier, The transmission of force from the reinforced concrete pier to the steel main girder is performed via studs provided on the steel main girder.
[0004]
[Problems to be solved by the invention]
In the conventional joint structure as described above, the steel main girder and the reinforced concrete bridge pier are joined via the studs, so a large amount of reinforcing bars are required to accompany the installation of the studs. In addition to this, there is a problem that the workability of concrete is poor. In addition, since an excessive bearing stress is generated in the concrete at the joint surface between the lower flange or the horizontal girder web of the main steel girder and the reinforced concrete bridge pier, there is a possibility that the concrete in this portion may be collapsed and peeled off.
[0005]
The present invention has been made to solve the above problems, it is omitted rebar Haisuji to rigidly portion of the main beam and the reinforced concrete pier, and to improve the workability of the concrete, the main girder and reinforced concrete pier it is intended to provide a bonding structure and bonding method of the main beam and the reinforced concrete pier which can prevent the concrete crushing the junction plane between.
[0006]
[Means for Solving the Problems]
(1) The main girder and reinforced concrete pier structure according to the present invention is such that the upper part of the pier protrudes from the lower pier, is opposed to the direction perpendicular to the bridge axis, and is provided at predetermined intervals in the bridge axis direction. A steel pipe is integrally provided corresponding to the main steel frame provided on the bridge pier, and the steel pipe is covered with the projecting portion of the main steel frame. fitted in, while concrete is between the lower abutment and main girder, and filled with concrete in said steel pipe, the main beam is obtained by rigidly coupled to the pier.
[0007]
(2) Instead of the steel pipe provided integrally with the steel girder of (1) above, a steel pipe was provided on a connecting plate that connects the steel girder arranged opposite to each other.
(3) The steel girder of the above (1) was composed of a steel girder or a steel box girder having an I-shaped cross section.
[0008]
(4) Moreover, the joining structure of the main girder and the reinforced concrete pier according to the present invention is such that the pier protrudes from the lower pier in the upper part, is opposed to the direction perpendicular to the bridge axis, and is provided at predetermined intervals in the bridge axis direction. A multi-chamber cell cross beam provided with a cell chamber corresponding to the main steel frame is opposed to and joined between steel beams arranged opposite to each other, each having a steel frame and constituting the main girder. A cell room of a cross beam is fitted to the projecting portion of the main steel frame so as to cover it, and concrete is placed between the lower pier and the main girder, and the cell room is filled with concrete and the main steel frame is filled. Girder is rigidly connected to the pier.
[0009]
(5) The elastic body was installed in the bearing stress excellence part of the lower flange of the steel girder in any one of said (1)-(4).
[0010]
(6) method of joining the main beam and the reinforced concrete pier according to the present invention, the upper part of Shutetsu bone bottom is embedded in the lower piers, provided corresponding to the main steel to steel girder or steel box girder The steel girder or the steel box girder is placed opposite to each other by fitting a steel pipe, and a step of connecting a connecting plate to form a main girder, and placing concrete between the lower pier and the main girder , a step of integrating, viewing including the step of filling concrete into said steel pipe, the main beam is obtained so as to rigidly coupled to the pier.
[0011]
(7) method of joining the main beam and the reinforced concrete pier according to the present invention, the upper part of the bone Shutetsu the lower is embedded in the lower piers, a step of fitting the steel tube connecting plate is provided, said steel tube A step of installing a steel girder on both sides and joining the steel girder and the connecting plate to form a main girder; and a step of placing concrete between the lower pier and the main girder to integrate the two When, viewed including the step of pouring concrete into said steel pipe, the main beam is obtained so as to rigidly coupled to the pier.
[0012]
(8) Moreover, the joining method of the main girder and the reinforced concrete bridge pier according to the present invention includes a step of disposing a steel girder above a main steel frame whose lower part is embedded in the lower pier, and the steel girder arranged oppositely. Connecting the cell chamber with a multi-chamber cell girder fitted to the main steel frame protruding from the lower pier, and constructing a main girder, and placing concrete between the lower pier and the main girder And a step of filling the cell chamber with concrete, and the main girder is rigidly coupled to the pier .
[0013]
DETAILED DESCRIPTION OF THE INVENTION
Figure 18 is a schematic view showing a basic structure of a joint structure between the main beam and the reinforced concrete pier in bridges according to the present invention. In the figure, P is a reinforced concrete pier (hereinafter simply referred to as a pier), A is an abut, S is a ridge, G is a main girder installed on the pier P, D is a floor slab installed on the main girder G, these main girder The superstructure B is constituted by G and the floor slab D, and the pier P and the main girder G are rigidly coupled.
The present invention relates to a joining structure and joining method between the main girder and the bridge pier as described above, and an embodiment thereof will be described below.
[0014]
Embodiment 1
1 is a schematic front view of a joining structure between a main girder and a pier according to Embodiment 1 of the present invention, FIG. 2 is a plan view of FIG. 1, and FIG. 3 is a side view of FIG.
In the figure, 50 is a main steel frame made of steel material having an I-shaped cross section, the lower part of which is buried in reinforced concrete (hereinafter referred to as the lower pier P ₁ ) that forms part of the pier P except for the top of the pier. They are opposed to each other at a right angle, and are provided at predetermined intervals in the bridge axis direction.
[0015]
G is a main girder made up of a pair of steel girders 1 and the like arranged opposite to each other in the bridge axis direction, as shown in FIG. 4, from the vertical center of the inner surface of the web 1a of the steel girder 1 having an I-shaped cross section. Slightly above, a transverse girder upper flange 2a made of a substantially M-shaped steel plate is joined by welding perpendicularly to the web 1a, and a transverse girder upper flange 2a is connected to the lower flange 1c of the steel girder 1 Oppositely, a transverse girder lower flange 2b made of a substantially M-shaped steel plate is joined by welding. The cross beam upper flange 2a and the cross beam lower flange 2b may each be formed of a single steel plate, or may be formed by welding a plurality of steel plates, respectively, as shown in FIG. Good.
[0016]
Reference numerals 3a and 3b denote steel plates disposed between and perpendicular to the web 1a of the steel beam 1 in the vicinity of both ends of the upper beam 2a and the lower beam flange 2b, and welded to both and the web 1a. It is a horizontal flange.
10 is a steel pipe having an inner diameter that can be fitted to the main steel frame 50, and penetrates through holes 2c provided inside the horizontal flanges 3a and 3b of the horizontal beam upper flange 2a and the horizontal beam lower flange 2b, and the upper end is the horizontal beam The upper part of the flange 2a is located on substantially the same plane, and the lower part protrudes downward from the lower beam lower flange 2b, and is joined to the upper beam flange 2a and the lower beam flange 2b by welding or attachment. The distance between the steel pipe 10 is equal to the spacing of the main steel 50 provided upright in the bridge axis direction of the lower piers P _1.
[0017]
The main girder G is configured by fitting the steel pipe 10 integrated with the steel girder 1 to the main steel frames 50 adjacent to each other in the bridge axis direction so as to face each other. The cross beam connecting plates 4a and 4b are respectively disposed between them, and are joined together by the attachment plates 7a provided at the top and bottom. Similarly, the horizontal flange connecting plates 5a and 5b are disposed between the horizontal flanges 3a and 3b, respectively, and are integrally joined by the front and rear attachment plates 7b.
[0018]
As a result, between the steel beams 1, the web 1 a of the steel beam 1, the cross beam upper flange 2 a, the cross beam lower flange 2 b, the cross beam connection plates 4 a and 4 b, the horizontal flanges 3 a and 3 b, and the horizontal flange connection plate 5 a. , 5b is formed. 8 is an elastic body provided at the supporting stress dominant portion of the lower surface of the lower flange 1c of the steel girder 1, and 9 is provided so that stress is smoothly transmitted between the steel girder 1 and the upper girder upper flange 2a. It is a stiffener.
[0019]
51 is concrete that is placed between the lower pier P ₁ and the lower surface of the main girder G to form the pier top, and is integrated with the lower pier P ₁ to form the pier P. 52 is concrete filled in the steel pipe 10, and 53 is concrete placed in the space region Sp.
[0020]
Next, an example of the construction procedure of the joint structure between the main girder and the pier as described above will be described.
In this case, the steel girder 1 is assembled in advance at a factory or the like, as shown in FIG. 4, with the cross girder upper flange 2 a, the cross girder lower flange 2 b, the lateral flanges 3 a and 3 b, and the steel pipe 10 being rigidly joined. , And transported to the construction site by trucks. Depending on transportation problems, the steel pipe 10 may be transported without being joined, and the steel pipe 10 may be rigidly joined to the cross beam upper flange 2a and the cross beam lower flange 2b at the construction site.
[0021]
First, as shown in FIG. 5, the lower part of the main steel frame 50 is erected and buried at a predetermined interval, and the lower pier P ₁ is constructed.
Next, the steel pipe 10 provided in the steel beam 1 is fitted to the pair of main steel frames 50 in the bridge axis direction protruding from the lower pier P ₁ . At this time, the lower end of the steel pipe 10 is brought into contact with the upper surface of the lower pier P ₁ , whereby the steel girder 1 is positioned and placed on the lower pier P ₁ . Similarly, the steel girder 1 is installed by fitting the steel pipe 10 to the main steel frame 50 provided to face the main steel frame 50 in the direction perpendicular to the bridge axis, and the pair of steel girders 1 are arranged to face each other. If necessary, inserting a spacer or the like between the lower end portion of the lower pier P ₁ and the steel pipe 10, steel girder 1 facing is adjusted to be at the same height.
[0022]
In this state, the horizontal flange connecting plates 5a and 5b are disposed between the front and rear horizontal flanges 3a and 3b of the oppositely installed steel girders 1 and are integrally joined by the attachment plate 7b. Further, horizontal girder connecting plates 4a and 4b are disposed between the left and right horizontal girder upper flanges 2a and the lower girder lower flanges 2b, and the main girder G is configured by being integrally joined by the attachment plate 7a. In addition, the space region Sp is formed by these.
[0023]
Next, as shown in FIG. 6, a reinforcing bar is arranged between the lower pier P ₁ and the lower surface of the main girder G, concrete 51 is placed to form a pier top, and both are integrated to form a pier P Build up. At this time, a part of the elastic body 8 provided on the lower surface of the lower flange 1c of the steel girder 1 is embedded in the concrete 51, and hence the pier P. Next, the concrete 52 is filled into the steel pipe 10 from the upper opening, and the concrete 53 is applied to the space region Sp formed between the steel girders 1 until it is substantially flush with the upper surface of the horizontal girder upper flange 2a. It is installed and integrated with the pier P, and the main girder G is rigidly connected to the pier P.
[0024]
In this case, the stiffener 9 is joined between the steel beam 1 and the cross beam upper flange 2a as necessary. Although not shown, a floor slab D is provided above the main girder G, and pavement is constructed thereon.
Thus, the main girder G is rigidly coupled to the pier P. In addition, said construction procedure shows an example and can be suitably changed with the scale of a bridge, the condition of a construction site, etc.
[0025]
In the present embodiment as described above, if the protrusion is provided on the outer surface of the steel pipe 10 and the protrusion is also provided on the inner surface of the steel pipe 10 as necessary to increase the adhesion to concrete, the pier P and the steel pipe 10. Therefore, the coupling force between the pier P and the main girder G can be further improved, and the load can be reliably transmitted to the pier P via the steel pipe 10, the filled concrete 52, and the main steel frame 50 (the following). The same applies to the embodiment). In addition, although the case where the main steel frame 50 was provided only in the lower part of the steel girder 1 was shown, you may provide the one or several main steel frames 50 between these main steel frames 50 (in the following embodiment also) The same).
[0026]
According to the present embodiment configured as described above, the rigid connection portion of the steel girder 1 and the pier P is covered with the steel shell and no stud is provided, so that the reinforcing bar of the rigid connection portion can be omitted. In addition, this makes it possible to improve the workability of concrete placement.
Further, as shown in FIG. 7, since the elastic body 8 is interposed in a portion where excessive supporting stress is generated on the pier P by the lower flange 1c of the steel girder 1, the supporting stress acting on the pier P is elastic. 8 can be received flexibly, and since the supporting pressure can be received by the adhesion resistance of the steel pipe 10 before the elastic body 8 is completely indented, the supporting stress exceeding the limit value can act on the pier surface. Can be prevented. Furthermore, since the main girder G is adhered and joined to the pier P, construction errors of the pier P can be absorbed to some extent.
[0027]
Embodiment 2
8 is a schematic front view of a joining structure of a main girder and a pier according to Embodiment 2 of the present invention, FIG. 9 is a plan view of FIG. 8, and this embodiment is a joining structure of a number of steel girders and piers. It is about. The same parts as those in the first embodiment are denoted by the same reference numerals, and description thereof is omitted or simply performed.
[0028]
In the figure, 11 is an outer steel girder constituting the main girder G installed on both sides in the direction perpendicular to the horizontal axis, and 11A is an inner steel girder constituting the main girder G installed between the outer steel girders 11.
As shown in FIG. 10, the outer steel girder 11 has a pair of horizontal girder upper flanges 12a made of a rectangular steel plate slightly above the central part in the vertical direction of the inner surface of the steel web 11a having an I-shaped cross section. Is orthogonal to the web 11a and joined by welding at a predetermined interval in the bridge axis direction, and the lower flange 11c of the steel girder 11 faces the upper flange 12a of the horizontal girder and is substantially the same as this. A cross beam lower flange 12b made of the same material as the shape is joined by welding.
[0029]
13a and 13b are arranged in the vicinity of both outer end portions of the cross beam upper flange 12a and the cross beam lower flange 12b so as to be orthogonal to the web 11a of the steel beam 11 between them, and the cross beam upper flange 12a and the cross beam lower It is a horizontal flange made of a steel plate welded to the flange 12b and the web 11a of the steel girder 11.
[0030]
The inner steel girder 11A has substantially the same structure as that of the outer steel girder 11. However, a horizontal girder upper flange 12a, a horizontal girder lower flange 12b, and horizontal flanges 13a and 13b are respectively provided at corresponding positions on both surfaces of the web 11a. Yes.
Reference numeral 8 denotes an elastic body provided in the supporting stress dominant portion on the lower surface of the lower flange 11c of the steel girders 11 and 11A.
[0031]
14a and 14b are between the outer steel girder 11 and the inner steel girder 11A, the inner steel girder 11A and 11A, and the inner steel girder 11A and the outer steel girder 11 between the upper girder flange 12a and the lower girder lower flange 12b. These are cross-girder connecting plates that are respectively disposed and joined together by the attachment plate 7a.
As shown in FIG. 11, the cross beam connecting plates 14 a and 14 b are provided with through holes 14 c on the same vertical line, and the through holes 14 c are fitted to the steel pipe 10 having an inner diameter that can be fitted to the main steel frame 20. The upper cross beam connecting plate 14a is welded to the upper end of the steel pipe 10, and the lower cross beam connecting plate 14b is welded to the steel pipe 10 at a position corresponding to the lower beam lower flange 12b. .
[0032]
Reference numeral 15 denotes a horizontal flange connecting plate corresponding to the horizontal flanges 13a and 13b of the steel beams 11 and 11A and welded between the horizontal beam connecting plates 14a and 14b.
Sp is a web 1a of each adjacent steel girder 11 and 11A, 11A and 11A, a cross girder upper flange 12a, a cross girder lower flange 12b, a cross girder connecting plates 14a and 14b, and a side flange 13a and 13b, and a cross girder connecting plate 15a. , 15b.
51 is concrete cast between the lower pier P ₁ and the lower surface of the main girder G, and is integrated with the lower pier P ₁ to construct the pier P. 52 is concrete filled in the steel pipe 10, and 53 is concrete placed in the space region Sp.
[0033]
Next, an example of the construction procedure of the present embodiment as described above will be described.
In this case, the outer steel girder 11 and the inner steel girder 11A are assembled in advance in a factory or the like by joining a horizontal girder upper flange 12a, a horizontal girder lower flange 12b, and horizontal flanges 13a and 13b as shown in FIG. Further, as shown in FIG. 11, it is assumed that cross beam flanges 14 a and 14 b and a horizontal flange connecting plate 15 are joined to the steel pipe 10.
[0034]
First, as shown in FIG. 8, the lower part of the main steel frame 50 is embedded at a predetermined interval, and the lower pier P ₁ is constructed.
Then, the bridge axis direction of the pair of main steel 50 protruding from the lower piers P _1, cross beams connecting plate 14a, is 14b and the horizontal flange connecting plate 15 fitted to the steel pipe 10 provided. At this time, the lower end of the steel pipe 10 is brought into contact with the upper surface of the lower pier P ₁ for positioning. If necessary, a spacer or the like is inserted between the lower pier P ₁ and the lower end portion of the steel pipe 10, and the upper end portions of the respective steel pipes 10, and therefore the upper surfaces of the upper cross beam connecting plates 14a and 14b are flush with each other. Adjust as follows.
[0035]
Next, one outer steel girder 11 is lifted by a crane, for example, and the upper girder upper flange 12a, the lower girder lower flange 12b, and the horizontal flanges 13a and 13b are provided on a pair of steel pipes 10 installed in the bridge axis direction. The cross beam connecting plates 14a and 14b and the horizontal flange connecting plate 15 are aligned with each other, and are joined together by the connecting plates 7a and 7b. Similarly, the upper and lower cross-girder connecting plates 14a and 14b provided on the steel pipe 10 are connected to the cross-girder upper flange 12a, the cross-girder lower flange 12b, and the horizontal flanges 13a and 13b of the other outer steel girder 11 and inner steel girder 11A. The main girder G is formed by integrally joining the horizontal flange 15 by means of the attachment plates 7a and 7b. In this case, the inner steel beam 11A may be connected to the steel pipe 10 first.
[0036]
As in the case of the first embodiment, concrete 51, 52, 53 is placed between the lower pier P ₁ and the lower surface of the main girder G, in the steel pipe 10 and in the space region Sp, respectively. It is rigidly connected to the pier P.
Thus, the main girder G is rigidly coupled to the pier P. In addition, said construction procedure shows an example and can be suitably changed with the scale of a bridge, the condition of a construction site, etc.
According to the present embodiment, the same effect as in the first embodiment can be obtained.
[0037]
Embodiment 3
FIG. 12 is a schematic front view of a joint structure between a main girder and a pier according to Embodiment 3 of the present invention, and FIG. 13 is a plan view thereof. In the present embodiment, a steel box girder is used as a steel girder, and the steel box girder and a bridge pier are rigidly coupled. The same parts as those in the first embodiment are denoted by the same reference numerals, and description thereof is omitted or simply performed.
[0038]
In the figure, 21 is a pair of steel box girders constituting a main girder G opposed to each other in the direction perpendicular to the horizontal axis. As shown in FIG. 14, there is a front and rear (bridge axis direction) between the upper steel plate 22a and the lower steel plate 22b. The diaphragms 23a and 23b made of a steel plate are joined by welding to the inner side from the ends of the steel plate), and the side plates 24a and 24b made of steel plate are joined by welding to both sides (in the direction perpendicular to the bridge axis) of the diaphragms 23a and 23b. Yes. Reference numeral 25 denotes a middle steel plate disposed in parallel with the upper steel plate 22a slightly below the upper steel plate 22a in an area surrounded by the diaphragms 23a, 23b and the side plates 24a, 24b, and the periphery thereof is the diaphragms 23a, 23b and the side plates 24a. , 24b are welded to the inner walls.
[0039]
26a is a horizontal girder upper flange made of a steel plate welded and joined at right angles to the side plate 24b at a position corresponding to the middle steel plate 25 on the outer surface of one side plate (24b in this case), and 26b is a horizontal girder on the lower steel plate 22b. The transverse girder lower flanges 27a and 27b made of steel plates welded and joined to the flange 26a are transverse flanges made of steel plates welded to both ends of the transverse girder upper flange 26a and the transverse girder lower flange 26b.
[0040]
Reference numeral 25a denotes a plurality of through holes provided in the middle steel plate 25 in the vicinity of the diaphragms 23a and 23b (in the figure, three holes are provided in the direction perpendicular to the bridge axis), and 25b passes through the lower steel plate 22b. This is a through hole provided to face the hole 25a.
The steel pipe 10 is inserted into the through holes 25b and 25a, and the upper end portion is rigidly joined to the middle steel plate 25 and the lower portion is rigidly joined to the lower steel plate 22b by welding.
[0041]
28a and 28b are cross beam connecting plates, and 29a and 29b are horizontal flange connecting plates. The cross beam upper flange 26a, the cross beam lower flange 26b, and the horizontal flange 27a of the steel box girder 21 which are opposed to each other by the attachment plates 7a and 7b. , 27b are integrally joined.
30 and below the horizontal girder the connecting plate 28a, arranged to 28b, the lower piers P ₁ and one or more concrete for pouring concrete between the main girder G設穴, the upper steel plate 22a 31 A concrete placement hole 32 is provided in a position opposite to the steel pipe 10 to fill the steel pipe 10 with concrete, and a concrete placement hole 32 is provided in the upper steel plate 22 a to put the concrete into the steel box girder 21. A hole 33 is a concrete placement hole provided in the middle steel plate 25 for pouring concrete into the inside.
[0042]
Next, an example of the construction procedure of this embodiment will be described. In this case, it is assumed that the steel box girder 21 as shown in FIG. 14 is assembled in advance at a factory or the like.
First, as shown in FIG. 12, fitting the steel pipe 10 provided in the steel box girder 21 in the main steel 50 of the bridge axis protruding from the bottom pier P ₁ pair (a pair in each three). At this time, a state where the lower end portion of the steel pipe 10 on the upper surface of the lower pier P ₁ abuts the steel box girder 21 is positioned resting on the lower piers P _1. Similarly, the other steel box girder 21 is installed by fitting the steel pipe 10 to the main steel frame 50 provided opposite to the main steel frame 50 in the direction perpendicular to the bridge axis, and the pair of steel box girders 21 are arranged to face each other. To do. If necessary, a spacer or the like is inserted between the lower pier P ₁ and the lower end of the steel pipe 10 so that the upper surface of the upper steel plate 22a of the opposing steel box girder 21 is positioned on the same plane.
[0043]
In this state, the horizontal flange connecting plates 29a and 29b are joined to the front and rear horizontal flanges 27a and 27b of the oppositely installed steel box girders 21 by the attachment plate 7b, and the left and right horizontal girder upper flanges 26a and the lower girder are joined. The cross beam connecting plates 28a and 28b are joined to the flange 26b by the attachment plate 7a.
[0044]
Next, the concrete 51 is thrown in between the lower concrete pier P ₁ and the lower surface of the main girder G through the concrete placement hole 30, and the two are integrated to construct the pier P. Next, the concrete 53 is filled into the steel pipe 10 through the concrete placement hole 31 provided in the upper steel plate 22a, and the concrete is placed in the steel box girder 21 from the concrete placement holes 32 and 33 provided in the upper steel plate 22a and the middle steel plate 25. The main girder G and the pier P are integrated and rigidly connected.
As described above, the main girder G made of the steel box girder 21 is rigidly coupled to the pier P. In addition, said construction procedure shows an example and can be suitably changed with the scale of a bridge, the condition of a construction site, etc.
According to the present embodiment, substantially the same effect as in the first embodiment can be obtained.
[0045]
Embodiment 4
15 is a schematic front view of a joining structure of a main girder and a pier according to Embodiment 4 of the present invention, and FIG. 16 is a plan view thereof. In this embodiment, a main girder is constituted by a steel girder and a cross girder of a multi-chamber cell structure, and this main girder is joined to a bridge pier. The same parts as those in the first embodiment are denoted by the same reference numerals, and description thereof is omitted or simply performed.
[0046]
In the figure, 41 is a steel girder having an H-shaped cross section, which is oppositely installed in the direction perpendicular to the bridge axis, and constitutes the main girder G. As shown in FIG. Two steel plates 43a, 43b and 43c, 43d are welded and joined at a predetermined interval from the upper part of the direction slightly upward to the lower flange 1c, and the steel plates 43a and 43b, 43c and 43d, respectively. Between the web 41a of the steel girder 41 and the partition wall 44, cell chambers 45a and 46a are respectively formed. .
[0047]
47a and 47b are connecting cells that connect between the fixed cells 42a and 42b of the steel girder 41 that are installed opposite to each other. From the steel plates that are disposed at the same height and the same interval as the steel plates 43a to 43d of the fixed cells 42a and 42b. The two connecting plates 48a, 48b and 48c, 48d and the partition wall 44 welded and joined between the connecting plates 48a, 48b and 48c, 48d, respectively, thereby providing a plurality of cell chambers 45b, 45c, 45d. , 46b, 46c, and 46d (in the figure, three cell chambers are provided by two partition walls).
[0048]
Further, in the present embodiment, among the main steel 50 provided in the lower piers P _1, the upper end portion of the main steel 50 is located under the steel girder 41 has its lower surface (elastic when installed steel girder 41 A plurality of main steel frames 50a to 50e provided between the upper ends of the fixed cells 42a and 42b when the steel girders 41 are installed. ing.
[0049]
Next, an example of the construction procedure of this embodiment will be described. It is assumed that fixed cells 42a and 42b are joined to the steel girder 41 in advance at the factory or the like and assembled, and the connecting cells 47a and 47b are also assembled at the factory or the like. Further, it assumed to be erected main steel 50,50a~50e is embedded in the lower piers P _1.
[0050]
First, one steel girder 41 is lifted by a crane or the like, its cell chambers 45a, 46a are inserted into two main steel frames 50a in the bridge axis direction, and the lower flange 41c is a main steel frame adjacent to the outside of the main steel frame 50a. 50. At this time, a slight gap is formed between the lower surface of the lower flange 41 c (including the elastic body 8) of the steel beam 41 and the upper end portion of the main steel frame 50. Similarly, the cell chambers 45e and 46e of the other steel beam 41 are inserted into the main steel frame 50e, and the lower flange 41c is positioned on the main steel frame 50 adjacent to the outside of the main steel frame 50e.
[0051]
Next, the cell chambers 45b, 45c, and 45d of one of the connection cells 47a are inserted into the main steel frames 50b, 50c, and 50d, arranged between the fixed cells 42a of the steel girders 41, positioned, and then the attachment plate 7b. Are joined together. Similarly, the other connecting cell 47b is joined to the fixed cell 42b by the attachment plate 7b to constitute the main girder G. Thereby, the multi-chamber cell cross beam 40a, 40b is comprised between the both steel beams 41. FIG.
[0052]
Next, concrete 51 is cast between the lower steel pier P ₁ and the main girder G between the steel girders 41 and the multi-chamber cell horizontal girders 40a and 40b, and the two are integrated to construct the pier P. Next, concrete 53 is placed in the space region Sp formed by the steel beams 41 and the multi-chamber cell cross beams 40a and 40b until the upper surface thereof becomes substantially equal to the upper ends of the multi-chamber cell cross beams 40a and 40a. . Furthermore, each cell chamber 45a-45e, 46e-46e is filled with concrete 55, these are integrated, and the main girder G is rigidly connected to the pier P.
[0053]
In the above description, the case where the main steel frames 50a to 50e are inserted into the cell chambers 45a to 45e and 46a to 46e of the multi-chamber cell cross beams 40a and 40b, respectively, is shown. Some may be omitted. Moreover, it is desirable to provide protrusions on the inner surfaces of the multi-chamber cell cross beams 40a and 40b in order to increase the adhesion of concrete. In addition, although the case where the concrete 53 was poured in the space area | region Sp formed of the steel beam 41 and the multi-chamber cell horizontal beam 40a, 40b was shown, you may abbreviate | omit concrete placement of this part.
According to the present embodiment, substantially the same effect as in the first embodiment can be obtained.
[0054]
As mentioned above, although Embodiment 1-4 of this invention was demonstrated, these may each be implemented independently and may be implemented in combination suitably.
[0055]
【Example】
Next, an example of the first embodiment (mainly dimensional relationship of each part) will be described. The steel girder 1 is made of H-shaped steel with a height of 2.5 m, a web 1 a thickness of 25 mm, upper and lower flanges 1 b and 1 c of 0.65 m, and a thickness of 50 mm. The distance between the steel girders 1 is 5 0.5 m. Further, the width of the cross beam upper flange 2a provided on the web 1a of the steel plate 1 is 0.5 m, the plate thickness is 25 mm, the width of the cross beam lower flange 2b is 0.285 m, the plate thickness is 25 mm, and the vertical distance between them is 2 m. The plate thickness of the lateral flanges 3a and 3b was 19 mm.
[0056]
Further, the steel pipe 10 was used having an outer diameter of 0.5 m, a plate thickness of 6 mm, and a height of 2 m, and protrusions provided on the inner and outer surfaces. The plate thickness of the attachment plates 7a and 7b was 8 mm, the elastic body 8 was made of chloroprene rubber, and the plate thickness was 5 mm.
The cross section of the pier P was 7.5 m in the direction perpendicular to the bridge axis, 3 m in the bridge axis direction, the main steel frame 50 was H350 × 350 × 12 × 19, and the height was 30 m.
The steel girder 1 is created by welding and joining the members having the above dimensions, the steel pipe 10 is inserted into the main steel frame 50 whose lower part is embedded in the lower pier P _1, and concretes 51 to 53 are respectively placed. As a result of rigidly connecting the main girder G composed of a pair of steel girders 1 and the like to the pier P, it was possible to construct it in a short time.
[0057]
【The invention's effect】
According to the joining structure and method of joining the main beam and the reinforced concrete pier according to the present invention, rigid connection portion between the pier and the main girder is covered with a steel shell containing steel (or multi-chamber cell crossbeam), and a stud Since it is not used, it is possible to omit the band reinforcement of the rigid connection portion, so that not only the labor of arranging the bars can be saved, but also the workability at the time of placing the concrete can be improved.
[0058]
Also, the supporting stress acting on the pier is softly received by the elastic body provided on the lower surface of the steel girder, and the supporting pressure is received by the adhesion resistance of the steel pipe (or multi-chamber cell girder) before the elastic body is completely crushed. Therefore, the bearing stress exceeding the limit value does not act on the pier surface, and the concrete in this portion does not peel off.
To further deposited joined main beam and the pier, it is possible to absorb some of the construction errors of the piers.
[Brief description of the drawings]
FIG. 1 is a schematic front view of a joint structure between a steel girder and a reinforced concrete pier according to Embodiment 1 of the present invention.
FIG. 2 is a plan view of FIG.
FIG. 3 is a side view of FIG. 1;
FIG. 4 is a perspective view of the steel girder of FIG.
FIG. 5 is an explanatory diagram of a construction procedure according to the first embodiment.
6 is an explanatory diagram of a construction procedure according to Embodiment 1. FIG.
7 is a cross-sectional view taken along the line AA in FIG.
FIG. 8 is a schematic front view of a joint structure between a steel girder and a reinforced concrete pier according to Embodiment 2 of the present invention.
9 is a plan view of FIG. 8. FIG.
FIG. 10 is a perspective view of the steel girder of FIG.
11 is a perspective view of the steel pipe of FIG. 8. FIG.
FIG. 12 is a schematic front view of a joint structure between a steel girder and a reinforced concrete pier according to Embodiment 3 of the present invention.
FIG. 13 is a plan view of FIG.
14 is a perspective view of the steel box girder of FIG. 12. FIG.
FIG. 15 is a schematic front view of a joint structure between a steel girder and a reinforced concrete pier according to Embodiment 4 of the present invention.
16 is a plan view of FIG. 15. FIG.
FIG. 17 is a perspective view of the steel beam and connection cell of FIG.
FIG. 18 is an explanatory diagram of a bridge for carrying out the present invention.
[Explanation of symbols]
DESCRIPTION OF SYMBOLS 1 Steel girder 2a Horizontal girder upper flange 2b Horizontal girder lower flange 3a Horizontal flange 4a Horizontal girder connecting plate 4b Horizontal flange connecting plate 7a, 7b Connecting plate 8 Elastic body 10 Steel pipe 11 Outer steel girder 11A Inner steel girder 21 Steel box girder 40a , 40b Multi-chamber cell cross beams 42a, 42b Fixed cells 45a-45e, 46a-46e Cell chambers 47a, 47b Connection cell 50 Main steel frame P1 Lower bridge pier P Bridge pier G Main beam

Claims

It is a joint structure between the main girder of the bridge and the pier made of reinforced concrete,
The pier has a main steel frame whose upper portion protrudes from the lower pier, is opposed to the direction perpendicular to the bridge axis, and is provided at predetermined intervals in the bridge axis direction,
A steel pipe is integrally provided corresponding to the main steel frame provided on the pier in the steel girders arranged to face the main girder,
The steel pipe is fitted to the projecting portion of the main steel frame so as to cover the steel pipe , concrete is placed between the lower pier and the main girder, and the steel pipe is filled with concrete, and the main girder is A joint structure between a main girder and a reinforced concrete pier, characterized by being rigidly connected to the pier.

The joining structure of a main girder and a reinforced concrete bridge pier according to claim 1, wherein a steel pipe is provided on a connecting plate that connects steel girders arranged opposite to each other in place of the steel pipe integrally provided on the steel girder.

The joining structure of a main girder and a reinforced concrete bridge pier according to claim 1, wherein the steel girder is a steel girder or a steel box girder having an I-shaped cross section.

It is a joint structure between the main girder of the bridge and the pier made of reinforced concrete,
The pier has a main steel frame whose upper part protrudes from the lower pier, is opposed to the direction perpendicular to the bridge axis, and is provided at predetermined intervals in the bridge axis direction,
A multi-chamber cell cross beam provided with a cell chamber corresponding to the main steel frame is oppositely joined between the steel beams arranged opposite to each other constituting the main beam,
The cell chamber of the multi-chamber cell cross beam is fitted to the projecting portion of the main steel frame so as to cover it, and concrete is placed between the lower pier and the main girder, and the cell chamber is filled with concrete. And the joining structure of the main girder and the reinforced concrete pier characterized by rigidly connecting the main girder to the pier.

The joint structure of the main girder and the reinforced concrete bridge pier according to any one of claims 1 to 4, wherein an elastic body is installed at the bearing stress dominant portion of the lower flange of the steel girder.

A method of joining a bridge main girder and a pier made of reinforced concrete,
The steel girder or steel box girder is placed opposite to the steel girder or steel box girder by fitting a steel pipe provided corresponding to the main steel frame to the upper part of the main steel frame with the lower part embedded in the lower pier. Connecting the plates to form the main girder;
Placing the concrete between the lower pier and the main girder and integrating them ;
Filling the steel pipe with concrete,
A method for joining a main girder to a reinforced concrete pier, wherein the main girder is rigidly coupled to the pier.

A method of joining a bridge main girder and a pier made of reinforced concrete,
Fitting the steel pipe provided with the connecting plate on the upper part of the main steel frame with the lower part embedded in the lower pier;
Installing a steel girder on both sides of the steel pipe and joining the steel girder and the connecting plate to form a main girder;
Placing the concrete between the lower pier and the main girder and integrating them ;
Filling the steel pipe with concrete,
A method for joining a main girder to a reinforced concrete pier, wherein the main girder is rigidly coupled to the pier.

A method of joining a bridge main girder and a pier made of reinforced concrete,
A step of placing a steel girder facing the upper part of the main steel frame with the lower part buried in the lower pier,
Connecting the steel girders arranged opposite to each other with a multi-chamber cell cross beam fitted to a main steel frame protruding from the lower pier, and constituting a main girder;
Placing the concrete between the lower pier and the main girder and integrating them;
Filling the cell chamber with concrete,
A method of joining a main girder and a reinforced concrete pier, wherein the main girder is rigidly coupled to the pier.