JP2007297861A - Joint part structure of bridge pier with pile - Google Patents

Joint part structure of bridge pier with pile Download PDF

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JP2007297861A
JP2007297861A JP2006128031A JP2006128031A JP2007297861A JP 2007297861 A JP2007297861 A JP 2007297861A JP 2006128031 A JP2006128031 A JP 2006128031A JP 2006128031 A JP2006128031 A JP 2006128031A JP 2007297861 A JP2007297861 A JP 2007297861A
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pile
outer cylinder
pier
concrete
joint
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JP4912030B2 (en
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Yasumi Wakabayashi
保美 若林
Yuji Mishima
雄士 美島
Katsuya Kitagawa
勝也 北川
Jun Tawara
潤 田原
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Hitachi Zosen Corp
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Hitachi Zosen Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a joint part structure of a bridge pier with a pile capable of shortening a construction time, achieving a satisfactory construction property, and absorbing an error in construction sufficiently. <P>SOLUTION: This joint part structure connects four RC piles 2 with the steel-made bridge pier 1 by a steel-made join structural body 3. A pier supporting part 4 supporting a terminal of the bridge pier 1, an underground beam 5 projecting from the pier supporting part 4, and a pile joining part 6 joined with the head 2a of the RC pile 2 by the underground beam 5 are provided in the join structural body 3. The pier supporting part 4 and the underground beam 5 are formed of box-shaped beam structural bodies 11. The pile joining part 6 is provided with an outer cylindrical body 21 formed of a steel plate arranged by surrounding an upward part of the pile head 2a, a plurality of ring stiffeners 22A, 22B surrounding an outer peripheral part of the outer cylindrical body 21 from a beam structural body of a horizontal beam 5, concrete 24 filled into the outer cylindrical body 21 to join the join structural body 3 with the pile head 2a, a stud dowel 23 provided in the outer cylindrical body 21, and a plurality of pile reinforcing bars 2b extending from the pile head 2 into the outer cylindrical body 21. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

本発明は、複数のコンクリート製杭と鋼製橋脚とを鋼製の接合構造体により連結する接合部の構造に関する。   The present invention relates to a structure of a joint that connects a plurality of concrete piles and steel piers by a steel joint structure.

従来、複数の杭と鋼製橋脚とを接合するフーチング構造体は、たとえば特許文献１に示されるように、複数の杭にそれぞれ対応してＩ型鋼を十字に連結した鋼殻スケルトンを形成するとともに、これら鋼殻スケルトンの下部に、杭の杭頭部に一体化される杭挿入部を取り付けている。そして、これらを設置現場に運搬し、各鋼殻スケルトンの杭挿入部をそれぞれＲＣ杭の杭頭部に差し込み、杭頭部にコンクリートを充填して鋼殻スケルトンと杭とを一体化する。さらに各鋼殻スケルトンを添接板を介して互いにボルト結合する。そして、鋼殻スケルトンのウェブの上部と下部に格子鉄筋を組み込んだ後、型枠を設置し、鋼殻スケルトンの周りにコンクリートを充填して、鋼殻スケルトン接合体を内在したフーチング構造体を形成する。さらに鋼製橋脚とフーチング構造体とを一体化する。
特開２００５−９０１２３ Conventionally, a footing structure that joins a plurality of piles and steel piers, for example, as shown in Patent Document 1, forms a steel shell skeleton in which I-shaped steel is connected to a cross corresponding to each of the plurality of piles. The pile insertion part integrated with the pile head of the pile is attached to the lower part of these steel shell skeletons. And these are conveyed to an installation site, the pile insertion part of each steel shell skeleton is inserted in the pile head of RC pile, respectively, concrete is filled into the pile head, and a steel shell skeleton and a pile are integrated. Further, the steel shell skeletons are bolted to each other via an attachment plate. Then, after installing lattice rebars at the top and bottom of the steel shell skeleton web, formwork is installed and concrete is filled around the steel shell skeleton to form a footing structure with the steel shell skeleton joint inside To do. Furthermore, the steel pier and the footing structure are integrated.
JP-A-2005-90123

しかし、上記従来構成では、杭頭部に杭挿入部を差し込んでコンクリートを流し込み、杭と鋼殻スケルトンを一体化した後、各鋼殻スケルトンをボルト結合するため、杭の施工精度、杭頭への鋼殻スケルトンの据付精度、鋼殻スケルトンの組立精度が悪いと、誤差を吸収できず、鋼殻スケルトン同士の連結が困難になる。また鋼殻スケルトンの結合後、格子鉄筋を組み込んだり、型枠を組み立てるため、長い施工時間を必要とし、施工性が悪いという問題があった。   However, in the above conventional configuration, the pile insertion part is inserted into the pile head, the concrete is poured, the pile and the steel shell skeleton are integrated, and then each steel shell skeleton is bolted together. If the installation accuracy of the steel shell skeletons and the assembly accuracy of the steel shell skeletons are poor, the error cannot be absorbed and the connection between the steel shell skeletons becomes difficult. In addition, after the steel shell skeletons are joined, in order to incorporate lattice rebars and assemble the formwork, a long construction time is required and the workability is poor.

本発明は上記問題点を解決して、誤差を吸収することができ、また施工時間を短縮できて施工性のよい橋脚と杭の接合部構造を提供することを目的とする。   SUMMARY OF THE INVENTION An object of the present invention is to provide a bridge pier / pile joint structure that solves the above-described problems, can absorb errors, shortens the construction time, and has good workability.

請求項１記載の発明は、複数のコンクリート製杭と鋼製橋脚とを鋼製の接合構造体により連結する橋脚と杭との接合部構造であって、前記接合構造体に、橋脚の基端部を支持する脚支持部と、当該脚支持部から張出された複数の地中梁と、当該地中梁の先端側で杭の杭頭に接合される杭接合部とを設け、前記脚支持部と前記地中梁とを箱桁構造体により形成し、前記杭接合部に、前記地中梁の箱桁構造体に一体に接合され杭頭の上方部を囲んで配置される鋼板製の外筒体と、前記地中梁の箱桁構造体に一体に設けられて前記外筒体の外周部を囲む複数のリングスチフナと、前記外筒体内に充填されて当該外筒体と杭頭とを一体に接合する充填コンクリートと、前記外筒体に設けられて外筒体と充填コンクリートの剥離を防止する筒部ずれ止め部材と、杭頭から前記外筒体内に伸びる複数の杭鉄筋とを設けたものである。   The invention according to claim 1 is a joint structure of a bridge pier and a pile in which a plurality of concrete piles and steel piers are connected by a steel joint structure, and the base end of the pier is connected to the joint structure. A leg support part for supporting the part; a plurality of underground beams extending from the leg support part; and a pile joint part joined to a pile head of the pile on the tip side of the underground beam, The support part and the underground beam are formed of a box girder structure, and the pile joint is integrally joined to the underground beam box girder structure and is disposed around the upper part of the pile head. An outer cylindrical body, a plurality of ring stiffeners provided integrally with the box girder structure of the underground beam and surrounding an outer peripheral portion of the outer cylindrical body, and the outer cylindrical body and the pile filled with the outer cylindrical body Filled concrete that integrally joins the head and a cylinder part stopper that is provided in the outer cylinder and prevents the outer cylinder and the filled concrete from being peeled off. And wood, is provided with a plurality of piles rebar extending the outer cylinder body from the pile head.

請求項２記載の発明は、請求項１記載の構成において、杭頭が余長部の距離だけ外筒体の充填コンクリート内に嵌入され、外筒体が、最上段の筒部ずれ止め部材から杭頭までの接合長と、前記余長部の距離とを確保するように形成されたものである。   According to a second aspect of the present invention, in the configuration of the first aspect, the pile head is inserted into the filling concrete of the outer cylindrical body by a distance of the extra length portion, and the outer cylindrical body is separated from the uppermost cylindrical portion detent member. It is formed so as to secure the joint length to the pile head and the distance of the extra length portion.

請求項３記載の発明は、複数のコンクリート製杭と鋼製橋脚とを鋼製の接合構造体により連結する橋脚と杭との接合部構造であって、前記接合構造体に、橋脚の基端部を支持する脚支持部と、当該脚支持部から張出された複数の地中梁と、当該地中梁の先端側で杭の杭頭に接合される杭接合部とを設け、前記脚支持部と前記地中梁とを箱桁構造体により形成し、前記杭接合部に、前記地中梁の箱桁構造体に一体に接合され杭頭の上方部を囲んで配置される鋼板製の外筒体と、前記地中梁の箱桁構造体の延長上に前記外筒体内に一体に接合された補剛箱桁と、前記外筒体内に充填されて当該外筒体と杭頭とを一体に接合する充填コンクリートと、前記補剛箱桁に設けられて補剛箱桁と充填コンクリートとをずれ止めする桁部ずれ止め部と、前記外筒体に設けられて外筒体と充填コンクリートの剥離を防止する筒部ずれ止め部材と、杭頭から前記外筒体内に伸びる複数の杭鉄筋とを設けたものである。   The invention according to claim 3 is a joint structure of a bridge pier and a pile, in which a plurality of concrete piles and steel piers are connected by a steel joint structure, and the base end of the pier is connected to the joint structure. A leg support part for supporting the part; a plurality of underground beams extending from the leg support part; and a pile joint part joined to a pile head of the pile on the tip side of the underground beam, The support part and the underground beam are formed of a box girder structure, and the pile joint is integrally joined to the underground beam box girder structure and is disposed around the upper part of the pile head. An outer cylindrical body, a stiffening box girder integrally joined to the outer cylindrical body on the extension of the box girder structure of the underground beam, and the outer cylindrical body and the pile head filled in the outer cylindrical body Filling concrete that is integrally joined to the stiffening box girder, and a girder part stopper that is provided in the stiffening box girder and prevents stiffening box girder and filling concrete from slipping, and A cylindrical portion displacement preventing member for preventing peeling of the filler concrete and the outer cylinder is provided on the cylindrical body, is provided with a plurality of piles rebar extending the outer cylinder body from the pile head.

請求項４記載の発明は、請求項３記載の構成において、杭頭が余長部の距離だけ外筒体の充填コンクリート内に嵌入され、外筒体は、補剛箱桁より所定距離上位の上端面から、補剛箱桁より所定距離下方の杭頭までの接合長と、前記余長部の距離とを確保するように形成されたものである。   According to a fourth aspect of the present invention, in the configuration of the third aspect, the pile head is inserted into the filling concrete of the outer cylindrical body by a distance of the extra length, and the outer cylindrical body is higher by a predetermined distance than the stiffening box girder. It is formed so as to secure the joint length from the upper end surface to the pile head below a predetermined distance from the stiffening box girder and the distance of the extra length portion.

請求項１記載の発明によれば、杭頭の上方部を囲んで配置される外筒体を有する杭接合部により、各杭と接合構造体とを接合するので、杭の外径と外筒体の内径の範囲内で、杭の施工誤差や接合構造体の据付、組立誤差を吸収することができる。また外筒体を型枠として外筒体内に充填コンクリートを打設して接合構造体と杭とを一体化するので、施工時間を短縮することができ施工性がよい。さらに、外筒体の外周部を囲む複数のリングスチフナにより、地中梁から外筒体に加わる応力に対して、外筒体がその形状を保持するのに十分な剛性を確保することができ、外筒体の局部的な変形を防止して、地中梁から杭接合部への応力伝達を円滑に行うことができる。さらにまた、外筒体により充填コンクリートを拘束して耐力を向上させることができるので、充填コンクリートに内挿するフープ筋を不要にでき、また筒部ずれ止め部材により、外筒体と充填コンクリートの剥離を防止することができ、さらに杭鉄筋により充填コンクリートと杭頭とを良好に連結することができる。   According to invention of Claim 1, since each pile and a joining structure are joined by the pile joint part which has the outer cylinder arrange | positioned surrounding the upper part of a pile head, the outer diameter and outer cylinder of a pile Within the range of the inner diameter of the body, pile construction errors and joint structure installation and assembly errors can be absorbed. In addition, since the joint structure and the pile are integrated by placing the filled concrete in the outer cylinder using the outer cylinder as a mold, the construction time can be shortened and the workability is good. Furthermore, with a plurality of ring stiffeners surrounding the outer periphery of the outer cylinder, it is possible to ensure sufficient rigidity for the outer cylinder to retain its shape against the stress applied from the underground beam to the outer cylinder. In addition, local deformation of the outer cylinder can be prevented, and stress can be smoothly transmitted from the underground beam to the pile joint. Furthermore, since the strength can be improved by restraining the filled concrete with the outer cylindrical body, a hoop line to be inserted into the filled concrete can be made unnecessary, and the cylindrical portion detent member prevents the outer cylindrical body and the filled concrete from being inserted. Peeling can be prevented, and further, the filling concrete and the pile head can be connected well by the pile rebar.

請求項２記載の発明によれば、杭頭が余長部の距離だけ外筒体内の充填コンクリート内に嵌め込まれるので、杭頭上面と杭接合部の間の断面形状の変化による応力集中を効果的に緩和することができる。また外筒体において、最上段の筒部ずれ止め部材から杭頭までの接合長と、前記余長部とを有効長として確保することにより、橋脚から脚支持部および地中梁を介して伝達される応力を、杭接合部から杭に確実に伝達することができる。   According to the invention described in claim 2, since the pile head is fitted into the filled concrete in the outer cylinder by the distance of the extra length portion, the stress concentration due to the change in the cross-sectional shape between the pile head upper surface and the pile joint is effective. Can be relaxed. Also, in the outer cylinder, by transmitting the joint length from the uppermost cylinder stopper member to the pile head and the extra length as the effective length, it is transmitted from the pier via the leg support and the underground beam. The transmitted stress can be reliably transmitted from the pile joint to the pile.

請求項３記載の発明によれば、杭頭の上方部を囲んで配置される外筒体を有する杭接合部により、各杭と接合構造体とを接合するので、杭の外径と外筒体の内径の範囲内で、杭の施工誤差や接合構造体の据付、組立誤差を吸収することができる。また外筒体を型枠として外筒体内に充填コンクリートを打設して接合構造体と杭とを一体化するので、施工時間が短縮することができ施工性がよい。さらに、地中梁の箱桁構造体から連続する位置に外筒体内に設けられた補剛箱桁により、外筒体や充填コンクリートを補強して、地中梁から外筒体に加わる応力に対して、外筒体がその形状を保持するのに十分な剛性を確保することができ、外筒体の局部的な変形を防止して、地中梁から杭接合部への応力伝達を円滑に行うことができる。さらに、外筒体により充填コンクリートを拘束して耐力を向上できるので、充填コンクリートに内挿するフープ筋を不要にでき、また桁部ずれ止め部により補剛箱桁と充填コンクリートとを確実に結合することができ、さらに筒部ずれ止め部材により、外筒体と充填コンクリートの剥離を防止することができ、また杭鉄筋により充填コンクリートと杭頭とを良好に連結することができる。   According to invention of Claim 3, since each pile and a joining structure are joined by the pile joint part which has the outer cylinder arrange | positioned surrounding the upper part of a pile head, the outer diameter and outer cylinder of a pile Within the range of the inner diameter of the body, pile construction errors and joint structure installation and assembly errors can be absorbed. In addition, since the filling structure is cast into the outer cylinder by using the outer cylinder as a mold and the joint structure and the pile are integrated, the construction time can be shortened and the workability is good. Furthermore, the stiffening box girder provided in the outer cylinder at a position that is continuous from the box girder structure of the underground beam reinforces the outer cylinder and the filled concrete to reduce the stress applied to the outer cylinder from the underground beam. On the other hand, it is possible to ensure sufficient rigidity for the outer cylinder to retain its shape, preventing local deformation of the outer cylinder and smoothing the stress transmission from the underground beam to the pile joint. Can be done. In addition, the strength of the concrete can be improved by restraining the filled concrete with the outer cylindrical body, so that the hoop bars inserted into the filled concrete are unnecessary, and the stiffening box girder and the filled concrete are securely connected by the girder detents. Further, the cylindrical part displacement preventing member can prevent the outer cylindrical body and the filling concrete from being peeled off, and the pile reinforcing bar can connect the filling concrete and the pile head well.

請求項４記載の発明によれば、杭頭が余長部の距離だけ外筒体内の充填コンクリート中に嵌め込まれるので、杭頭と杭接合部の間の断面形状の変化による応力集中を効果的に緩和することができる。また外筒体に、最上段の筒部ずれ止め部材から杭頭までの間の十分な接合長と、前記余長部とを有効長として確保することにより、橋脚から脚支持部および地中梁を介して伝達された応力を、杭接合部から杭に確実に伝達することができる。   According to the invention described in claim 4, since the pile head is fitted into the filled concrete in the outer cylinder by the distance of the extra length, the stress concentration due to the change in the cross-sectional shape between the pile head and the pile joint is effective. Can be relaxed. In addition, by securing a sufficient joint length between the uppermost cylinder part stopper member to the pile head and the extra length part as an effective length on the outer cylinder, the pier supports the leg support part and the underground beam. It is possible to reliably transmit the stress transmitted via the pile joint to the pile.

以下、本発明の実施の形態を図面に基づいて説明する。
本発明に係る橋脚と杭の接合部は、図１に示すように、たとえば都市交通の渋滞を緩和するために設けられる立体交差橋において、１本の鋼製橋脚１と、橋脚１の周囲の四隅位置の地盤に所定深さに打設された複数のコンクリート製杭（以下、ＲＣ杭という）２とを鋼製の接合構造体３により連結するもので、ＲＣ杭２はたとえばリバース工法による場所打ち杭であり、この接合部は鋼・コンクリートの複合構造により構成される。 Hereinafter, embodiments of the present invention will be described with reference to the drawings.
As shown in FIG. 1, the junction between the pier and the pile according to the present invention is a steel bridge pier 1 and a periphery of the pier 1, for example, in a three-dimensional intersection bridge provided to alleviate traffic congestion. A plurality of concrete piles (hereinafter referred to as “RC piles”) 2 laid at a predetermined depth on the ground at the four corner positions are connected by a steel joint structure 3. It is a cast pile, and this joint is composed of a composite structure of steel and concrete.

図２〜図１４に示す実施の形態１は１柱４杭の接合部構造を示し、図１５〜図１８に示す実施の形態２は実施の形態１の変形例である。また図１９，図２０に示す実施の形態３は１柱２杭の接合部構造を示し、図２０，図２１に示す実施の形態４は実施の形態３の変形例である。プレハブ化した鋼製の接合構造体３に鋼・コンクリート複合構造を採用することにより、ＲＣ杭２の杭頭２ａに、地中梁５を有する接合構造体３を据え付けてコンクリートを充填するだけのシンプルな施工作業となり、施工期間を大幅に短縮できるとともに、誤差を吸収できるものである。
［実施の形態１］
１柱４杭の橋脚１と杭２との接合部構造を図２〜図１４を参照して説明する。 The first embodiment shown in FIGS. 2 to 14 shows a joint structure of one pillar and four piles, and the second embodiment shown in FIGS. 15 to 18 is a modification of the first embodiment. The third embodiment shown in FIGS. 19 and 20 shows a joint structure of one pillar and two piles, and the fourth embodiment shown in FIGS. 20 and 21 is a modification of the third embodiment. By adopting a steel / concrete composite structure for the prefabricated steel joint structure 3, the joint structure 3 having the underground beam 5 is installed on the pile head 2a of the RC pile 2 and filled with concrete. The construction work is simple and the construction period can be greatly shortened and errors can be absorbed.
[Embodiment 1]
The junction structure of the pier 1 and the pile 2 of the 1 pillar 4 pile is demonstrated with reference to FIGS.

図２〜図５に示すように、前記接合構造体３は、橋脚１の基端部（第１節）を接合する脚接合部４ａを有する脚支持部４と、当該脚支持部４から水平方向でかつ対称方向に張出された地中梁５，５と、これら地中梁５，５の先端側で杭２の杭頭２ａにそれぞれ接合される杭接合部６とからなり、脚支持部４と地中梁５とがそれぞれ箱桁構造体１１により構成されている。また前記地中梁５は、一方に隣接する杭接合部６，６同士を互いに連結する副梁部５Ｂ，５Ｂと、脚支持部４と各副梁部５Ｂとをそれぞれ連結する主梁部５Ａ，５Ａとで平面視がＨ形に形成されている。   As shown in FIGS. 2 to 5, the joint structure 3 includes a leg support portion 4 having a leg joint portion 4 a that joins the base end portion (first node) of the pier 1, and a horizontal position from the leg support portion 4. Of the underground beams 5 and 5 projecting in the direction of symmetry and the pile joints 6 respectively joined to the pile heads 2a of the piles 2 at the distal ends of the underground beams 5 and 5 and supporting the legs. The part 4 and the underground beam 5 are each configured by a box girder structure 11. The underground beam 5 includes sub beam portions 5B and 5B that connect the pile joint portions 6 and 6 adjacent to each other to each other, and a main beam portion 5A that connects the leg support portion 4 and each sub beam portion 5B. , 5A and the planar view is formed in an H shape.

脚支持部４と地中梁５を構成する箱桁構造体１１は、上面板１１ａと下面板１１ｂと外側面板１１ｃ，１１ｃと仕切り板１１ｄからなる複数のボックス体により形成されている。そして、上面板１１ａと下面板１１ｂと外側面板１１ｃ，１１ｃと仕切り板１１ｄの内面には、補強リブ１２がそれぞれ垂設され、仕切り板１１ｄにはマンホール１３が形成されている。また主梁部５Ａは、その中間位置で横断面に沿って分離されて、その接続部は、表面と内面とに配置された添接板１４を介して高力ボルトを用いた高力ボルト摩擦結合により結合されている。これにより、接合構造体３が、脚支持部４および主梁部５Ａの一部からなる平面視直線状の１つの基部ブロック３Ａと、主梁部５Ａの一部と副梁部５Ｂと杭接合部６からなる平面視Ｔ字形状の２つの先端ブロック３Ｂとに分割される。   The box girder structure 11 constituting the leg support portion 4 and the underground beam 5 is formed by a plurality of box bodies including an upper surface plate 11a, a lower surface plate 11b, outer surface plates 11c and 11c, and a partition plate 11d. Reinforcing ribs 12 are respectively provided on the inner surfaces of the upper surface plate 11a, the lower surface plate 11b, the outer surface plates 11c and 11c, and the partition plate 11d, and a manhole 13 is formed in the partition plate 11d. Further, the main beam portion 5A is separated along the cross section at an intermediate position thereof, and the connecting portion is a high-strength bolt friction using a high-strength bolt via an attachment plate 14 disposed on the surface and the inner surface. Are connected by bonds. As a result, the joint structure 3 includes a single base block 3A in a plan view made up of a part of the leg support part 4 and the main beam part 5A, a part of the main beam part 5A, a sub-beam part 5B, and a pile joint. Divided into two tip blocks 3 </ b> B each having a T-shape in plan view made up of a portion 6.

図６，図７に示すように、杭接合部６は、副梁部５Ｂの箱桁構造体１１に取り付けられて円柱状の杭２の杭頭２ａの上方部に所定間隙Ｅをあけて外嵌される鋼板製の円筒状の外筒体２１と、副梁部５Ｂの箱桁構造体１１に一体に設けられて外筒体２１の外周部を囲む上下二段のリングスチフナ２２Ａ，２２Ｂと、前記外筒体２１内に充填されて外筒体２１と杭頭２ａとを一体に接合する充填コンクリート２４と、外筒体２１の内周面所定位置に半径方向に複数植設されたスタッドジベル（筒部ずれ止め部材）２３と、杭頭２ａの上端面から周方向に所定ピッチで突出されて外筒体２１内に伸びる複数の杭鉄筋２ｂとで構成されている。   As shown in FIGS. 6 and 7, the pile joint portion 6 is attached to the box girder structure 11 of the sub-beam portion 5 </ b> B and is outside with a predetermined gap E above the pile head 2 a of the columnar pile 2. A cylindrical outer cylinder 21 made of a steel plate to be fitted, and upper and lower two-stage ring stiffeners 22A and 22B which are provided integrally with the box girder structure 11 of the sub-beam part 5B and surround the outer periphery of the outer cylinder 21; Filled concrete 24 that is filled in the outer cylinder 21 and integrally joins the outer cylinder 21 and the pile head 2a, and a plurality of studs that are planted in a radial direction at predetermined positions on the inner peripheral surface of the outer cylinder 21 It is comprised with the gibber (cylinder part slip prevention member) 23 and the several pile reinforcement 2b which protrudes in the circumferential direction from the upper end surface of the pile head 2a at a predetermined pitch, and is extended in the outer cylinder body 21. As shown in FIG.

外筒体２１は、ＲＣ杭１の施工誤差および接合構造体３の据付、組立誤差を吸収可能な内径を有する円筒体に形成され、スタッドジベル２３と杭鉄筋２ｂとにより外筒体２１と充填コンクリート２４と杭頭２ａとが一体化されて結合され、橋脚１から接合構造体３の地中梁５を介して伝達される応力（曲げモーメント、せん断力、鉛直力およびねじりなどをいう）を杭２に伝達する。そして充填コンクリート２４の型枠としての役割と、充填コンクリート２４を拘束して耐力を向上させる役割を持っている。この外筒体２１の充填コンクリート２４の拘束による耐力の向上はフープ筋と同等以上の役割であり、この外筒体２１により充填コンクリート２４に内挿されるフープ筋を不要としている。   The outer cylindrical body 21 is formed in a cylindrical body having an inner diameter capable of absorbing the construction error of the RC pile 1 and the installation and assembly errors of the joint structure 3, and is filled with the outer cylindrical body 21 by the stud gibber 23 and the pile rebar 2b. The concrete 24 and the pile head 2a are integrated and joined, and stress (referred to as bending moment, shear force, vertical force, torsion, etc.) transmitted from the pier 1 through the underground beam 5 of the joint structure 3 is transmitted. Transmit to pile 2. And it has the role as a formwork of the filling concrete 24, and the role which restrains the filling concrete 24 and improves yield strength. The improvement of the yield strength by restraining the filling concrete 24 of the outer cylindrical body 21 has a role equivalent to or higher than that of the hoop reinforcement, and the hoop reinforcement inserted into the filling concrete 24 by the outer cylindrical body 21 is unnecessary.

上段下段のリングスチフナ２２Ａ，２２Ｂは、副梁部５Ｂからの軸方向の応力に対して、外筒体２１にその形状を保持するのに十分な剛性を付与し、外筒体２１の局部的な変形を防止して、地中梁５から杭接合部６への応力伝達を円滑に行うためのもので，上段のリングスチフナ２２Ａは副梁部５Ｂの上面板１１ａに連続して同一平面上に形成され、また下段のリングスチフナ２２Ｂは副梁部５Ｂの下面板１１ｂに連続して同一平面上に形成されている。   The upper and lower ring stiffeners 22A and 22B give the outer cylinder 21 sufficient rigidity to retain its shape against the axial stress from the sub-beam portion 5B. The upper ring stiffener 22A is connected to the upper surface plate 11a of the sub-beam portion 5B on the same plane so as to prevent the deformation and smoothly transfer the stress from the underground beam 5 to the pile joint portion 6. The lower ring stiffener 22B is formed on the same plane continuously to the lower surface plate 11b of the sub beam portion 5B.

前記外筒体２１の全長（高さ）は、最上段のスタッドジベル２３ｕから杭頭２Ａまでの有効長Ｌに、杭頭２ａが外筒体２１に嵌入された余長部２５と、上段のスタッドジベル２３ｕから外筒体２１の天面までの距離とをプラスしたものに設定されている。これにより、充填コンクリート２４を収容する外筒体２１における接合長を十分に確保して、橋脚１から接合構造体３の脚支持部４ならびに地中梁５を介して伝達される応力をＲＣ杭２に確実に伝達することができる。また外筒体２１の上端部には、内周縁に充填コンクリート２４の上面を規制するリング板２６が取り付けられている。   The overall length (height) of the outer cylindrical body 21 is an effective length L from the uppermost stud dibel 23u to the pile head 2A, an extra length portion 25 in which the pile head 2a is fitted into the outer cylindrical body 21, and an upper stage The distance from the stud gibber 23u to the top surface of the outer cylinder 21 is added. As a result, the joint length in the outer cylindrical body 21 that accommodates the filled concrete 24 is sufficiently secured, and the stress transmitted from the pier 1 through the leg support portion 4 and the underground beam 5 of the joint structure 3 is applied to the RC pile. 2 can be reliably transmitted. A ring plate 26 for restricting the upper surface of the filling concrete 24 is attached to the inner peripheral edge of the upper end portion of the outer cylinder 21.

外筒体２１の下部で杭頭２ａが嵌め込まれた余長部２５は、杭頭２ａの上面と杭接合部６の間の断面形状の変化による応力集中を緩和するための区間で、杭頭２ａの外周縁から所定の角度θ＝４５°下方に傾斜する線より外筒体２１の下端が下方に位置するように設定される。すなわち、余長部２５≧間隙Ｅ［（外筒体２１の内径−ＲＣ杭２の外径）／２］であり、好ましく余長部２５＝間隙Ｅである。これは余長部２５が間隙Ｅ未満だと応力集中を緩和する効果が低く信頼性に欠けるためであり、余長部２５が間隙Ｅを越えると、外筒体２１の構造重量の増加を招き、またその増大分だけ地盤の掘削量が増加するためである。たとえばＲＣ杭２の外径より外筒体２１の内径が３００ｍｍ大きいとすると間隙Ｅが１５０ｍｍとなり、余長部２５は１５０ｍｍ以上となる。   The extra length portion 25 in which the pile head 2a is fitted at the lower part of the outer cylinder 21 is a section for relaxing stress concentration due to a change in the cross-sectional shape between the upper surface of the pile head 2a and the pile joint portion 6. It is set so that the lower end of the outer cylindrical body 21 is positioned below a line inclined downward by a predetermined angle θ = 45 ° from the outer peripheral edge of 2a. That is, the surplus length portion 25 ≧ the gap E [(the inner diameter of the outer cylinder 21−the outer diameter of the RC pile 2) / 2], and preferably the surplus length portion 25 = the gap E. This is because if the surplus length portion 25 is less than the gap E, the effect of relaxing the stress concentration is low and the reliability is low, and if the surplus length portion 25 exceeds the gap E, the structural weight of the outer cylinder 21 increases. This is also because the amount of ground excavation increases by the increase. For example, if the inner diameter of the outer cylinder 21 is 300 mm larger than the outer diameter of the RC pile 2, the gap E is 150 mm, and the extra length portion 25 is 150 mm or more.

上記構成において、図８に示すように、橋脚１から曲げモーメント、せん断力、鉛直力およびねじりなどの応力を、箱桁構造体１１からなる接合構造体３に伝達し、さらに杭接合部６の外筒体２１に伝達された応力を、スタッドジベル２３を介して充填コンクリート２４に伝達させる。さらにこの充填コンクリート２４から引っ張り応力については杭鉄筋２ｂを介して、また圧縮応力については充填コンクリート２４を介してそれぞれＲＣ杭２に伝達させる。この時、副梁部５Ｂの箱桁構造体１１から外筒体２１に直接応力を伝達させると、充填コンクリート２４に過大な支圧応力が発生して充填コンクリート２４を局部的に破壊させたり、外筒体２１が局部的に変形するおそれがあるので、外筒体２１の外周部に上段下段のリングスチフナ２２Ａ，２２Ｂをそれぞれ取り付け、箱桁構造体１１からの応力を円滑に充填コンクリート２４に伝達させるとともに、荷重の緩和・分散を図っている。また，杭接合部６とＲＣ杭２との境界部分は、断面が変化してせん断応力が集中しやすいことから、杭頭２ａを外筒体２１の充填コンクリート２４内に余長部２５を食い込ませて、充填コンクリート２４と外筒体２１とで杭頭２ａとの境界部分を囲むことにより、せん断応力に対抗するように構成されている。図８に示すように、橋脚１から脚支持部４にモーメントＭｘが作用した時の接合構造体３の杭接合部６における破壊現象を下記に列記する。   In the above configuration, as shown in FIG. 8, stress such as bending moment, shearing force, vertical force and torsion is transmitted from the pier 1 to the joint structure 3 including the box girder structure 11, and the pile joint 6 The stress transmitted to the outer cylinder 21 is transmitted to the filled concrete 24 through the stud gibber 23. Further, the tensile stress is transmitted from the filled concrete 24 to the RC pile 2 via the pile rebar 2 b and the compressive stress is transmitted to the RC pile 2 via the filled concrete 24. At this time, if the stress is directly transmitted from the box girder structure 11 of the sub-beam portion 5B to the outer cylinder 21, an excessive bearing stress is generated in the filling concrete 24, and the filling concrete 24 is locally broken. Since the outer cylinder 21 may be locally deformed, the upper and lower ring stiffeners 22A and 22B are respectively attached to the outer periphery of the outer cylinder 21 to smoothly apply stress from the box girder structure 11 to the filled concrete 24. In addition to transmission, the load is reduced and dispersed. In addition, since the cross section of the boundary portion between the pile joint 6 and the RC pile 2 changes and shear stress tends to concentrate, the pile head 2a is bitten into the filled concrete 24 of the outer cylindrical body 21 by the extra length portion 25. In addition, the filling concrete 24 and the outer cylindrical body 21 surround the boundary portion between the pile heads 2a so as to resist the shear stress. As shown in FIG. 8, fracture phenomena in the pile joint portion 6 of the joint structure 3 when the moment Mx is applied from the pier 1 to the leg support portion 4 are listed below.

ａ．ＲＣ杭２の杭頭２ａへの曲げクラック。
ｂ．杭鉄筋２ｂの付着切れもしくは破断。
ｃ．スタッドジベル２３のせん断破壊。 a. Bending cracks on the pile head 2a of the RC pile 2.
b. Broken or broken pile reinforcement 2b.
c. Shear failure of stud gibber 23.

ｄ．充填コンクリート２４のせん断変形による斜めの引っ張りクラック。
ｅ．充填コンクリート２４の圧縮部分の圧壊。
ｆ．余長部２５の充填コンクリート２４のせん断破壊。 d. Diagonal tensile cracks due to shear deformation of filled concrete 24.
e. Crushing the compressed part of the filled concrete 24.
f. Shear fracture of the filled concrete 24 in the surplus portion 25.

ｇ．リングスチフナ２２Ａ，２２Ｂに対応する充填コンクリート２４の部分の支圧破壊。
ｈ．接合構造体３やリングスチフナ２２Ａ，２２Ｂの破壊。 g. The bearing failure of the portion of the filled concrete 24 corresponding to the ring stiffeners 22A, 22B.
h. Destruction of the joint structure 3 and the ring stiffeners 22A and 22B.

次に上記接合部の施工手順を図９〜図１４を参照して説明する。
１）製造工場において、図９に示すように、接合構造体３を、脚接合部４ａを有する脚支持部４および主梁部５Ａの一部からなる基部ブロック３Ａと、一対の杭接合部６および副梁部５Ｂと主梁部５Ａの一部からなる２つの先端ブロック３Ｂ，３Ｂとに分けて製造し、トレーラーなどでそれぞれ施工現場に運搬する。 Next, the construction procedure of the joint will be described with reference to FIGS.
1) In a manufacturing factory, as shown in FIG. 9, the joint structure 3 is composed of a base block 3 </ b> A composed of a leg support part 4 having a leg joint part 4 a and a part of a main beam part 5 </ b> A, and a pair of pile joint parts 6. And it manufactures by dividing into two tip blocks 3B and 3B which consist of a part of sub beam part 5B and main beam part 5A, and it conveys to a construction site with a trailer etc., respectively.

２）施工現場において、添接板１４による摩擦接合により基部ブロック３Ａと２つの先端ブロック３Ｂ，３Ｂとを結合し、接合構造体３を形成する。
３）図１０に示すように、所定位置にリバース工法によりＲＣ杭（場所打ち杭）が設置され、またその掘削部周囲に土留め板３１が設置されている。そして杭頭２ａと接合構造体３の設置範囲の地盤を必要な深さまで掘り下げる。杭鉄筋２ｂは、接合に必要な長さを杭頭２ａから出しておき、杭頭２ａ頂部の品質の悪いコンクリートははつって除去しておく。 2) At the construction site, the base block 3A and the two front end blocks 3B and 3B are joined by friction joining with the attachment plate 14 to form the joint structure 3.
3) As shown in FIG. 10, RC piles (cast-in-place piles) are installed at a predetermined position by a reverse method, and earth retaining plates 31 are installed around the excavated part. And the ground of the installation range of the pile head 2a and the joining structure 3 is dug down to a required depth. The pile rebar 2b takes out the length required for joining from the pile head 2a, and removes the poor quality concrete of the top of the pile head 2a.

４）図１１に示すように、組み立てた接合構造体３に据付精度調整用の調整梁３２を取り付け、杭頭２ａに設置した仮置き台３３上に接合構造体３を仮置きする。そして、図１２に示すように、調整台３４の調整ジャッキ３５により調整梁３２を介して接合構造体３の位置調整を行い、調整後に接合構造体３を固定する。   4) As shown in FIG. 11, the adjustment beam 32 for adjusting the installation accuracy is attached to the assembled bonded structure 3, and the bonded structure 3 is temporarily placed on the temporary table 33 installed on the pile head 2a. Then, as shown in FIG. 12, the position of the joint structure 3 is adjusted via the adjustment beam 32 by the adjustment jack 35 of the adjustment stand 34, and the joint structure 3 is fixed after the adjustment.

５）図１３に示すように、コンクリートポンプ車から外筒体２１内にコンクリートを注入してバイブレータで締固めを行い、さらに養生を行って充填コンクリート２４を形成する。養生後に、調整梁３２を撤去する。   5) As shown in FIG. 13, concrete is poured into the outer cylinder 21 from a concrete pump car, compacted with a vibrator, and further cured to form filled concrete 24. After curing, the adjustment beam 32 is removed.

６）図１４に示すように、橋脚１の基端部（第一節）を脚接合部４ａに架設後、橋脚１の耐力と変形性能の向上、橋脚１への車両衝突による損傷防止のための中埋めコンクリート３６を施工してから、埋め戻し土３６Ｃにより掘削部を埋め戻す。さらに土留め板３１を撤去する。   6) As shown in FIG. 14, after the base end (first section) of the pier 1 is installed on the leg joint 4a, the strength and deformation performance of the pier 1 are improved, and damage to the pier 1 due to a vehicle collision is prevented. After constructing the buried concrete 36, the excavated portion is backfilled with the backfill soil 36C. Further, the retaining plate 31 is removed.

上記実施の形態１によれば、接合構造体３の基部ブロック３Ａと先端ブロック３Ｂ，３Ｂとを製造工場で製作して、施工現場に運び組立てた後、杭頭２ａ上に設置し、さらに外筒体２１を型枠として充填コンクリート２４を打設し、接合構造体３と杭１とを接合するので、現場での型枠、配筋等の作業を大幅に削減することができ、現場での施工期間が長いＲＣフーチングに比較して、施工期間も短くかつ施工手順が簡単ですむ。またＲＣ杭２の外径より内径が大きい外筒体２１を用いることで、ＲＣ杭１の施工誤差および接合構造体３の据付、組立誤差を吸収することができ、施工を容易化することができる。   According to the first embodiment, the base block 3A and the tip blocks 3B and 3B of the joint structure 3 are manufactured at the manufacturing factory, transported to the construction site, assembled, and then installed on the pile head 2a. Since the filling concrete 24 is cast using the cylindrical body 21 as a formwork, and the joining structure 3 and the pile 1 are joined, work such as formwork and bar arrangement on site can be greatly reduced. Compared to RC footing with a long construction period, the construction period is short and the construction procedure is simple. Moreover, by using the outer cylinder body 21 whose inner diameter is larger than the outer diameter of the RC pile 2, the construction error of the RC pile 1 and the installation and assembly errors of the joint structure 3 can be absorbed, and the construction can be facilitated. it can.

また外筒体２１が充填コンクリート２４の外周部を拘束するため、フープ筋などの配筋を省略でき、またスタッドジベル２３により充填コンクリート２４を効果的にずれ止めし、曲げモーメント、せん断力、鉛直力およびねじりなどの応力を確実に外筒体２１から充填コンクリート２４に伝達することができる。   Further, since the outer cylinder 21 restrains the outer peripheral portion of the filling concrete 24, it is possible to omit the hoop reinforcement and the like, and the stud concrete 24 effectively prevents the filling concrete 24 from being displaced, and the bending moment, shear force, vertical Stress such as force and torsion can be reliably transmitted from the outer cylindrical body 21 to the filled concrete 24.

さらに、リングスチフナ２２Ａ，２２Ｂにより、副梁部５Ｂからの軸方向の応力に対して、外筒体２１に十分な剛性を付与してその形状を保持することができ、外筒体２１の局部的な変形を防止することができる。   Furthermore, the ring stiffeners 22A and 22B can give the outer cylinder 21 sufficient rigidity against the axial stress from the sub-beam part 5B to maintain the shape thereof. Deformation can be prevented.

さらにまた、外筒体２１における接合長を十分に確保することにより、橋脚１から接合構造体３の脚支持部４および地中梁５を介して伝達される応力をＲＣ杭２に確実に伝達することができる。   Furthermore, the stress transmitted from the bridge pier 1 through the leg support 4 and the underground beam 5 of the joint structure 3 to the RC pile 2 is reliably transmitted by ensuring a sufficient joint length in the outer cylinder 21. can do.

また外筒体２１の下部でＲＣ杭２が嵌め込まれる余長部２５を、ＲＣ杭２と外筒体２１の間隙Ｅに、余長部２５と等しい距離を確保したので、杭頭２ａの上面と杭接合部６の間の断面形状の変化による応力集中を効果的に緩和することができる。また外筒体２１の内径とＲＣ杭２の径との差により、ＲＣ杭１の施工誤差や接合構造体３の据付、組立誤差を吸収することができる。   In addition, since the surplus length portion 25 in which the RC pile 2 is fitted at the lower portion of the outer cylindrical body 21 is secured in the gap E between the RC pile 2 and the outer cylindrical body 21 so as to be equal to the surplus length portion 25, the upper surface of the pile head 2a And stress concentration due to a change in the cross-sectional shape between the pile joints 6 can be effectively alleviated. Further, due to the difference between the inner diameter of the outer cylindrical body 21 and the diameter of the RC pile 2, construction errors of the RC pile 1, installation of the joined structure 3, and assembly errors can be absorbed.

さらに、接合構造体３の寸法や配置形状を自在に変更することができ、様々なＲＣ杭２の本数、ＲＣ杭２の外径に対して適応させることができる。
［実施の形態２］
実施の形態２を図１５〜図１８を参照して説明する。実施の形態２は、実施の形態１のリングスチフナ２２Ａ，２２Ｂに代えて外筒体２１内に連結・補強用の補剛箱桁４１を取り付け、またこの補剛箱桁４１と充填コンクリート２４を結合するために、この補剛箱桁４１に複数の孔明きジベル４２を設けたものである。なお、実施の形態１と同一部材には同一符号を付して説明を省略する。 Furthermore, the dimension and arrangement | positioning shape of the joining structure body 3 can be changed freely, and it can adapt with respect to the number of the various RC piles 2 and the outer diameter of the RC pile 2. FIG.
[Embodiment 2]
The second embodiment will be described with reference to FIGS. In the second embodiment, instead of the ring stiffeners 22A and 22B of the first embodiment, a stiffening box girder 41 for connection and reinforcement is attached in the outer cylinder 21, and the stiffening box girder 41 and the filling concrete 24 are connected. A plurality of perforated divels 42 are provided in the stiffening box girder 41 for coupling. The same members as those in the first embodiment are denoted by the same reference numerals and description thereof is omitted.

外筒体２１内には、地中梁５の副梁部５Ｂに連続する位置に、外筒体２１の鋼板を挟んで補剛箱桁４１が接合されている。この補剛箱桁４１は、上面板４１ａおよび下面板４１ｂと、外側面板４１ｃ，４１ｃとで矩形断面に形成され、上面板４１ａおよび下面板４１ｂに開口部４３Ａ，４３Ｂがそれぞれ形成されている。また杭鉄筋２ｂは、下面板４１ｂと開口部４３Ｂを貫通している。さらに上面板４１ａおよび下面板４１ｂと外側面板４１ｃ，４１ｃには、それぞれ複数の貫通孔からなり、鋼板に孔をあけただけで強固なずれ止め効果を発揮する孔明きジベル（桁部ずれ止め部）４２が形成され、補剛箱桁４１と充填コンクリート２４とがずれ止めされて結合されている。   In the outer cylinder 21, a stiffening box girder 41 is joined at a position continuous with the sub-beam portion 5B of the underground beam 5 with the steel plate of the outer cylinder 21 sandwiched therebetween. The stiffening box girder 41 is formed into a rectangular cross section by an upper surface plate 41a and a lower surface plate 41b and outer surface plates 41c and 41c, and openings 43A and 43B are formed in the upper surface plate 41a and the lower surface plate 41b, respectively. Moreover, the pile reinforcement 2b has penetrated the lower surface board 41b and the opening part 43B. Further, the upper surface plate 41a, the lower surface plate 41b and the outer surface plates 41c and 41c are each formed of a plurality of through holes, and a perforated gibber (girder portion detent portion) that exhibits a strong detent effect just by making a hole in the steel plate. ) 42 is formed, and the stiffening box girder 41 and the filled concrete 24 are connected to each other while being prevented from slipping.

上記構成において、外筒体２１は、副梁部５Ｂの箱桁構造体１１と補剛箱桁４１とを連結して一体化するとともに、充填コンクリート２４を拘束して，孔明きジベル４２の位置を保持しずれ止めを行う。そして、接合構造体３からの応力が、外筒体２１および補剛箱桁４１から充填コンクリート２４に伝達され、さらに充填コンクリート２４から杭鉄筋２ｂを介してＲＣ杭２に伝達される。   In the above configuration, the outer cylinder 21 connects and integrates the box girder structure 11 and the stiffening box girder 41 of the sub-beam portion 5B, and restrains the filling concrete 24 to position the perforated divel 42. Hold to prevent slippage. And the stress from the joining structure 3 is transmitted to the filling concrete 24 from the outer cylinder 21 and the stiffening box girder 41, and is further transmitted to the RC pile 2 from the filling concrete 24 via the pile rebar 2b.

上記実施の形態２によれば、リングスチフナ２２Ａ，２２Ｂに代えて外筒体２１内に連結・補強用の補剛箱桁４１を内挿し、また補剛箱桁４１に複数の孔明きジベル４２を形成することにより、外筒体２１に十分な強度を付与するとともに、補剛箱桁４１と充填コンクリート２４とを確実に結合し、外筒体２１と充填コンクリート２４とをスタッドジベル２３で結合して、充填コンクリート２４と外筒体２１との剥離防止効果を発揮することができる。そして上記構成により、実施の形態１と同様の作用効果を奏することができる。   According to the second embodiment, instead of the ring stiffeners 22A and 22B, the stiffening box girder 41 for connection / reinforcement is inserted into the outer cylindrical body 21, and a plurality of perforated divels 42 are provided in the stiffening box girder 41. In addition to providing sufficient strength to the outer cylindrical body 21, the stiffening box girder 41 and the filled concrete 24 are securely coupled to each other, and the outer cylindrical body 21 and the filled concrete 24 are coupled to each other by the stud gibber 23. And the peeling prevention effect with the filling concrete 24 and the outer cylinder 21 can be exhibited. With the above configuration, the same operational effects as those of the first embodiment can be achieved.

なお、杭鉄筋２ｂは下面板４１ｂを貫通させたが、仮想線で示すように、杭頭２ａ部分で杭鉄筋２ｂを中心側に折り曲げて上方に伸ばし開口部４３Ｂを通過させてもよい。
［実施の形態３］
実施の形態３を図１９，図２０を参照して説明する。なお、実施の形態１と同一の構造を有する１柱２杭の接合部構造で、実施の形態１と同一部材には同一符号を付して説明を省略する。 In addition, although the pile reinforcement 2b penetrated the lower surface board 41b, as shown by a virtual line, you may bend the pile reinforcement 2b to the center side in the pile head 2a part, and may extend upwards and let the opening part 43B pass.
[Embodiment 3]
A third embodiment will be described with reference to FIGS. In addition, it is the junction structure of 1 pillar 2 pile which has the same structure as Embodiment 1, the same code | symbol is attached | subjected to the same member as Embodiment 1, and description is abbreviate | omitted.

接合構造体１０３は、脚支持部４と、この脚支持部４から対称方向に張り出された地中梁５，５と、これら地中梁５，５の先端部に設けられて外筒体２１とリングスチフナ２２Ａ，２２Ｂを有する杭接合部６から構成されている。   The joint structure 103 is provided with a leg support portion 4, underground beams 5 and 5 projecting symmetrically from the leg support portion 4, and tip portions of the underground beams 5 and 5. 21 and a pile joint 6 having ring stiffeners 22A and 22B.

実施の形態３によれば、１柱２杭であっても実施の形態１と同様の作用効果を奏することができる。
［実施の形態４］
実施の形態４を図２１〜図２２を参照して説明する。なお、実施の形態２と同一の構造を有する１柱２杭の接合部構造で、実施の形態２と同一部材には同一符号を付して説明を省略する。 According to the third embodiment, the same effects as in the first embodiment can be achieved even with one pillar and two piles.
[Embodiment 4]
The fourth embodiment will be described with reference to FIGS. In addition, it is the junction part structure of 1 pillar 2 pile which has the structure same as Embodiment 2, the same code | symbol is attached | subjected to the same member as Embodiment 2, and description is abbreviate | omitted.

接合構造体１０３は、脚支持部４と、この脚支持部４から対称方向に張り出された地中梁５，５と、これら地中梁５，５の先端部に設けられた外筒体２１と補剛箱桁４１を有する杭接合部６から構成されている。   The joint structure 103 includes a leg support portion 4, underground beams 5 and 5 projecting symmetrically from the leg support portion 4, and outer cylinders provided at the distal ends of the underground beams 5 and 5. 21 and a pile joint 6 having a stiffening box girder 41.

実施の形態４によれば、１柱２杭であっても実施の形態２と同様の作用効果を奏することができる。
なお、上記実施の形態１〜４では、１柱２杭と１柱４杭のものを説明したが、１柱６杭など他の杭数のものも適用可能である。 According to Embodiment 4, even if it is 1 pillar and 2 piles, there can exist an effect similar to Embodiment 2. FIG.
In addition, although the thing of 1 pillar 2 pile and 1 pillar 4 pile was demonstrated in the said Embodiment 1-4, the thing of other pile numbers, such as 1 pillar 6 pile, is applicable.

本発明に係る橋脚の全体側面図である。It is a whole side view of the pier concerning the present invention. 本発明に係る橋脚と杭の接合部の実施の形態１を示す地中梁の全体平面図である。BRIEF DESCRIPTION OF THE DRAWINGS It is the whole ground plan view of the underground beam which shows Embodiment 1 of the junction part of the bridge pier and pile which concerns on this invention. 図２に示すＡ−Ａ断面図である。It is AA sectional drawing shown in FIG. 図２に示すＢ−Ｂ断面図である。It is BB sectional drawing shown in FIG. 図２に示すＣ−Ｃ断面図である。It is CC sectional drawing shown in FIG. 杭接合部の平面図である。It is a top view of a pile joint part. 杭接合部の縦断面図である。It is a longitudinal cross-sectional view of a pile joint part. 杭接合部の破壊現象を説明する縦断面図である。It is a longitudinal cross-sectional view explaining the destruction phenomenon of a pile joint part. 地中梁の基部ブロックと先端ブロックとを示す平面図である。It is a top view which shows the base block and tip block of an underground beam. 接合部の施工手順を示す杭頭の正面視の断面図である。It is sectional drawing of the front view of the pile head which shows the construction procedure of a junction part. 接合部の施工手順を示す地中梁の据付状態を示す正面視の断面図である。It is sectional drawing of the front view which shows the installation state of the underground beam which shows the construction procedure of a junction part. 接合部の施工手順を示す地中梁の位置調整状態を示す側面視の断面図である。It is sectional drawing of the side view which shows the position adjustment state of the underground beam which shows the construction procedure of a junction part. 接合部の施工手順を示す充填コンクリートの充填状態を示す正面視の断面図である。It is sectional drawing of the front view which shows the filling state of the filling concrete which shows the construction procedure of a junction part. 接合部の施工手順を示す中埋めコンクリートの施工状態を示す正面視の断面図である。It is sectional drawing of the front view which shows the construction state of the filling concrete which shows the construction procedure of a junction part. 本発明に係る橋脚と杭の接合部の実施の形態２を示す地中梁の全体平面図である。It is the whole underground plan view of the underground beam which shows Embodiment 2 of the junction part of a bridge pier and a pile concerning the present invention. 図１５に示すＤ−Ｄ断面図である。It is DD sectional drawing shown in FIG. 杭接合部を示す平面図である。It is a top view which shows a pile junction part. 杭接合部を示す縦断面図である。It is a longitudinal cross-sectional view which shows a pile junction part. 本発明に係る橋脚と杭の接合部の実施の形態３を示す地中梁の全体平面図である。It is the whole ground plan view of the underground beam which shows Embodiment 3 of the junction part of a bridge pier and a pile concerning the present invention. 地中梁の縦断面図である。It is a longitudinal cross-sectional view of an underground beam. 本発明に係る橋脚と杭の接合部の実施の形態３を示す地中梁の全体平面図である。It is the whole ground plan view of the underground beam which shows Embodiment 3 of the junction part of a bridge pier and a pile concerning the present invention. 地中梁の縦断面図である。It is a longitudinal cross-sectional view of an underground beam.

符号の説明Explanation of symbols

１ 橋脚
２ ＲＣ杭
２ａ 杭頭
２ｂ 杭鉄筋
３，１０３，２０３ 接合構造体
３Ａ 基部ブロック
３Ｂ 先端ブロック
４ 脚支持部
４ａ 脚接合部
５ 地中梁
５Ａ 主梁部
５Ｂ 副梁部
６ 杭接合部
１１ 箱桁構造体
１４ 継手フランジ
２１ 外筒体
２２Ａ 上段のリングスチフナ
２２Ｂ 下段のリングスチフナ
２３ スタッドジベル
２３ｕ 最上段のスタッドジベル
２４ 充填コンクリート
２５ 余長部
２６ リング板
４１ 補剛箱桁
４２ 孔明きジベル DESCRIPTION OF SYMBOLS 1 Bridge pier 2 RC pile 2a Pile head 2b Pile reinforcement 3,103,203 Joint structure 3A Base block 3B Tip block 4 Leg support part 4a Leg joint part 5 Underground beam 5A Main beam part 5B Secondary beam part 6 Pile joint part 11 Box girder structure 14 Joint flange 21 Outer cylinder 22A Upper ring stiffener 22B Lower ring stiffener 23 Stud gibber 23u Uppermost stud gibber 24 Filled concrete 25 Extra length part 26 Ring plate 41 Stiffened box girder 42 Perforated diver

Claims (4)

複数のコンクリート製杭と鋼製橋脚とを鋼製の接合構造体により連結する橋脚と杭との接合部構造であって、
前記接合構造体に、橋脚の基端部を支持する脚支持部と、当該脚支持部から張出された複数の地中梁と、当該地中梁の先端側で杭の杭頭に接合される杭接合部とを設け、
前記脚支持部と前記地中梁とを箱桁構造体により形成し、
前記杭接合部に、前記地中梁の箱桁構造体に一体に接合され杭頭の上方部を囲んで配置される鋼板製の外筒体と、前記地中梁の箱桁構造体に一体に設けられて前記外筒体の外周部を囲む複数のリングスチフナと、前記外筒体内に充填されて当該外筒体と杭頭とを一体に接合する充填コンクリートと、前記外筒体に設けられて外筒体と充填コンクリートの剥離を防止する筒部ずれ止め部材と、杭頭から前記外筒体内に伸びる複数の杭鉄筋とを設けた
橋脚と杭との接合部構造。 A joint structure between a pier and a pile, in which a plurality of concrete piles and a steel pier are connected by a steel joint structure,
The joint structure is joined to the pile head of the pile at the distal end side of the underground beam, a plurality of underground beams extending from the leg support portion, and a leg support portion that supports the base end portion of the pier. A pile joint
The leg support portion and the underground beam are formed by a box girder structure,
A steel tube outer cylinder that is integrally joined to the underground beam box girder structure and is disposed surrounding the upper portion of the pile head, and the underground beam box girder structure. A plurality of ring stiffeners surrounding the outer peripheral portion of the outer cylinder, filled concrete for filling the outer cylinder and integrally joining the outer cylinder and the pile head, and the outer cylinder A junction structure between a bridge pier and a pile, provided with a cylindrical displacement preventing member that prevents peeling of the outer cylinder and the filled concrete, and a plurality of pile rebars extending from the head of the pile into the outer cylinder. 杭頭が余長部の距離だけ外筒体の充填コンクリート内に嵌入され、
外筒体が、最上段の筒部ずれ止め部材から杭頭までの接合長と、前記余長部の距離とを確保するように形成された
請求項１記載の橋脚と杭との接合部構造。 The pile head is inserted into the filling concrete of the outer cylinder by the distance of the extra length,
The junction structure of a bridge pier and a pile according to claim 1, wherein the outer cylinder is formed so as to secure a junction length from the uppermost cylinder portion displacement preventing member to the pile head and a distance of the extra length portion. . 複数のコンクリート製杭と鋼製橋脚とを鋼製の接合構造体により連結する橋脚と杭との接合部構造であって、
前記接合構造体に、橋脚の基端部を支持する脚支持部と、当該脚支持部から張出された複数の地中梁と、当該地中梁の先端側で杭の杭頭に接合される杭接合部とを設け、
前記脚支持部と前記地中梁とを箱桁構造体により形成し、
前記杭接合部に、前記地中梁の箱桁構造体に一体に接合され杭頭の上方部を囲んで配置される鋼板製の外筒体と、前記地中梁の箱桁構造体の延長上に前記外筒体内に一体に接合された補剛箱桁と、前記外筒体内に充填されて当該外筒体と杭頭とを一体に接合する充填コンクリートと、前記補剛箱桁に設けられて補剛箱桁と充填コンクリートとをずれ止めする桁部ずれ止め部と、前記外筒体に設けられて外筒体と充填コンクリートの剥離を防止する筒部ずれ止め部材と、杭頭から前記外筒体内に伸びる複数の杭鉄筋とを設けた
橋脚と杭との接合部構造。 A joint structure between a pier and a pile, in which a plurality of concrete piles and a steel pier are connected by a steel joint structure,
The joint structure is joined to the pile head of the pile at the distal end side of the underground beam, a plurality of underground beams extending from the leg support portion, and a leg support portion that supports the base end portion of the pier. A pile joint
The leg support portion and the underground beam are formed by a box girder structure,
An outer cylindrical body made of steel plate, which is integrally joined to the underground beam box girder structure and is disposed so as to surround the upper portion of the pile head, and an extension of the underground beam box girder structure A stiffening box girder integrally joined to the outer cylinder, a filled concrete filled in the outer cylinder and integrally joining the outer cylinder and the pile head, and provided in the stiffening box girder From the pile head, a girder detent portion for destabilizing the stiffening box girder and the filling concrete, a cylinder detent member provided on the outer cylinder to prevent the outer cylinder and the filling concrete from peeling off, and a pile head A joint structure of a bridge pier and a pile provided with a plurality of pile reinforcing bars extending into the outer cylinder. 杭頭が余長部の距離だけ外筒体の充填コンクリート内に嵌入され、
外筒体が、最上段の筒部ずれ止め部材から杭頭までの接合長と、前記余長部の距離とを確保するように形成された
請求項３記載の橋脚と杭との接合部構造。
The pile head is inserted into the filling concrete of the outer cylinder by the distance of the extra length,
The junction structure of the bridge pier and the pile according to claim 3, wherein the outer cylinder is formed so as to secure a junction length from the uppermost cylinder portion slip prevention member to the pile head and a distance of the extra length portion. .
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JP2006104747A (en) * 2004-10-05 2006-04-20 Public Works Research Institute Pier stud connection structure and pier stud connecting method

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CN105178192B (en) * 2015-08-28 2017-04-05 天津五市政公路工程有限公司 Adjustable binder and pier stud integrated construction technique and application specific form
CN108396761A (en) * 2018-04-03 2018-08-14 江苏南通三建集团股份有限公司 The non-fully pile foundation cushion cap and production method under precipitation state inside a kind of foundation pit
WO2023280260A1 (en) * 2021-07-07 2023-01-12 中交第三航务工程勘察设计院有限公司 Installation-type high-piled wharf structure and construction method

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