JP6702835B2 - Bridge girder erection method for multi span span bridge - Google Patents

Bridge girder erection method for multi span span bridge Download PDF

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JP6702835B2
JP6702835B2 JP2016188757A JP2016188757A JP6702835B2 JP 6702835 B2 JP6702835 B2 JP 6702835B2 JP 2016188757 A JP2016188757 A JP 2016188757A JP 2016188757 A JP2016188757 A JP 2016188757A JP 6702835 B2 JP6702835 B2 JP 6702835B2
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erection
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健一 中積
健一 中積
春日　昭夫
昭夫 春日
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Sumitomo Mitsui Construction Co Ltd
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本発明は、所定の径間をもって配置された複数の橋脚の各径間に複数のプレキャストセグメントからなる橋桁を架設する多径間連続橋の橋桁架設方法に関する。 The present invention relates to a bridge girder erection method for a multi-span continuous bridge in which a bridge girder composed of a plurality of precast segments is erected in each span of a plurality of bridge piers arranged with a predetermined span.

コンクリート橋或いはコンクリートと鋼材との複合橋として、橋桁を橋軸方向に複数のブロックに分割し、各ブロックをプレキャスト（ＰＣａ）セグメントにより構築するプレキャストセグメント橋がある。プレキャストセグメント橋の架設方法には、スパンバイスパン工法や、片持ち架設工法（バランスドカンチレバー工法）等がある。 As a concrete bridge or a composite bridge of concrete and steel, there is a precast segment bridge in which a bridge girder is divided into a plurality of blocks in the bridge axis direction and each block is constructed by a precast (PCa) segment. The precast segment bridge erection methods include the span-by-span method and the cantilever erection method (balanced cantilever method).

スパンバイスパン工法としては、例えば、橋桁を架設しようとする径間（以下、架設径間という。）を跨ぐように架設桁（エレクションガーダ）を配置し、架設桁から吊り下げた複数のハンガーにより各ＰＣａセグメントを吊った状態でこれらのＰＣａセグメントを接合し、間詰めコンクリートの打設、並びに外ケーブルの敷設及び緊張を行って１径間ずつ橋桁を架設してゆくハンガー方式のものが公知である（例えば、特許文献１、２参照）。 As a span-by-span method, for example, an erection girder (erection girder) is arranged so as to straddle the span (hereinafter referred to as the erection span) where the bridge girder is to be erected, and a plurality of hangers suspended from the erection girder are used. A hanger system is known in which these PCa segments are joined in a suspended state, and the PCa segments are laid, and the filling concrete is laid, the outer cable is laid and tensioned, and the bridge girders are laid one by one. There is (for example, refer to Patent Documents 1 and 2).

片持ち架設工法としては、移動式の架設作業車（エレクションノーズ）を用いて張り出し架設する工法や、移動式の架設桁（エレクションガーダ）を用いて張り出し架設する工法が知られている。架設桁を用いると、架設作業車を用いる場合に比べ、架設設備の大型化のために仮設備費が増大する一方、架設設備を移動する回数が少なくなるために工期を短縮することができる。そのため、架設桁は、架設作業が繰り返し行われる多径間連続橋の施工に向いている。 As a cantilever erection method, there are known a erection method using a mobile erection work vehicle (erection nose) and a erection method using a mobile erection girder (erection girder). When using the erection girder, compared with the case where the erection work vehicle is used, the temporary equipment cost is increased due to the enlargement of the erection equipment, while the number of times to move the erection equipment is reduced, so that the construction period can be shortened. Therefore, the erection girder is suitable for construction of a multi-span continuous bridge in which erection work is repeated.

特開平８−１３４８４５号公報JP-A-8-134845 特開２００１−１３１９１８号公報JP 2001-131918 A

しかしながら、架設桁を用いてＰＣａセグメントを架設する工法では、架設桁を橋脚上（柱頭部）で支持されるように配置した状態で架設作業を行っており、架設桁を次の径間に移動させるために架設桁に２径間分以上の長さが必要とされる。そのため、架設桁の重量が大きくなり、工費が高くなる。径間が長大な場合等には、架設桁の中央部に塔を設け、塔から斜めに張った斜ケーブルにより架設桁の支間部分を支持することで架設桁の軽量化を図ることもあるが、このような構成にすると、斜ケーブルの調節が必要になるため維持管理が煩雑になる。また、架設桁の重量が大きくなると、橋脚に要求される支持荷重が大きくなり、これによる下部構造の大型化によっても橋梁全体の工費が高くなる。 However, in the method of constructing the PCa segment using the erection girder, the erection work is performed with the erection girder arranged so as to be supported on the pier (column head), and the erection girder is moved to the next radius. In order to do this, the erection girder is required to have a length of two spans or more. Therefore, the weight of the erection girder becomes large and the construction cost becomes high. When the span is large, a tower may be installed in the center of the erection girder, and the sloping cable diagonally extending from the tower may be used to support the span of the erection girder to reduce the weight of the erection girder. With such a configuration, maintenance of the diagonal cable becomes necessary, and maintenance becomes complicated. Further, when the weight of the erection girder becomes large, the supporting load required for the pier becomes large, and the construction cost of the entire bridge also increases due to the increase in size of the lower structure.

本発明は、このような背景に鑑み、従来よりも短い架設桁を用いてＰＣａセグメントからなる橋桁を構築できる多径間連続橋の橋桁架設方法を提供することを課題とする。 In view of such a background, an object of the present invention is to provide a bridge girder erection method for a multi-span continuous bridge that can construct a bridge girder composed of a PCa segment by using an erection girder shorter than before.

このような課題を解決するために、本発明は、所定の径間（Ｓ）をもって配置された複数の橋脚（２）の各径間に複数のＰＣａセグメント（５）からなる橋桁（３）を架設する多径間連続橋（１）の橋桁架設方法であって、複数の支持部（３３）を有し、前記径間よりも長く且つ前記径間の２倍よりも短い架設桁（３０）を用意する第１ステップ（図２（Ａ）、図６（Ａ））と、前記支持部（３３）を介して、前記架設桁（３０）の後端が架設径間（Ｓ０）における後方橋脚（２Ｂ）に設けられる後方柱頭部（４Ｂ）から前方に向けて張り出す後部張出桁（１１）に支持され、前記架設桁（３０）の中間部が前記架設径間（Ｓ０）における前方橋脚（２Ｆ）に設けられる前方柱頭部（４Ｆ）に支持される開始位置に前記架設桁（３０）を配置する第２ステップ（図２（Ａ）、図６（Ａ））と、前記架設桁（３０）を利用して前記ＰＣａセグメント（５）を配置し、前記前方柱頭部（４Ｆ）から後方に向けて張り出す前部張出桁（１２）、前記前方柱頭部（４Ｆ）から前方に向けて張り出す次径間（Ｓ１）の後部張出桁（１１１）、及び前記架設径間（Ｓ０）における前記後部張出桁（１１）と前記前部張出桁（１２）とを連結する桁連結部（１６）を構築し、当該架設径間（Ｓ０）における前記後方橋脚（２Ｂ）及び前記前方橋脚（２Ｆ）に前記橋桁（３）を架け渡す第３ステップ（図２（Ｂ）〜図２（Ｃ）、図３（Ｆ）〜図４（Ｇ）、図６（Ｂ）〜図７（Ｄ））と、前記支持部（３３）を介して、前記架設桁（３０）の後端が前記前方柱頭部（４Ｆ）から前方に向けて張り出す前記次径間（Ｓ１）の前記後部張出桁（１１１）に支持され、前記架設桁（３０）の中間部が前記次径間（Ｓ１）の前記前方橋脚（２Ｆ１）に設けられる前記前方柱頭部（４Ｆ１）に支持される完了位置まで前記架設桁（３０）を前方へ移動する第４ステップ（図３（Ｄ）〜図３（Ｅ）、図４（Ｈ）〜図５（Ｊ）、図７（Ｅ）〜図８（Ｉ））とを繰り返すことにより、複数の前記径間（Ｓ）に渡って連続して前記橋桁（３）を架設する構成とする。 In order to solve such a problem, the present invention provides a bridge girder (3) composed of a plurality of PCa segments (5) in each span of a plurality of bridge piers (2) arranged with a predetermined span (S). A bridge girder erection method for a multi-span continuous bridge (1) to be erected, which has a plurality of support parts (33), and is longer than the span and shorter than twice the span. The first step (FIG. 2(A), FIG. 6(A)) to prepare the rear end of the erection girder (30) in the erection span (S 0 ) via the support part (33). It is supported by a rear overhanging girder (11) that extends forward from a rear pillar head (4B) provided on the pier (2B), and an intermediate portion of the erection girder (30) is in the erection span (S 0 ). The second step (FIG. 2(A), FIG. 6(A)) of arranging the erection girder (30) at the start position supported by the front stud (4F) provided on the front pier (2F), and the erection. The PCa segment (5) is arranged using a girder (30), and a front overhanging girder (12) projecting rearward from the front stigma (4F) and front from the front stigma (4F). Rear overhang girder (11 1 ) that projects toward the next span (S 1 ), and the rear overhang girder (11) and the front overhang girder (12) in the erection span (S 0 ). A third step of constructing a girder connecting part (16) for connecting and, and bridging the bridge girder (3) to the rear pier (2B) and the front pier (2F) in the span (S 0 ). 2(B) to FIG. 2(C), FIG. 3(F) to FIG. 4(G), and FIG. 6(B) to FIG. 7(D)), and the erection girder via the support part (33). (30) The rear end of the erection girder (30) is supported by the rear overhanging girder (11 1 ) of the next span (S 1 ) that projects forward from the front stigma (4F). A fourth moving forward the erection girder (30) to a completion position in which an intermediate portion is supported by the front stud (4F 1 ) provided on the front pier (2F 1 ) of the next span (S 1 ). By repeating the steps (FIG. 3(D) to FIG. 3(E), FIG. 4(H) to FIG. 5(J), and FIG. 7(E) to FIG. 8(I)), the plurality of spans ( The bridge girder (3) is continuously installed over S).

この構成によれば、架設桁が径間の２倍よりも短くても、次径間の架設のために架設桁の中間部が次径間の前方柱頭部に支持されるように架設桁を移動させることができる。これにより、従来よりも短い架設桁を用いてＰＣａセグメントからなる橋桁を連続する径間に順次架設できる。 According to this configuration, even if the erection girder is shorter than twice the span, the erection girder is supported so that the middle part of the erection girder is supported by the front pillar head of the next span for the erection of the next span. Can be moved. As a result, bridge girders made of PCa segments can be successively erected between continuous spans using a erection girder shorter than the conventional one.

また、上記の発明において、前記第４ステップの前に、前記次径間（Ｓ１）の前記後部張出桁（１１１）に補強用の第１仮ＰＣケーブル（２１１）を設けてプレストレスを導入するステップ（図２（Ｂ）、図６（Ｂ））と、先行して前記橋桁（３）が架け渡された後方側に隣接する先径間（Ｓ−１）における前記橋桁（３−１）の架け渡し時に前記架設径間（Ｓ０）の前記後部張出桁（１１）にプレストレスを導入するために設けられていた補強用の第１仮ＰＣケーブル（２１）を、前記第３ステップの後に取り外すステップ（図４（Ｇ）、図６（Ｃ））とを更に備える構成とすることができる。 Further, in the above invention, before the fourth step, a first temporary PC cable (21 1 ) for reinforcement is provided on the rear overhanging girder (11 1 ) in the next span (S 1 ). The step of introducing stress (FIG. 2(B), FIG. 6(B)) and the bridge girder (S −1 ) adjacent to the rear side where the bridge girder (3) was previously bridged (S −1 ). 3 -1 ) When bridging, the first temporary PC cable (21) for reinforcement, which was provided to introduce prestress to the rear overhanging girder (11) in the span (S 0 ), The configuration may further include a step of removing (FIG. 4(G), FIG. 6(C)) after the third step.

この構成によれば、架設桁の後端が片持ち支持状態の次径間の後部張出桁に支持される前に、次径間の後部張出桁が第１仮ＰＣケーブルにより補強される。そのため、次径間に橋桁を架設するために繰り返す第２ステップで架設桁の後端を支持させるために、後部張出桁の部材断面を大型化する必要或いは本設の完成ＰＣケーブルによって後部張出桁に局所的にプレストレスを導入する必要がない。また、後方橋脚及び前方橋脚間に橋桁が架け渡された後に第１仮ＰＣケーブルが取り外されるため、第１仮ＰＣケーブルを後に架設する径間の後部張出桁の補強に転用でき、工費の上昇を抑制できる。 According to this structure, the rear overhanging girder of the next span is reinforced by the first temporary PC cable before the rear end of the erection girder is supported by the rear overhanging girder of the next span in the cantilevered state. . Therefore, in order to support the rear end of the erection girder in the second step that is repeated to erect the bridge girder between the next diameters, it is necessary to enlarge the member cross section of the rear extension girder or the rear extension with the completed PC cable of the main installation There is no need to introduce prestress locally at the beam. Further, since the first temporary PC cable is removed after the bridge girder is bridged between the rear pier and the front pier, the first temporary PC cable can be diverted to the reinforcement of the rear overhang girder for the span to be installed later, and the construction cost is reduced. The rise can be suppressed.

また、上記の発明において、前記第３ステップでは、前記架設径間（Ｓ０）における前記後部張出桁（１１）と前記前部張出桁（１２）とに複数の前記ＰＣａセグメント（５）を張り出し架設方式で順次連結し、前記桁連結部（１６）を構築する（図２（Ｂ）〜図２（Ｃ）、図３（Ｆ））構成とするとよい。 Further, in the above invention, in the third step, a plurality of the PCa segments (5) are provided on the rear overhanging girder (11) and the front overhanging girder (12) in the span span (S 0 ). It is advisable to construct the girder connecting portion (16) by sequentially connecting the cables by an overhanging construction method (FIGS. 2B to 2C and 3F).

この構成によれば、前部張出桁及び次径間の後部張出桁と同じ方式で桁連結部を構築でき、架設設備の簡略化と作業内容の統一により作業を簡略化できる。 According to this configuration, the girder connecting portion can be constructed in the same manner as the front overhanging girder and the rear overhanging girder between the next spans, and the work can be simplified by simplifying the installation equipment and unifying the work contents.

また、上記の発明において、前記第３ステップは、前記架設径間（Ｓ０）における前記後部張出桁（１１）から更に前方に向けて張り出す後部延長桁（１３）を構築するステップ（図２（Ｂ）〜図２（Ｃ））と、前記前部張出桁（１２）から更に後方に向けて張り出して前記後部延長桁（１３）に連結される前部延長桁（１４）を構築するステップ（図３（Ｆ）〜図４（Ｇ））とを含み、前記第４ステップは、前記後部延長桁（１３）を構築した後に、前記支持部（３３）を介して、前記架設桁（３０）の中間部が前記前部張出桁（１２）及び前記次径間（Ｓ１）の前記後部張出桁（１１１）に支持され、前記架設桁（３０）の後端が前記後部延長桁（１３）に支持される中間位置まで前記架設桁（３０）を前方へ移動するステップ（図３（Ｄ）〜（Ｅ））と、前記前部延長桁（１４）を構築した後に、前記架設桁を前記中間位置から前記完了位置まで前方へ移動するステップ（図４（Ｈ）〜図５（Ｊ））とを含む構成とするとよい。 Further, in the above invention, in the third step, a step of constructing a rear extension girder (13) protruding further forward from the rear extension girder (11) in the installation span (S 0 ) (Fig. 2(B) to FIG. 2(C)) and a front extension girder (14) that extends further rearward from the front extension girder (12) and is connected to the rear extension girder (13). (F) to FIG. 4(G)), and in the fourth step, after constructing the rear extension girder (13), the erection girder via the support part (33). The middle part of (30) is supported by the front overhanging girder (12) and the rear overhanging girder (11 1 ) of the next span (S 1 ), and the rear end of the erection girder (30) is the above. Moving the erection girder (30) forward to an intermediate position supported by the rear extension girder (13) (FIGS. 3(D)-(E)) and after constructing the front extension girder (14) , A step of moving the erection girder forward from the intermediate position to the completion position (FIGS. 4(H) to 5(J)).

この構成によれば、架設桁の中間部が前部張出桁及び後部張出桁に支持されるように架設桁が前方へ移動することにより、架設桁の後端を支持する支持部が後方柱頭部から遠くなる一方で、架設桁の後端の支持荷重が小さくなることにより、後部張出桁の曲げモーメントを小さくした状態で前部延長桁を構築することができる。 According to this structure, the supporting part supporting the rear end of the erection girder is moved backward by moving the erection girder forward so that the middle part of the erection girder is supported by the front and rear erection girders. Since the supporting load at the rear end of the erection girder becomes smaller while being farther from the pillar head, it is possible to construct the front extension girder with the bending moment of the rear overhang girder reduced.

また、上記の発明において、前記第３ステップは、前記架設桁（３０）の後端が前記後部延長桁（１３）に支持される前記中間位置まで前記架設桁（３０）を移動する前に、前記後部延長桁（１３）に補強用の第２仮ＰＣケーブル（２２）を設けてプレストレスを導入するステップ（図３（Ｄ））と、前記前部延長桁（１４）を構築した後に、前記後部延長桁（１３）に設けられている前記第２仮ＰＣケーブル（２２）を取り外すステップ（図４（Ｇ））とを更に含む構成とするとよい。 Further, in the above invention, in the third step, before moving the erection girder (30) to the intermediate position where the rear end of the erection girder (30) is supported by the rear extension girder (13), Providing a second temporary PC cable (22) for reinforcement to the rear extension girder (13) to introduce prestress (FIG. 3(D)), and after constructing the front extension girder (14), The step of removing the second temporary PC cable (22) provided on the rear extension girder (13) (FIG. 4(G)) may be further included.

この構成によれば、架設桁の後端が片持ち支持状態の後部延長桁に支持される前に、後部延長桁が第２仮ＰＣケーブルにより補強される。そのため、中間位置にて前部延長桁を構築する架設桁の後端を後部延長桁に支持させるために、後部延長桁や後部張出桁の部材断面を大型化する必要或いは本設の完成ＰＣケーブルによって後部延長桁や後部張出桁に局所的にプレストレスを導入する必要がない。また、後方橋脚及び前方橋脚間に橋桁が架け渡された後に第２仮ＰＣケーブルが取り外されるため、後に架設作業を行う次径間の後部延長桁の補強に第２仮ＰＣケーブルを転用でき、工費の上昇を抑制できる。 According to this configuration, the rear extension girder is reinforced by the second temporary PC cable before the rear end of the erection girder is supported by the rear extension girder in the cantilevered state. Therefore, in order to support the rear end of the erection girder that constructs the front extension girder at the intermediate position to the rear extension girder, it is necessary to enlarge the member cross section of the rear extension girder or the rear overhanging girder or the completed PC of the main installation. The cable eliminates the need to locally introduce prestress to the rear extension girder or rear extension girder. Further, since the second temporary PC cable is removed after the bridge girder is bridged between the rear pier and the front pier, the second temporary PC cable can be diverted to the reinforcement of the rear extension girder of the next span to be installed later. The rise in construction costs can be suppressed.

また、上記の発明において、前記第３ステップでは、複数の前記ＰＣａセグメント（５）をハンガー方式で前記架設桁（３０）に吊り下げた状態で連結し、前記桁連結部（１６）を構築する（図６（Ｃ））構成とすることができる。 Further, in the above invention, in the third step, a plurality of the PCa segments (5) are connected by a hanger method in a state of being suspended from the erection girder (30) to construct the girder connection part (16). (FIG. 6C).

この構成によれば、桁連結部における複数のＰＣａセグメントをまとめて接合し、接合作業の回数を少なくできるため、工期を短縮できる。 According to this configuration, the plurality of PCa segments in the girder connecting portion are joined together, and the number of joining operations can be reduced, so that the construction period can be shortened.

このように本発明によれば、従来よりも短い架設桁を用いてＰＣａセグメントからなる橋桁を構築できる多径間連続橋の橋桁架設方法を提供することができる。 As described above, according to the present invention, it is possible to provide a bridge girder erection method for a multi-span continuous bridge in which a bridge girder composed of PCa segments can be constructed using an erection girder shorter than before.

第１実施形態に係る多径間連続橋の橋桁架設状態を示す側面図The side view which shows the bridge girder erection state of the multi-span continuous bridge which concerns on 1st Embodiment. 第１実施形態に係る多径間連続橋の橋桁架設方法の説明図Explanatory drawing of the bridge girder erection method of the multi-span continuous bridge which concerns on 1st Embodiment 第１実施形態に係る多径間連続橋の橋桁架設方法の説明図Explanatory drawing of the bridge girder erection method of the multi-span continuous bridge which concerns on 1st Embodiment 第１実施形態に係る多径間連続橋の橋桁架設方法の説明図Explanatory drawing of the bridge girder erection method of the multi-span continuous bridge which concerns on 1st Embodiment 第１実施形態に係る多径間連続橋の橋桁架設方法の説明図Explanatory drawing of the bridge girder erection method of the multi-span continuous bridge which concerns on 1st Embodiment 第２実施形態に係る多径間連続橋の橋桁架設方法の説明図Explanatory drawing of the bridge girder erection method of the multi-span continuous bridge which concerns on 2nd Embodiment 第２実施形態に係る多径間連続橋の橋桁架設方法の説明図Explanatory drawing of the bridge girder erection method of the multi-span continuous bridge which concerns on 2nd Embodiment 第２実施形態に係る多径間連続橋の橋桁架設方法の説明図Explanatory drawing of the bridge girder erection method of the multi-span continuous bridge which concerns on 2nd Embodiment

以下、図面を参照して、本発明の実施形態について詳細に説明する。 Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings.

≪第１実施形態≫
まず、図１〜図５を参照して、第１実施形態に係る多径間連続橋１の橋桁架設方法について説明する。図１は、多径間連続橋１の橋桁架設中のある状態を示す側面図である。図１に示されるように、多径間連続橋１は、所定の径間Ｓ（Ｓ−１〜Ｓ１）をもって橋軸方向に１列に配置された複数の橋脚２（２Ｂ、２Ｆ）と、橋軸方向に互いに隣接する１対の橋脚２間（径間Ｓ）に連続するように架け渡される複数の橋桁３とにより構成される。複数の橋脚２は、橋桁３の架設に先行して構築される。また、各橋脚２上には、橋桁３の架け渡しに先行して柱頭部４（４Ｂ、４Ｆ）が構築される。柱頭部４は、ＰＣａコンクリートからなるセグメントを含んで構築されてもよく、現場打ちコンクリートにより構築されてもよい。複数の径間Ｓは、一定であってもよく、変化していてもよい。ここでは複数の径間Ｓが同一の径間長Ｌ１を有するものとして説明する。 «First embodiment»
First, a bridge girder erection method for the multi-span continuous bridge 1 according to the first embodiment will be described with reference to FIGS. 1 to 5. FIG. 1 is a side view showing a state in which a multi-span continuous bridge 1 is being erected. As shown in FIG. 1, the multi-span continuous bridge 1 includes a plurality of bridge piers 2 (2B, 2F) arranged in one row in the bridge axial direction with a predetermined span S (S −1 to S 1 ). , A plurality of bridge girders 3 spanning continuously between a pair of piers 2 (span S) adjacent to each other in the bridge axis direction. The plurality of bridge piers 2 are constructed prior to the construction of the bridge girder 3. In addition, on each bridge pier 2, column heads 4 (4B, 4F) are constructed prior to bridging the bridge girders 3. The column head 4 may be constructed by including a segment made of PCa concrete or may be constructed by cast-in-place concrete. The plurality of spans S may be constant or may change. Here, it is assumed that the plurality of spans S have the same span length L1.

図１に示される３つの橋脚２のうち、最も左側の橋脚２の左側では、１対の橋脚２間に既に橋桁３が架け渡されており、図１は、最も左側の橋脚２と中央の橋脚２との間に橋桁３を架け渡す作業を行っている状態を示している。橋桁３は、複数のＰＣａセグメント５を橋軸方向に張った外ケーブル方式の図示しない複数のＰＣケーブルによって連結することにより構築される箱桁である。橋桁３の断面形状は、特に限定されるものではなく、単一箱桁や多主桁箱桁、多重箱桁等であってよい。橋桁３の架け渡し作業は図１の右方に向かって順次進められる。従って、図１の右方が前方となり、左方が後方となる。 Of the three piers 2 shown in FIG. 1, on the left side of the leftmost pier 2, a bridge girder 3 has already been bridged between the pair of piers 2. FIG. 1 shows the leftmost pier 2 and the center pier 2. The figure shows a state in which the bridge girder 3 is being bridged between the bridge pier 2 and the bridge pier 2. The bridge girder 3 is a box girder constructed by connecting a plurality of PCa segments 5 with a plurality of PC cables (not shown) of an outer cable type stretched in the bridge axis direction. The cross-sectional shape of the bridge girder 3 is not particularly limited and may be a single box girder, a multi-main girder box girder, a multiple box girder, or the like. The work of bridging the bridge girders 3 proceeds sequentially toward the right side of FIG. Therefore, the right side of FIG. 1 is the front and the left side is the rear.

以下、橋桁３を架け渡し作業を行っている径間Ｓを架設径間Ｓ０と称し、架設径間Ｓ０の後方側に隣接する、先行して橋桁３が架け渡された径間Ｓを先径間Ｓ−１と称し、架設径間Ｓ０の前方側に隣接する、橋桁３が未だ架け渡されていない径間Ｓを次径間Ｓ１と称する。また、架設径間Ｓ０を構成する前後１対の橋脚２のうち、後方側に位置する橋脚２を後方橋脚２Ｂと称し、前方側に位置する橋脚２を前方橋脚２Ｆと称する。更に、後方橋脚２Ｂの上に構築された柱頭部４を後方柱頭部４Ｂと称し、前方橋脚２Ｆの上に構築された柱頭部４を前方柱頭部４Ｆと称する。 Hereinafter, referred to span S of doing passing work over bridge beam 3 with bridging span S 0, is adjacent to the rear side of the erection span S 0, the span S of the bridge beam 3 is spanned in advance referred to the previous span S -1, adjacent to the front side of the erection span S 0, the span S of the bridge beam 3 has not yet been bridged referred to next span S 1. Further, of the pair of front and rear piers 2 forming the span span S 0 , the pier 2 located on the rear side is referred to as a rear pier 2B, and the pier 2 located on the front side is referred to as a front pier 2F. Further, the stilts 4 constructed on the rear pier 2B are referred to as rear stilts 4B, and the stilts 4 constructed on the front pier 2F are referred to as front stilts 4F.

例えば、前方橋脚２Ｆと称する橋脚２は、架設径間Ｓ０の橋桁３の架け渡しが完了し、次径間Ｓ１の橋桁３の架け渡し作業を行う際には、後方橋脚２Ｂと称されることになる。従って、これら橋脚２や柱頭部４の両呼称は、架設径間Ｓ０を基準とするものとし、先径間Ｓ−１や次径間Ｓ１に対して用いる場合には、径間Ｓに対応する下付き文字を付して、次径間Ｓ１の前方柱頭部４Ｆ１等と記す。橋桁３や後述する後部張出桁１１等の部材についても同様とする。架設径間Ｓ０に対して用いる場合やまとめて指す場合には、径間Ｓに対応する下付き文字を省略する。 For example, the bridge pier 2 referred to as the front bridge pier 2F is called the rear bridge pier 2B when the bridge girder 3 with the span span S 0 has been bridged and the bridge girder 3 with the next span S 1 is bridged. Will be. Therefore, both names of the bridge pier 2 and the pillar head 4 are based on the span span S 0 , and when used for the front span S −1 and the next span S 1 , the span S is Corresponding subscripts will be affixed and referred to as the front stigma 4F 1 etc. of the next span S 1 . The same applies to members such as the bridge girder 3 and the rear overhang girder 11 described later. When used for the span span S 0 or collectively referred to, the subscript corresponding to the span S is omitted.

図１の状態では、架設径間Ｓ０において、後方柱頭部４Ｂから前方に向けて径間長Ｌ１の４分の１程度の長さをもって張り出す後部張出桁１１と、前方柱頭部４Ｆから後方に向けて径間長Ｌ１の４分の１程度の長さをもって張り出す前部張出桁１２とが片持ち支持状態で架設（構築）されている。また、前方柱頭部４Ｆから前方に向けて径間長Ｌ１の４分の１程度の長さをもって張り出す次径間Ｓ１の後部張出桁１１１が片持ち支持状態で架設されている。架設径間Ｓ０の後部張出桁１１は、後方柱頭部４Ｂの前面に順次接合された複数のＰＣａセグメント５により構成され、前部張出桁１２は、前方柱頭部４Ｆの後面に順次接合された複数のＰＣａセグメント５により構成されている。次径間Ｓ１の後部張出桁１１１は、前方柱頭部４Ｆの前面に順次接合された複数のＰＣａセグメント５により構成されている。 In the state of FIG. 1, in the erection span S 0 , from the rear overhang girder 11 that extends forward from the rear stigma 4B with a length of about ¼ of the span length L1, and from the front sill 4F. A front projecting girder 12 that projects toward the rear with a length of about ¼ of the span length L1 is erected (constructed) in a cantilevered support state. Further, a rear span girder 11 1 of the next span S 1 that projects from the front pillar 4F toward the front with a length of about ¼ of the span length L1 is erected in a cantilevered state. The rear overhanging girder 11 of the erection span S 0 is composed of a plurality of PCa segments 5 sequentially joined to the front surface of the rear stigma 4B, and the front overhanging girder 12 sequentially joins to the rear surface of the front stigma 4F. It is composed of a plurality of PCa segments 5. The rear overhanging girder 11 1 of the next span S 1 is composed of a plurality of PCa segments 5 sequentially joined to the front surface of the front stigma 4F.

架設径間Ｓ０の後部張出桁１１及び前部張出桁１２、並びに次径間Ｓ１の後部張出桁１１１を構成する各ＰＣａセグメント５は、後方柱頭部４Ｂ又は前方柱頭部４Ｆを中心として対称に配置された１対のＰＣａセグメント５に両端を定着されるように設けられた複数のＰＣケーブルの緊張力により、柱頭部４又は柱頭部４側に隣接配置されたＰＣａセグメント５にそれぞれ接合されている。 Rear ChoIzuruketa 11 and front ChoIzuruketa 12 erection span S 0, and each PCa segment 5 constituting the rear ChoIzuruketa 11 1 of the following span S 1, the rear stigmas portion 4B or forward stigmas portion 4F By a tension force of a plurality of PC cables provided so that both ends are fixed to a pair of PCa segments 5 arranged symmetrically with respect to each other, the head portion 4 or the PCa segment 5 arranged adjacent to the head portion 4 side. Are joined to each.

また、架設径間Ｓ０の後部張出桁１１及び先径間Ｓ−１の前部張出桁１２−１の上部、並びに次径間Ｓ１の後部張出桁１１１及び架設径間Ｓ０の前部張出桁１２の上部には、外ケーブル方式の補強用の第１仮ＰＣケーブル２１、２１１が設けられている。第１仮ＰＣケーブル２１、２１１は、後部張出桁１１、１１１において最も張出側に配置されたＰＣａセグメント５に前端を定着され、前部張出桁１２−１、１２において最も張出側に配置されたＰＣａセグメント５に後端を定着されている。第１仮ＰＣケーブル２１、２１１に加えられた緊張力により後部張出桁１１、１１１及び前部張出桁１２−１、１２の曲げ耐力が補強される。 Moreover, erection span S rear ChoIzuruketa 11 and front ChoIzuruketa 12 -1 at the top of the previous span S -1 0, and rear ChoIzuruketa 11 1 and erection span S of the next span S 1 on top of the front ChoIzuruketa 12 0, the first temporary PC cable 21, 21 1 for reinforcing the outer cable system is provided. The first provisional PC cables 21, 21 1 have their front ends fixed to the PCa segment 5 arranged on the most projecting side of the rear overhang girders 11, 11 1, and are most stretched over the front overhang girders 12 -1 , 12. The rear end is fixed to the PCa segment 5 arranged on the exit side. The bending force of the rear overhang girders 11 and 11 1 and the front overhang girders 12 −1 and 12 is reinforced by the tension force applied to the first temporary PC cables 21 and 21 1 .

他の実施形態（例えば、図６〜図８を参照して説明する第２実施形態）では、第１仮ＰＣケーブル２１、２１１は、対応する前部張出桁１２−１、１２に後端が定着されるのではなく、後部張出桁１１、１１１の張出基部となる対応する後方柱頭部４Ｂ、４Ｂ１に後端が定着されるように設けられてもよい。 In other embodiments (e.g., a second embodiment will be described with reference to FIGS. 6 to 8), the first temporary PC cable 21 1, the corresponding front ChoIzuruketa 12 -1, after 12 Instead of fixing the end, the rear end may be fixed to the corresponding rear stigma 4B, 4B 1 serving as the protruding base of the rear protrusion girder 11, 11 1 .

架設径間Ｓ０の上には、架設済みの橋桁３上をトレーラ等の運搬車両６によって運搬されてくるＰＣａセグメント５を所定の架設位置に配置するための架設桁３０が配置されている。架設桁３０の本体部は、互いに間隔を空けて配置された状態で連結され、橋軸方向に延在する２本のトラス桁３１により構成されている。架設桁３０の上部（上弦材）には、２本のトラス桁３１を跨ぐように門型クレーン等の揚重装置３２が橋軸方向に移動可能に設けられている。一方、架設桁３０の下部（下弦材）には、架設桁３０を支持する複数（図示例では３つ）の支持部３３（３３Ｒ、３３Ｍ、３３Ｆ）が設けられている。支持部３３は少なくとも３つ設けられ、全ての支持部３３が橋軸方向に移動可能とされている。 On the erection span S 0 , an erection girder 30 for arranging the PCa segment 5 carried by the transportation vehicle 6 such as a trailer on the bridge girder 3 which has been erected at a predetermined erection position is arranged. The main body part of the erection girder 30 is connected to each other in a state of being spaced from each other, and is composed of two truss girders 31 extending in the bridge axis direction. A hoisting device 32 such as a gate crane is provided on the upper portion (upper chord member) of the erection girder 30 so as to be movable in the bridge axis direction so as to straddle the two truss girders 31. On the other hand, a plurality of (three in the illustrated example) support portions 33 (33R, 33M, 33F) that support the erection girder 30 are provided on the lower portion (lower chord member) of the erection girder 30. At least three support portions 33 are provided, and all the support portions 33 are movable in the bridge axis direction.

他の実施形態では、最も後方に配置された後支持部３３Ｒが架設桁３０に固定され、他の複数の（図示例では２つ）の支持部３３が橋軸方向に移動可能とされてもよい。この場合、後支持部３３Ｒは橋桁３に対して移動（走行又は自走）可能とされ、架設桁３０の本体部と共に橋桁３上を移動する。 In another embodiment, the rearmost rear support portion 33R is fixed to the erection girder 30, and a plurality of (two in the illustrated example) support portions 33 are movable in the bridge axis direction. Good. In this case, the rear support portion 33R is movable (running or self-propelled) with respect to the bridge girder 3, and moves on the bridge girder 3 together with the main body of the erection girder 30.

図１の状態では、架設桁３０は、後支持部３３Ｒ及び前後方向の中間に配置された中支持部３３Ｍを介して、架設径間Ｓ０に張り出し架設済みの後部張出桁１１に後端を支持され、最も前方に配置された前支持部３３Ｆを介して、前方柱頭部４Ｆに中間部を支持されている。架設桁３０は、径間長Ｌ１よりも長く径間長Ｌ１の２倍よりも短い橋軸方向長さを有しており、後端が後部張出桁１１に重なった状態で前端が次径間Ｓ１の後部張出桁１１１よりも前方に張り出している。以下、架設桁３０のこの位置を開始位置という。 In the state shown in FIG. 1, the erection girder 30 is extended to the erection span S 0 via the rear support portion 33R and the middle support portion 33M disposed in the middle in the front-rear direction, and the rear end of the erected rear extension girder 11 is provided. Is supported, and an intermediate portion is supported by the front pillar portion 4F via the front support portion 33F arranged at the frontmost position. The erection girder 30 has a length in the bridge axial direction that is longer than the span length L1 and shorter than twice the span length L1. The space S 1 projects to the front of the rear overhang girder 11 1 . Hereinafter, this position of the erection girder 30 is referred to as a start position.

なお、揚重装置３２の移動用に設けられたレールは、図示されるように、架設桁３０の全長に亘って設けられる必要はなく、図１の配置状態において次径間Ｓ１の後部張出桁１１１を張り出し架設できる長さを有していればよい。レールが設けられていない架設桁３０の前端部分３０ａは、架設桁３０を次径間Ｓ１の架設用位置に移動させる際の手延べ機として機能する。架設桁３０の前端には、架設桁３０の移動の際に、次径間Ｓ１の前方橋脚２Ｆ１上に前支持部３３Ｆを配置するまで架設桁３０の前端を支持する前端支持脚３４が設けられている。この他にも架設桁３０には、中間支持脚３５や図示しない吊り足場等が設けられている。 Incidentally, fried rail provided for movement of the heavy device 32, as shown, need not be provided over the entire length of the installation digit 30, a rear Zhang follows span S 1 in the arrangement state shown in FIG. 1 It suffices to have a length that allows the projecting girder 11 1 to be extended and installed. The front end portion 30a of the erection girder 30, which is not provided with rails, functions as a hand extending machine when the erection girder 30 is moved to the erection position of the next span S 1 . At the front end of the erection girder 30, there is a front end support leg 34 that supports the front end of the erection girder 30 during the movement of the erection girder 30 until the front support portion 33F is placed on the front pier 2F 1 of the next span S 1. It is provided. In addition to this, the erection girder 30 is provided with an intermediate support leg 35, a suspension scaffold (not shown), and the like.

次に、図２〜図５を参照して、１つの径間Ｓにおける橋桁３の架設手順について説明する。 Next, with reference to FIGS. 2 to 5, a procedure of erection of the bridge girder 3 in one span S will be described.

図２（Ａ）は、架設径間Ｓ０における橋桁３の架設サイクルのうちの１状態を示している。図示されるように、架設径間Ｓ０においては、後方柱頭部４Ｂから前方に向けて張り出す後部張出桁１１が既に架設されており、架設桁３０が図１と同じ状態に、即ち、後支持部３３Ｒ及び中支持部３３Ｍを介して後部張出桁１１に後端を支持され、前支持部３３Ｆを介して前方柱頭部４Ｆに中間部を支持される開始位置に配置されている。 FIG. 2A shows one state of the erection cycle of the bridge girder 3 in the erection span S 0 . As illustrated, in the erection span S 0 , the rear overhanging girder 11 that projects from the rear column head 4B toward the front has already been erected, and the erection girder 30 is in the same state as in FIG. The rear end is supported by the rear projecting girder 11 via the rear support portion 33R and the middle support portion 33M, and the intermediate portion is supported by the front stigma 4F via the front support portion 33F.

このように配置された架設桁３０を利用して、図２（Ｂ）に示されるように、前方柱頭部４Ｆから後方に向けて張り出す架設径間Ｓ０の前部張出桁１２と、前方柱頭部４Ｆから前方に向けて張り出す次径間Ｓ１の後部張出桁１１１とを片持ち架設工法により架設する。具体的には、前方柱頭部４Ｆの後方及び前方にそれぞれ１つのＰＣａセグメント５を配置し、前方柱頭部４Ｆを挟んだ状態の１対のＰＣａセグメント５をＰＣケーブルによって連結することで片持ち支持状態で架設してゆく作業を所定回に亘って繰り返す。前部張出桁１２と次径間Ｓ１の後部張出桁１１１とを架設した後、次径間Ｓ１の後部張出桁１１１から架設径間Ｓ０の前部張出桁１２に亘る第１仮ＰＣケーブル２１１を設けてプレストレスを導入する。 Using the erection girder 30 arranged in this way, as shown in FIG. 2(B), the front extension girder 12 of the erection span S 0 that bulges rearward from the front column head 4F, The rear span girder 11 1 of the next span S 1 that projects forward from the front pillar part 4F is erected by the cantilever construction method. Specifically, one PCa segment 5 is arranged behind and in front of the front stigma 4F, and a pair of PCa segments 5 sandwiching the front stigma 4F are connected by a PC cable to support the cantilever. The work of erection in this state is repeated a predetermined number of times. Front ChoIzuruketa 12 and after erection and rear ChoIzuruketa 11 1 of the following span S 1, front ChoIzuruketa 12 erection span S 0 from the rear ChoIzuruketa 11 1 of the following span S 1 The pre-stress is introduced by providing the first temporary PC cable 21 1 extending over.

その後、図２（Ｃ）に示されるように、後部張出桁１１から前方に向けて張り出す後部延長桁１３を片持ち架設工法により架設する。具体的には、後部延長桁１３を構成するＰＣａセグメント５を所定の位置に配置し、後方柱頭部４Ｂに後端が定着されるように張った図示しないＰＣケーブルに緊張力を加え、このＰＣケーブルの前端をＰＣａセグメント５に定着することより、ＰＣａセグメント５を後方に隣接配置されたＰＣａセグメント５に接合する作業を繰り返す。 Thereafter, as shown in FIG. 2(C), a rear extension girder 13 protruding from the rear extension girder 11 toward the front is erected by a cantilever erection method. Specifically, the PCa segment 5 that constitutes the rear extension girder 13 is arranged at a predetermined position, and a tension is applied to a PC cable (not shown) stretched so that the rear end is fixed to the rear stigma 4B. By fixing the front end of the cable to the PCa segment 5, the operation of joining the PCa segment 5 to the PCa segment 5 adjacently arranged rearward is repeated.

次に、図３（Ｄ）に示されるように、後部延長桁１３に、補強用の第２仮ＰＣケーブル２２を設けてプレストレスを導入する。具体的には、後方柱頭部４Ｂに後端が定着されるように後方柱頭部４Ｂから前方に向けて第２仮ＰＣケーブル２２を張り、第２仮ＰＣケーブル２２を緊張した状態で後部延長桁１３の最も張出側に配置されたＰＣａセグメント５にその前端を定着する。その後、中支持部３３Ｍを前部張出桁１２の上に、後支持部３３Ｒを後部延長桁１３の前端に、前支持部３３Ｆを次径間Ｓ１の後部張出桁１１１の上に順次移動する。 Next, as shown in FIG. 3D, the second temporary PC cable 22 for reinforcement is provided on the rear extension girder 13 to introduce prestress. Specifically, the second temporary PC cable 22 is stretched from the rear stigma 4B toward the front so that the rear end is fixed to the rear stigma 4B, and the rear extension girder is tensioned with the second temporary PC cable 22. The front end of the PCa segment 5 is fixed to the PCa segment 5 located on the most projecting side of 13. Then, the middle support portion 33M is placed on the front extension girder 12, the rear support portion 33R is placed on the front end of the rear extension girder 13, and the front support portion 33F is placed on the rear extension girder 11 1 of the next span S 1. Move sequentially.

支持部３３の配置が完了した後、図３（Ｅ）に示されるように、架設桁３０（２本のトラス桁３１や揚重装置３２）を前方に移動し、架設桁３０の後端が後支持部３３Ｒを介して後部延長桁１３の前端に支持され、架設桁３０の中間部が中支持部３３Ｍ及び前支持部３３Ｆを介して前部張出桁１２及び次径間Ｓ１の後部張出桁１１１に支持される中間位置に架設桁３０を配置する。 After the arrangement of the support portion 33 is completed, as shown in FIG. 3(E), the erection girder 30 (two truss girders 31 and the lifting device 32) is moved forward, and the rear end of the erection girder 30 is moved. The rear extension girder 13 is supported by the front end of the rear extension girder 13 via the rear support part 33R, and the middle part of the erection girder 30 is connected with the middle support part 33M and the front support part 33F through the front extension girder 12 and the rear part of the next span S 1 . placing the erection digits 30 to an intermediate position where it is supported by the ChoIzuruketa 11 1.

続いて、図３（Ｆ）に示されるように、前部張出桁１２から後方に向けて張り出す前部延長桁１４を片持ち架設工法により架設する。具体的には、前部延長桁１４を構成するＰＣａセグメント５を所定の位置に配置し、前方柱頭部４Ｆに前端が定着されるように張った図示しないＰＣケーブルに緊張力を加え、このＰＣケーブルの後端をＰＣａセグメント５に定着することより、ＰＣａセグメント５を前方に隣接配置されたＰＣａセグメント５に接合する作業を繰り返す。後部延長桁１３と前部延長桁１４との間には、後方柱頭部４Ｂからの張出桁と前方柱頭部４Ｆからの張出桁とを連結する閉合部１５が設けられる。閉合部１５は、現場打ちコンクリートにより構築される場合や、閉合部セグメントを設け、その両端に場所打ち目地を打設して構築される場合がある。 Subsequently, as shown in FIG. 3(F), a front extension girder 14 that projects rearward from the front extension girder 12 is erected by a cantilever erection method. Specifically, the PCa segment 5 constituting the front extension girder 14 is arranged at a predetermined position, and a tension is applied to a PC cable (not shown) stretched so that the front end is fixed to the front stigma 4F. By fixing the rear end of the cable to the PCa segment 5, the operation of joining the PCa segment 5 to the PCa segment 5 arranged adjacently forward is repeated. A closing portion 15 is provided between the rear extension girder 13 and the front extension girder 14 to connect the overhanging girder from the rear column head 4B and the overhanging girder from the front column head 4F. The closing portion 15 may be constructed of cast-in-place concrete, or may be constructed by providing closing portion segments and placing cast-in-place joints at both ends thereof.

閉合部１５のコンクリートの硬化後、図４（Ｇ）に示されるように、後方柱頭部４Ｂから前方柱頭部４Ｆに至るように本設の完成ＰＣケーブル２３を設ける。完成ＰＣケーブル２３は、後方柱頭部４Ｂ及び前方柱頭部４Ｆにおいて橋桁３の上部に位置し、閉合部１５等の径間中央部において橋桁３の下部に位置するように設ける。そして完成ＰＣケーブル２３に緊張力を加え、完成ＰＣケーブル２３の後端を後方柱頭部４Ｂに定着し、前端を前方柱頭部４Ｆに定着することで、橋桁３にプレストレスを導入する。これにより、後部張出桁１１と前部張出桁１２とを連結する桁連結部１６が構築される。 After the concrete of the closing portion 15 is hardened, as shown in FIG. 4(G), the permanently installed PC cable 23 is provided from the rear pillar head 4B to the front pillar head 4F. The completed PC cable 23 is provided so as to be located above the bridge girder 3 in the rear stigma 4B and the front stilt 4F, and below the bridge girder 3 in the center portion of the span portion 15 and the like. Prestress is introduced into the bridge girder 3 by applying tension to the completed PC cable 23 to fix the rear end of the completed PC cable 23 to the rear stigma 4B and the front end to the front stigma 4F. Thus, the girder connecting portion 16 that connects the rear overhanging girder 11 and the front overhanging girder 12 is constructed.

その後、第１仮ＰＣケーブル２１及び第２仮ＰＣケーブル２２（図３（Ｆ）参照）を取り外す。取り外した第１仮ＰＣケーブル２１は、次径間Ｓ１の次の径間Ｓ２に張り出し架設される後部張出桁１１２の補強に転用し、取り外した第２仮ＰＣケーブル２２は、次径間Ｓ１の後部延長桁１３１の補強に転用する。 Then, the first temporary PC cable 21 and the second temporary PC cable 22 (see FIG. 3F) are removed. The first temporary PC cable 21 after removal, the second temporary PC cable 22 is diverted to the reinforcing of the rear ChoIzuruketa 11 2 which are bridged overhangs next span S 2 of the next span S 1, the removed following Used for reinforcing the rear extension girder 13 1 of the span S 1 .

続いて、図４（Ｈ）に示されるように、架設桁３０の移動準備として、中支持部３３Ｍを次径間Ｓ１の後部張出桁１１１の前端近傍に、後支持部３３Ｒを前部張出桁１２の後端近傍に、前支持部３３Ｆを次径間Ｓ１の後方橋脚２Ｂ１に張り出し架設された後部張出桁１１１よりも前方に順次移動する。 Subsequently, as shown in FIG. 4(H), as a preparation for moving the erection beam 30, the middle support portion 33M is provided near the front end of the rear span girder 11 1 of the next span S 1 and the rear support portion 33R is placed in front. In the vicinity of the rear end of the part overhanging girder 12, the front support portion 33F is sequentially moved forward of the rear overhanging girder 11 1 which is erected and installed on the rear pier 2B 1 of the next span S 1 .

支持部３３の配置が完了した後、図４（Ｉ）に示されるように、架設桁３０（２本のトラス桁３１や揚重装置３２）を前方に移動し、架設桁３０の前端を、前端支持脚３４を介して次径間Ｓ１の前方柱頭部４Ｆ１に支持させる。 After the arrangement of the support portion 33 is completed, as shown in FIG. 4(I), the erection girder 30 (two truss girders 31 and the lifting device 32) is moved forward, and the front end of the erection girder 30 is moved. The front pillar 4F 1 of the next span S 1 is supported via the front-end supporting leg 34.

その後、図５（Ｊ）に示されるように、前支持部３３Ｆを次径間Ｓ１の前方柱頭部４Ｆ１上に配置して前支持部３３Ｆに架設桁３０の前端を支持させ、後支持部３３Ｒを次径間Ｓ１の後部張出桁１１１の前端近傍に配置した後、更に架設桁３０を前方に移動する。そして、架設桁３０を、後端が後支持部３３Ｒ及び中支持部３３Ｍを介して次径間Ｓ１の後部張出桁１１１に支持され、中間部が前支持部３３Ｆを介して次径間Ｓ１の前方柱頭部４Ｆ１に支持される完了位置に配置する。これにより、図２（Ａ）と同じ状態となり、１つの径間Ｓにおける橋桁３の架設サイクルが完了する。 After that, as shown in FIG. 5(J), the front support portion 33F is arranged on the front column head 4F 1 of the next span S 1 so that the front support portion 33F supports the front end of the erection girder 30, and the rear support After arranging the portion 33R near the front end of the rear overhanging girder 11 1 of the next span S 1 , the erection girder 30 is further moved forward. Then, the next diameter erection digit 30, rear end through the rear supporting portion 33R and the middle support portion 33M is supported to the rear ChoIzuruketa 11 1 of the following span S 1, the intermediate portion through the front supporting portion 33F It is arranged at a completed position supported by the front stigma 4F 1 in the space S 1 . As a result, the same state as in FIG. 2A is obtained, and the construction cycle of the bridge girder 3 in one span S is completed.

以上の手順を繰り返すことにより、多径間連続橋１の橋桁３が複数の橋脚２に渡って架設される。 By repeating the above procedure, the bridge girder 3 of the multi-span continuous bridge 1 is erected over a plurality of bridge piers 2.

このような手順を採用した本発明では、図２（Ａ）に示されるように、架設桁３０の後端が後部張出桁１１に支持され、架設桁３０の中間部が前方柱頭部４Ｆに支持されるように架設桁３０を配置した後、図２（Ｂ）〜図２（Ｃ）、図３（Ｆ）〜図４（Ｇ）に示されるように、架設桁３０を利用して前部張出桁１２及び桁連結部１６を構築して橋桁３を架け渡すことに加え、次径間Ｓ１の後部張出桁１１１を構築し、図３（Ｄ）〜図３（Ｅ）、図４（Ｈ）〜図５（Ｊ）に示されるように架設桁３０を次径間Ｓ１の架設位置に移動する。そのため、架設桁３０が径間Ｓ（径間長Ｌ１）の２倍よりも短くても、次径間Ｓ１の架設のために架設桁３０の中間部が次径間Ｓ１の前方柱頭部４Ｆ１に支持されるように架設桁３０を移動させることができる。これにより、従来よりも短い架設桁３０を用いてＰＣａセグメント５からなる橋桁３を連続する径間Ｓに順次架設できる。 In the present invention adopting such a procedure, as shown in FIG. 2(A), the rear end of the erection girder 30 is supported by the rear overhang girder 11, and the middle part of the erection girder 30 is attached to the front pillar 4F. After arranging the erection girder 30 so as to be supported, as shown in FIGS. 2(B) to 2(C) and FIGS. 3(F) to 4(G), the erection girder 30 is used to move forward. constructs a BuCho Deketa 12 and column connecting portion 16 in addition to bridging the bridge beam 3, to construct a rear ChoIzuruketa 11 1 of the following span S 1, FIG. 3 (D) ~ FIG 3 (E) As shown in FIGS. 4(H) to 5(J), the erection girder 30 is moved to the erection position of the next span S 1 . Therefore, even if the erection girder 30 is shorter than twice the span S (span length L1), the middle part of the erection girder 30 is located at the front stigma of the next span S 1 for erection of the next span S 1. The erection girder 30 can be moved so as to be supported by 4F 1 . As a result, the bridge girders 3 composed of the PCa segments 5 can be sequentially erected in the continuous spans S using the erection girders 30 shorter than the conventional one.

また、本実施形態では、図３（Ｄ）〜図３（Ｅ）において架設桁３０を次径間Ｓ１に移動する前に、図２（Ｃ）に示されるように、次径間Ｓ１の後部張出桁１１１に補強用の第１仮ＰＣケーブル２１を設けてプレストレスを導入する。これにより、図５（Ｊ）に示されるように次径間Ｓ１の橋桁３１を架設するために架設桁３０の後端を片持ち支持状態の後部張出桁１１１に支持させる前に、更に、図３（Ｄ）に示されるように架設径間Ｓの桁連結部１６を構築するために架設桁３０の中間部を片持ち支持状態の後部張出桁１１１に支持させる前に、後部張出桁１１１が第１仮ＰＣケーブル２１により補強される。そのため、架設桁３０の後端や中間部を支持させるために、次径間Ｓ１の後部張出桁１１１の部材断面を大型化する必要或いは本設の完成ＰＣケーブル２３によって次径間Ｓ１の後部張出桁１１１に局所的にプレストレスを導入する必要がない。また、図２（Ａ）に示される、先径間Ｓ−１における橋桁３−１の架け渡し時に架設径間Ｓ０の後部張出桁１１に予めプレストレスを導入するために設けられていた補強用の第１仮ＰＣケーブル２１を、図４（Ｇ）で橋桁３を架け渡した後に取り外している。そのため、取り外した第１仮ＰＣケーブル２１を後に架設する径間Ｓの後部張出桁１１の補強に転用可能である。これらにより、工費の上昇を抑制することができる。 Further, in the present embodiment, before moving the erection girder 30 to the next span S 1 in FIGS. 3(D) to 3(E), as shown in FIG. 2(C), the next span S 1 rear ChoIzuruketa 11 1 provided with first temporary PC cable 21 for reinforcement is prestressed in. Thus, prior to supporting the rear ChoIzuruketa 11 1 rear a cantilevered state of erection digits 30 to bridging the bridge beam 3 of the following span S 1 as shown in FIG. 5 (J) Further, as shown in FIG. 3D, before the middle portion of the erection girder 30 is supported by the rear overhanging girder 11 1 in a cantilevered state in order to construct the girder connecting portion 16 with the erection span S. , rear ChoIzuruketa 11 1 is reinforced by the first temporary PC cable 21. Therefore, in order to support the rear end and the intermediate portion of the erection girder 30, it is necessary to enlarge the member cross section of the rear extension girder 11 1 of the next span S 1 or the next span S by the completed PC cable 23 of the main installation. It is not necessary to locally introduce prestress to the rear overhang girder 11 1 . Further, as shown in FIG. 2 (A), was provided to introduce a pre prestress the rear ChoIzuruketa 11 erection span S 0 when hung bridge girder 3 -1 in the previous span S -1 The first temporary PC cable 21 for reinforcement is removed after the bridge girder 3 is bridged in FIG. 4(G). Therefore, the removed first provisional PC cable 21 can be diverted to the reinforcement of the rear overhanging girder 11 of the span S to be installed later. Due to these, it is possible to suppress an increase in construction cost.

本実施形態では、架設桁３０を利用して架設径間Ｓ０に橋桁３を架け渡す際に、図２（Ｂ）〜図２（Ｃ）、図３（Ｆ）に示されるように、架設径間Ｓ０における後部張出桁１１と前部張出桁１２とに複数のＰＣａセグメント５を張り出し架設方式で順次連結し、桁連結部１６を構築している。そのため、前部張出桁１２及び次径間Ｓ１の後部張出桁１１１と同じ方式で桁連結部１６を構築でき、架設設備の簡略化と作業内容の統一により作業を簡略化できる。 In the present embodiment, when the bridge girder 3 is bridged over the erection span S 0 by using the erection girder 30, as shown in FIGS. 2(B) to 2(C) and FIG. 3(F), A plurality of PCa segments 5 are sequentially connected to a rear overhang girder 11 and a front overhang girder 12 in the span S 0 by an overhanging construction method to construct a girder connecting portion 16. Therefore, in the same manner as the rear ChoIzuruketa 11 1 of the front ChoIzuruketa 12 and next span S 1 can build digits connecting portion 16, thereby simplifying the work by unification of simplification and work erection equipment.

また、図２（Ｃ）に示されるように、後部張出桁１１から更に前方に向けて張り出す後部延長桁１３を構築し、図３（Ｄ）及び（Ｅ）に示されるように、支持部３３を介して、架設桁３０の中間部が前部張出桁１２及び次径間Ｓ１の後部張出桁１１１に支持され、架設桁３０の後端が後部延長桁１３に支持されるように架設桁３０を前方へ移動し、図３（Ｆ）及び図４（Ｇ）に示されるように、前部張出桁１２から更に後方に向けて張り出して後部延長桁１３に連結される前部延長桁１４を構築している。つまり、図３（Ｅ）に示される、架設桁３０の中間部が前部張出桁１２及び次径間Ｓ１の後部張出桁１１１に支持されるように架設桁３０が前方へ移動した状態では、図２（Ｃ）の状態に比べ、架設桁３０の後端を支持する後支持部３３Ｒが後方柱頭部４Ｂから遠くなる一方で、架設桁３０の後端の支持荷重が小さくなる。これにより、図２（Ｃ）の状態に比べて後部張出桁１１の曲げモーメントを小さくした状態で前部延長桁１４を構築することができる。 Further, as shown in FIG. 2(C), a rear extension girder 13 extending further forward from the rear extension girder 11 is constructed, and the rear extension girder 13 is supported as shown in FIGS. The middle portion of the erection girder 30 is supported by the front extension girder 12 and the rear extension girder 11 1 of the next span S 1 , and the rear end of the erection girder 30 is supported by the rear extension girder 13 via the portion 33. As shown in FIGS. 3(F) and 4(G), the erection girder 30 is moved forward as shown in FIG. 3(F) and FIG. 4(G), and the erection girder 30 is further extended rearward from the front extension girder 12 and connected to the rear extension girder 13. The front extension girder 14 is constructed. That is, the erection girder 30 moves forward so that the middle part of the erection girder 30 shown in FIG. 3(E) is supported by the front overhang girder 12 and the rear overhang girder 11 1 of the next span S 1. 2C, the rear supporting portion 33R that supports the rear end of the erection girder 30 is farther from the rear pillar head 4B, while the supporting load at the rear end of the erection girder 30 is smaller than in the state of FIG. 2C. .. As a result, the front extension girder 14 can be constructed in a state where the bending moment of the rear extension girder 11 is smaller than that in the state of FIG. 2(C).

更に、図３（Ｅ）において架設桁３０の後端が後部延長桁１３に支持される中間位置に架設桁３０を移動する前に、図３（Ｄ）に示されるように、後部延長桁１３に補強用の第２仮ＰＣケーブル２２を設けてプレストレスを導入する。そのため、中間位置にて前部延長桁１４を構築する架設桁３０の後端を後部延長桁１３に支持させるために、後部延長桁１３や後部張出桁１１の部材断面を大型化する必要或いは本設の完成ＰＣケーブル２３によって後部延長桁１３や後部張出桁１１に局所的にプレストレスを導入する必要がない。また、図３（Ｆ）及び図４（Ｇ）において前部延長桁１４を構築した後に、図４（Ｇ）に示されるように後部延長桁１３に設けられている第２仮ＰＣケーブル２２を取り外している。そのため、後に架設作業を行う次径間Ｓ１の後部延長桁１３１の補強に第２仮ＰＣケーブル２２を転用可能である。これらにより、工費の上昇を抑制することができる。 Furthermore, before moving the erection girder 30 to the intermediate position where the rear end of the erection girder 30 in FIG. 3(E) is supported by the rear extension girder 13, as shown in FIG. A second temporary PC cable 22 for reinforcement is provided to introduce prestress. Therefore, in order to support the rear end of the erection girder 30 which constructs the front extension girder 14 at the intermediate position by the rear extension girder 13, it is necessary to increase the member cross section of the rear extension girder 13 or the rear overhang girder 11. It is not necessary to locally introduce prestress to the rear extension girders 13 and the rear extension girders 11 by the complete PC cable 23 that is permanently installed. Further, after the front extension girder 14 is constructed in FIGS. 3F and 4G, the second provisional PC cable 22 provided on the rear extension girder 13 is attached as shown in FIG. 4G. Removed. Therefore, the second temporary PC cable 22 can be diverted to the reinforcement of the rear extension girder 13 1 of the next span S 1 which is to be installed later. Due to these, it is possible to suppress an increase in construction cost.

≪第２実施形態≫
次に、図６〜図８を参照して、第２実施形態に係る橋桁３の架設手順について説明する。なお、多径間連続橋１の構造及びその構築に用いる架設桁３０は第１実施形態と同様である。本実施形態では、主に桁連結部１６の架設方法が第１実施形態と異なっている。以下では、第１実施形態と形態又は機能が同一又は同様の要素には同一の符号を付し、重複する説明は適宜省略する。 «Second embodiment»
Next, with reference to FIGS. 6 to 8, an erection procedure of the bridge girder 3 according to the second embodiment will be described. The structure of the multi-span continuous bridge 1 and the erection girder 30 used for the construction are the same as in the first embodiment. In this embodiment, the method of constructing the girder connecting portion 16 is mainly different from that of the first embodiment. In the following, elements having the same or similar forms or functions as those of the first embodiment are designated by the same reference numerals, and redundant description will be omitted as appropriate.

図６（Ａ）は、架設径間Ｓ０における橋桁３の架設サイクルのうちの１状態を示している。この状態は、図２（Ａ）と同じ状態、即ち、架設径間Ｓ０において後部張出桁１１が既に架設されており、架設桁３０が後支持部３３Ｒ及び中支持部３３Ｍを介して後部張出桁１１に後端を支持され、前支持部３３Ｆを介して前方柱頭部４Ｆに中間部を支持されるように配置された状態である。また、本実施形態においても、このように配置された架設桁３０を利用して、図６（Ｂ）に示されるように、前方柱頭部４Ｆから後方に向けて張り出す架設径間Ｓ０の前部張出桁１２と、前方柱頭部４Ｆから前方に向けて張り出す次径間Ｓ１の後部張出桁１１１とを片持ち架設工法により架設する。前部張出桁１２と次径間Ｓ１の後部張出桁１１１とを架設した後、次径間Ｓ１の後部張出桁１１１に、第１仮ＰＣケーブル２１を設けてプレストレスを導入する。 FIG. 6(A) shows one state of the erection cycle of the bridge girder 3 in the erection span S 0 . This state is the same as that in FIG. 2A, that is, the rear overhanging girder 11 has already been erected in the erection span S 0 , and the erection girder 30 has the rear portion via the rear support portion 33R and the middle support portion 33M. The rear end is supported by the overhang girder 11, and the middle portion is supported by the front pillar 4F through the front support portion 33F. Further, also in the present embodiment, by using the erection girder 30 arranged in this way, as shown in FIG. 6(B), the erection span S 0 that projects rearward from the front column head 4F is The front projecting girder 12 and the rear projecting girder 11 1 of the next span S 1 projecting forward from the front pillar part 4F are erected by the cantilever construction method. After erection the front ChoIzuruketa 12 and the rear ChoIzuruketa 11 1 of the following span S 1, the rear ChoIzuruketa 11 1 of the following span S 1, prestressing is provided a first temporary PC cable 21 To introduce.

一方、本実施形態では、その後、図６（Ｃ）に示されるように、後部張出桁１１と前部張出桁１２とを連結する桁連結部１６をハンガー方式で構築する。具体的には、次のようにして作業を行う。 On the other hand, in the present embodiment, thereafter, as shown in FIG. 6C, the girder connecting portion 16 that connects the rear overhanging girder 11 and the front overhanging girder 12 is constructed by a hanger method. Specifically, the work is performed as follows.

まず、後部張出桁１１から前方に向けて張り出す後部延長桁１３を構成する複数のＰＣａセグメント５を、吊り部材３６を介して架設桁３０により吊り下げた状態で所定の位置に配置する。また、前部張出桁１２から後方に向けて張り出す前部延長桁１４を構成する複数のＰＣａセグメント５を、吊り部材３６を介して架設桁３０により吊り下げた状態で所定の位置に配置する。そして、後方柱頭部４Ｂに後端が定着されるように張った図示しないＰＣケーブルに緊張力を加え、このＰＣケーブルの前端を、後部延長桁１３を構成する複数のＰＣａセグメント５のうち前端に配置されたものに定着することにより、これら複数のＰＣａセグメント５を一括して後部張出桁１１に接合する。また、前方柱頭部４Ｆに前端が定着されるように張った図示しないＰＣケーブルに緊張力を加え、このＰＣケーブルの後端を、前部延長桁１４を構成する複数のＰＣａセグメント５のうち後端に配置されたものに定着することより、これら複数のＰＣａセグメント５を一括して前部張出桁１２に接合する。後部延長桁１３と前部延長桁１４との間に設けられる閉合部１５は、現場打ちコンクリートにより構築される場合や、閉合部セグメントを設け、その両端に場所打ち目地を打設して構築される場合がある。 First, the plurality of PCa segments 5 forming the rear extension girder 13 protruding forward from the rear extension girder 11 are placed at predetermined positions in a state of being suspended by the erection girder 30 via the suspending member 36. In addition, a plurality of PCa segments 5 forming the front extension girder 14 protruding rearward from the front extension girder 12 are arranged at predetermined positions in a state of being suspended by the erection girder 30 via the suspension member 36. To do. Then, a tension force is applied to a PC cable (not shown) stretched so that the rear end is fixed to the rear stigma 4B, and the front end of this PC cable is set to the front end of the plurality of PCa segments 5 forming the rear extension girder 13. The plurality of PCa segments 5 are collectively bonded to the rear overhang girder 11 by fixing the arranged PCa segments 5 on the arranged one. Further, a tension force is applied to a PC cable (not shown) stretched so that the front end is fixed to the front stigma 4F, and the rear end of this PC cable is placed at the rear of the plurality of PCa segments 5 constituting the front extension girder 14. The plurality of PCa segments 5 are collectively bonded to the front overhang girder 12 by fixing to the one arranged at the end. The closing part 15 provided between the rear extension girder 13 and the front extension girder 14 is constructed in the case of being constructed by cast-in-place concrete, or by providing the closing part segment and placing cast-in-place joints at both ends thereof. There is a case.

閉合部１５のコンクリートの硬化後、後方柱頭部４Ｂから前方柱頭部４Ｆに至るように本設の完成ＰＣケーブル２３を設け、完成ＰＣケーブル２３に緊張力を加え、完成ＰＣケーブル２３の後端を後方柱頭部４Ｂに定着し、前端を前方柱頭部４Ｆに定着することで、橋桁３にプレストレスを導入する。これにより、後部張出桁１１と前部張出桁１２とを連結する桁連結部１６が構築される。その後、架設径間Ｓ０の後部張出桁１１に設けられていた第１仮ＰＣケーブル２１を取り外す。取り外した第１仮ＰＣケーブル２１は、次径間Ｓ１の次の径間Ｓ２に架設される後部張出桁１１２の補強に転用する。 After the concrete of the closing portion 15 is hardened, a permanently installed complete PC cable 23 is provided from the rear pillar part 4B to the front pillar part 4F, and a tension force is applied to the completed PC cable 23 to fix the rear end of the completed PC cable 23. Prestressing is introduced into the bridge girder 3 by fixing it to the rear stigma 4B and fixing the front end to the front stigma 4F. Thus, the girder connecting portion 16 that connects the rear overhanging girder 11 and the front overhanging girder 12 is constructed. Then, the first temporary PC cable 21 provided on the rear extension girder 11 of the span span S 0 is removed. The removed first provisional PC cable 21 is diverted to the reinforcement of the rear overhang girder 11 2 that is installed in the next span S 2 after the next span S 1 .

その後、図７（Ｄ）に示されるように、ＰＣａセグメント５を吊っていた吊り部材３６を取り外す。続いて、図７（Ｅ）に示されるように、架設桁３０の移動の準備として、中支持部３３Ｍを前部張出桁１２の上に、後支持部３３Ｒを後部延長桁１３の前端に、前支持部３３Ｆを次径間Ｓ１の後部張出桁１１１の上に順次移動する。 Then, as shown in FIG. 7D, the suspension member 36 suspending the PCa segment 5 is removed. Subsequently, as shown in FIG. 7(E), in preparation for movement of the erection girder 30, the middle support portion 33M is provided on the front extension girder 12, and the rear support portion 33R is provided on the front end of the rear extension girder 13. , The front support portion 33F is sequentially moved onto the rear overhang girder 11 1 of the next span S 1 .

支持部３３の配置が完了した後、図７（Ｆ）に示されるように、架設桁３０（２本のトラス桁３１や揚重装置３２）を前方に移動し、架設桁３０の後端が後支持部３３Ｒを介して後部延長桁１３の前端に支持され、架設桁３０の中間部が中支持部３３Ｍ及び前支持部３３Ｆを介して前部張出桁１２及び次径間Ｓ１の後部張出桁１１１に支持されるように架設桁３０を配置する。 After the arrangement of the support portion 33 is completed, as shown in FIG. 7(F), the erection girder 30 (two truss girders 31 and the lifting device 32) is moved forward, and the rear end of the erection girder 30 is moved. The rear extension girder 13 is supported by the front end of the rear extension girder 13 via the rear support part 33R, and the middle part of the erection girder 30 is connected with the middle support part 33M and the front support part 33F through the front extension girder 12 and the rear part of the next span S 1 . placing the erection digits 30 to be supported in ChoIzuruketa 11 1.

その後、図８に示されるように、架設桁３０の更なる移動を行う。図８に示される作業は、図４で説明した作業と同じである。つまり、最初に図８（Ｇ）に示されるように、中支持部３３Ｍを次径間Ｓ１の後部張出桁１１１の前端近傍に、後支持部３３Ｒを前部張出桁１２の後端近傍に、前支持部３３Ｆを次径間Ｓ１の後部張出桁１１１よりも前方に順次移動する。その後、図８（Ｈ）に示されるように、架設桁３０を前方に移動し、架設桁３０の前端を、前端支持脚３４を介して次径間Ｓ１の前方柱頭部４Ｆ１に支持させる。続いて、図８（Ｉ）に示されるように、前支持部３３Ｆを次径間Ｓ１の前方柱頭部４Ｆ上に配置して前支持部３３Ｆに架設桁３０の前端を支持させ、後支持部３３Ｒを次径間Ｓ１の後部張出桁１１１の前端近傍に配置した後、更に架設桁３０を前方に移動する。これにより、図６（Ａ）と同じ状態となり、１つの径間Ｓにおける橋桁３の架設サイクルが完了する。 Thereafter, as shown in FIG. 8, the erection girder 30 is further moved. The work shown in FIG. 8 is the same as the work described in FIG. That is, first, as shown in FIG. 8(G), the middle support portion 33M is located near the front end of the rear extension girder 11 1 of the next span S 1 , and the rear support portion 33R is located behind the front extension girder 12. The front support portion 33F is sequentially moved to the vicinity of the end in front of the rear extension girder 11 1 of the next span S 1 . Thereafter, as shown in FIG. 8(H), the erection girder 30 is moved forward, and the front end of the erection girder 30 is supported by the front column head 4F 1 of the next span S 1 via the front end support leg 34. .. Subsequently, as shown in FIG. 8(I), the front support portion 33F is arranged on the front pillar head 4F of the next span S 1 so that the front support portion 33F supports the front end of the erection girder 30, and the rear support After arranging the portion 33R near the front end of the rear overhanging girder 11 1 of the next span S 1 , the erection girder 30 is further moved forward. As a result, the same state as in FIG. 6A is obtained, and the construction cycle of the bridge girder 3 in one span S is completed.

以上の手順を繰り返すことにより、多径間連続橋１の橋桁３が複数の橋脚２に渡って架設される。 By repeating the above procedure, the bridge girder 3 of the multi-span continuous bridge 1 is erected over a plurality of bridge piers 2.

本実施形態においても、図６（Ａ）に示されるように、架設桁３０の後端が後部張出桁１１に支持され、架設桁３０の中間部が前方柱頭部４Ｆに支持されるように架設桁３０を配置した後、図６（Ｂ）〜図７（Ｄ）に示されるように、架設桁３０を利用して前部張出桁１２及び桁連結部１６を構築して橋桁３を架け渡すことに加え、次径間Ｓ１の後部張出桁１１１を構築し、図７（Ｅ）〜図８（Ｉ）に示されるように架設桁３０を次径間Ｓ１の架設位置に移動する点は第１実施形態と同様である。 Also in the present embodiment, as shown in FIG. 6(A), the rear end of the erection girder 30 is supported by the rear overhanging girder 11, and the middle part of the erection girder 30 is supported by the front pillar head 4F. After arranging the erection girder 30, as shown in FIGS. 6(B) to 7(D), the erection girder 30 is used to construct the front overhanging girder 12 and the girder connecting portion 16 to construct the bridge girder 3. in addition to bridging, to construct a rear ChoIzuruketa 11 1 of the following span S 1, erection position erection digit 30 of the next span S 1 as shown in FIG. 7 (E) ~ FIG 8 (I) The point of moving to is similar to that of the first embodiment.

また、図７（Ｅ）〜図８（Ｉ）において架設桁３０を次径間Ｓ１に移動する前に、図６（Ｂ）に示されるように、次径間Ｓ１の後部張出桁１１１に補強用の第１仮ＰＣケーブル２１を設けてプレストレスを導入し、図６（Ａ）に示される、先径間Ｓ−１における橋桁３−１の架け渡し時に架設径間Ｓ０の後部張出桁１１にプレストレスを導入するために設けられていた補強用の第１仮ＰＣケーブル２１を、図６（Ｃ）で橋桁３を架け渡した後に取り外す点も、第１実施形態と同様である。 Before moving the erection girder 30 to the next span S 1 in FIGS. 7(E) to 8(I), as shown in FIG. 6(B), the rear overhang girder of the next span S 1 is 11 1 of the first temporary PC cable 21 for reinforcement and prestressing provided, as shown in FIG. 6 (a), erection when hung bridge girder 3 -1 in the previous span S -1 span S 0 In the first embodiment, the first temporary PC cable 21 for reinforcement, which was provided to introduce prestress to the rear overhang girder 11, is removed after the bridge girder 3 is bridged in FIG. 6C. Is the same as.

一方、本実施形態では、架設桁３０を利用して架設径間Ｓ０に橋桁３を架け渡す際に、図６（Ｃ）に示されるように、複数のＰＣａセグメント５をハンガー方式で架設桁３０に吊り下げた状態で連結し、桁連結部１６を構築している。そのため、桁連結部１６における複数のＰＣａセグメント５をまとめて接合し、接合作業の回数を少なくできるため、工期を短縮できる。 On the other hand, in this embodiment, when the bridge girder 3 is bridged over the span span S 0 by using the erection girder 30, as shown in FIG. 6C, a plurality of PCa segments 5 are erected by the hanger method. The girder connecting portion 16 is constructed by connecting the suspension members 30 in a suspended state. Therefore, the plurality of PCa segments 5 in the girder connecting portion 16 can be joined together and the number of joining operations can be reduced, so that the construction period can be shortened.

以上で具体的実施形態の説明を終えるが、本発明は上記実施形態に限定されることなく幅広く変形実施することができる。例えば、上記実施形態では、３つの支持部３３が架設桁３０に設けられているが、４つ以上設けられてもよい。この他、各部材や部位の具体的構成や配置、数量、角度、手順など、本発明の趣旨を逸脱しない範囲であれば適宜変更可能である。一方、上記実施形態に示した各構成要素や手順は必ずしも全てが必須ではなく、適宜選択することができる。 Although the specific embodiment has been described above, the present invention is not limited to the above embodiment and can be widely modified and implemented. For example, in the above embodiment, the three support portions 33 are provided on the erection girder 30, but four or more support portions 33 may be provided. In addition, the specific configuration and arrangement of each member or part, the number, the angle, the procedure, and the like can be appropriately changed as long as they do not depart from the spirit of the present invention. On the other hand, not all the constituent elements and procedures shown in the above-described embodiments are necessarily essential, and can be appropriately selected.

１ 多径間連続橋
２ 橋脚
２Ｂ 後方橋脚
２Ｆ 前方橋脚
２Ｆ１ 次径間Ｓ１の前方橋脚
３ 橋桁
３−１ 先径間Ｓ−１の橋桁
４ 柱頭部
４Ｂ 後方柱頭部
４Ｆ 前方柱頭部
４Ｆ１ 次径間Ｓ１の前方柱頭部
５ ＰＣａセグメント
１１ 後部張出桁
１１１ 次径間Ｓ１の後部張出桁
１２ 前部張出桁
１３ 後部延長桁
１４ 前部延長桁
１６ 桁連結部
２１ 第１仮ＰＣケーブル
２１１ 次径間Ｓ１の第１仮ＰＣケーブル
２２ 第２仮ＰＣケーブル
３０ 架設桁
３３ 支持部
３３Ｆ 前支持部
３３Ｍ 中支持部
３３Ｒ 後支持部
Ｌ１ 径間長
Ｓ 径間
Ｓ０ 架設径間
Ｓ−１ 先径間
Ｓ１ 次径間 1 bridge girder 4 stigmas portion 4B rear column capital portion 4F front column capital portion 4F 1 of the multi-span continuous bridge 2 piers 2B rear piers 2F front pier 2F 1 primary span S 1 of the front pier 3 bridge beam 3 -1 destination span S -1 rear ChoIzuruketa 12 front ChoIzuruketa 13 rear extension digits 14 front extension digits 16 digits connecting portion 21 of the front column capital portion 5 PCa segment 11 rear ChoIzuruketa 11 primary span S 1 of the next span S 1 second 1 temporary PC cable 21 primary span S first temporary PC cable 22 second temporary PC cable 30 erection girder 33 supporting portion 33F front support supporting portion L1 span length after section 33M in the support portion 33R S span S 0 1 erection span S -1 destination span S 1 primary span

Claims (6)

所定の径間をもって配置された複数の橋脚の各径間に複数のＰＣａセグメントからなる橋桁を架設する多径間連続橋の橋桁架設方法であって、
複数の支持部を有し、前記径間よりも長く且つ前記径間の２倍よりも短い架設桁を用意する第１ステップと、
前記支持部を介して、前記架設桁の後端が架設径間における後方橋脚に設けられる後方柱頭部から前方に向けて張り出す後部張出桁に支持され、前記架設桁の中間部が前記架設径間における前方橋脚に設けられる前方柱頭部に支持される開始位置に前記架設桁を配置する第２ステップと、
前記架設桁を利用して前記ＰＣａセグメントを配置し、前記前方柱頭部から後方に向けて張り出す前部張出桁、前記前方柱頭部から前方に向けて張り出す次径間の前記後部張出桁、及び前記架設径間における前記後部張出桁と前記前部張出桁とを連結する桁連結部を構築し、当該架設径間における前記後方橋脚及び前記前方橋脚に前記橋桁を架け渡す第３ステップと、
前記支持部を介して、前記架設桁の後端が前記前方柱頭部から前方に向けて張り出す前記次径間の前記後部張出桁に支持され、前記架設桁の前記中間部が前記次径間の前記前方橋脚に設けられる前記前方柱頭部に支持される完了位置まで前記架設桁を前方へ移動する第４ステップとを備え、
前記第２ステップから前記第４ステップを繰り返すことにより、複数の前記径間に渡って連続して前記橋桁を架設し、
前記第４ステップの前に、前記次径間の前記後部張出桁に補強用の第１仮ＰＣケーブルを設けてプレストレスを導入するステップと、
先行して前記橋桁が架け渡された後方側に隣接する先径間における前記橋桁の架け渡し時に前記架設径間の前記後部張出桁にプレストレスを導入するために設けられていた前記第１仮ＰＣケーブルを、前記第３ステップの後に取り外すステップとを更に備えることを特徴とする多径間連続橋の橋桁架設方法。 A bridge girder erection method for a multi-span continuous bridge in which a bridge girder composed of a plurality of PCa segments is erected in each span of a plurality of bridge piers arranged with a predetermined span,
A first step of preparing an erection girder having a plurality of supporting portions and having a length longer than the span and shorter than twice the span;
A rear end of the erection girder is supported via the support portion by a rear overhanging girder that extends forward from a rear pillar head provided on a rear pier in the erection span, and an intermediate portion of the erection girder is supported by the erection. A second step of arranging the erection girder at a starting position supported by a front pillar head provided on a front pier in a span;
Using the erection digit placing the PCa segment, the front stigmas front part protruding rearward from ChoIzuruketa, the rear overhang of the next span that protrudes forward from the front stigmas portion A girder and a girder connecting part that connects the rear overhanging girder and the front overhanging girder in the span span are constructed, and the bridge girder is bridged to the rear pier and the front pier in the span 3 steps,
Via the supporting portion, the rear end of the erection digit is supported on said rear ChoIzuruketa of the next span that projects forward from the front stigmas portion, said intermediate portion of said erection digits the next diameter A fourth step of moving the erection girder forward to a completion position supported by the front stanchion provided on the front pier in between ,
By repeating the second step to the fourth step , the bridge girder is continuously installed over a plurality of the spans ,
Prior to the fourth step, providing a first temporary PC cable for reinforcement on the rear overhanging girder between the secondary spans to introduce prestress,
The first provided to introduce prestress to the rear overhang girder between the erection spans when the bridge girder is bridged between the front spans adjacent to the rear side where the bridge girder is bridged in advance. A bridge girder erection method for a multi-span continuous bridge, further comprising: a step of removing the temporary PC cable after the third step . 前記第３ステップでは、前記架設径間における前記後部張出桁と前記前部張出桁とに複数の前記ＰＣａセグメントを張り出し架設方式で順次連結し、前記桁連結部を構築することを特徴とする請求項１に記載の多径間連続橋の橋桁架設方法。 In the third step, a plurality of the PCa segments are sequentially connected to the rear overhanging girder and the front overhanging girder in the spanning span by an overhanging erection method to construct the girder connecting part. The method for constructing a bridge girder of a multi-span continuous bridge according to claim 1 . 前記第３ステップは、
前記架設径間における前記後部張出桁から更に前方に向けて張り出す後部延長桁を構築するステップと、
前記前部張出桁から更に後方に向けて張り出して前記後部延長桁に連結される前部延長桁を構築するステップとを含み、
前記第４ステップは、
前記後部延長桁を構築した後に、前記支持部を介して、前記架設桁の前記中間部が前記前部張出桁及び前記次径間の前記後部張出桁に支持され、前記架設桁の後端が前記後部延長桁に支持される中間位置まで前記架設桁を前方へ移動するステップと、
前記前部延長桁を構築した後に、前記架設桁を前記中間位置から前記完了位置まで前方へ移動するステップとを含むことを特徴とする請求項２に記載の多径間連続橋の橋桁架設方法。 The third step is
Constructing a rear extension girder that extends further forward from the rear overhang girder in the span span;
Constructing a front extension girder that extends further rearward from the front extension girder and is connected to the rear extension girder,
The fourth step is
After building the rear extension digit, through the support portion, said intermediate portion of the erection digit is supported on said rear ChoIzuruketa of said front ChoIzuruketa and next span, after the erection digit Moving the erection girder forward to an intermediate position where an end is supported by the rear extension girder,
After constructing the front extension girder, moving the erection girder forward from the intermediate position to the completion position, the bridge girder erection method for a multi-span continuous bridge according to claim 2. .. 前記第３ステップは、
前記架設桁の後端が前記後部延長桁に支持される前記中間位置まで前記架設桁を移動する前に、前記後部延長桁に補強用の第２仮ＰＣケーブルを設けてプレストレスを導入するステップと、
前記前部延長桁を構築した後に、前記後部延長桁に設けられている前記第２仮ＰＣケーブルを取り外すステップと
を更に含むことを特徴とする請求項３に記載の多径間連続橋の橋桁架設方法。 The third step is
Before moving the erection girder to the intermediate position where the rear end of the erection girder is supported by the rear extension girder, providing a second temporary PC cable for reinforcement to the rear extension girder to introduce prestress. When,
The bridge girder of a multi-span continuous bridge according to claim 3 , further comprising: after constructing the front extension girder, removing the second temporary PC cable provided on the rear extension girder. Construction method. 前記第３ステップでは、複数の前記ＰＣａセグメントをハンガー方式で前記架設桁に吊り下げた状態で連結し、前記桁連結部を構築することを特徴とする請求項１に記載の多径間連続橋の橋桁架設方法。 The multi-span continuous bridge according to claim 1, wherein, in the third step, a plurality of the PCa segments are connected by a hanger method in a state of being suspended from the erection girder to construct the girder connection part. Bridge girder erection method. 所定の径間をもって配置された複数の橋脚の各径間に複数のＰＣａセグメントからなる橋桁を架設する多径間連続橋の橋桁架設方法であって、
複数の支持部を有し、前記径間よりも長く且つ前記径間の２倍よりも短い架設桁を用意する第１ステップと、
前記支持部を介して、前記架設桁の後端が架設径間における後方橋脚に設けられる後方柱頭部から前方に向けて張り出す後部張出桁に支持され、前記架設桁の中間部が前記架設径間における前方橋脚に設けられる前方柱頭部に支持される開始位置に前記架設桁を配置する第２ステップと、
前記架設桁を利用して前記ＰＣａセグメントを配置し、前記前方柱頭部から後方に向けて張り出す前部張出桁、前記前方柱頭部から前方に向けて張り出す次径間の前記後部張出桁、及び前記架設径間における前記後部張出桁と前記前部張出桁とを連結する桁連結部を構築し、当該架設径間における前記後方橋脚及び前記前方橋脚に前記橋桁を架け渡す第３ステップと、
前記支持部を介して、前記架設桁の後端が前記前方柱頭部から前方に向けて張り出す前記次径間の前記後部張出桁に支持され、前記架設桁の前記中間部が前記次径間の前記前方橋脚に設けられる前記前方柱頭部に支持される完了位置まで前記架設桁を前方へ移動する第４ステップとを備え、
前記第２ステップから前記第４ステップを繰り返すことにより、複数の前記径間に渡って連続して前記橋桁を架設し、
前記第３ステップでは、前記架設径間における前記後部張出桁と前記前部張出桁とに複数の前記ＰＣａセグメントを張り出し架設方式で順次連結して前記桁連結部を構築し、
前記第３ステップは、
前記架設径間における前記後部張出桁から更に前方に向けて張り出す後部延長桁を構築するステップと、
前記前部張出桁から更に後方に向けて張り出して前記後部延長桁に連結される前部延長桁を構築するステップとを含み、
前記第４ステップは、
前記後部延長桁を構築した後に、前記支持部を介して、前記架設桁の前記中間部が前記前部張出桁及び前記次径間の前記後部張出桁に支持され、前記架設桁の後端が前記後部延長桁に支持される中間位置まで前記架設桁を前方へ移動するステップと、
前記前部延長桁を構築した後に、前記架設桁を前記中間位置から前記完了位置まで前方へ移動するステップとを含み、
前記第３ステップは、
前記架設桁の後端が前記後部延長桁に支持される前記中間位置まで前記架設桁を移動する前に、前記後部延長桁に補強用の第２仮ＰＣケーブルを設けてプレストレスを導入するステップと、
前記前部延長桁を構築した後に、前記後部延長桁に設けられている前記第２仮ＰＣケーブルを取り外すステップとを更に含むことを特徴とする多径間連続橋の橋桁架設方法。 A bridge girder erection method for a multi-span continuous bridge in which a bridge girder composed of a plurality of PCa segments is erected in each span of a plurality of bridge piers arranged with a predetermined span,
A first step of preparing an erection girder having a plurality of supporting portions and having a length longer than the span and shorter than twice the span;
The rear end of the erection girder is supported via the support portion by a rear overhanging girder that extends forward from a rear pillar head provided on a rear pier in the erection span, and an intermediate portion of the erection girder is provided with the erection. A second step of arranging the erection girder at a starting position supported by a front pillar head provided on a front pier in a span;
Using the erection digit placing the PCa segment, the front stigmas front part protruding rearward from ChoIzuruketa, the rear overhang of the next span that protrudes forward from the front stigmas portion A girder and a girder connecting part that connects the rear overhanging girder and the front overhanging girder in the span span are constructed, and the bridge girder is bridged to the rear pier and the front pier in the span 3 steps,
Via the supporting portion, the rear end of the erection digit is supported on said rear ChoIzuruketa of the next span that projects forward from the front stigmas portion, said intermediate portion of said erection digits the next diameter A fourth step of moving the erection girder forward to a completion position supported by the front stanchion provided on the front pier in between ,
By repeating the second step to the fourth step , the bridge girder is continuously installed over a plurality of the spans ,
In the third step, the plurality of PCa segments are sequentially connected to the rear overhanging girder and the front overhanging girder in the spanning span by an overhanging and constructing method to construct the girder connecting part,
The third step is
Constructing a rear extension girder that extends further forward from the rear overhang girder in the span span;
Constructing a front extension girder that extends further rearward from the front extension girder and is connected to the rear extension girder,
The fourth step is
After constructing the rear extension girder, the middle part of the erection girder is supported by the front extension girder and the rear extension girder between the next spans via the support part, and Moving the erection girder forward to an intermediate position where the end is supported by the rear extension girder,
Moving the erection girder forward from the intermediate position to the completed position after constructing the front extension girder,
The third step is
Before moving the erection girder to the intermediate position where the rear end of the erection girder is supported by the rear extension girder, providing a second temporary PC cable for reinforcement to the rear extension girder to introduce prestress. When,
After constructing the front extension girder, further removing the second provisional PC cable provided on the rear extension girder is further included .
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