JP4398876B2 - Structure pier structure - Google Patents

Structure pier structure Download PDF

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JP4398876B2
JP4398876B2 JP2005016690A JP2005016690A JP4398876B2 JP 4398876 B2 JP4398876 B2 JP 4398876B2 JP 2005016690 A JP2005016690 A JP 2005016690A JP 2005016690 A JP2005016690 A JP 2005016690A JP 4398876 B2 JP4398876 B2 JP 4398876B2
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pier
holding member
stage holding
pile
steel
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JP2006207129A (en
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修一 辻野
秀永 武井
雅司 鍋谷
正純 永藤
久之 中山
賢治 福島
秀智 佐々木
基弘 宗村
忍 桐山
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Sato Kogyo Co Ltd
Kawada Industries Inc
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Sato Kogyo Co Ltd
Kawada Industries Inc
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本発明は、立体交差橋等の構築工事において、特に橋脚基礎部の施工を省力化するとともに、工期の大幅な短縮及び低コスト化を図った構造物の橋脚構造に関する。   The present invention relates to a pier structure of a structure that saves labor in construction of a pier foundation, and greatly shortens a construction period and reduces costs in construction work such as a three-dimensional intersection bridge.

例えば、特に都市部では、道路の交差部や鉄道と道路の交差部では日常的に交通渋滞が発生しているが、この渋滞緩和策として、一方側の通行路を立体交差化することが進められている。   For example, in urban areas, traffic jams occur on a daily basis at road intersections and between railway and road intersections. As a measure to alleviate this congestion, it has been promoted to make three-way intersections on one side of the road. It has been.

立体交差橋の構築方法は、一般的に杭基礎の上部にフーチング基礎を構築し、このフーチング基礎の上面に橋脚を立設し、上部工を架設する手順を踏んで構築されるため、施工期間が長期に亘るようになっていた。特に、前記フーチング基礎の施工では、先ず図13(A)に示されるように、杭50の打設後にライナープレート51を使用して掘削を行ったならば、杭頭部をハツリ取る杭頭処理を行い、次いで図13(B)に示されるように、無収縮モルタルなどで均し処理(レベリング)を行い、杭頭の凹凸を無くしたならば、アンカーフレーム架台53を設置し、次いで、図13(C)に示されるように、アンカーフレーム54を吊り降ろして位置調整を行い、その周囲に帯鉄筋や杭上面の配力筋を配筋した後、図13(D)に示されるように、前記ライナープレート51を型枠として基礎コンクリート55を打設し、その後基礎コンクリート55の硬化を待って橋脚柱を設置するようにしていた(従来法)。   The construction method of the three-dimensional crossing bridge is generally constructed by constructing the footing foundation on the top of the pile foundation, standing the bridge pier on the upper surface of this footing foundation, and building the superstructure. Was supposed to last for a long time. In particular, in the construction of the footing foundation, as shown in FIG. 13 (A), if the excavation is performed using the liner plate 51 after the pile 50 is placed, the pile head processing for removing the pile head is performed. Then, as shown in FIG. 13 (B), leveling treatment (leveling) is performed with non-shrinking mortar and the unevenness of the pile head is eliminated. Then, the anchor frame base 53 is installed, As shown in FIG. 13 (D), the anchor frame 54 is hung down and the position is adjusted as shown in FIG. 13 (C). The foundation concrete 55 was cast using the liner plate 51 as a mold, and then the pier column was installed after the foundation concrete 55 was cured (conventional method).

しかし、上記従来法の場合には、鉄筋の配筋作業に多くの手間と時間が掛かるとともに、橋脚工事は打設した基礎コンクリート55の硬化を待たなくてはならず、工期が長期化する原因となっていた。   However, in the case of the above-mentioned conventional method, it takes a lot of labor and time for the reinforcing bar arrangement work, and the pier construction has to wait for the foundation concrete 55 to be hardened, which causes the construction period to be prolonged. It was.

そこで、下記特許文献1では、支持杭を構成する複数の鋼管矢板で構築された基礎部と、該基礎部の鋼管矢板に直接接合されて立ち上げられた複数の鋼管柱で構成される橋脚本体と、該橋脚本体の上部に搭載される主桁ユニットとを有する立体交差の橋脚構造、すなわちフーチング基礎を省略した橋脚構造が提案されている。   Then, in the following patent document 1, the pier main body comprised with the foundation part constructed | assembled by the some steel pipe sheet pile which comprises a support pile, and the some steel pipe pillar which was directly joined to the steel pipe sheet pile of this foundation part. A three-way crossing pier structure having a main girder unit mounted on the upper part of the pier body, that is, a pier structure in which a footing foundation is omitted has been proposed.

また、下記特許文献2では、鋼製橋脚のフーチング基礎を構築するために、略箱状のフーチング基礎用鋼殻を用いるとともに、鋼製橋脚を取り付けた後にコンクリートを充填可能に構成した立体交差の構築方法が提案されている。   Moreover, in the following Patent Document 2, in order to construct a footing foundation for a steel pier, a substantially box-shaped steel shell for a footing foundation is used, and a three-dimensional intersection constructed so that concrete can be filled after the steel pier is attached. A construction method has been proposed.

更に下記特許文献3では、杭と橋脚柱とを接続する橋脚接続構造において、杭頭に取り付けられる下部プレートと、この下部プレート上に取り付けられる上部プレートと、前記下部プレートと上部プレートのそれぞれ対向面に取り付けられて杭芯のずれ及び杭頭のレベルを調整可能で、かつ荷重を伝達可能な下部荷重伝達調整部材及び上部荷重伝達調整部材とを有し、前記下部荷重伝達調整部材及び上部荷重伝達調整部材により杭芯のずれ及びレベルを調整して前記下部プレート及び上部プレートを介して杭と橋脚柱とを連結する橋脚接続構造が開示されている。
特開2004−300914号公報 特開2004−324340号公報 特開2004−278230号公報
Furthermore, in the following Patent Document 3, in the pier connection structure that connects the pile and the pier column, a lower plate attached to the pile head, an upper plate attached on the lower plate, and the opposing surfaces of the lower plate and the upper plate, respectively. A lower load transmission adjusting member and an upper load transmission adjusting member that can adjust the displacement of the pile core and the level of the pile head and can transmit the load. A bridge pier connection structure is disclosed in which the pile core and the pier column are connected via the lower plate and the upper plate by adjusting the displacement and level of the pile core by the adjusting member.
JP 2004-300914 A JP 2004-324340 A JP 2004-278230 A

前記特許文献1記載の橋脚構造の場合は、フーチング基礎を省略して杭頭部と橋脚下端部とを直接接続する構造を採用したため、フーチング構築作業の分だけ作業工程を省力化し得るようになるけれども、鋼管矢板と鋼管部の上部と、前記橋脚本体に設けられた鋼管柱の下端部とを接続するに当たり、中詰めコンクリートを打設するようにしているため、上部工の架設に当たっては、前記中詰めコンクリートの強度発現まで待つ必要があり、それ以上の工期短縮が図れない。   In the case of the pier structure described in Patent Document 1, since the structure in which the footing foundation is omitted and the pile head and the pier lower end are directly connected is employed, the work process can be saved by the footing construction work. However, when connecting the steel pipe sheet pile and the upper part of the steel pipe part and the lower end part of the steel pipe column provided in the pier main body, the filling concrete is placed. It is necessary to wait until the strength of the filling concrete is developed, and the construction period cannot be further shortened.

また、前記特許文献2記載の立体交差構築方法の場合は、フーチングを鋼殻とすることにより架設時における基礎強度を確保し、橋脚建込み後にコンクリート打設が可能となるため、工程の短縮が図れるようになるけれども、フーチングを鋼製とする場合には製作コストが掛かり過ぎ施工費が嵩むようになってしまう。   Further, in the case of the three-dimensional intersection construction method described in Patent Document 2, the foundation strength at the time of erection is secured by using a steel shell as the footing, and the concrete can be placed after the pier is built, so that the process can be shortened. However, if the footing is made of steel, the manufacturing cost is excessive and the construction cost increases.

更に、前記特許文献3記載の橋脚接続構造は、フーチングレス構造を採用しながら、杭体造成後に待ち時間無く橋脚工事が行える点で急速施工に資するものであるが、杭体の施工誤差による杭芯のズレを吸収するために、下部プレート上に基準墨出しを行い、X、Y軸方向の位置を合わせた位置に下部荷重伝達調整部材を溶接固定する必要がある。また、下部荷重伝達調整部材及び上部荷重伝達調整部材のかみ合わせ部分を溶接、或いは不飽和ポリエステル樹脂等の注入により固定する作業が必要になるため、前記溶接或いは樹脂注入等の作業が繁雑で手間の掛かる作業となっているなどの問題があった。   Furthermore, the bridge pier connection structure described in Patent Document 3 contributes to rapid construction in that the bridge pier construction can be performed without waiting time after the pile body is created while adopting the footing-less structure. In order to absorb the misalignment of the lead, it is necessary to perform reference marking on the lower plate and to weld and fix the lower load transmission adjusting member at a position where the positions in the X and Y axis directions are matched. In addition, the work of fixing the lower load transmission adjusting member and the engagement portion of the upper load transmission adjusting member by welding or injecting unsaturated polyester resin or the like is required, so that the work such as welding or resin injection is complicated. There was a problem that it was a work to be done.

そこで本発明の主たる課題は、フーチングを有さず、杭頭部に対して橋脚柱基部を直接的に接続するようにした橋脚構造において、前記接続部の構造を簡略化するとともに、杭芯ずれを吸収しながら省力的かつ低コストで施工ができ、さらに杭体の造成後に時間を待たずして直ちに、橋脚の建込み及び上部工架設などの工程を順次行い得るようにした構造物の橋脚構造を提供することにある。   Therefore, the main problem of the present invention is to simplify the structure of the connecting portion in the pier structure in which the pier column base is directly connected to the pile head without having a footing, and the pile misalignment. It can be constructed at a low cost with labor saving while absorbing the structure, and it is possible to perform the steps such as pier construction and superstructure construction in sequence without waiting for the time after the construction of the pile body. To provide a structure.

前記課題を解決するために請求項1に係る本発明として、杭頭部と鋼製橋脚柱基部とを接続するようにした構造物の橋脚構造において、
前記杭頭部と鋼製橋脚柱基部とを接続する接続部構造は、前記杭頭部に下端側が埋設された複数のアンカーボルト群と、このアンカーボルト群のネジ部に対してZ方向の高さ位置調整がなされた状態で設置される第1ステージ保持部材と、この第1ステージ保持部材の上面に、X−Y平面内の位置調整がなされた状態で載置される第2のステージ保持部材と、前記第1ステージ保持部材と第2ステージ保持部材とを連結する複数の挟締金具とから構成され、前記第2ステージ保持部材の上面に前記鋼製橋脚基部がボルト接合され、かつ前記接続部を含む鋼製橋脚回りに根巻きコンクリートが打設されたことを特徴とする構造物の橋脚構造が提供される。
As the present invention according to claim 1 to solve the above-mentioned problem, in the pier structure of the structure in which the pile head and the steel pier column base are connected,
The connecting portion structure for connecting the pile head and the steel pier column base has a plurality of anchor bolt groups in which a lower end side is embedded in the pile head, and a height in the Z direction with respect to a screw portion of the anchor bolt group. A first stage holding member installed with the position adjusted, and a second stage holding placed on the upper surface of the first stage holding member with the position adjusted in the XY plane. And a plurality of clamps for connecting the first stage holding member and the second stage holding member, and the steel pier base is bolted to the upper surface of the second stage holding member, and There is provided a pier structure of a structure characterized in that a pierced concrete is cast around a steel pier including a connecting portion.

上記請求項1記載の本発明においては、杭頭部と鋼製橋脚柱基部との接続部構造として、杭頭部に下端側が埋設された複数のアンカーボルト群と、このアンカーボルト群のネジ部に対してZ方向の高さ位置調整がなされた状態で設置される第1ステージ保持部材と、この第1ステージ保持部材の上面に、X−Y平面内の位置調整がなされた状態で載置される第2のステージ保持部材と、前記第1ステージ保持部材と第2ステージ保持部材とを連結する複数の挟締金具とから構成するようにした。   In the present invention described in claim 1, as a connection portion structure between the pile head and the steel pier base, a plurality of anchor bolt groups in which the lower end side is embedded in the pile head, and a thread portion of the anchor bolt group The first stage holding member installed in a state in which the height position in the Z direction is adjusted with respect to the upper surface of the first stage holding member in a state in which the position adjustment in the XY plane has been made. The second stage holding member, and a plurality of clamps for connecting the first stage holding member and the second stage holding member.

ここで、前記第1ステージ保持部材は、高さ調整機能とレベリング保持機能(水平面形成機能)を持たせるようにした部材で、取付けに当たりアンカーボルトへ螺設されたナット部材の位置調整により、前記高さ調整とレベリング調整が成されるようになっている。また、前記第2ステージ保持部材は施工誤差による杭芯ズレを吸収するための機能を担う部材であり、前記第1ステージ保持部材上に載置された状態で正規の位置に位置決めされる。前記第1ステージ保持部材と第2ステージ保持部材との連結は、挟締金具を用いて両者を連結する構造であるため、前記第2ステージ保持部材が任意の位置に位置決めされたとしても簡単に連結することができる。   Here, the first stage holding member is a member having a height adjusting function and a leveling holding function (horizontal plane forming function), and by adjusting the position of the nut member screwed to the anchor bolt for mounting, Height adjustment and leveling adjustment are made. The second stage holding member is a member having a function of absorbing a pile core misalignment due to a construction error, and is positioned at a normal position in a state of being placed on the first stage holding member. Since the first stage holding member and the second stage holding member are connected to each other using a clamp, the second stage holding member can be easily positioned even if it is positioned at an arbitrary position. Can be linked.

そして、前記接続部の施工を終えたならば、前記第2ステージ保持部材の上面に前記鋼製橋脚基部がボルト接合され、かつ前記接続部を含む鋼製橋脚回りにコンクリートが打設される。   When the construction of the connecting portion is completed, the steel pier base is bolted to the upper surface of the second stage holding member, and concrete is placed around the steel pier including the connecting portion.

以上の接続部構造の採用により、接続部の構造が簡略化され、杭芯ずれを吸収しながら省力的かつ低コストで施工ができるようになる。また、従来のようにコンクリートに対して強度を期待するものではなく、橋脚から伝達される各種の作用力(鉛直力、水平力及び回転モーメント)が直接的に前記接続部構造を介して杭体に伝達される構造であるため、杭体の造成後に時間を待たずして直ちに、橋脚の建込み及び上部工架設などの工程を順次行い得るようになる。なお、前記根巻きコンクリートは、接続部の保護機能を担う他、硬化後は耐力部材としても機能し得るものであるが、本発明においては、前記根巻きコンクリートが打設されていなくても十分な強度特性を持った基礎構造となっているため、前記根巻きコンクリートは任意の時期に施工を行ってよい。   By adopting the above connection part structure, the structure of the connection part is simplified, and construction can be performed at a labor-saving and low cost while absorbing the pile core misalignment. In addition, the strength of concrete is not expected as in the past, and various acting forces (vertical force, horizontal force and rotational moment) transmitted from the pier are directly connected to the pile body via the connection structure. Therefore, it is possible to perform the steps such as the construction of the pier and the superstructure immediately after the pile body is constructed without waiting for the time. In addition, in addition to assuming the protective function of the connection portion, the root-wrapped concrete can also function as a load-bearing member after curing. However, in the present invention, the root-wrap concrete is not required to be placed. Since the foundation structure has excellent strength characteristics, the root-wrapped concrete may be constructed at any time.

請求項2に係る本発明として、前記第1のステージ保持部材は、少なくとも上部側フランジを有する複数の形材又は上部側フランジを有する形材からなる枠組み材とされる請求項1記載の構造物の橋脚構造が提供される。   As a second aspect of the present invention according to claim 2, the first stage holding member is a frame member made of a plurality of shapes having at least an upper flange or a shape having an upper flange. A pier structure is provided.

前記請求項2記載の本発明は、前記第1ステージ保持部材として、少なくとも上部側フランジを有する複数の形材又は上部側フランジを有する形材からなる枠組み材を用いるようにするものである。ここで、前記上部側フランジを有する形材を用いるのは挟締金具による締結がし易いようにするためである。   According to the second aspect of the present invention, as the first stage holding member, a frame material comprising at least a plurality of profiles having an upper flange or a profile having an upper flange is used. Here, the reason why the profile having the upper flange is used is to facilitate the fastening with the clamping metal fitting.

請求項3に係る本発明として、前記第2のステージ保持部材は、前記鋼製橋脚を接続するために多数のボルト孔を有する板材の下面側に、少なくとも下部側フランジを有する形材からなる多数の脚材を一体的に備えた版状部材とされ、前記脚材が前記第1のステージ保持部材上に載置され、前記下部側フランジと、前記第1ステージの上部側フランジとが前記挟締金具によって締結される請求項2記載の構造物の橋脚構造が提供される。   As a third aspect of the present invention according to claim 3, the second stage holding member includes a plurality of members having at least a lower flange on a lower surface side of a plate member having a plurality of bolt holes for connecting the steel piers. The leg member is integrally provided with the leg member, the leg member is placed on the first stage holding member, and the lower flange and the upper flange of the first stage are sandwiched by the sandwiching member. The pier structure for a structure according to claim 2, which is fastened by a fastener.

上記請求項2記載の本発明は、第2ステージ保持部材として、鋼製橋脚を接続するために多数のボルト孔を有する板材の下面側に、少なくとも下部側フランジを有する形材からなる多数の脚材を一体的に備えた版状部材を用いるものである。従って、第2ステージ保持部材を正規の位置に位置決めした状態で、前記脚材の下部側フランジと、前記第1ステージの上部側フランジとを前記挟締金具によって簡単に締結することができる。   The second aspect of the present invention is that the second stage holding member includes a plurality of legs made of a profile having at least a lower flange on the lower surface side of a plate member having a large number of bolt holes for connecting steel piers. A plate-like member integrally provided with a material is used. Accordingly, the lower flange of the leg member and the upper flange of the first stage can be easily fastened by the clamping fitting in a state where the second stage holding member is positioned at a proper position.

請求項4に係る本発明として、前記アンカーボルトは上半部分と下半部分とに分割され、両者が螺合接合される構造とされ、かつ前記下半部分が杭のコンクリート打設時に埋設施工される請求項1〜3いずれかに記載の構造物の橋脚構造が提供される。   According to a fourth aspect of the present invention, the anchor bolt is divided into an upper half portion and a lower half portion, and both are screwed and joined, and the lower half portion is buried when a concrete is placed in a pile. A pier structure for a structure according to any one of claims 1 to 3 is provided.

上記請求項4記載の本発明は、杭頭処理を後述する静的破砕材工法によって行う場合に、アンカーボルトを前記工法に適合した構造とするものであり、アンカーボルトの下半部分を杭のコンクリート打設時に埋設しておくことにより、杭頭処理及びアンカーボルトの設置工事が省力的に行えるようになる。   In the present invention described in claim 4, when the pile head processing is performed by the static crushing material construction method described later, the anchor bolt is made to have a structure adapted to the construction method, and the lower half portion of the anchor bolt is made of the pile. By embedding when placing concrete, pile head processing and anchor bolt installation work can be labor-saving.

以上詳説のとおり本発明によれば、杭頭と橋脚基部との接続部の構造が簡略化され、かつ杭芯ずれを容易に吸収しながら省力的かつ低コストで施工できるようになる。また、コンクリートに強度を期待せずに、橋脚からの力が直接的に杭体に伝達される構造としたため、杭体の造成後に時間を待たずして直ちに、橋脚の建込み及び上部工架設などの工程を順次行い得るようになる。   As described in detail above, according to the present invention, the structure of the connecting portion between the pile head and the pier base is simplified, and construction can be performed at a labor-saving and low cost while easily absorbing the pile misalignment. In addition, the structure is such that the force from the pier is directly transmitted to the pile body without expecting the strength of the concrete, so the pier construction and superstructure can be built immediately without waiting for time after the pile body is constructed. These processes can be performed sequentially.

以下、本発明の実施の形態について図面を参照しながら詳述する。
図1は本橋脚構造が採用された立体交差橋1を示す側面図及び平面図、図2は橋脚部正面図、図3は杭頭部と橋脚基部との接合部構造を示す正面図である。
Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings.
1 is a side view and a plan view showing a three-dimensional crossing bridge 1 in which the present pier structure is adopted, FIG. 2 is a front view of the pier part, and FIG. 3 is a front view showing a joint structure between a pile head and a pier base part. .

図1に示されるように、本立体交差橋1では、フーチングを有さず、杭体2の杭頭部と橋脚3の下端部とが直接的に接続されるようにしたフーチングレスの橋脚構造が採用され、前記橋脚3の上部に1ボックス主桁タイプの上部工4が搭載されている。   As shown in FIG. 1, the three-dimensional crossing bridge 1 does not have a footing, and a footing-less pier structure in which the pile head of the pile body 2 and the lower end of the pier 3 are directly connected. 1 box main girder type superstructure 4 is mounted on the upper part of the pier 3.

ここで、前記杭体2は場所打ち杭とされ、コンクリート及び鉄筋から構成される。また、前記橋脚3は鋼製橋脚とされる。さらに、図2に示されるように、前記鋼製橋脚3の基部回りには根巻きコンクリート5が打設されている。   Here, the said pile body 2 is made into a cast-in-place pile, and is comprised from a concrete and a reinforcing bar. The pier 3 is a steel pier. Further, as shown in FIG. 2, a wound concrete 5 is placed around the base portion of the steel pier 3.

本橋脚構造では、前記杭頭部と橋脚基部との接合部構造を簡略化し、杭の施工誤差(杭芯ずれ)を吸収しながら省力的に施工ができるようにするとともに、前記杭頭部と橋脚基部との接合部が十分な耐力を有する構造とすることにより、前記根巻きコンクリートの打設及び養生(硬化)を待つことなく、橋脚3の立ち上げと上部工4の架設が行えるようになっている。   In the present pier structure, the joint structure between the pile head and the pier base is simplified so that construction work can be saved while absorbing pile construction errors (pile core misalignment). By having a structure where the joint with the pier base has sufficient strength, the pier 3 can be set up and the superstructure 4 can be erected without waiting for the laying concrete to be placed and cured (hardened). It has become.

以下、前記杭頭部2Aと橋脚3基部との接合部構造について詳述する。   Hereinafter, the joint structure between the pile head 2A and the pier 3 base will be described in detail.

図3及び図4に示されるように、橋脚接続部構造は、前記杭頭部2Aに下端側が埋設された複数のアンカーボルト6,6…群と、このアンカーボルト6,6…群のネジ部6aに対してZ方向の高さ位置調整がなされた状態で設置される第1のステージ保持部材7と、この第1のステージ保持部材7の上面に、X−Y平面内の位置調整がなされた状態で載置される第2のステージ保持部材9と、前記第1のステージ保持部材7と第2のステージ保持部材9とを連結する複数の挟締金具10,10…とから構成され、前記第2ステージ保持部材9の上面に前記鋼製橋脚3の橋脚基部3Aが接合ボルト11,11…によって接合された構造となっている。   As shown in FIG. 3 and FIG. 4, the pier connecting portion structure includes a plurality of anchor bolts 6, 6... In which the lower end side is embedded in the pile head 2 A, and screw portions of the anchor bolts 6, 6. The position adjustment in the XY plane is made on the first stage holding member 7 installed in a state where the height position in the Z direction is adjusted with respect to 6a, and the upper surface of the first stage holding member 7. A second stage holding member 9 placed in a state in which the first stage holding member 7 and the second stage holding member 9 are connected to each other. The pier base 3A of the steel pier 3 is joined to the upper surface of the second stage holding member 9 by joint bolts 11, 11,.

前記アンカーボルト6は、上端部にナットネジ部6aが形成されたネジボルトが使用され、図5に示されるように、矩形線状に沿って所定間隔で配設されている。本例では、特に上半部分6Aと下半部分6Bとに分割され、両者が螺合接合される構造とされ、前記下半部分6Bを杭2のコンクリート打設時に埋設状態で設置するようにしている。なお、詳しくは後段の施工手順の項で詳述する。   As the anchor bolt 6, a screw bolt having a nut screw portion 6 a formed at the upper end portion is used, and as shown in FIG. 5, the anchor bolt 6 is arranged at a predetermined interval along a rectangular line shape. In this example, it is divided into an upper half portion 6A and a lower half portion 6B, and both are screwed and joined, and the lower half portion 6B is installed in a buried state when the concrete is placed on the pile 2. ing. Details will be described later in the section of the construction procedure.

前記第1ステージ保持部材7としては、少なくとも上部側フランジを有する複数の形材、例えば溝形鋼、H形鋼などの形材を好適に使用することができ、前記アンカーボルト6の対応位置に通孔が形成された部材が用いられる。図5に示されるように、矩形線状に所定間隔で設置されたアンカーボルト6に対して、それぞれの辺に対して溝形鋼からなる第1ステージ保持部材7、7…が配設されている。なお、本例では各辺毎に独立した部材を用いるようにしたが、前記形材をフレーム枠状に組んだ枠組み材を第1ステージ保持部材7として使用することも可能である。   As the first stage holding member 7, a plurality of shapes having at least an upper flange, for example, shapes such as channel steel and H-shape steel can be suitably used. A member in which a through hole is formed is used. As shown in FIG. 5, the first stage holding members 7, 7... Made of groove steel are arranged on the respective sides of the anchor bolts 6 installed at predetermined intervals in a rectangular line shape. Yes. In this example, an independent member is used for each side. However, a frame material in which the shape members are assembled in a frame shape can be used as the first stage holding member 7.

前記第2ステージ保持部材9は、図6に示されるように、前記鋼製橋脚3を接続するために多数のボルト孔9b、9b…を有する板材9Aの下面側に、少なくとも下部側フランジを有する形材、例えば溝形鋼、H形鋼等の形材からなる多数の脚材9Bを一体的に備えた版状部材とされる。具体的には、同図6に示されるように、根巻きコンクリート5の回り込みを考慮して中心部に開口9aが形成された中抜き矩形板9Aの外周縁下面側に、周方向に沿って所定の間隔を空けて溝形鋼からなる脚材9B、9B…を溶接等によって固定した版状部材とされる。この際、前記脚材9Bは部材長手方向が辺方向に対して直交配置となるように配向される。   As shown in FIG. 6, the second stage holding member 9 has at least a lower flange on the lower surface side of a plate member 9 </ b> A having a large number of bolt holes 9 b, 9 b, for connecting the steel pier 3. A plate-like member is integrally provided with a number of leg members 9B made of a shape material such as a grooved steel or an H-shaped steel. Specifically, as shown in FIG. 6, along the circumferential direction on the lower surface side of the outer peripheral edge of the hollow rectangular plate 9 </ b> A in which the opening 9 a is formed in the central portion in consideration of the wraparound of the root-wrapped concrete 5. It is set as the plate-shaped member which fixed the leg material 9B, 9B ... which consists of a grooved steel by welding etc. at predetermined intervals. At this time, the leg material 9B is oriented so that the longitudinal direction of the member is arranged orthogonal to the side direction.

前記第1ステージ保持部材7と第2ステージ保持部材9とを連結する挟締金具10は、詳細には図8に示されるように、略U字状鋼部材10Aの両端ネジ通孔部に、ネジ部が突合わせ状態となるようにボルト部材10B、10Bを螺設した挟締金具であり、建設・土木現場等の仮設工事などで鋼材などの部材同士を挟持することによって接合する連結金具〔商標名:ブルマン〕をそのまま使用することができる。   The clamp 10 for connecting the first stage holding member 7 and the second stage holding member 9 is, as shown in detail in FIG. 8, in the both-end screw through holes of the substantially U-shaped steel member 10A. It is a clamping bracket in which the bolt members 10B and 10B are screwed so that the screw portions are in a butted state, and is a coupling bracket that is joined by clamping members such as steel materials in temporary construction such as construction and civil engineering sites. Trade name: Bullman] can be used as they are.

図7に示されるように、前記第1ステージ保持部材7の上面に、前記第2ステージ保持部材9を載せた状態では、第2ステージ保持部材9の脚材9B、9B…が第1ステージ保持部材7上に載置されることになり、前記第2ステージ保持部材9を正規の位置に位置決めした状態で、第1ステージ保持部材の上部側フランジ7bと、第2ステージ保持部材9の脚材9Bの下側フランジとが前記挟締金具10、10…によって挟み付けられるようにして連結される。この際、同図7に示されるように、前記第2ステージ保持部材の脚材9Bの長さ寸法Lは、第1ステージ保持部材7の幅寸法Bに対して、杭体2の施工誤差を十分に吸収し得るだけの寸法を確保しておくことが望ましい。例えば、L=B+20〜30cmとし、一般的に発生し得る杭体2の造成誤差±10〜15cm程度を吸収し得るようにしておくのが望ましい。   As shown in FIG. 7, when the second stage holding member 9 is placed on the upper surface of the first stage holding member 7, the legs 9B of the second stage holding member 9 hold the first stage. The upper stage flange 7b of the first stage holding member and the leg material of the second stage holding member 9 in a state where the second stage holding member 9 is positioned at a normal position. The lower flange of 9B is connected so as to be clamped by the clamping brackets 10, 10,. At this time, as shown in FIG. 7, the length dimension L of the leg material 9 </ b> B of the second stage holding member is less than the width dimension B of the first stage holding member 7. It is desirable to ensure dimensions that can be absorbed sufficiently. For example, it is desirable to set L = B + 20 to 30 cm so as to absorb a construction error of about ± 10 to 15 cm of the pile body 2 that can generally occur.

〔施工手順〕
次に、図9及び図10を参照しながら、杭頭部と橋脚との接続手順について詳述する。
[Construction procedure]
Next, a procedure for connecting the pile head and the pier will be described in detail with reference to FIGS. 9 and 10.

(杭頭処理)
本例では杭体2の杭頭処理として静的破砕工法が採用されている。この静的破砕工法は杭頭の余盛りコンクリート部分を除去するのに、予め鉄筋にスリーブ(縁切材)を被せておくとともに、所定位置に静的破砕材を設置した状態でコンクリートを打設した後、前記静的破砕材によって切断位置にクラックを発生させ、その後余盛りコンクリート部分をクレーン等によりそのまま上方に引き抜くようにした工法である。
(Pile head treatment)
In this example, the static crushing method is adopted as the pile head processing of the pile body 2. In this static crushing method, in order to remove the piled-up concrete part of the pile head, the steel bar is covered with a sleeve (edge cutting material) in advance, and the concrete is placed with the static crushing material in place. Then, a crack is generated at the cutting position by the static crushed material, and then the surplus concrete portion is pulled out as it is with a crane or the like.

先ず図9(A)に示されるように、杭体2のコンクリート打設前にアンカーボルト6の下半部分6Bを所定位置に設置する。この際、破砕位置に静的破砕材を設置するとともに、破砕位置よりも上部側の前記アンカーボルト6に縁切り用スリーブを被せ、かつ鉄筋13にも縁切り用スリーブを被せておく。その後、コンクリートを打設し、杭体2を造成する。   First, as shown in FIG. 9A, the lower half portion 6B of the anchor bolt 6 is installed at a predetermined position before placing the pile body 2 into the concrete. At this time, the static crushing material is installed at the crushing position, and the anchor bolt 6 on the upper side of the crushing position is covered with the edge cutting sleeve, and the reinforcing bar 13 is also covered with the edge cutting sleeve. Then, concrete is laid and the pile body 2 is created.

次いで、図9(B)に示されるように、静的破砕材によるクラックの発生を待った後、破砕位置よりも上部側の余盛りコンクリートをクレーン等で引き上げ、アンカーボルト下半部分6Bの上部側を露出させるとともに、鉄筋13の上部側を露出させるようにする。   Next, as shown in FIG. 9 (B), after waiting for the occurrence of cracks due to the static crushed material, the surplus concrete above the crushing position is pulled up with a crane or the like, and the upper side of the anchor bolt lower half 6B And the upper side of the reinforcing bar 13 are exposed.

(接続金具の取付け)
図9(C)に示されるように、露出させたアンカーボルト下半部分6Bに対して、アンカーボルト6の上半部分6Aを螺合接続した後、アンカーボルト6に対して前記第1ステージ保持部材7を取り付ける。
(Attaching the connection bracket)
As shown in FIG. 9C, after the upper half portion 6A of the anchor bolt 6 is screwed and connected to the exposed lower half portion 6B of the anchor bolt, the first stage holding with respect to the anchor bolt 6 is performed. The member 7 is attached.

前記アンカーボルト6に対する前記第1ステージ保持部材7の取付けは、図11に示されるように、アンカーボルト6の上端に形成されたネジ部6aに対して球面フランジ付ナット8(以下、フランジナット)を螺設し、球面座金12を介在させた後、前記第1ステージ保持部材7の通孔にアンカーボルト6を挿通させた状態で設置し、下側フランジ7aの上面側に球面座金12を設置し、フランジナット8で締結した構造とされる。この際、下側のフランジナット8の高さ位置を調整することにより、前記第1ステージ保持部材7のZ方向高さ位置の調整及びレベリングの調整がなされる。なお、前記球面座金12の採用により、アンカーボルト6の施工誤差による多少の傾きが吸収されるようになっている。   As shown in FIG. 11, the first stage holding member 7 is attached to the anchor bolt 6 with a spherical flange nut 8 (hereinafter referred to as a flange nut) with respect to a screw portion 6 a formed at the upper end of the anchor bolt 6. Is installed in a state where the anchor bolt 6 is inserted through the through hole of the first stage holding member 7 and the spherical washer 12 is installed on the upper surface side of the lower flange 7a. And it is set as the structure fastened with the flange nut 8. FIG. At this time, the height position of the first stage holding member 7 and the leveling are adjusted by adjusting the height position of the lower flange nut 8. By adopting the spherical washer 12, some inclination due to the construction error of the anchor bolt 6 is absorbed.

前記第1ステージ保持部材7を所定の高さ位置に合わせ、かつレベリングを調整した状態で設置したならば、図10(D)に示されるように、第1ステージ保持部材7の上面に、第2ステージ保持部材9を載置する。そして、前記第2ステージ保持部材9をX−Y平面内(水平平面内)で移動して正規の位置に位置決めしたならば、図10(E)に示されるように、第1ステージ保持部材の上部側フランジ7bと、第2ステージ保持部材9の脚材9Bの下側フランジとを前記挟締金具10、10…によって挟み付けるようにして連結する。   If the first stage holding member 7 is set at a predetermined height position and adjusted in leveling, the first stage holding member 7 is placed on the upper surface of the first stage holding member 7 as shown in FIG. A two-stage holding member 9 is placed. Then, if the second stage holding member 9 is moved in the XY plane (in the horizontal plane) and positioned at a proper position, as shown in FIG. 10 (E), the first stage holding member 9 The upper flange 7b and the lower flange of the leg member 9B of the second stage holding member 9 are connected so as to be clamped by the clamping brackets 10, 10,.

前記第2ステージ保持部材9を正規の位置に固定し終えたならば、図10(F)に示されるように、前記第2ステージ保持部材9の上面に橋脚3の基部柱3Aを載置し、接合ボルト11、11…によって両者を連結する。前記橋脚3は、図12に示されるように、周囲に根巻きコンクリート5が打設される橋脚基部3Aと、地上に露出する橋脚本体3Bとから構成されており、前記橋脚基部3Aは周面に根巻きコンクリート5との付着を確保するために多数のスタッドジベル14,14…が植設され、底面板3Cには、コンクリートの回り込みを考慮して中央に開口3cが形成され、かつその周囲に周方向に亘りボルト通孔3d、3d…が形成された構造とされ、前記橋脚本体3Bは前記橋脚基部3Aの上端にフランジ接続されるようになっている。   When the second stage holding member 9 is fixed in the proper position, the base column 3A of the bridge pier 3 is placed on the upper surface of the second stage holding member 9 as shown in FIG. The two bolts are connected by connecting bolts 11, 11. As shown in FIG. 12, the pier 3 is composed of a pier base portion 3A around which a pierced concrete 5 is placed, and a pier main body 3B exposed on the ground. The pier base portion 3A is a peripheral surface. In order to secure adhesion to the root-wrapped concrete 5, a large number of stud dowels 14, 14,... Are planted, and the bottom plate 3C is formed with an opening 3c in the center in consideration of the wraparound of the concrete. Are provided with bolt through holes 3d, 3d... In the circumferential direction, and the pier body 3B is flanged to the upper end of the pier base 3A.

〔他の形態例〕
(1)上記形態例では杭頭処理に当たり、静的破砕材工法を採用したが、従来通り、コンクリートのハツリによって杭頭処理を行うようにしてもよい。また、アンカーボルト6を上半部分6Aと下半部分6Bとの2分割構造としたが、1本物とすることでもよい。さらには、予め杭体2中に埋設するのではなく、杭頭処理を終えた後、アンカー孔を削孔しアンカーボルト6を植設するようにしてもよい。
(2)上記形態例では立体交差橋における橋脚構造を例に採り本発明について詳述したが、本発明は、橋脚を有する土木構造一般に対して適用が可能である。
[Other examples]
(1) In the above embodiment, the static crushing material method is adopted for the pile head treatment. However, the pile head treatment may be performed with a concrete chip as usual. Further, although the anchor bolt 6 has a two-part structure of the upper half portion 6A and the lower half portion 6B, it may be a single piece. Further, instead of burying in the pile body 2 in advance, the anchor hole may be drilled and the anchor bolt 6 may be implanted after finishing the pile head processing.
(2) In the above embodiment, the present invention has been described in detail by taking the pier structure in a three-dimensional intersection bridge as an example. However, the present invention can be applied to general civil engineering structures having piers.

本橋脚構造が採用された立体交差橋1を示す、(A)は側面図、(B)は平面図である。A three-dimensional crossing bridge 1 in which this pier structure is adopted is shown, (A) is a side view and (B) is a plan view. 橋脚部正面図である。It is a pier part front view. 杭頭部と橋脚基部との接合部構造を示す正面図である。It is a front view which shows the junction part structure of a pile head and a pier base. 接合部構造の分解図である。It is an exploded view of a junction structure. 第1ステージ保持部材7の平面図(図3のV−V線矢視図)である。FIG. 5 is a plan view of the first stage holding member 7 (viewed along arrow VV in FIG. 3). 第2ステージ保持部材9の平面図及び側面図である。It is the top view and side view of the 2nd stage holding member 9. 第1ステージ保持部材7と第2ステージ保持部材9との連結部を示す横断面図(図3のVII−VII線矢視図)である。It is a cross-sectional view (the VII-VII line view of FIG. 3) which shows the connection part of the 1st stage holding member 7 and the 2nd stage holding member 9. FIG. 挟締金具10の側面図である。3 is a side view of the clamp metal fitting 10. FIG. 施工手順図(その1)である。It is a construction procedure figure (the 1). 施工手順図(その2)である。It is construction procedure figure (the 2). アンカーボルト6に対する第1ステージ保持部材7の取付け要領図である。FIG. 6 is a diagram illustrating how to attach the first stage holding member 7 to the anchor bolt 6. 橋脚3を示す、(A)は側面図、(B)は(A)のB-B線矢視図、(C)は(A)のC-C線矢視図である。The pier 3 is shown, (A) is a side view, (B) is a view taken along the line B-B in (A), and (C) is a view taken along the line C-C in (A). 従来のフーチング基礎の施工手順図である。It is a construction procedure figure of the conventional footing foundation.

符号の説明Explanation of symbols

1…立体交差橋、2…杭体、3…橋脚、4…上部工、5…根巻きコンクリート、6…アンカーボルト、6A…上半部分、6B…下半部分、7…第1ステージ保持部材、8…フランジナット、9…第2ステージ保持部材、10…挟締金具、11…接合ボルト、12…球面座金   DESCRIPTION OF SYMBOLS 1 ... Three-dimensional intersection bridge, 2 ... Pile body, 3 ... Bridge pier, 4 ... Superstructure, 5 ... Neck winding concrete, 6 ... Anchor bolt, 6A ... Upper half part, 6B ... Lower half part, 7 ... First stage holding member , 8 ... Flange nut, 9 ... Second stage holding member, 10 ... Clamping bracket, 11 ... Joining bolt, 12 ... Spherical washer

Claims (4)

杭頭部と鋼製橋脚柱基部とを接続するようにした構造物の橋脚構造において、
前記杭頭部と鋼製橋脚柱基部とを接続する接続部構造は、前記杭頭部に下端側が埋設された複数のアンカーボルト群と、このアンカーボルト群のネジ部に対してZ方向の高さ位置調整がなされた状態で設置される第1ステージ保持部材と、この第1ステージ保持部材の上面に、X−Y平面内の位置調整がなされた状態で載置される第2のステージ保持部材と、前記第1ステージ保持部材と第2ステージ保持部材とを連結する複数の挟締金具とから構成され、前記第2ステージ保持部材の上面に前記鋼製橋脚基部がボルト接合され、かつ前記接続部を含む鋼製橋脚回りに根巻きコンクリートが打設されたことを特徴とする構造物の橋脚構造。
In the pier structure of the structure that connects the pile head and the steel pier base,
The connecting portion structure for connecting the pile head and the steel pier column base has a plurality of anchor bolt groups in which a lower end side is embedded in the pile head, and a height in the Z direction with respect to a screw portion of the anchor bolt group. A first stage holding member installed with the position adjusted, and a second stage holding placed on the upper surface of the first stage holding member with the position adjusted in the XY plane. And a plurality of clamps for connecting the first stage holding member and the second stage holding member, and the steel pier base is bolted to the upper surface of the second stage holding member, and A pier structure of a structure, characterized in that a root-wrapped concrete is cast around a steel pier including a connecting portion.
前記第1ステージ保持部材は、少なくとも上部側フランジを有する複数の形材又は上部側フランジを有する形材からなる枠組み材とされる請求項1記載の構造物の橋脚構造。   2. The pier structure for a structure according to claim 1, wherein the first stage holding member is a frame member made of a plurality of profiles having at least an upper flange or a profile having an upper flange. 前記第2ステージ保持部材は、前記鋼製橋脚柱基部を接続するために多数のボルト孔を有する板材の下面側に、少なくとも下部側フランジを有する形材からなる多数の脚材を一体的に備えた版状部材とされ、前記脚材が前記第1のステージ保持部材上に載置され、前記下部側フランジと、前記第1ステージの上部側フランジとが前記挟締金具によって締結される請求項2記載の構造物の橋脚構造。   The second stage holding member is integrally provided with a number of legs made of a shape having at least a lower flange on the lower surface side of a plate having a number of bolt holes for connecting the steel pier column base. A plate-shaped member, wherein the leg member is placed on the first stage holding member, and the lower flange and the upper flange of the first stage are fastened by the clamping bracket. The pier structure of the structure according to 2. 前記アンカーボルトは上半部分と下半部分とに分割され、両者が螺合接合される構造とされ、かつ前記下半部分が杭のコンクリート打設時に埋設設置される請求項1〜3いずれかに記載の構造物の橋脚構造。
The said anchor bolt is divided | segmented into an upper half part and a lower half part, it is set as the structure where both are screwed together, and the said lower half part is embed | buried and installed at the time of concrete placement of a pile. The pier structure of the structure described in 1.
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CN110130206A (en) * 2019-04-22 2019-08-16 上海大学 A kind of new Joining Structure of packaged type bridges substructure

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CN110205918B (en) * 2019-05-23 2020-11-17 山东省交通规划设计院有限公司 Assembled bridge pile splicing structure and connecting method thereof
CN111305645B (en) * 2020-03-25 2021-08-03 中铁隧道集团二处有限公司 Based on road and bridge construction is with buffering formula anticollision warning guardrail

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