JP3588325B2 - Construction method of single span and multi span composite girder bridges - Google Patents

Construction method of single span and multi span composite girder bridges Download PDF

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JP3588325B2
JP3588325B2 JP2001017589A JP2001017589A JP3588325B2 JP 3588325 B2 JP3588325 B2 JP 3588325B2 JP 2001017589 A JP2001017589 A JP 2001017589A JP 2001017589 A JP2001017589 A JP 2001017589A JP 3588325 B2 JP3588325 B2 JP 3588325B2
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fulcrum
abutment
concrete
composite girder
bridge
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JP2002004224A (en
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民世 丘
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民世 丘
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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D1/00—Bridges in general
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/28—Concrete reinforced prestressed
    • E01D2101/285—Composite prestressed concrete-metal

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Description

【０００１】
【発明の属する技術分野】
本発明は単径間及び多径間プレフレックス（ｐｒｅｆｌｅｘ）合成桁橋、ＰＳＣ合成桁橋、鋼箱桁橋（ｓｔｅｅｌ ｂｏｘ ｇｉｒｄｅｒ ｂｒｉｄｇｅ）、鋼板桁橋（ｐｌａｔｅ ｇｉｒｄｅｒ ｂｒｉｄｇｅ）、長径間（ｌｏｎｇ ｓｐａｎ）トラス橋などのような単径間及び多径間合成桁橋の施工法に関する。
【０００２】
【従来の技術】
単径間及び多径間合成桁橋の施工法に対する従来の技術において、単径間の場合には韓国特許第０２５０９３７号公開公報（以下、“引用発明１”と称する）の“仮支点を用いた単純ビーム型プレフレックス合成ビームの製作工法”があり、多径間の場合は韓国特許第１０５７５４号公開公報（以下、“引用発明２”と称する）の“連続ビーム型プレストレス（ｐｒｅ−ｓｔｒｅｓｓｅｄ）合成ビームとこれを用いたプレストレス連続合成ビーム構造物の施工法”がある。
【０００３】
図１（ａ）乃至図１（ｄ）は引用発明１の合成桁橋を施工する工程を示したものである。これら図面を参照して引用発明１を説明すれば次の通りである。
【０００４】
図１（ａ）と図１（ｂ）に示したように、まず工場または現場で製作されたプレフレックスビームを橋台間に据え置きして支間の中央に仮支点５１を設け、初期コンクリートのクリープと乾燥収縮による圧縮応力損失を挽回するために仮支点５１を上昇させさらに下部ケーシングコンクリート５２に圧縮応力を導入させる。
【０００５】
次に、図１（ｃ）に示したように、仮支点５１を上昇させた状態で上部床版コンクリート５３と腹部コンクリートを打設し養生させる。最後に、図１（ｄ）に示したように、上部床版コンクリート５３が養生された後仮支点５１を除去させれば、単純ビーム型プレフレックス合成桁橋が出来上がる。
【０００６】
しかし、前述した方法で製作される引用発明１はビームの中央に仮支点を設けて上向き荷重を加えるべきなので、特に桁下空間が高い箇所ではステージング（ｓｔａｇｉｎｇ）の設置による高価な追加費用と共に、橋梁下での交通流れを妨害し、工事が複雑になるという短所を持つ。
【０００７】
また、引用発明１は橋梁全体が単純ビームシステムで挙動するので、構造的にはビームの中央から発生する最大正（ｐｏｓｉｔｉｖｅ）モーメントによって合成桁の断面が大きくならなければならず、これによってビームの中央における垂れが過多に発生するという付加的な使用上の問題点も短所になる。
【０００８】
図２（ａ）乃至図２（ｅ）と図３（ａ）乃至図３（ｇ）は各々引用発明２にともなう２径間連続型合成桁橋と３径間連続型合成桁橋を製作する工程を示した図である。
【０００９】
まず、２径間連続型合成桁橋の施工方法を説明すれば、図２（ａ）に示したように、連続ビームの設計によって径間別に作られたプレフレックスビームを第２支点５４で連結して据え置きする。次に、図２（ｂ）に示したように、連結された第２支点５４を上昇させ下部ケーシングコンクリート５２に圧縮応力をさらに導入させる。次に、図２（ｃ）に示したように、第２支点５４近傍の鋼桁（ｓｔｅｅｌ ｇｉｒｄｅｒ）の上部フランジを包む床版コンクリート５３を打設して養生し、図２（ｄ）のように上昇された支点を下降させ第２支点５４近傍の床版コンクリートに発生する負（ｎｅｇａｔｉｖｅ）モーメントに対応する圧縮応力を導入させる。次に、図２（ｅ）に示したように、残り区間の床版コンクリートを打設すれば、完全な２径間連続型プレフレックス合成桁橋が完成される。
【００１０】
図３（ａ）乃至図３（ｈ）は３径間連続型プレフレックス合成桁橋の施工過程を示した図である。３径間連続型の合成桁橋において、図３（ａ）乃至図３（ｄ）に示したように、第２支点５４における施工過程は図２に示した２径間連続型プレフレックス合成桁橋の施工過程と同一になる。次に、図３（ｅ）乃至図３（ｈ）に示したように、第３支点５５を上昇させ、床版コンクリート５３を打設し、この第３支点５３を下降させ、残り床版コンクリートを打設すれば完全な３径間連続型プレフレックス合成桁橋が完成される。
【００１１】
しかし、上記の通り製作される引用発明２は正モーメントと負モーメント区間の床版コンクリート打設の時間差による施工ジョイント発生が誘発される心配があり、各支点上昇及び下降作業を陸上に隣接した橋台ではなく橋脚上で、即ち第２支点と第３支点で施すべきなので、作業が不便で安全事故の危険性を内包しているという短所を有する。
【００１２】
さらに、引用発明１と引用発明２の両者において、上部構造の荷重を下部構造に伝達する媒介体の役割を果たす橋座装置は回転だけ可能なようにするヒンジ支点と、回転と移動が可能なようにするローラ支点で構成されていて、上部構造の安全上持続的なメンテナンスに神経を使うべきだけでなく、地震が発生した場合は致命的な損傷を受ける場合がある。
【００１３】
【発明が解決しようとする課題】
本発明は前述したような従来の問題点を解決するために創案されたことで、その目的は単径間合成桁橋の施工においてはビームと橋台を片方支点だけ完全に一体化させ、多径間合成桁橋の場合においてはビームと橋脚を一体化させたり、または一体化させないようにして橋台上の支点、即ち端部支点を下降及び上昇させる工程を通じて負モーメント区間の上部床版コンクリートと合成桁の下部フランジに圧縮応力をさらに導入させる、現実的で実用可能であり、経済的な新たな単径間及び多径間合成桁橋の施工法を提供するところにある。
【００１４】
【課題を解決するための手段】
前述した目的を達成するための本発明に係る単径間合成桁橋の施工法は、第１橋台と第２橋台を設ける段階と、前記第１橋台の橋座部に形鋼を埋設する段階と、ビームを前記第１橋台と第２橋台間に単純据え置きする段階と、前記第１橋台の形鋼と前記ビームの下部フランジとを連結する段階と、前記第１橋台の橋座部の上部から前記ビームの中立軸まで継手コンクリートを打設する段階と、前記第２橋台側の支点を下降させる段階と、前記第１橋台の継手コンクリートの上部から前記ビームの床版までコンクリートを打設する段階と、前記ビームの全区間にかけて床版コンクリートを打設する段階と、下降させた前記第２橋台側の支点を上昇させる段階とを含めてなされる。
【００１５】
また、本発明に係る多径間連続合成桁橋の施工法は、少なくとも二つ以上のビームをお互い連結して第１橋台と第２橋台、そして少なくとも一つ以上の内側の橋脚間に単純据え置きする段階と、前記第１及び第２橋台側の支点を下降させる段階と、前記ビームの全区間にかけて床版コンクリートを打設する段階と、下降させた前記第１及び第２橋台側の支点を上昇させる段階とを含めてなされる。
【００１６】
望ましくは、前述したような多径間連続合成桁橋の施工法は、前記ビームを単純据え置きする段階前には前記内側橋脚のコッピング部（ｃｏｐｐｉｎｇ）に形鋼を埋設する段階をさらに含み、前記ビームを単純据え置きする段階後は前記形鋼と前記ビームの下部フランジとを連結する段階と、前記内側橋脚のコッピング部の上部から前記ビームの中立軸まで継手コンクリートを打設する段階とをさらに含み、そして前記第１及び第２橋台側の支点を下降させる段階後は前記内側橋脚の継手コンクリートの上面から前記ビームの床版までコンクリートを打設する段階をさらに含めてなされる。
【００１７】
ここで、前記第１及び第２橋台側の支点の下降時には前記第１橋台側の支点と前記第２橋台側の支点を同時に下降させ、前記第１及び第２橋台側の支点の上昇時には下降させた前記第１橋台側の支点と前記第２橋台側の支点を同時に上昇させるようにする。
【００１８】
しかし他の代案として、前記第１及び第２橋台側の支点の下降時には前記第１橋台側の支点と前記第２橋台側の支点を順次に下降させ、前記第１及び第２橋台側の支点の上昇時には前記第１橋台側の支点と前記第２橋台側の支点を順次に上昇させるようにしても構わない。
【００１９】
また、２径間連続合成桁橋の場合は前記第１及び第２橋台側の支点の下降時、前記第１橋台側と前記第２橋台側のうちいずれか片方支点だけを下降させ、前記第１及び第２橋台側の支点の上昇時下降させた前記片方支点だけを上昇させるようにする。
【００２０】
一方、プレフレックス合成桁橋を施工するための施工法においては、ビームと橋脚とを一体化させない場合にビームの連結後橋脚上に単純据え置きする段階後に、継手に下部ケーシングコンクリートを打設する段階がさらに含まれる。
【００２１】
もう一方、プレフレックス合成桁橋または鋼箱形鋼を施工するための施工法においては前記ビームの腹部に複数の補強材とスタッド（ｓｔｕｄ）を設ける段階がさらに含まれる。
【００２２】
また、ＰＳＣ（プレストレスコンクリート）合成桁橋を施工するための施工法においては前記ビームの腹部に鉄筋を延長しておく段階がさらに含まれる。
【００２３】
【発明の実施の形態】
以下、添付した図面を参照して本発明に係る単径間及び多径間合成桁橋の施工法を説明する。本発明に係る施工法はプレフレックス合成桁橋、ＰＳＣ合成桁橋、鋼箱桁橋、鋼板桁橋、張径間トラス橋に共に適用できる。
【００２４】
図４乃至図７は単径間合成桁橋においてビームと橋台を一体化させる施工法に係り、図４は単純ビーム型で製作されたプレフレックスビーム２を一対の橋台間に単純据え置きした状態で片方橋台の橋座部１とプレフレックスビーム２との間を連結することを示している。まず、図４（ａ）に示したように、橋座部１にＨ形鋼または□形鋼３を埋設し、その上にビーム２の下部フランジ６０との連結のための継手プレート４を溶接させた後、形鋼３をビーム２の下部フランジとボルト５または溶接により締め固める。また、ビーム２には補強材８を設けて補強し、コンクリートが被覆される鋼桁（ｓｔｅｅｌ ｇｉｒｄｅｒ）にはスタッド９を設けてコンクリートとの合成効果を高められる。
【００２５】
次に、図４（ｂ）に示したように、橋台の上部からプレフレックスビーム２の断面の中立軸まで継手コンクリート１０を打設して一体化させ、次に打設されるコンクリートとの一体性確保のために継手コンクリート１０上に再び鉄筋６を予め延長させておく。
【００２６】
それから図４（ｃ）に示したように、上部床版６１と共にコンクリートを打設することにより完全な固定支点の役割を果たせる。
【００２７】
図４（ｄ）はこのような工程にともなう橋台の平面図である。
【００２８】
図５は鋼箱桁橋の場合であって、鋼箱桁２を橋台間に単純据え置きした状態で片方橋台の橋座部１と鋼箱桁２とを連結することを示した図である。
【００２９】
図４の場合と同じく、図５（ａ）に示したように、まず橋座部１にＨ形鋼または□形鋼３を埋設して置き、その上に鋼箱桁２の下部フランジ６０との連結のための連結プレート４を溶接させた後、形鋼３を鋼箱桁２の下部フランジ６０とボルト５または溶接により締め固める。また、鋼箱桁２には補強材８を設けて補強し、コンクリートが被覆される鋼桁にスタッド９を設ければコンクリートとの合成効果を高められる。
【００３０】
次に、図５（ｂ）に示したように、橋台の上部から鋼箱桁２の断面の中立軸まで継手コンクリート１０を打設して一体化させ、次に打設されるコンクリートとの一体性確保のために継手コンクリート１０上に再び鉄筋６を予め延長させておく。
【００３１】
それから図５（ｃ）に示したように、上部床版６１と共にコンクリートを打設することで完全な固定支点の役割を果たせる。
【００３２】
図６はＰＳＣ合成桁橋の場合であって、ＰＳＣビーム２を橋台間に単純据え置きした状態で片方橋台の橋座部１とＰＳＣビーム２とを連結することを示した図である。
【００３３】
図４及び図５の場合と同じく、図６（ａ）に示したように、まず橋座部１にＨ形鋼または□形鋼３を埋設して置き、その上にＰＳＣビーム２の下部フランジとの連結のための継手プレート４を溶接させた後、形鋼３をＰＳＣビーム２の下部フランジのコンクリートに埋設しておいたプレート６２と溶接１５により締め固める。
【００３４】
次に、図６（ｂ）に示したように、固定支点側から全体支間長の約１０％区間を除いた残り区他間に床版コンクリート打設と同時に橋台の上部からＰＳＣビーム２の断面の中立軸まで継手コンクリート１０を打設して一体化させ、橋台の胸壁６３も設ける。また、次に打設されるコンクリートとの一体性確保のために継手コンクリート１０上と胸壁では鉄筋６を予め延長させておく。ここで、橋台の胸壁６３と打設された床版コンクリートでは引張鉄筋６４を予め埋設して施工過程中移動支点の下降時発生する引張力に対応させる。区間の長さ約１０％は支間長が３０ｍの橋梁の場合、負モーメント区間の長さを変数として媒介変数解釈 (parameter study) を行って決定した値であって、最も効率良く圧縮応力を導入させうる長さであり、これは橋梁等級の種類と使用コンクリートの材質によって変化できる。
【００３５】
次に、図６（ｃ）に示したように、残り上部床版６１と共にコンクリートを打設することで完全な固定支点の役割を果たせる。
【００３６】
図７は単径間合成桁橋の施工過程を示した図である。
【００３７】
図７（ａ）は工場または現場で製作されたビームを一対の橋台上に単純据え置きした後に、片方支点を固定支点７１として、残り片方支点を移動支点７２として処理した状態図である。
【００３８】
図７（ｂ）は移動支点７２を下降させビームの下部フランジに圧縮応力を導入させる過程と、これによるモーメント図である。
【００３９】
図７（ｃ）は移動支点７２を下降させた状態で床版コンクリート（図４（ｃ）、図５（ｃ）、図６（ｃ）における符号６１）を打設した状態図と、これによるモーメント図である。
【００４０】
図７（ｄ）は床版コンクリートが養生された後、下降させた移動支点７２を上昇させて固定支点７１側から生ずる負モーメントに対応する圧縮応力を床版コンクリートに導入させることを示した図である。図７（ｄ）の過程により、下部フランジには引張応力が発生するが、これは合成後の増えた断面剛性によって移動支点７２の下降時に導入された圧縮応力の約６０−７０％に該当するので、結局約３０−４０％程度の圧縮プレストレシング（ｐｒｅ−ｓｔｒｅｓｓｉｎｇ）効果を得られる。
【００４１】
ここで、ＰＳＣ合成桁橋の場合は移動支点を下降させる前に固定支点の端部から支間長の約１０％区間を除いた区間に床版コンクリートを打設し、残り区間は端部支点の下降後打設する。
【００４２】
本発明の単径間合成桁橋の場合は固定支点部の大きいモーメントによって、固定支点端部から支間長の約１０％区間は断面を大きくして可変断面への設計が可能である。
【００４３】
図８と図９は従来技術で説明した引用発明２の問題点の施工ジョイントの発生可能性と、橋脚上で支点上昇及び下降作業を施すことによって生じる安全事故の危険性を排除するための施工法を示した図であって、前述したようにプレフレックス合成桁橋、ＰＳＣ合成桁橋、鋼箱桁橋、鋼板桁橋、長径間トラス橋等に共に適用できる。
【００４４】
図８は本発明に係る橋脚と合成桁が一体化しない２径間連続合成桁橋の施工過程を示した図であって、引用発明２が内部支点の第２支点を上昇させ正モーメント区間の下部フランジにさらに圧縮応力を導入したこととは違い、図８（ａ）に示したように、本発明は単純ビーム型で製作されたプレフレックスビームまたはＰＳＣビームを橋台及び橋脚に据え置きし、図１０（ａ）と図１０（ｃ）のように内部支点７３で連結させたり、図１０（ｂ）のように全体橋梁の負モーメント区間のうち内部支点７３の左側または右側一カ所で連結させる。
【００４５】
図８（ｂ）は橋台側の両端部の支点を下降させ下部フランジにさらに圧縮応力を導入させる状態図と、これに基づくモーメント図である。
【００４６】
図８（ｃ）は両端部の支点を下降させた状態で床版コンクリートを打設した状態図と、これに基づくモーメント図である。
【００４７】
図８（ｄ）は床版コンクリートが養生された後、下降させた両端部の支点を上昇させ合成後の内部支点部から生ずる引張応力に対応する圧縮応力を床版コンクリートに導入させたことを示した図である。図８（ｄ）の過程により、単径間の場合と同じく、下部フランジには引張応力が発生するが、これは合成後の増えた断面剛性によって両端支点の下降時に導入された圧縮応力の約６０−７０％に該当するので、結局約３０−４０％程度の圧縮プレストレシング効果が得られる。
【００４８】
ここでも同様に、ＰＳＣ合成桁橋の場合は両端部の支点を下降させる前に内側支点の左右に該当支間長の約１０％区間を除いた区間に床版コンクリートを打設し、残り区間は両端部支点の下降後打設する。
【００４９】
図９は本発明に係る橋脚と合成桁が一体化しない３径間連続合成桁橋の施工過程を示した図である。
【００５０】
図９（ａ）は製作されたプレフレックスビームまたはＰＳＣビームを橋台及び橋脚に据え置きし、内部支点でまたは内部支点を外れた全体橋梁の負モーメント区間のうち橋脚の右側または左側のうち一カ所で図１０（ａ）、図１０（ｂ）、図１０（ｃ）のように連結させた状態図である。
【００５１】
前述した通り、図９（ｂ）に示したように、引用発明２が内部支点の第２支点７３と第３支点７４を順次に上昇させ正モーメント区間の下部フランジにさらに圧縮応力を導入したこととは違い、本発明は橋台側の両端部の支点を同時に、または順次に下降させ同様の効果を得る。
【００５２】
図９（ｃ）は両端部の支点を下降させた状態で床版コンクリートを打設した状態図と、これに基づくモーメント図である。
【００５３】
図９（ｄ）は床版コンクリートが養生された後、下降させた両端部支点を上昇させて合成後の内部支点部で生ずる引張応力に対応する圧縮応力を床版コンクリートに導入させることを示した図である。この時も同じく、下部フランジには引張応力が発生するが、これは合成後の増えた断面剛性によって両端支点の下降時に導入された圧縮応力の約６０−７０％に該当するので、結局約３０−４０％程度の圧縮プレストレシング効果を得られる。本発明の橋脚と合成桁が一体化しない３径間連続合成桁橋の場合は連続ビームの構造特性上内側径間から生ずる正モーメントが内側支点部で発生する最大負モーメントに比べ絶対値で約１／５に過ぎないので、両端支点の下降及び上昇時さらに圧縮プレストレシングが導入されなくても充分な圧縮応力を保有するようになる。
【００５４】
ここでも同様に、ＰＳＣ合成桁橋の場合には両端部の支点を下降させる前に内側支点の左右に該当支間長の約１０％区間を除いた区間に床版コンクリートを打設し、残り区間は両端部支点の下降後打設する。
【００５５】
図１０（ａ）はプレフレックス合成桁橋の場合、内部支点で二つのビーム２を複数の継手プレート４とボルト５により連結した詳細図である。従来技術において説明した引用発明２の場合は支点を上昇させた後、負モーメント区間の床版コンクリートを打設すると共に、内部支点部にジョイントコンクリート１１を打設するのに反し、本発明の場合は両終端の支点を下降させる前に内部支点部にジョイントコンクリート１１を打設する。
【００５６】
図１０（ｂ）は前記プレフレックス合成桁橋の場合のさらに他の連結方法であって、内部支点を外れた橋脚の右側または左側のうち一カ所で二つのビーム２を複数の連結プレート４とボルト５により連結した詳細図である。同じく、従来技術で説明した引用発明２の場合は支点を上昇させた後、負モーメント区間の床版コンクリートを打設すると共に、内部支点部にジョイントコンクリート１１を打設することに比べ、本発明の場合は両終端の支点を下降させる前に継手にジョイントコンクリート１１を打設する。
【００５７】
図１０（ｃ）はＰＳＣ合成桁橋の場合、内部支点で二つのビーム２を連結した詳細図である。それぞれのＰＳＣビームの製作時、予めボルト５を上部フランジのコンクリートに挿入して置き、ビームの連結時に継手プレート４を利用して連続性を図る。また、下部フランジにも連結鉄筋６を利用してビームを連結する。これは内部支点の下部フランジは圧縮側なので連結鉄筋６の役割がさほど大きくないが、合成桁全体の安定を図るためのことである。また、連結作業時の便利性のためにビームの中立軸に継手ストッパ１２を設け、その隙間に無収縮モルタルを充填させる。
【００５８】
鋼箱桁橋は内部支点に継手がないため、一層容易く本発明の工法が適用できる。
【００５９】
図１１乃至図１５は多径間連続合成桁橋の施工法のさらに他の例であって、ビームと橋脚を一体化させることによって橋座装置の問題点と地震時の損傷に対してさらに備えるためのことである。このような一体化方法と施工法を説明すれば次の通りである。
【００６０】
プレフレックス合成桁橋の場合において、図１１（ａ）に示したように、単純ビーム型で製作された２個のプレフレックスビーム２を図１０（ａ）と同じように、複数の継手プレート４とボルト５により連結させ、橋脚１３に予め埋立されて置いた□形鋼１４上に載置した後、鋼桁の下部フランジ６０と溶接により締め固める。また、次の段階で打設される継手コンクリート１０との一体性を助けるために橋脚１３とビーム２の下部ケーシングコンクリート５２では予め鉄筋６を引抜いて置く。そして、図１１（ｂ）と同じく、ビーム２の残り下部フランジのコンクリートと橋脚１３の上部からビームの断面の中立軸まで継手コンクリート１０を打設して一体化させ、その上には次に打設されるコンクリートとの一体性を図るために鉄筋６をさらに引抜いて置く。
【００６１】
図１１（ｃ）と同じく、本発明の多径間連続合成桁橋の端部支点を下降させた状態で、床版コンクリート、腹部コンクリートの打設と同時に、橋脚の残り上部を打設することでビーム２と橋脚１３が完全に一体化した多径間連続プレフレックス合成桁橋を完成させることができる。図１１（ｄ）は橋脚１３に埋立された□形鋼１４を示した平面図である。
【００６２】
図１２は鋼箱桁橋の場合を示した図である。
【００６３】
図１２（ａ）に示したように、負モーメント区間に該当するセグメントである鋼箱桁２を橋脚１３に予め埋立して置いた□形鋼１４上に載置した後、ビーム２の下部フランジ６０と溶接により締め固める。そして、図１２（ｂ）と同じく、橋脚１３の上部からビーム２の断面の中立軸まで継手コンクリート１０を打設して一体化させる。ここで、橋脚１３では鉄筋６を引抜いて置き、鋼箱桁の腹部には補強材８を設けて補強し、上部フランジは勿論、腹部にもスタッド９を設けてコンクリートとの合成効果を高める。特に、鋼箱桁橋の場合は橋脚上に合成桁の継手がないため、さらに容易く本発明の工法が適用できる。
【００６４】
図１２（ｃ）と同じく、本発明の多径間連続合成桁橋の端部支点を下降させた状態で、床版コンクリートの打設と同時に、橋脚の残り上部を打設することでビームと橋脚が完全に一体化した多径間連続鋼箱桁橋を完成させることができる。
【００６５】
図１３はＰＳＣ合成桁橋の場合を示した図である。
【００６６】
図１３（ａ）に示したように、図１０（ｂ）と同じく相互連結された二つのＰＳＣビーム２を同様に橋脚１３に予め埋立して置いた□形鋼１４上に載置した後、下部フランジのコンクリート中に埋立して置いた継手プレート４と溶接により締め固める。次に、図１３（ｂ）に示したように、内側支点から左右に該当支間長の約１０％区間を除いた残り区間に床版コンクリート打設と同時に橋脚の上部からＰＳＣビーム２の断面の中立軸まで継手コンクリート１０を打設して一体化させる。また、次に打設するコンクリートとの一体性確保のために継手コンクリート１０には再び鉄筋６を予め引抜いて置く。ここで内側支点部を除いた残り区間に打設された床版コンクリート同士は引張鉄筋６４を予め埋設して連結する。これは施工過程中両端部支点の下降時発生する引張力に対応させるためである。区間の長さが約１０％は支間長が３０ｍの橋梁の場合、負モーメント区間の長さを変数として媒介変数解釈（ｐａｒａｍｅｔｅｒ ｓｔｕｄｙ）を行って決定した値であって、最も効率良く圧縮応力を導入させることができる長さであり、これは橋梁等級の種類と使用コンクリートの材質によって変化できる。
【００６７】
図１３（ｃ）に示したように、本発明の両端部を下降させた状態で残り床版コンクリートの打設と同時に、橋脚の残り上部を打設することでビームと橋脚が完全に一体化した多径間連続ＰＳＣ合成桁橋を完成させることができる。
【００６８】
図１４は橋脚と合成桁を一体化させる２径間連続合成桁橋の施工過程を示した図である。
【００６９】
図１４（ａ）は合成桁と橋脚を図１１（ｂ）、図１２（ｂ）、そして図１３（ｂ）のように締め固めた後、全体構造物の両端部支点を同時に、または順次に下降させ下部フランジにさらに圧縮応力を導入させる工程と、これに基づくモーメント図である。
【００７０】
図１４（ｂ）は両端支点を下降させた状態で床版コンクリートを打設する工程と、これに基づくモーメント図である。ここで、図１１（ｃ）、図１２（ｃ）、そして図１３（ｃ）のように床版コンクリートの打設と同時に、橋脚の残り上部にもコンクリートを打設し橋脚と合成桁を完全に一体化させる。
【００７１】
図１４（ｃ）は床版コンクリートと橋脚の上部コンクリートが養生された後、下降させた両端部支点を同時にまたは順次に上昇させ設計活荷重による負モーメント区間の床版コンクリートから生ずる引張応力に対応する圧縮応力を導入させることを示した図である。この施工段階では、正モーメント区間の下部プランジには引張応力が生ずるが、これは合成後の増えた断面剛性によって両端支点の下降時に導入された圧縮応力の約６０−７０％に該当するので、結局約３０−４０％程度の圧縮プレストレシング効果を得られる。
【００７２】
ＰＳＣ合成桁橋の場合は両端部の支点を下降させる前に内側支点の左右に該当支間長の約１０％区間を除いた区間に床版コンクリートを打設し、残り区間は両端部支点の下降後打設する。
【００７３】
図８及び図１４に示した２径間連続合成桁橋の場合は現場与件に応じて片方の端部支点だけ下降及び上昇させても同様の効果が得られる。只、この場合は両端部を同時にまたは順次に下降及び上昇させる場合に比べて下降量と上昇量において２倍値を適用すべきである。
【００７４】
図１５は本発明に係る橋脚と合成桁を一体化させた３径間連続合成桁橋の施工過程を示したものである。
【００７５】
図１５（ａ）は合成桁と橋脚を図１１（ｂ）、図１２（ｂ）、そして図１３（ｂ）のように連結させた後、全体構造物の両端部支点を同時にまたは順次に下降させ、下部フランジにさらに圧縮応力を導入させる過程と、これに基づくモーメント図である。
【００７６】
図１５（ｂ）は両端部支点を下降させた状態で床版コンクリートを打設する過程と、これに基づくモーメント図である。ここで、図１１（ｃ）、図１２（ｃ）、そして図１３（ｃ）のように床版コンクリートの打設と同時に、橋脚の残り上部もコンクリートを打設して橋脚と合成桁を完全に一体化させる。
【００７７】
図１５（ｃ）は床版コンクリートと橋脚の上部コンクリートが養生された後、下降させた両端部支点を同時にまたは順次に上昇させ、設計活荷重による負モーメント区間の床版コンクリートから発生する引張応力に対応する圧縮応力を導入させることを示した図である。２径間連続合成桁橋と同じく、この施工段階でも下部フランジには引張応力が発生するが、これは合成後の増えた断面剛性によって端部支点の下降時に導入された圧縮応力の約６０−７０％に該当されるので、結局約３０−４０％程度の圧縮プレストレシング効果を得られる。
【００７８】
これも同じく、ＰＳＣ合成桁橋の場合は両端部の支点を下降させる前に内側支点の左右に該当支間長の約１０％区間を除いた区間に床版コンクリートを打設し、残り区間は両端部支点の下降後打設する。
【００７９】
本発明に係る橋脚と合成桁を一体化させた３径間連続合成桁橋の場合には内側径間から発生する正モーメントが内側支点部から生ずる最大負モーメントに比べて絶対値で約１／３．５に過ぎないので、両端支点の下降及び上昇時追加の圧縮プレストレシングが導入されなくても充分な圧縮応力を保有するようになる。
【００８０】
また、本発明に係る橋脚と合成桁を一体化させた多径間連続合成桁橋は、一体化させた橋脚と合成桁の近傍から発生する大きいモーメントによって橋脚から左右に該当支間長の約１０％区間は合成桁の断面を大きくして可変断面への設計が可能である。
【００８１】
また、本発明に係る単径間及び多径間合成桁構造物は端部支点の下降量より上昇量を少なくして合成桁の下部フランジに導入される圧縮プレストレス量を調節できる。
【００８２】
【発明の効果】
以上述べた通り、本発明に係る上部合成桁と橋脚を一体化させない多径間連続合成桁橋の場合は床版コンクリートを一度に打設し、支点下降及び上昇作業を陸上に隣接した橋台で施すことで、従来の技術において説明された引用発明２の問題点の正／負モーメント区間の床版コンクリート打設の時間差による施工ジョイントの発生が防止され、橋脚で施す支点上昇及び下降作業にともなう不便さと安全事故の危険性を終熄させることができる。
【００８３】
また、本発明に係る上部合成桁を片方橋台と一体化させる単径間合成桁橋と、橋脚と一体化させる多径間連続合成桁橋の施工法では、前述した効果の他、引用発明の単径間と２径間、３径間構造物が各々静定（ｄｅｔｅｒｍｉｎａｔｅｄ）、１次と２次不静定（ｉｎｄｅｔｅｒｍｉｎａｔｅｄ）構造物であることに比べ、本発明は各々１次と５次、そして８次不静定構造物に変換されることで、塑性（ｐｌａｓｔｉｃｉｔｙ）によるエネルギー分散効果が大きいため、振動減少効果と耐震性を遥かに向上でき、また合成桁と下部構造を一体化することにより発生しうる大きいモーメントが下部構造物に分配されるので、ビームの外力に対する負担が軽減して桁高と支間面において約２０％程度の減少効果と延長効果を期することができてさらに経済的な断面が得られる。
【００８４】
また、全ての橋梁の劣化の原因になって継続的なメンテナンスが必要な橋座装置の数も減らせてさらなる経済性を高められる。
【図面の簡単な説明】
【図１】従来の技術にともなう単径間プレフレックス合成桁橋の施工過程を示した図である。
【図２】従来の技術にともなう２径間連続プレフレックス合成桁橋の施工過程を示した図である。
【図３】従来の技術にともなう３径間連続プレフレックス合成桁橋の施工過程を示した図である。
【図４】本発明に係る単径間プレフレックス合成桁橋の施工のための橋台と合成桁との連結状態図である。
【図５】本発明に係る単径間鋼箱桁橋の施工のための橋台と合成桁との連結状態図である。
【図６】本発明に係る単径間ＰＳＣ合成桁橋の施工のための橋台と合成桁との連結状態図である。
【図７】本発明に係る単径間合成桁橋の施工過程を示した図である。
【図８】本発明に係る合成桁と橋脚が一体化しない２径間連続合成桁橋の施工過程を示した図である。
【図９】本発明に係る合成桁と橋脚が一体化しない３径間連続合成桁橋の施工過程を示した図である。
【図１０】本発明に係る多径間連続合成桁橋の施工時、内部支点におけるビームとビームとの連結状態図である。
【図１１】本発明に係る合成桁と橋脚が一体化した多径間連続プレフレックスの合成桁橋の施工のための橋脚と合成桁との連結状態図である。
【図１２】本発明に係る合成桁と橋脚が一体化した多径間連続鋼箱桁橋の施工のための橋脚と合成桁との連結状態図である。
【図１３】本発明に係る合成桁と橋脚が一体化した多径間連続ＰＳＣ合成桁橋の施工のための橋脚と合成桁との連結状態図である。
【図１４】本発明に係る合成桁と橋脚が一体化した２径間連続合成桁橋の施工過程を示した図である。
【図１５】本発明に係る合成桁と橋脚が一体化した３径間連続合成桁橋の施工過程を示した図である。
【符号の説明】
１ 橋座部
２ ビーム
３ 形鋼
４ 継手プレート
５ ボルト
６ 鉄筋
８ 補強材
９ スタッド
１０ 継手コンクリート
１１ ジョイントコンクリート
１２ 継手ストッパ
１３ 橋脚
１４ 形鋼
１５ 溶接
６０ 下部フランジ
６１ 床版
６２ プレート
６３ 胸壁
６４ 引張鉄筋[0001]
TECHNICAL FIELD OF THE INVENTION
The present invention relates to single-span and multi-span preflex composite girder bridges, PSC composite girder bridges, steel box girder bridges, plate girder bridges, and long spans. The present invention relates to a method for constructing a single-span and multi-span composite girder bridge such as a truss bridge.
[0002]
[Prior art]
In the prior art for the construction method of single-span and multi-span composite girder bridges, in the case of a single span, the “temporary fulcrum” of Korean Patent No. 0250937 (hereinafter referred to as “Cited Invention 1”) is used. In the case of multiple spans, there is a “continuous beam type pre-stressed” disclosed in Korean Patent No. 105754 (hereinafter referred to as “Cited Invention 2”). ) Construction method of composite beam and prestressed continuous composite beam structure using it.
[0003]
1 (a) to 1 (d) show steps of constructing the composite girder bridge of cited invention 1. FIG. The cited invention 1 will be described below with reference to these drawings.
[0004]
As shown in FIGS. 1 (a) and 1 (b), a pre-flex beam manufactured at a factory or a site is first placed between abutments, and a temporary fulcrum 51 is provided at the center of the abutment, and creep of the initial concrete is performed. The temporary fulcrum 51 is raised to recover the compressive stress loss due to the drying shrinkage, and the compressive stress is introduced into the lower casing concrete 52.
[0005]
Next, as shown in FIG. 1 (c), the upper slab concrete 53 and the abdominal concrete are cast and cured while the temporary fulcrum 51 is raised. Finally, as shown in FIG. 1D, if the temporary fulcrum 51 is removed after the upper slab concrete 53 is cured, a simple beam type preflex composite girder bridge is completed.
[0006]
However, in the cited invention 1 manufactured by the above-described method, a temporary fulcrum should be provided at the center of the beam to apply an upward load. Therefore, especially in a place where the space under the girder is high, staging is installed, and an expensive additional cost is required. Disadvantages are that it hinders traffic flow under the bridge and complicates construction.
[0007]
In cited invention 1, since the entire bridge behaves in a simple beam system, structurally, the maximum positive moment generated from the center of the beam has to increase the cross section of the composite girder, thereby increasing the beam's cross section. The additional use problem of excessive center sag is also a disadvantage.
[0008]
FIGS. 2 (a) to 2 (e) and FIGS. 3 (a) to 3 (g) show a two-span continuous composite girder bridge and a three-span continuous girder bridge according to cited invention 2, respectively. It is a figure showing a process.
[0009]
First, a method of constructing a two-span continuous composite girder bridge will be described. As shown in FIG. 2A, a preflex beam made for each span by the design of a continuous beam is connected at a second fulcrum 54. And leave it deferred. Next, as shown in FIG. 2B, the connected second fulcrum 54 is raised to further introduce compressive stress into the lower casing concrete 52. Next, as shown in FIG. 2 (c), floor slab concrete 53 wrapping the upper flange of a steel girder near the second fulcrum 54 is cast and cured, as shown in FIG. 2 (d). And the compressive stress corresponding to the negative moment generated in the floor slab concrete near the second fulcrum 54 is introduced. Next, as shown in FIG. 2 (e), when the slab concrete in the remaining section is cast, a complete two-span continuous preflex composite girder bridge is completed.
[0010]
3 (a) to 3 (h) are diagrams showing a construction process of a three span continuous pre-flex composite girder bridge. As shown in FIGS. 3A to 3D, in the three span continuous type girder bridge, the construction process at the second fulcrum 54 is the two span continuous type preflex composite girder shown in FIG. It will be the same as the bridge construction process. Next, as shown in FIG. 3 (e) to FIG. 3 (h), the third fulcrum 55 is raised, the concrete slab 53 is cast, the third fulcrum 53 is lowered, and the remaining concrete slab is lowered. The complete 3-span continuous pre-flex composite girder bridge is completed.
[0011]
However, the cited invention 2 manufactured as described above has a concern that the construction joint may be generated due to the time difference between the concrete moments of the positive moment and the negative moment sections, and the raising and lowering of each fulcrum is performed by the abutment adjacent to the land. However, the work must be performed on the bridge pier, that is, on the second fulcrum and the third fulcrum, so that the operation is inconvenient and involves a risk of a safety accident.
[0012]
Further, in both cited invention 1 and cited invention 2, the bridge seat device serving as an intermediary for transmitting the load of the superstructure to the substructure is provided with a hinge fulcrum that allows only rotation and a rotation and movement that is possible. It is composed of a roller fulcrum that can be used, and not only should nerves be used for continuous maintenance of the superstructure for safety, but also in case of an earthquake, it may be fatally damaged.
[0013]
[Problems to be solved by the invention]
The present invention has been invented to solve the conventional problems as described above, and its purpose is to completely integrate the beam and the abutment only at one fulcrum in the construction of a single-span composite girder bridge, and to provide a multi-diameter bridge. In the case of a composite girder bridge, the beam and the pier are integrated or not integrated, and the fulcrum on the abutment, that is, the end fulcrum, is lowered and raised to combine with the upper slab concrete in the negative moment section. It is an object of the present invention to provide a new practical, practical and economical method of constructing a new single-span and multi-span composite girder bridge that further introduces compressive stresses into the lower flange of the girder.
[0014]
[Means for Solving the Problems]
In order to achieve the above object, a method for constructing a single span composite girder bridge according to the present invention includes the steps of providing a first abutment and a second abutment, and embedding a shaped steel in a bridge seat of the first abutment. Simply standing the beam between the first and second abutments, connecting the shaped steel of the first abutment to the lower flange of the beam, and upper part of the bridge seat of the first abutment Casting concrete to the neutral axis of the beam, lowering the fulcrum on the second abutment side, and casting concrete from above the joint concrete of the first abutment to the floor slab of the beam. The method includes a step, a step of placing floor slab concrete over the entire section of the beam, and a step of raising a fulcrum of the lowered second abutment side.
[0015]
Also, the method of constructing a multi-span continuous composite girder bridge according to the present invention is a method of connecting at least two or more beams to each other by simply installing the beams between the first and second abutments and at least one or more inner piers. Performing, lowering the fulcrum on the first and second abutment side, casting concrete slab over the entire section of the beam, and adjusting the lowered fulcrum on the first and second abutment side. And the step of raising.
[0016]
Preferably, the method of constructing a multi-span continuous composite girder bridge as described above further includes a step of burying a shaped steel in a coping part of the inner pier before the step of simply keeping the beam. After the step of simply standing the beam, the method further includes the step of connecting the section steel and the lower flange of the beam, and the step of casting joint concrete from the upper part of the coping portion of the inner pier to the neutral axis of the beam. After the step of lowering the fulcrum on the first and second abutments, the method further includes a step of placing concrete from the upper surface of the joint concrete of the inner pier to the floor slab of the beam.
[0017]
Here, when the fulcrums on the first and second abutments are lowered, the fulcrum on the first abutment side and the fulcrums on the second abutment side are simultaneously lowered, and when the fulcrums on the first and second abutments are raised, they are lowered. The fulcrum on the first abutment side and the fulcrum on the second abutment side are simultaneously raised.
[0018]
However, as another alternative, when the fulcrums on the first and second abutments are lowered, the fulcrum on the first abutment side and the fulcrum on the second abutment side are sequentially lowered, and the fulcrums on the first and second abutment sides are lowered. In this case, the fulcrum on the first abutment side and the fulcrum on the second abutment side may be sequentially raised.
[0019]
In the case of a two-span continuous composite girder bridge, when the fulcrums on the first and second abutments are lowered, only one of the first and second abutments is lowered, and the At the time of raising the fulcrum on the first and second abutment side, only the one fulcrum that has been lowered is raised.
[0020]
On the other hand, in the construction method for constructing a preflex composite girder bridge, when the beam and the pier are not integrated, after the beam is connected and simply laid on the pier, the lower casing concrete is poured into the joint Is further included.
[0021]
On the other hand, the method for constructing a pre-flex composite girder bridge or steel box section steel further includes providing a plurality of reinforcing members and studs on the abdomen of the beam.
[0022]
Also, PSC (Prestressed concrete) In the construction method for constructing a composite girder bridge, a reinforcing bar is attached to the abdomen of the beam. Extend Further steps are included.
[0023]
BEST MODE FOR CARRYING OUT THE INVENTION
Hereinafter, a method for constructing a single-span and multi-span composite girder bridge according to the present invention will be described with reference to the accompanying drawings. The construction method according to the present invention is applicable to both preflex composite girder bridges, PSC composite girder bridges, steel box girder bridges, steel plate girder bridges, and span span truss bridges.
[0024]
4 to 7 relate to a construction method for integrating a beam and an abutment in a single span composite girder bridge, and FIG. 4 shows a state in which a preflex beam 2 manufactured by a simple beam type is simply placed between a pair of abutments. It shows that the bridge seat 1 of one side abutment and the pre-flex beam 2 are connected. First, as shown in FIG. 4 (a), an H-shaped steel or a □ -shaped steel 3 is buried in the bridge seat 1, and a joint plate 4 for connection with the lower flange 60 of the beam 2 is welded thereon. After that, the section steel 3 is compacted with the lower flange of the beam 2 by bolts 5 or welding. Further, the beam 2 is provided with a reinforcing material 8 to reinforce it, and a steel girder to be coated with concrete is provided with a stud 9 to enhance the effect of combining with concrete.
[0025]
Next, as shown in FIG. 4 (b), the joint concrete 10 is cast from the upper part of the abutment to the neutral axis of the cross section of the pre-flex beam 2 and integrated therewith. Reinforcing the reinforcing bar 6 on the joint concrete 10 again Extend .
[0026]
Then, as shown in FIG. 4 (c), by casting concrete together with the upper floor slab 61, it can function as a complete fixed fulcrum.
[0027]
FIG. 4D is a plan view of the abutment associated with such a process.
[0028]
FIG. 5 is a view showing a case of the steel box girder bridge, in which the bridge seat portion 1 of one abutment and the steel box girder 2 are connected in a state where the steel box girder 2 is simply installed between the abutments.
[0029]
As in the case of FIG. 4, as shown in FIG. 5 (a), first, an H-shaped steel or a □ -shaped steel 3 is buried in the bridge seat 1, and the lower flange 60 of the steel box girder 2 is placed thereon. After the connection plate 4 for connection of the steel box is welded, the section steel 3 is compacted with the lower flange 60 of the steel box girder 2 by the bolt 5 or welding. Further, if the steel box girder 2 is provided with a reinforcing material 8 to reinforce the steel girder, and the steel girder covered with concrete is provided with studs 9, the effect of combining with the concrete can be enhanced.
[0030]
Next, as shown in FIG. 5 (b), the joint concrete 10 is cast and integrated from the top of the abutment to the neutral axis of the cross section of the steel box girder 2, and then integrated with the concrete to be cast. Reinforcing the reinforcing bar 6 on the joint concrete 10 again Extend .
[0031]
Then, as shown in FIG. 5C, by casting concrete together with the upper floor slab 61, it can function as a complete fixed fulcrum.
[0032]
FIG. 6 shows the case of a PSC composite girder bridge, in which the bridge seat 1 of one abutment and the PSC beam 2 are connected while the PSC beam 2 is simply installed between the abutments.
[0033]
As in the case of FIGS. 4 and 5, as shown in FIG. 6 (a), first, an H-section steel or □ -section steel 3 is buried in the bridge seat 1, and the lower flange of the PSC beam 2 is placed thereon. After welding the joint plate 4 for connection with the PSC, the shaped steel 3 is compacted by welding 15 with the plate 62 embedded in the concrete of the lower flange of the PSC beam 2.
[0034]
Next, as shown in FIG. 6B, the cross section of the PSC beam 2 from the upper part of the abutment at the same time as the concrete slab is cast in the remaining sections other than the section of about 10% of the entire span length from the fixed fulcrum side. The joint concrete 10 is cast and integrated to the neutral axis, and the abutment parapet 63 is also provided. In addition, in order to ensure the integrity with the concrete to be cast next, the reinforcing bar 6 is previously formed on the joint concrete 10 and the chest wall. Extend . Here, in the slab concrete that has been cast and the battlement wall 63 of the abutment, a tensile reinforcing bar 64 is buried in advance to correspond to the tensile force generated when the moving fulcrum is lowered during the construction process. In the case of a bridge with a span length of 30 m, the length of the section is about 10%, which is the value determined by conducting a parameter study using the length of the negative moment section as a variable. The length is allowed to vary depending on the type of bridge grade and the concrete material used.
[0035]
Next, as shown in FIG. 6 (c), by casting concrete together with the remaining upper floor slab 61, it can function as a complete fixed fulcrum.
[0036]
FIG. 7 is a diagram showing a construction process of the single span composite girder bridge.
[0037]
FIG. 7A is a state diagram in which a beam manufactured at a factory or a site is simply placed on a pair of abutments, and then one fulcrum is treated as a fixed fulcrum 71 and the other fulcrum is treated as a movable fulcrum 72.
[0038]
FIG. 7B is a diagram showing a process of lowering the moving fulcrum 72 to introduce a compressive stress to the lower flange of the beam, and a moment diagram due to the process.
[0039]
FIG. 7 (c) is a diagram showing a state where floor slab concrete (reference numeral 61 in FIG. 4 (c), FIG. 5 (c), FIG. 6 (c)) is cast with the moving fulcrum 72 lowered, and FIG. It is a moment diagram.
[0040]
FIG. 7D shows that after the floor slab concrete is cured, the lowered moving fulcrum 72 is raised to introduce a compressive stress corresponding to a negative moment generated from the fixed fulcrum 71 side into the floor slab concrete. It is. In the process of FIG. 7D, tensile stress is generated in the lower flange, which corresponds to about 60-70% of the compressive stress introduced when the moving fulcrum 72 descends due to the increased sectional rigidity after the combination. As a result, a compression pre-stressing effect of about 30-40% can be obtained.
[0041]
Here, in the case of the PSC composite girder bridge, before lowering the moving fulcrum, concrete slab is cast in a section excluding the section of about 10% of the span length from the end of the fixed fulcrum, and the remaining section is the end fulcrum. After lowering, it is cast.
[0042]
In the case of the single-span composite girder bridge of the present invention, the section of about 10% of the span length from the end of the fixed fulcrum can be designed to have a variable cross section due to the large moment of the fixed fulcrum.
[0043]
FIGS. 8 and 9 show the possibility of the construction joint of the problem of cited invention 2 described in the prior art and the construction for eliminating the danger of a safety accident caused by performing the fulcrum raising and lowering work on the pier. It is a diagram showing the method, and as described above, can be applied to a preflex composite girder bridge, a PSC composite girder bridge, a steel box girder bridge, a steel plate girder bridge, a long span truss bridge, and the like.
[0044]
FIG. 8 is a view showing a construction process of a two-span continuous composite girder bridge in which the bridge pier and the composite girder according to the present invention are not integrated, and the cited invention 2 raises the second fulcrum of the internal fulcrum and increases the positive moment section. Unlike the case where compressive stress is further introduced into the lower flange, as shown in FIG. 8 (a), the present invention places a pre-flex beam or a PSC beam made of a simple beam type on an abutment and a pier, and 10 (a) and the internal fulcrum 73 as shown in FIG. 10 (c), or as shown in FIG. 10 (b), one of the negative moment sections of the entire bridge at the left or right side of the internal fulcrum 73.
[0045]
FIG. 8B is a state diagram in which the fulcrum at both ends on the abutment side is lowered to further introduce a compressive stress into the lower flange, and a moment diagram based on this.
[0046]
FIG. 8 (c) is a diagram showing a state in which floor slab concrete is cast with the fulcrums at both ends lowered, and a moment diagram based on this.
[0047]
FIG. 8 (d) shows that after the slab concrete was cured, the fulcrums at both ends which were lowered were raised, and a compressive stress corresponding to the tensile stress generated from the internal fulcrum part after the synthesis was introduced into the slab concrete. FIG. In the process of FIG. 8D, a tensile stress is generated in the lower flange as in the case of the single diameter, but this is approximately equal to the compressive stress introduced when the fulcrum at both ends is lowered due to the increased cross-sectional rigidity after the synthesis. Since it corresponds to 60-70%, a compression prestressing effect of about 30-40% can be finally obtained.
[0048]
Similarly, in the case of the PSC composite girder bridge, before lowering the fulcrums at both ends, concrete slabs are cast on the left and right sides of the inner fulcrum in a section excluding the section of about 10% of the corresponding span length, and the remaining sections are After the fulcrum at both ends is lowered, it is cast.
[0049]
FIG. 9 is a diagram showing a construction process of a three-span continuous composite girder bridge according to the present invention in which the pier and the composite girder are not integrated.
[0050]
FIG. 9 (a) shows that the fabricated preflex beam or PSC beam is fixed on the abutment and the pier, and at one of the right and left sides of the pier in the negative moment section of the entire bridge at the inner fulcrum or off the inner fulcrum. 11 (a), FIG. 10 (b), and FIG. 10 (c).
[0051]
As described above, as shown in FIG. 9 (b), cited invention 2 sequentially raises the second fulcrum 73 and the third fulcrum 74 of the internal fulcrum and introduces further compressive stress to the lower flange of the positive moment section. Unlike this, the present invention obtains the same effect by lowering the fulcrums at both ends on the abutment simultaneously or sequentially.
[0052]
FIG. 9 (c) is a diagram showing a state in which floor slab concrete is cast with the fulcrums at both ends lowered, and a moment diagram based on this.
[0053]
FIG. 9D shows that, after the slab concrete is cured, the lowered fulcrums are raised and a compressive stress corresponding to the tensile stress generated at the internal fulcrum part after the synthesis is introduced into the slab concrete. FIG. At this time, similarly, tensile stress is generated in the lower flange, which corresponds to about 60-70% of the compressive stress introduced when the fulcrum at both ends is lowered due to the increased cross-sectional rigidity after the combination, so that about 30% is ultimately obtained. A compression prestressing effect of about -40% can be obtained. In the case of a three-span continuous composite girder bridge in which the bridge pier and the composite girder of the present invention are not integrated, the positive moment generated from the inner span is about an absolute value smaller than the maximum negative moment generated at the inner fulcrum due to the structural characteristics of the continuous beam. Since it is only 1/5, a sufficient compressive stress is maintained even when the fulcrum at both ends is lowered and raised and no compression prestressing is introduced.
[0054]
Similarly, in the case of the PSC composite girder bridge, before lowering the fulcrums at both ends, concrete is slab laid on the left and right sides of the inner fulcrum in a section excluding a section of about 10% of the corresponding span length, and the remaining sections are laid. Is installed after the fulcrum of both ends is lowered.
[0055]
FIG. 10 (a) is a detailed view of a preflex composite girder bridge in which two beams 2 are connected by a plurality of joint plates 4 and bolts 5 at internal fulcrums. In the case of the cited invention 2 described in the prior art, after raising the fulcrum, the slab concrete in the negative moment section is poured, and the joint concrete 11 is poured into the internal fulcrum. Lays joint concrete 11 on the internal fulcrum before lowering the fulcrums at both ends.
[0056]
FIG. 10 (b) shows still another connection method in the case of the preflex composite girder bridge, in which two beams 2 are connected to a plurality of connection plates 4 at one of right and left sides of a pier deviating from an internal fulcrum. FIG. 3 is a detailed view connected by bolts 5. Similarly, in the case of the cited invention 2 described in the prior art, after raising the fulcrum, the concrete of the present invention is compared with the slab concrete in the negative moment section and the joint concrete 11 being cast in the internal fulcrum. In the case of (1), the joint concrete 11 is poured into the joint before lowering the fulcrums at both ends.
[0057]
FIG. 10C is a detailed view in which two beams 2 are connected at an internal fulcrum in the case of a PSC composite girder bridge. At the time of manufacturing each PSC beam, bolts 5 are inserted and placed in advance in the concrete of the upper flange, and continuity is achieved using the joint plate 4 when connecting the beams. The beam is also connected to the lower flange using the connection reinforcing bar 6. This is because the role of the connecting reinforcing bar 6 is not so large because the lower flange of the internal fulcrum is on the compression side, but this is for stabilizing the entire composite girder. Further, a joint stopper 12 is provided on the neutral shaft of the beam for convenience in connection work, and the gap is filled with non-shrink mortar.
[0058]
Since the steel box girder bridge has no joint at the internal fulcrum, the method of the present invention can be applied more easily.
[0059]
11 to 15 show still another example of a method of constructing a multi-span continuous composite girder bridge, in which a beam and a pier are integrated to further prepare for problems of a bridge seat device and damage during an earthquake. It is for that. The following is a description of such an integration method and a construction method.
[0060]
In the case of a pre-flex composite girder bridge, as shown in FIG. 11A, two pre-flex beams 2 manufactured by a simple beam type are connected to a plurality of joint plates 4 in the same manner as in FIG. After being mounted on the square steel 14 buried in advance in the pier 13 and being placed on the pier 13, it is compacted by welding to the lower flange 60 of the steel girder. In addition, in order to assist the integration with the joint concrete 10 to be cast in the next stage, the reinforcing bar 6 is previously drawn out from the pier 13 and the lower casing concrete 52 of the beam 2. Then, similarly to FIG. 11 (b), the joint concrete 10 is cast and integrated from the upper part of the bridge pier 13 to the concrete of the remaining lower flange of the beam 2 from the upper part of the pier 13, and the next The reinforcing bar 6 is further pulled out and placed in order to achieve integration with the concrete to be provided.
[0061]
As in FIG. 11 (c), with the end fulcrum of the multi-span continuous composite girder bridge of the present invention lowered, simultaneously with the placement of the floor slab concrete and the abdominal concrete, the remaining upper portion of the pier is cast. Thus, a multi-span continuous preflex composite girder bridge in which the beam 2 and the pier 13 are completely integrated can be completed. FIG. 11D is a plan view showing the square steel 14 buried in the pier 13.
[0062]
FIG. 12 is a diagram showing a case of a steel box girder bridge.
[0063]
As shown in FIG. 12A, after the steel box girder 2, which is a segment corresponding to the negative moment section, is placed on the square steel 14 buried in advance on the pier 13, the lower flange of the beam 2 is formed. 60 and compacted by welding. Then, similarly to FIG. 12B, the joint concrete 10 is cast from the upper part of the pier 13 to the neutral axis of the cross section of the beam 2 and integrated. Here, the reinforcing bar 6 is pulled out and placed on the pier 13, the reinforcing member 8 is provided on the abdomen of the steel box girder to reinforce, and the stud 9 is provided not only on the upper flange but also on the abdomen to enhance the effect of combining with the concrete. In particular, in the case of a steel box girder bridge, since there is no joint of a composite girder on the pier, the method of the present invention can be applied more easily.
[0064]
Similarly to FIG. 12 (c), with the end fulcrum of the multi-span continuous composite girder bridge of the present invention lowered, simultaneously with the placement of the floor slab concrete, the remaining upper part of the pier is cast together with the beam. A multi-span continuous steel box girder bridge with completely integrated piers can be completed.
[0065]
FIG. 13 is a diagram showing the case of a PSC composite girder bridge.
[0066]
As shown in FIG. 13 (a), after two PSC beams 2 interconnected similarly to FIG. 10 (b) are placed on a It is compacted by welding with the joint plate 4 buried in the concrete of the lower flange. Next, as shown in FIG. 13 (b), the cross section of the PSC beam 2 from the upper part of the pier at the same time as the concrete slab is cast in the remaining section excluding the section about 10% of the corresponding span length from the inner fulcrum to the left and right The concrete joint 10 is cast to the neutral axis and integrated. Further, in order to ensure the integrity with the concrete to be cast next, the reinforcing bar 6 is again pulled out and placed on the joint concrete 10 again. Here, the floor slabs cast in the remaining sections excluding the inner fulcrum portions are connected by embedding the tension reinforcing bars 64 in advance. This is to cope with the tensile force generated when the fulcrums of both ends are lowered during the construction process. In the case of a bridge having a section length of about 10% and a span of 30 m, the value is determined by performing a parameter study using the length of the negative moment section as a variable. The length that can be introduced, which can vary depending on the type of bridge grade and the concrete material used.
[0067]
As shown in FIG. 13 (c), the beam and the pier are completely integrated by laying the remaining upper part of the pier simultaneously with the placement of the remaining slab concrete with both ends of the present invention lowered. The completed multi-span continuous PSC composite girder bridge can be completed.
[0068]
FIG. 14 is a diagram showing a construction process of a two-span continuous composite girder bridge integrating a pier and a composite girder.
[0069]
FIG. 14 (a) shows a composite girder and a pier being compacted as shown in FIG. 11 (b), FIG. 12 (b) and FIG. 13 (b). It is a process of lowering and further introducing a compressive stress to the lower flange, and a moment diagram based on the process.
[0070]
FIG. 14 (b) is a diagram showing a process of placing concrete slabs with both fulcrums lowered, and a moment diagram based on the process. Here, as shown in FIG. 11 (c), FIG. 12 (c), and FIG. 13 (c), simultaneously with the placement of the floor slab concrete, the concrete is also placed on the remaining upper part of the pier to complete the pier and the composite girder. To be integrated.
[0071]
FIG. 14 (c) shows that after the floor slab concrete and the upper concrete of the pier have been cured, the lowered fulcrums of the both ends are simultaneously or sequentially raised to respond to the tensile stress generated from the floor slab concrete in the negative moment section due to the design live load. FIG. 4 is a view showing that a compressive stress is applied. In this construction stage, tensile stress is generated in the lower plunge of the positive moment section, which corresponds to approximately 60-70% of the compressive stress introduced when the fulcrum at both ends is lowered due to the increased sectional rigidity after the synthesis. As a result, a compression prestressing effect of about 30-40% can be obtained.
[0072]
In the case of the PSC composite girder bridge, before lowering the fulcrums at both ends, slab concrete is placed on the left and right sides of the inner fulcrum except for the section of about 10% of the span length, and the rest of the fulcrum is lowered on the remaining sections. It is cast afterwards.
[0073]
In the case of the two-span continuous composite girder bridge shown in FIGS. 8 and 14, the same effect can be obtained by lowering and raising only one end fulcrum according to the site conditions. However, in this case, a double value should be applied for the descending amount and the ascending amount as compared with the case where the both ends are lowered or raised simultaneously or sequentially.
[0074]
FIG. 15 shows a construction process of a three-span continuous composite girder bridge in which a pier and a composite girder according to the present invention are integrated.
[0075]
FIG. 15 (a) shows that after connecting the composite girder and the pier as shown in FIG. 11 (b), FIG. 12 (b) and FIG. 13 (b), the supporting points at both ends of the entire structure are lowered simultaneously or sequentially. FIG. 4 is a diagram showing a process of causing a lower flange to further introduce a compressive stress and a moment diagram based on the process.
[0076]
FIG. 15 (b) is a process of placing the slab concrete with the fulcrums at both ends lowered, and a moment diagram based on this process. Here, as shown in FIG. 11 (c), FIG. 12 (c), and FIG. 13 (c), simultaneously with the placement of the floor slab concrete, the remaining upper part of the pier is also poured with concrete to complete the pier and the composite girder. To be integrated.
[0077]
Fig. 15 (c) shows that after the slab concrete and the upper concrete of the pier have been cured, the lowered fulcrums are simultaneously or sequentially raised, and the tensile stress generated from the slab concrete in the negative moment section due to the design live load. FIG. 4 is a diagram showing that a compressive stress corresponding to the above is introduced. Like the two-span continuous composite girder bridge, tensile stress is also generated in the lower flange at this stage of construction, but this is due to the increased cross-sectional rigidity after composite, which is about 60-% of the compressive stress introduced when the end fulcrum is lowered. Since it corresponds to 70%, a compression prestressing effect of about 30-40% can be obtained after all.
[0078]
Similarly, in the case of the PSC composite girder bridge, before lowering the fulcrums at both ends, concrete is slab laid on the left and right sides of the inner fulcrum in the section excluding the section of about 10% of the applicable span length, and the remaining sections are at both ends. It is cast after the fulcrum is lowered.
[0079]
In the case of a three-span continuous composite girder bridge in which the pier and the composite girder according to the present invention are integrated, the positive moment generated from the inner span is about 1 / in absolute value compared to the maximum negative moment generated from the inner fulcrum. Since it is only 3.5, a sufficient compressive stress is maintained even if additional compressive prestressing is not introduced when the fulcrum is lowered and raised.
[0080]
Further, the multi-span continuous composite girder bridge in which the pier and the composite girder according to the present invention are integrated with each other has a large moment generated from the vicinity of the integrated pier and the composite girder. The% section can be designed to have a variable cross section by enlarging the cross section of the composite girder.
[0081]
In addition, the single-span and multi-span composite girder structures according to the present invention can adjust the amount of compressive prestress introduced into the lower flange of the composite girder by making the rising amount smaller than the lowering amount of the end fulcrum.
[0082]
【The invention's effect】
As described above, in the case of a multi-span continuous composite girder bridge in which the upper composite girder and the pier according to the present invention are not integrated, the slab concrete is cast at once, and the fulcrum lowering and ascent work is performed by the abutment adjacent to the land. By doing so, it is possible to prevent the occurrence of construction joints due to the time lag of concrete slab placement in the positive / negative moment sections, which is a problem of cited invention 2 described in the prior art, and accompanying the fulcrum raising and lowering work performed on the pier. It can eliminate inconvenience and the danger of safety accidents.
[0083]
Further, in the construction method of a single span composite girder bridge integrating the upper composite girder with one abutment according to the present invention and a multi span continuous composite girder bridge integrated with the pier, in addition to the effects described above, Compared to single-span, two-span, and three-span structures being respectively determined, primary and secondary indeterminate structures, the present invention provides primary and fifth order structures, respectively. And, since it is converted into an 8th order indefinite structure, the energy dispersion effect by plasticity is large, so that the vibration reduction effect and the seismic resistance can be greatly improved, and the composite girder and the lower structure are integrated. As a result, a large moment that can be generated is distributed to the substructure, so that the load on the external force of the beam is reduced, and a reduction effect and an extension effect of about 20% can be expected in the girder height and the span surface. Economic cross-section is obtained.
[0084]
In addition, the number of bridge seat devices that require continuous maintenance due to deterioration of all bridges can be reduced, thereby further improving economic efficiency.
[Brief description of the drawings]
FIG. 1 is a view showing a construction process of a single-span preflex composite girder bridge according to a conventional technique.
FIG. 2 is a view showing a construction process of a two-span continuous preflex composite girder bridge according to the conventional technique.
FIG. 3 is a view showing a construction process of a three-span continuous preflex composite girder bridge according to a conventional technique.
FIG. 4 is a connection state diagram of an abutment and a composite girder for construction of a single span preflex composite girder bridge according to the present invention.
FIG. 5 is a connection diagram of an abutment and a composite girder for construction of a single-span steel box girder bridge according to the present invention.
FIG. 6 is a connection state diagram of an abutment and a composite girder for construction of a single span PSC composite girder bridge according to the present invention.
FIG. 7 is a view showing a construction process of a single span composite girder bridge according to the present invention.
FIG. 8 is a view showing a construction process of a two-span continuous composite girder bridge in which the composite girder and the pier according to the present invention are not integrated.
FIG. 9 is a view showing a construction process of a three-span continuous composite girder bridge in which the composite girder and the pier according to the present invention are not integrated.
FIG. 10 is a connection state diagram of beams at internal fulcrums when the multi-span continuous composite girder bridge according to the present invention is constructed.
FIG. 11 is a connection state diagram of a pier and a composite girder for constructing a composite girder bridge of a multi-span continuous preflex in which the composite girder and the pier according to the present invention are integrated.
FIG. 12 is a connection diagram of a pier and a composite girder for construction of a multi-span continuous steel box girder bridge in which the composite girder and the pier according to the present invention are integrated.
FIG. 13 is a connection state diagram of a pier and a composite girder for construction of a multi-span continuous PSC composite girder bridge in which the composite girder and the pier according to the present invention are integrated.
FIG. 14 is a view showing a construction process of a two-span continuous composite girder bridge in which the composite girder and the pier according to the present invention are integrated.
FIG. 15 is a view showing a construction process of a three-span continuous composite girder bridge in which the composite girder and the pier according to the present invention are integrated.
[Explanation of symbols]
1 Bridge seat
2 beams
3 Section steel
4 Fitting plate
5 bolts
6 Reinforcing bars
8 Reinforcement
9 studs
10 Joint concrete
11 Joint concrete
12 Joint stopper
13 pier
14 Shape steel
15 Welding
60 lower flange
61 Floor slab
62 plates
63 Parapet
64 Tensile reinforcing bar

Claims (12)

第１橋台と第２橋台を設ける段階と、
前記第１橋台の橋座部に形鋼を埋設する段階と、
ビームを前記第１橋台と第２橋台との間に単純据え置きする段階と、
前記第１橋台の形鋼と前記ビームの下部フランジとを連結する段階と、
前記第１橋台の橋座部の上面から前記ビームの中立軸まで継手コンクリートを打設する段階と、
前記第２橋台側の支点を下降させる段階と、
前記ビームに、前記第１橋台の継手コンクリートの上面を含む床版コンクリートを打設する段階と、
下降させた前記第２橋台側の支点を上昇させる段階とを含めてなされることを特徴とする単径間合成桁橋の施工法。Providing a first abutment and a second abutment;
Burying a shaped steel in the bridge seat of the first abutment;
Simply placing the beam between the first and second abutments;
Connecting the shaped steel of the first abutment to a lower flange of the beam;
Casting joint concrete from the upper surface of the bridge seat of the first abutment to the neutral axis of the beam;
Lowering the fulcrum on the second abutment side;
Placing the floor slab concrete including the upper surface of the joint concrete of the first abutment on the beam ;
Raising the fulcrum on the side of the second abutment which has been lowered, the method comprising the steps of: 少なくとも二つ以上のビームをお互い連結して第１橋台と第２橋台、そして少なくとも一つ以上の内側の橋脚間に単純据え置きする段階と、
前記第１及び第２橋台側の支点を下降させる段階と、
前記ビームに床版コンクリートを打設する段階と、
下降させた前記第１及び第２橋台側の支点を上昇させる段階とを有してなり、
さらに、
前記ビームを単純据え置きする段階前、前記内側橋脚の橋座部に形鋼を埋設する段階と、
前記ビームを単純据え置きする段階後、前記形鋼と前記ビームの下部フランジとを連結する段階と、
前記内側橋脚の橋座部の上部から前記ビームの中立軸まで継手コンクリートを打設する段階と、
前記第１及び第２橋台側の支点を下降させる段階後、前記内側橋脚の継手コンクリートの上面から前記ビームの床版までコンクリートを打設する段階とを含んでなる
ことを特徴とする多径間連続合成桁橋の施工法。Simply connecting at least two or more beams to each other between the first and second abutments and at least one or more inner piers;
Lowering the fulcrum on the first and second abutment side;
Casting floor slab concrete into the beam;
Raising the fulcrum of the lowered first and second abutment sides ,
further,
Before the step of simply deferring the beam, a step of burying a shaped steel in the bridge seat of the inner pier,
After the step of simply holding the beam, connecting the section steel and a lower flange of the beam,
Casting joint concrete from the top of the bridge seat of the inner pier to the neutral axis of the beam;
After the step of lowering the fulcrum of the first and second abutments, casting concrete from the upper surface of the joint concrete of the inner pier to the floor slab of the beam. Construction method of multi-span continuous composite girder bridge. プレフレックス合成桁の施工のため、前記ビームを単純据え置きする段階前に前記ビームの継手にジョイントコンクリートを打設する段階をさらに含めてなされることを特徴とする請求項２に記載の多径間連続合成桁橋の施工法。3. The multi span span according to claim 2, further comprising a step of casting joint concrete at a joint of the beam before the step of simply holding the beam for the construction of the preflex composite girder. Construction method of continuous composite girder bridge. 前記第１及び第２橋台側の支点の下降時には前記第１橋台側の支点と前記第２橋台側の支点を同時に下降させ、
前記第１及び第２橋台側の支点の上昇時には下降させた前記第１橋台側の支点と前記第２橋台側の支点を同時に上昇させることを特徴とする請求項２に記載の多径間連続合成桁橋の施工法。When the fulcrum on the first and second abutments is lowered, the fulcrum on the first abutment and the fulcrum on the second abutment are simultaneously lowered,
The multi-span continuation according to claim 2, wherein when the fulcrums on the first and second abutments are raised, the fulcrum on the first abutment side and the fulcrum on the second abutment side, which have been lowered, are simultaneously raised. Construction method of composite girder bridge. 前記第１及び第２橋台側の支点の下降時には前記第１橋台側の支点と前記第２橋台側の支点を順次に下降させ、
前記第１及び第２橋台側の支点の上昇時には前記第１橋台側の支点と前記第２橋台側の支点を順次に上昇させることを特徴とする請求項２に記載の多径間連続合成桁橋の施工法。When the fulcrum on the first and second abutment side is lowered, the fulcrum on the first abutment side and the fulcrum on the second abutment side are sequentially lowered,
The multi-span continuous composite girder according to claim 2, wherein the fulcrum on the first abutment side and the fulcrum on the second abutment side are sequentially raised when the fulcrums on the first and second abutments are raised. Bridge construction method. 二つのビームをお互い連結して第１橋台と第２橋台、そして一つの内側の橋脚間に単純据え置きする段階と、
前記第１及び第２橋台側のいずれか片方支点を下降させる段階と、
前記ビームに床版コンクリートを打設する段階と、
下降させた前記第１及び第２橋台側の片方支点を上昇させる段階とを有してなり、
さらに、
前記ビームを単純据え置きする段階前、前記内側橋脚の橋座部に形鋼を埋設する段階と、
前記ビームを単純据え置きする段階後、前記形鋼と前記ビームの下部フランジとを連結する段階と、
前記内側橋脚の橋座部の上部から前記ビームの中立軸まで継手コンクリートを打設する段階と、
前記第１及び第２橋台側のいずれかの支点を下降させる段階後、前記内側橋脚の継手コンクリートの上面から前記ビームの床版までコンクリートを打設する段階とを含んでなる
ことを特徴とする二径間連続合成桁橋の施工法。 Connecting the two beams together and simply placing them between the first and second abutments and one inner pier;
Lowering one of the fulcrums on the first and second abutment sides;
Casting floor slab concrete into the beam;
Raising one fulcrum of the lowered first and second abutment sides,
further,
Before the step of simply deferring the beam, a step of burying a shaped steel in the bridge seat of the inner pier,
After the step of simply holding the beam, connecting the section steel and a lower flange of the beam,
Casting joint concrete from the top of the bridge seat of the inner pier to the neutral axis of the beam;
After lowering any of the fulcrums on the first and second abutment sides, casting concrete from the upper surface of the joint concrete of the inner pier to the floor slab of the beam. Construction method of two span continuous composite girder bridge characterized by the following. プレフレックス合成桁橋または鋼箱型合成桁橋を施工するために前記ビームの腹部に一つ以上の補強材とスタッドを設ける段階をさらに含むことを特徴とする請求項１，２，または６に記載の合成桁橋の施工法。7. The method of claim 1 , 2, or 6 , further comprising the step of providing one or more reinforcements and studs on the abdomen of the beam to construct a preflex composite girder bridge or a steel box type girder bridge. The construction method for the composite girder bridge described. ＰＳＣ合成桁橋を施工するため、前記ビームの腹部に鉄筋を延長させておく段階をさらに含むことを特徴とする請求項１，２，または６に記載の合成桁橋の施工法。The method for constructing a composite girder bridge according to claim 1 , 2, or 6 , further comprising extending a reinforcing bar to the abdomen of the beam to construct the PSC composite girder bridge. ＰＳＣ合成桁橋を施工するため、前記第２橋台側の支点を下降させる段階前に、前記第１橋台の胸壁とビームの正モーメント区間に床版コンクリートを打設する段階と、前記胸壁と床版コンクリートとを連結する継手鉄筋を埋設する段階とをさらに含むことを特徴とする請求項１に記載の単径間合成桁橋の施工法。Prior to the step of lowering the fulcrum on the side of the second abutment to construct a PSC composite girder bridge, placing concrete slab in the positive moment section of the parapet and beam of the first abutment; The method according to claim 1, further comprising the step of burying a joint reinforcing bar connecting the slab concrete. ＰＳＣ合成桁橋を施工するために、前記第１及び第２橋台側の支点を下降させる段階前に、前記ビームの正モーメント区間に床版コンクリートを打設する段階と、
前記床版コンクリートをお互いに連結する継手鉄筋を埋設する段階とをさらに含むことを特徴する請求項２に記載の多径間合成桁橋の施工法。Prior to the step of lowering the fulcrum on the first and second abutment sides to construct a PSC composite girder bridge, placing floor slab concrete in the positive moment section of the beam;
3. The method of claim 2, further comprising: burying a joint reinforcing bar connecting the slab concrete to each other. 4. 前記ビームの継手位置は前記内側の橋脚に置かせることを特徴とする請求項２に記載の多径間合成桁橋の施工法。The method according to claim 2, wherein the joint position of the beam is placed on the inner pier . 前記ビームの継手位置は前記内側の橋脚の左側と右側のうちいずれか一ヶ所に置かせることを特徴とする請求項２に記載の多径間合成桁橋の施工法。The method according to claim 2, wherein a joint position of the beam is located at one of a left side and a right side of the inner pier .
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CN112446069A (en) * 2019-08-14 2021-03-05 深圳市建筑设计研究总院有限公司 Pre-internal force of structural member and calculation method thereof
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