JP5158650B2

JP5158650B2 - Concrete member joint structure

Info

Publication number: JP5158650B2
Application number: JP2009028574A
Authority: JP
Inventors: 英夫塚越; 純一池谷; 春生中澤; 香織大久保
Original assignee: Shimizu Corp
Current assignee: Shimizu Corp
Priority date: 2009-02-10
Filing date: 2009-02-10
Publication date: 2013-03-06
Anticipated expiration: 2029-02-10
Also published as: JP2010185181A

Description

本発明は、例えば鉄筋コンクリート製の柱と梁などのコンクリート部材同士を接合するためのコンクリート部材の接合構造に関する。 The present invention relates to a joint structure of concrete members for joining concrete members such as reinforced concrete columns and beams.

従来、鉄筋コンクリート造の建物は、最上階の柱頭部と最下階の柱脚部を除き、梁を先行して降伏させるように設計されている。このとき、梁の降伏は、柱際で生じるように設計している。 Traditionally, reinforced concrete buildings are designed to yield beams in advance, with the exception of the top column head and the bottom column base. At this time, the beam yield is designed to occur at the edge of the pillar.

また、施工性を向上させるために（施工の合理化を図るために）、梁をプレキャスト化する場合も多くなっている。この場合には、接合端面（接合面）から材軸方向外側に主筋を突出させてプレキャストコンクリート梁（ＰＣａ梁、一方のコンクリート部材）を形成し、さらに、梁を接合する部分の柱の側面（他方のコンクリート部材の接合面）から梁の材軸方向外側に向けて接合用鉄筋を突設する。そして、ＰＣａ梁の主筋と柱の接合用鉄筋を継手で繋ぎ、ＰＣａ梁と柱の互いの接合面の間（接合部）に後打ちコンクリートを現場打設して、ＰＣａ梁と柱を接合するようにしている。 In addition, in order to improve the workability (in order to rationalize the construction), the beam is often precast. In this case, a precast concrete beam (PCa beam, one concrete member) is formed by projecting the main bar from the joint end surface (joint surface) to the outside in the axial direction of the material, and further, the side surface of the column where the beam is joined ( Reinforcing bars are projected from the joining surface of the other concrete member) toward the outside in the material axis direction of the beam. Then, the main bars of the PCa beam and the reinforcing bars for joining the columns are connected by joints, and post-cast concrete is cast in-situ between the joint surfaces of the PCa beams and the columns (joined portions), and the PCa beams and the columns are joined. I am doing so.

また、ＰＣａ梁の主筋と柱の接合用鉄筋を繋ぐ継手として、カプラーを用いた機械式継手や重ね継手が用いられているが、カプラーを用いた機械式継手は、カプラーが高価でグラウト工事も必要になるため、梁端部を柱に接合する際には、重ね継手が多用されている（例えば、特許文献１、特許文献２参照）。 In addition, mechanical joints and lap joints using couplers are used as joints to connect the main bars of the PCa beam and the reinforcing bars for joining the columns. However, mechanical joints using couplers are expensive and grouting. Since it becomes necessary, lap joints are frequently used when joining beam ends to columns (see, for example, Patent Document 1 and Patent Document 2).

一方、梁の主筋と柱の接合用鉄筋の継手に重ね継手を用いた接合構造には、梁の主筋に重ね合わせた柱の接合用鉄筋の基端側（柱の接合面側、柱際）にシース管を被せ、このシース管で接合用鉄筋の基端側と後打ちコンクリートをアンボンド（非定着）にしたものがある。この接合構造においては、接合用鉄筋の基端側のアンボンド部（非定着部）によって柱際にヒンジ部（降伏ヒンジ）が形成され、例えば大地震によって梁が変形し大きな曲げモーメントが作用した際に、確実にヒンジ部の接合用鉄筋を先行して降伏させ、梁の降伏が柱際で生じるようにすることができる。また、このようにアンボンド部（非定着部、ヒンジ部）を設けることによって、接合用鉄筋ひいては梁の主筋の伸び変形能力を高めることができ、コンクリートのひび割れや圧壊等の被害を抑制することが可能になる。 On the other hand, in the joint structure using the lap joint for the joint of the main bar of the beam and the reinforcing bar for the column, the base end side of the column reinforcing bar superimposed on the main bar of the beam (column joint surface side, side of the column) A sheath tube is placed on the base end side of the reinforcing steel for bonding and the post-cast concrete is unbonded (non-fixed). In this joint structure, a hinge part (yielding hinge) is formed at the pillar by the unbonded part (non-fixed part) on the base end side of the jointing rebar, for example, when the beam is deformed by a large earthquake and a large bending moment acts In addition, it is possible to reliably yield the hinge rebar for the hinge part in advance, so that the yielding of the beam occurs at the column edge. In addition, by providing unbonded portions (non-fixed portions, hinge portions) in this way, it is possible to increase the elongation deformation capacity of the reinforcing bars for joining, and thus the main bars of the beams, and to suppress damage such as cracking and crushing of concrete. It becomes possible.

特開２００６−９７２８８号公報JP 2006-97288 A 特開２００４−３４６６４１号公報JP 2004-346541 A

しかしながら、上記のように、梁の主筋と柱の接合用鉄筋を重ね合わせた重ね継手部にヒンジ部を設けた場合には、特に接合用鉄筋の基端側をアンボンド（非定着）にしてヒンジ部を形成した場合には、構造性能（耐力）を確保するために、アンボンド部以外の接合用鉄筋を後打ちコンクリートに定着させる部分に十分な定着長が必要になる。このため、接合用鉄筋と主筋を重ね合わせた重ね継手部ひいては後打ちコンクリートを打設する接合部を長くする必要が生じるとともに梁のプレキャスト部分（ＰＣａ梁）が短くなり、後打ちコンクリートの打設量が増大して、ＰＣａ梁を用いて施工の合理化を図っているにもかかわらず、施工性が低下するという問題があった。 However, as described above, when the hinge portion is provided in the lap joint portion in which the main reinforcing bars of the beam and the reinforcing bars for joining the columns are overlapped, the hinge is particularly set with the base end side of the joining reinforcing bars being unbonded (non-fixed). In the case where the portion is formed, a sufficient fixing length is required in the portion where the joining reinforcing bar other than the unbonded portion is fixed to the post-cast concrete in order to ensure the structural performance (proof strength). For this reason, it is necessary to lengthen the lap joint part in which the reinforcing bars and the main bars are overlapped, and thus the joint part for placing the post-cast concrete, and the precast part of the beam (PCa beam) is shortened, so that the post-cast concrete is cast. Although the amount is increased and the construction is rationalized by using the PCa beam, there is a problem that the workability is lowered.

本発明は、上記事情に鑑み、優れた構造性能を確保しつつ、重ね継手部ひいては接合部の長さを短くして施工性を向上させることが可能なコンクリート部材の接合構造を提供することを目的とする。 In view of the above circumstances, the present invention provides a joint structure for a concrete member capable of improving workability by shortening the length of a lap joint part and thus a joint part while ensuring excellent structural performance. Objective.

上記の目的を達するために、この発明は以下の手段を提供している。 In order to achieve the above object, the present invention provides the following means.

本発明のコンクリート部材の接合構造は、一方のコンクリート部材と他方のコンクリート部材の互いの接合面が対向するように一対のコンクリート部材を配置し、前記一対のコンクリート部材の接合面の間の接合部に後打ちコンクリートを打設して前記一対のコンクリート部材を接合するためのコンクリート部材の接合構造であって、前記一方のコンクリート部材は、該一方のコンクリート部材の接合面から材軸方向外側に向けて突出する一対の主筋の先端側同士を連結してＵ字状に形成した第１Ｕ字状部を備え、前記他方のコンクリート部材は、該他方のコンクリート部材の接合面から前記一方のコンクリート部材の材軸方向外側に向けて突出する一対の接合用鉄筋の先端側同士を連結してＵ字状に形成した第２Ｕ字状部を備えており、前記他方のコンクリート部材の接合面側に、前記第１Ｕ字状部の先端側と前記第２Ｕ字状部を重ね合わせた重ね継手部を設け、前記重ね継手部よりも前記一方のコンクリート部材の接合面側に、前記第１Ｕ字状部の主筋が先行して降伏するヒンジ部を設けて構成されていることを特徴とする。 In the joint structure of concrete members of the present invention, a pair of concrete members are arranged so that the joint surfaces of one concrete member and the other concrete member face each other, and a joint portion between the joint surfaces of the pair of concrete members A concrete member joining structure for placing post-cast concrete to join the pair of concrete members, wherein the one concrete member is directed outward from the joining surface of the one concrete member in the material axial direction. A first U-shaped portion formed in a U-shape by connecting the tip ends of a pair of main bars protruding in a protruding manner, and the other concrete member is formed from the joint surface of the other concrete member. A second U-shaped portion formed in a U shape by connecting the tip ends of a pair of reinforcing bars protruding outward in the material axis direction; Provided on the joint surface side of the other concrete member is a lap joint part in which the distal end side of the first U-shaped part and the second U-shaped part are overlapped, and the joint surface of the one concrete member is more than the lap joint part. It is characterized in that a hinge portion is provided on the side where the main bar of the first U-shaped portion yields in advance.

この発明においては、第１Ｕ字状部の先端側に第２Ｕ字状部を重ね合わせて、他方のコンクリート部材の接合面側にループ形状の重ね継手部が形成され、例えば一方のコンクリート部材を梁（ＰＣａ梁）、他方のコンクリート部材を柱とした場合に、第１Ｕ字状部の先端側のループ部と第２Ｕ字状部の先端側のループ部によって、後打ちコンクリートに拘束された斜め圧縮ストラットを形成することが可能になる。このため、大地震などによって一方のコンクリート部材が変形し接合部に曲げモーメントが作用する場合においても、重ね継手部で確実に曲げモーメントを低減させることができ、優れた構造性能を発揮させることが可能になる。そして、このように重ね継手部をループ形状にしたことで、重ね継手部の長さを短くしても優れた構造性能を確保することが可能になる。 In the present invention, the second U-shaped portion is overlapped with the distal end side of the first U-shaped portion, and a loop-shaped lap joint portion is formed on the joint surface side of the other concrete member. (PCa beam), when the other concrete member is a column, diagonal compression restrained by post-cast concrete by the loop part on the tip side of the first U-shaped part and the loop part on the tip side of the second U-shaped part It becomes possible to form struts. For this reason, even when one concrete member is deformed by a large earthquake and a bending moment acts on the joint, the bending moment can be reliably reduced at the lap joint, and excellent structural performance can be exhibited. It becomes possible. And by making the lap joint part into a loop shape in this way, it becomes possible to ensure excellent structural performance even if the length of the lap joint part is shortened.

また、このように他方のコンクリートの接合面側に設けた重ね継手部が優れた構造性能を発揮することで、大地震などによって一方のコンクリート部材が変形し接合部に曲げモーメントが作用した際に、重ね継手部よりも一方のコンクリートの接合面側にずらして設けたヒンジ部の第１Ｕ字状部の主筋を、確実に先行して降伏させることが可能になる。そして、このように降伏ヒンジ（ヒンジ部）を重ね継手部ではなく一方のコンクリート部材の接合面側にずらして設定することで、この部分の曲げモーメントの負担を小さくすることができるため、一方のコンクリート部材の主筋（第１Ｕ字状部の主筋）のサイズを小さくすることも可能になる。 In addition, the lap joint provided on the joint surface side of the other concrete exhibits excellent structural performance, so that when one concrete member deforms due to a large earthquake and a bending moment acts on the joint. The main bar of the first U-shaped portion of the hinge portion, which is shifted from the lap joint portion to the side of the joint surface of the concrete, can surely yield in advance. And, since the yield hinge (hinge part) is set to be shifted to the joint surface side of one concrete member instead of the lap joint part in this way, the burden of the bending moment of this part can be reduced. It is also possible to reduce the size of the main bars of the concrete member (the main bars of the first U-shaped portion).

また、本発明のコンクリート部材の接合構造においては、前記ヒンジ部の前記第１Ｕ字状部の主筋を前記後打ちコンクリートに非定着にして構成されていることが望ましい。 Moreover, in the joint structure of the concrete member of this invention, it is desirable that the main reinforcement of the said 1st U-shaped part of the said hinge part is made non-fixed to the said post-cast concrete.

この発明においては、ヒンジ部の第１Ｕ字状部の主筋の基端側を後打ちコンクリートに非定着にしているため、確実にこの非定着にしたヒンジ部の主筋を先行して降伏させることが可能になり、降伏領域を特定することが可能になる。また、ヒンジ部の主筋を非定着にすることで、一方のコンクリート部材（接合部）の主筋の伸び変形性能を向上させることができ、一方のコンクリート部材や接合部のコンクリートにひび割れや圧壊等の被害が生じることを抑制（防止）することが可能になる。 In the present invention, since the proximal end side of the main bar of the first U-shaped part of the hinge part is not fixed to the post-cast concrete, it is possible to reliably yield the main bar of the hinge part which is not fixed in advance. It becomes possible to specify the yield region. In addition, by making the main bar of the hinge part unfixed, it is possible to improve the elongation deformation performance of the main bar of one concrete member (joint part), such as cracking or crushing in the concrete of one concrete member or the joint part. It is possible to suppress (prevent) damage from occurring.

さらに、本発明のコンクリート部材の接合構造においては、前記第１Ｕ字状部の前記一対の主筋の間隔よりも前記第２Ｕ字状部の前記一対の接合用鉄筋の間隔が大きくなるように前記第１Ｕ字状部と前記第２Ｕ字状部が形成され、前記接合部は、前記ヒンジ部に対し、前記重ね継手部側が前記材軸に直交する方向に突出するふかし部を備えて大断面で形成されていることがより望ましい。 Furthermore, in the joint structure for a concrete member of the present invention, the distance between the pair of joining reinforcing bars of the second U-shaped portion is larger than the distance between the pair of main reinforcing bars of the first U-shaped portion. The 1U-shaped part and the second U-shaped part are formed, and the joining part is formed in a large cross section with an upper part protruding from the hinge part in a direction perpendicular to the material axis with respect to the hinge part. It is more desirable.

この発明においては、ヒンジ部に対し、重ね継手部側がふかし部を備えて大断面で形成されているため、重ね継手部側の断面二次モーメントを大きくすることができ、重ね継手部の構造性能を向上させることが可能になり、より確実にヒンジ部の第１Ｕ字状部の主筋を先行して降伏させることが可能になる。 In this invention, since the lap joint portion side is provided with a knitting portion with a large cross section with respect to the hinge portion, the sectional secondary moment on the lap joint portion side can be increased, and the structural performance of the lap joint portion can be increased. It becomes possible to improve, and it becomes possible to yield the main reinforcement of the 1st U-shaped part of a hinge part more reliably in advance.

また、本発明のコンクリート部材の接合構造において、前記第２Ｕ字状部は、前記第１Ｕ字状部よりも大径の鉄筋を用いて形成されていてもよい。 In the joint structure for a concrete member of the present invention, the second U-shaped portion may be formed using a reinforcing bar having a diameter larger than that of the first U-shaped portion.

この発明においては、第２Ｕ字状部の接合用鉄筋に、第１Ｕ字状部の主筋よりも大径の鉄筋（サイズの大きな鉄筋）を用いることで、重ね継手部の構造性能を向上させることができ、より確実にヒンジ部の第１Ｕ字状部の主筋を先行して降伏させることが可能になる。 In this invention, the structural performance of the lap joint is improved by using a reinforcing bar having a diameter larger than that of the main reinforcing bar of the first U-shaped portion as the reinforcing bar for joining of the second U-shaped portion. Thus, the main bar of the first U-shaped portion of the hinge portion can be yielded in advance more reliably.

さらに、本発明のコンクリート部材の接合構造においては、後端側が前記一方のコンクリート部材に埋設され、先端側が前記一方のコンクリート部材の接合面から前記材軸方向外側に突出して前記ヒンジ部に配設された添え筋を備えていることがさらに望ましい。 Furthermore, in the joint structure for a concrete member of the present invention, the rear end side is embedded in the one concrete member, and the front end side protrudes outward from the joint surface of the one concrete member in the material axial direction and is disposed in the hinge portion. It is further desirable to have a supplementary bar.

この発明においては、先端側がヒンジ部に配設された添え筋を備えていることによって、大地震などによって一方のコンクリート部材が変形し接合部に曲げモーメントが作用する際に、添え筋を配設した部分の後打ちコンクリート（及び一方のコンクリート部材）に作用する応力を添え筋で緩和することができる。これにより、後打ちコンクリート（及び一方のコンクリート部材）にひび割れなどが生じることを抑制（防止）することが可能になる。 In this invention, since the tip side is provided with a supplementary bar arranged at the hinge part, when one concrete member is deformed due to a large earthquake or the like and a bending moment acts on the joint part, the supplementary bar is arranged. The stress acting on the post-cast concrete (and one concrete member) can be relieved by the accessory bar. Thereby, it becomes possible to suppress (prevent) the occurrence of cracks and the like in the post-cast concrete (and one concrete member).

また、本発明のコンクリート部材の接合構造においては、前記後打ちコンクリートが繊維補強コンクリートであることがより望ましい。 In the joint structure for concrete members of the present invention, the post-cast concrete is more preferably fiber reinforced concrete.

この発明においては、後打ちコンクリートに繊維補強コンクリートを用いることで、例えば普通コンクリートを用いた場合と比較して、接合部の構造性能（耐力）を向上させることが可能になり、後打ちコンクリートにひび割れなどが生じることを確実に抑制（防止）することが可能になる。 In this invention, by using fiber reinforced concrete for post-cast concrete, it becomes possible to improve the structural performance (strength) of the joint as compared with, for example, ordinary concrete. It is possible to reliably suppress (prevent) the occurrence of cracks and the like.

本発明のコンクリート部材の接合構造によれば、第１Ｕ字状部の先端側に第２Ｕ字状部を重ね合わせたループ形状の重ね継手部が他方のコンクリート部材の接合面側に設けられているため、大地震などによって一方のコンクリート部材が変形し接合部に曲げモーメントが作用する場合においても、この重ね継手部で確実に曲げモーメントを低減させることができ、優れた構造性能を発揮させることが可能になる。 According to the concrete member joining structure of the present invention, the loop-shaped lap joint part in which the second U-shaped part is superimposed on the tip side of the first U-shaped part is provided on the joint surface side of the other concrete member. Therefore, even when one concrete member is deformed due to a large earthquake and a bending moment acts on the joint, this lap joint can reliably reduce the bending moment and exhibit excellent structural performance. It becomes possible.

また、重ね継手部が優れた構造性能を発揮することで、重ね継手部よりも一方のコンクリートの接合面側にずらして設けたヒンジ部の第１Ｕ字状部の主筋を、確実に先行して降伏させることが可能になる。さらに、降伏ヒンジ（ヒンジ部）を重ね継手部ではなく一方のコンクリート部材の接合面側にずらして設定することで、この部分の曲げモーメントの負担を小さくすることができ、一方のコンクリート部材の主筋（第１Ｕ字状部の主筋）のサイズを小さくすることも可能になる。 Moreover, the main reinforcement of the 1st U-shaped part of the hinge part which shifted and provided in the joint surface side of one concrete rather than the lap joint part is surely preceded by demonstrating the outstanding structural performance of a lap joint part. It is possible to surrender. Furthermore, by setting the yield hinge (hinge part) to the joint surface side of one concrete member instead of the lap joint part, the burden of the bending moment of this part can be reduced, and the main reinforcement of one concrete member It is also possible to reduce the size of the (primary bar of the first U-shaped portion).

そして、他方のコンクリート部材の接合面側にループ形状の重ね継手部を設け、この重ね継手部よりも一方のコンクリート部材の接合面側に降伏ヒンジ（ヒンジ部）を設けることで、優れた構造性能を確保しつつ、重ね継手部の長さひいては接合部の長さを短くすることが可能になる。これにより、コンクリート部材をプレキャスト化した場合に、プレキャスト部分を長くし、後打ちコンクリートの打設量を少なくすることができ、プレキャスト化したコンクリート部材を用いて確実に施工の合理化を図ることが可能になる。 And, by providing a loop-shaped lap joint part on the joint surface side of the other concrete member and providing a yield hinge (hinge part) on the joint surface side of one concrete member than this lap joint part, excellent structural performance It is possible to shorten the length of the lap joint part, and thus the length of the joint part, while ensuring the above. This makes it possible to lengthen the precast part and reduce the amount of post-cast concrete when concrete members are precast, and to ensure rationalization of construction using precast concrete members become.

本発明の一実施形態に係る柱と梁（一対のコンクリート部材）の接合構造を示す図である。It is a figure which shows the joining structure of the pillar and beam (a pair of concrete member) which concern on one Embodiment of this invention. 本発明の一実施形態に係る梁（一方のコンクリート部材）を示す図である。It is a figure which shows the beam (one concrete member) which concerns on one Embodiment of this invention. 本発明の一実施形態に係る梁（一方のコンクリート部材）を示す図（図２のＸ１−Ｘ１線矢視図）である。It is a figure (X1-X1 arrow directional view of FIG. 2) which shows the beam (one concrete member) which concerns on one Embodiment of this invention. 本発明の一実施形態に係る柱（他方のコンクリート部材）を示す図である。It is a figure which shows the pillar (other concrete member) which concerns on one Embodiment of this invention. 本発明の一実施形態に係る柱（他方のコンクリート部材）を示す図（図４のＸ１−Ｘ１線矢視図）である。It is a figure (X1-X1 arrow directional view of FIG. 4) which shows the pillar (other concrete member) which concerns on one Embodiment of this invention. 本発明の一実施形態に係る柱と梁（一対のコンクリート部材）の接合構造を示す図である。It is a figure which shows the joining structure of the pillar and beam (a pair of concrete member) which concern on one Embodiment of this invention. 本発明の一実施形態に係る柱と梁（一対のコンクリート部材）の接合構造を示す図（図６のＸ１−Ｘ１線矢視図）である。It is a figure (X1-X1 arrow directional view of FIG. 6) which shows the joining structure of the pillar and beam (a pair of concrete member) which concern on one Embodiment of this invention. 一対の柱の間に梁を配置して梁側Ｕ字状部と柱側Ｕ字状部を重ね合わせた状態を示す図である。It is a figure which arrange | positions a beam between a pair of pillars, and shows the state which piled up the beam side U-shaped part and the column side U-shaped part. 梁側Ｕ字状部と柱側Ｕ字状部にスターラップを取り付けた状態を示す図である。It is a figure which shows the state which attached the stirrup to the beam side U-shaped part and the column side U-shaped part.

以下、図１から図９を参照し、本発明の一実施形態に係るコンクリート部材の接合構造について説明する。 Hereinafter, a concrete member joining structure according to an embodiment of the present invention will be described with reference to FIGS.

本実施形態の接合構造Ａは、図１に示すように、鉄筋コンクリート造の建物を構築するにあたり、一方のコンクリート部材である梁１と他方のコンクリート部材である柱２（２ａ、２ｂ）の互いに対向する接合面１ａ、２ｃの間の接合部３に適用されて、一対のコンクリート部材１、２を接合するためのものである。また、本実施形態の接合構造Ａは、各コンクリート部材１、２の接合面１ａ、２ｃから突出した鉄筋を重ね合わせるとともに後打ちコンクリート４を現場打設し、重ね継手を用いて一対のコンクリート部材１、２を接合するものである。 As shown in FIG. 1, the joint structure A of the present embodiment is configured so that a beam 1 as one concrete member and a column 2 (2a, 2b) as another concrete member are opposed to each other when building a reinforced concrete building. It is applied to the joint portion 3 between the joint surfaces 1a and 2c to be joined to join the pair of concrete members 1 and 2. In addition, the joining structure A of the present embodiment superimposes the reinforcing bars protruding from the joining surfaces 1a and 2c of the concrete members 1 and 2 and places the post-cast concrete 4 on-site, and uses a lap joint to form a pair of concrete members. 1 and 2 are joined.

そして、梁１は、例えば工場などで予め製作したプレキャストコンクリート部材であり、図２及び図３に示すように、上部主筋６と下部主筋７とスターラップ８をコンクリート９で埋設して形成されている。また、上部主筋６と下部主筋７（一対の主筋）はそれぞれ、梁１の接合面（接合端面）１ａから材軸方向Ｏ１外側に向けて突出（延出）しており、接合面１ａから外側に突出した上下一対の上部主筋６と下部主筋７の先端側同士が連結されている。これにより、上下一対の上部主筋６と下部主筋７の接合面１ａから外側に突出した部分がＵ字状に形成され、この部分が梁側Ｕ字状部（第１Ｕ字状部）１０とされている。また、上部主筋６と下部主筋７はそれぞれ、梁１の幅方向Ｔ１に所定の間隔をあけて複数配設されており、上下一対の上部主筋６と下部主筋７の先端側同士がそれぞれ連結されて、複数の梁側Ｕ字状部１０が形成されている。 The beam 1 is a precast concrete member manufactured in advance in a factory, for example, and is formed by embedding the upper main reinforcement 6, the lower main reinforcement 7, and the stirrup 8 with concrete 9 as shown in FIGS. Yes. Further, the upper main bar 6 and the lower main bar 7 (a pair of main bars) each protrude (extend) from the joint surface (joint end face) 1a of the beam 1 toward the outer side in the material axis direction O1, and outward from the joint surface 1a. The pair of upper and lower upper main bars 6 and lower main bars 7 projecting from each other are connected to each other. Thereby, the part which protruded outside from the joint surface 1a of a pair of upper and lower upper main bars 6 and the lower main bar 7 is formed in a U shape, and this part is used as a beam side U-shaped part (first U-shaped part) 10. ing. Further, a plurality of upper main bars 6 and lower main bars 7 are arranged at predetermined intervals in the width direction T1 of the beam 1, and the tip ends of a pair of upper and lower upper main bars 6 and lower main bars 7 are connected to each other. Thus, a plurality of beam-side U-shaped portions 10 are formed.

さらに、梁側Ｕ字状部１０の上部主筋６と下部主筋７にはそれぞれ、接合面１ａ側の基端側の一部に所定長さのシース管１１が被せて取り付けられている。そして、この梁側Ｕ字状部１０は、シース管１１が取り付けられた材軸方向Ｏ１の長さ範囲、すなわち、シース管１１の後端（本実施形態では接合面１ａと同位置）からシース管１１の先端までの長さ範囲が、後打ちコンクリート４に埋設した状態でこの後打ちコンクリート４に非定着となる（定着しない）非定着部１２（ヒンジ部１３）とされている。また、シース管１１の先端から上部主筋６と下部主筋７の先端同士を連結したループ部１０ａ（梁側Ｕ字状部１０の先端）までの長さ範囲が後打ちコンクリート４に定着する定着部１４（重ね継手部１５）とされている。 Furthermore, a sheath tube 11 having a predetermined length is attached to each of the upper main bar 6 and the lower main bar 7 of the beam-side U-shaped portion 10 so as to cover a part of the base end side on the joint surface 1a side. And this beam side U-shaped part 10 is a sheath from the length range of the material axial direction O1 to which the sheath pipe | tube 11 was attached, ie, the rear end (this embodiment is the same position as the joint surface 1a). A length range up to the tip of the pipe 11 is a non-fixed portion 12 (hinge portion 13) that is not fixed (not fixed) to the post-cast concrete 4 in a state of being embedded in the post-cast concrete 4. Further, the fixing portion where the length range from the distal end of the sheath tube 11 to the loop portion 10 a (the distal end of the beam-side U-shaped portion 10) connecting the distal ends of the upper main bar 6 and the lower main bar 7 is fixed to the post-cast concrete 4. 14 (lap joint portion 15).

また、本実施形態の梁１は、図３に示すように、後端側が梁１のコンクリート９に埋設され、先端側が梁１の接合面１ａから材軸方向Ｏ１外側に突出する添え筋１６を備えている。この添え筋１６は、接合面１ａから突出した先端側が梁側Ｕ字状部１０の上部主筋６及び／又は上部主筋７の基端側の非定着部１２（ヒンジ部１３）に添うように配設されている。例えば、添え筋１６は、Ｄ１６の鉄筋が使用され、梁１に３３３ｍｍの長さで埋設し、接合面１ａから２００ｍｍ程度突出させて設けられている。 In addition, as shown in FIG. 3, the beam 1 of the present embodiment has a reinforcing bar 16 that is embedded in the concrete 9 of the beam 1 on the rear end side and protrudes outward from the joint surface 1 a of the beam 1 to the outer side in the material axial direction O1. I have. The splicing bar 16 is arranged so that the distal end side protruding from the joint surface 1 a follows the upper main bar 6 of the beam-side U-shaped part 10 and / or the non-fixing part 12 (hinge part 13) on the base end side of the upper main bar 7. It is installed. For example, the reinforcing bar 16 is a D16 reinforcing bar, is embedded in the beam 1 with a length of 333 mm, and is provided to protrude about 200 mm from the joint surface 1a.

柱２（２ａ、２ｂ）には、図４及び図５に示すように、梁１を接合する接合面２ｃ（側面）から梁１の材軸方向Ｏ１外側に向けて突出し、上下に所定の間隔をあけて配された上下一対の接合用鉄筋（接合用上段鉄筋２０、接合用下段鉄筋２１）が設けられている。そして、一対の接合用上段鉄筋２０と接合用下段鉄筋２１は、接合面２ｃから外側に突出した先端側同士が連結されている。これにより、上下一対の接合用上段鉄筋２０と接合用下段鉄筋２１の接合面２ｃから外側に突出した部分がＵ字状に形成され、この部分が柱側Ｕ字状部（第２Ｕ字状部）２２とされている。また、接合用上段鉄筋２０と接合用下段鉄筋２１はそれぞれ、柱２の幅方向Ｔ２に所定の間隔をあけて複数配設されており、上下一対の接合用上段鉄筋２０と接合用下段鉄筋２１の先端側同士がそれぞれ連結されて、複数の柱側Ｕ字状部２２が形成されている。 As shown in FIGS. 4 and 5, the pillar 2 (2a, 2b) protrudes from the joint surface 2c (side surface) for joining the beam 1 toward the outside in the material axis direction O1 of the beam 1, and is vertically spaced by a predetermined distance. A pair of upper and lower joining reinforcing bars (joining upper rebar 20 and joining lower rebar 21) are provided. And as for a pair of upper rebar 20 for joining, and lower rebar 21 for joining, the tip sides which protruded outside from joined surface 2c are connected. Thereby, the part which protruded outside from the joining surface 2c of a pair of upper and lower joint reinforcing bars 20 and 21 for joining is formed in a U-shape, and this part is formed as a column-side U-shaped part (second U-shaped part). ) 22. In addition, a plurality of upper rebars 20 for bonding and lower rebars 21 for bonding are respectively disposed in the width direction T2 of the column 2 with a predetermined interval, and a pair of upper and lower rebars 20 for bonding and a lower rebar 21 for bonding are provided. A plurality of columnar U-shaped portions 22 are formed by connecting the leading end sides of each other.

また、この柱側Ｕ字状部２２は、接合面２ｃ側の基端側から接合用上段鉄筋２０と接合用下段鉄筋２２の先端側同士を連結したループ部２２ａまでの長さが、梁側Ｕ字状部１０の定着部１４（重ね継手部１５）の長さと略同等となるように形成されている。 Further, the column-side U-shaped portion 22 has a length from the base end side on the joining surface 2c side to the loop portion 22a in which the distal end sides of the joining upper rebar 20 and the joining lower rebar 22 are connected to each other on the beam side. The U-shaped portion 10 is formed so as to be approximately equal to the length of the fixing portion 14 (lap joint portion 15).

さらに、柱側Ｕ字状部２２の接合用上段鉄筋２０と接合用下段鉄筋２１の上下方向の間隔Ｌ１が、梁側Ｕ字状部１０の上部主筋６と下部主筋７の上下方向の間隔Ｌ２よりも大きくなるようにして、梁側Ｕ字状部１０と柱側Ｕ字状部２２が形成されている。また、例えば、柱側Ｕ字状部２２の接合用上段鉄筋２０と接合用下段鉄筋２１としてＤ２２の鉄筋を用い、梁側Ｕ字状部１０の上部主筋６と下部主筋７としてＤ１９の鉄筋を用い、柱側Ｕ字状部２２は、梁側Ｕ字状部１０よりも大径の鉄筋（サイズが大きい鉄筋）を用いて形成されている。 Further, the vertical distance L1 between the upper reinforcing bar 20 for joining and the lower reinforcing bar 21 for joining of the column side U-shaped part 22 is the vertical distance L2 between the upper main bar 6 and the lower main bar 7 of the beam side U-shaped part 10. The beam-side U-shaped portion 10 and the column-side U-shaped portion 22 are formed so as to be larger. Further, for example, the D22 rebar is used as the upper reinforcing bar 20 and the lower rebar 21 for joining of the column side U-shaped part 22, and the D19 rebar is used as the upper main bar 6 and the lower main bar 7 of the beam side U-shaped part 10. The column-side U-shaped portion 22 is formed using a reinforcing bar having a diameter larger than that of the beam-side U-shaped portion 10 (a reinforcing bar having a larger size).

そして、本実施形態の接合構造Ａでは、図６及び図７に示すように、梁１を互いの接合面１ａ、２ｃが対向するように柱２（２ａ、２ｂ）の間の所定位置に配設した状態で、この梁１の梁側Ｕ字状部１０のループ部１０ａが柱２の接合面２ｃ近傍に配され、且つ梁側Ｕ字状部１０の上部主筋６と柱側Ｕ字状部２２の接合用上段鉄筋２０が上下方向の略同位置に配されている。 In the joint structure A of the present embodiment, as shown in FIGS. 6 and 7, the beam 1 is arranged at a predetermined position between the pillars 2 (2a, 2b) so that the joint surfaces 1a, 2c face each other. In the installed state, the loop portion 10a of the beam-side U-shaped portion 10 of the beam 1 is arranged in the vicinity of the joint surface 2c of the column 2, and the upper main reinforcement 6 of the beam-side U-shaped portion 10 and the column-side U-shape. The upper rebar 20 for joining of the part 22 is arranged at substantially the same position in the vertical direction.

また、柱側Ｕ字状部２２の接合用下段鉄筋２１が梁側Ｕ字状部１０の下部主筋７よりも下方に配設されるとともに、梁側Ｕ字状部１０の定着部１４と柱側Ｕ字状部２２とが互いに重ね合わされている。これにより、接合部３には、柱２の接合面２ｃ側に、梁側Ｕ字状部１０の先端側と柱側Ｕ字状部２２とを重ね合わせたループ形状の重ね継手部１５が設けられている。また、重ね継手部１５よりも梁１の接合面１ａ側に（すなわちシース管１１を被せた梁側Ｕ字状部１０の基端側の非定着部１２の部分に）、ヒンジ部１３が設けられている。 Further, the lower reinforcing bar 21 for joining the column side U-shaped portion 22 is disposed below the lower main reinforcing bar 7 of the beam side U-shaped portion 10, and the fixing portion 14 of the beam side U-shaped portion 10 and the column are arranged. The side U-shaped portion 22 is overlapped with each other. Thus, the joint portion 3 is provided with a loop-shaped lap joint portion 15 in which the distal end side of the beam-side U-shaped portion 10 and the column-side U-shaped portion 22 are overlapped on the joint surface 2 c side of the column 2. It has been. Further, a hinge portion 13 is provided on the side of the joint surface 1a of the beam 1 with respect to the lap joint portion 15 (that is, on the non-fixing portion 12 on the proximal end side of the beam-side U-shaped portion 10 covered with the sheath tube 11). It has been.

さらに、接合部３には、ヒンジ部１３の梁側Ｕ字状部１０の上部主筋６及び下部主筋７とシース管１１と添え筋１６を囲繞するように、また、重ね継手部１５の梁側Ｕ字状部１０の上部主筋６及び下部主筋７と柱側Ｕ字状部２２の接合用上段鉄筋２０及び接合用下段鉄筋２１とをそれぞれ囲繞するように、材軸方向Ｏ１に所定の間隔をあけて複数のスターラップ２３が設けられている。 Further, the joint 3 surrounds the upper main bar 6 and the lower main bar 7, the sheath tube 11 and the accessory bar 16 of the beam-side U-shaped part 10 of the hinge part 13, and also on the beam side of the lap joint part 15. A predetermined interval is provided in the material axial direction O1 so as to surround the upper main reinforcing bar 6 and the lower main reinforcing bar 7 of the U-shaped part 10 and the upper reinforcing bar 20 for bonding and the lower reinforcing bar 21 for bonding of the columnar U-shaped part 22, respectively. A plurality of star wraps 23 are provided.

そして、柱２と梁１は、互いの接合面１ａ、２ｃの間に、梁側Ｕ字状部１０と柱側Ｕ字状部２２とシース管１１と添え筋１６とスターラップ２３を埋設するように後打ちコンクリート４を打設して接合されている。また、本実施形態では、後打ちコンクリート４として繊維補強コンクリートが用いられている。そして、このとき、梁側Ｕ字状部１０は、上部主筋６と下部主筋７の基端側の非定着部１２（ヒンジ部１３）がシース管１１によって後打ちコンクリート４に非定着にして埋設されている。また、梁側Ｕ字状部１０の定着部１４の上部主筋６及び下部主筋７と、柱側Ｕ字状部２２の全ての接合用上段鉄筋２０及び接合用下段鉄筋２１と（重ね継手部１５）が、後打ちコンクリート４に定着して埋設されている。 And the pillar 2 and the beam 1 embed the beam side U-shaped part 10, the column side U-shaped part 22, the sheath tube 11, the accessory muscle 16, and the stirrup 23 between the joint surfaces 1 a and 2 c. Thus, post-cast concrete 4 is cast and joined. In this embodiment, fiber reinforced concrete is used as the post-cast concrete 4. At this time, the beam-side U-shaped portion 10 is embedded with the non-fixing portion 12 (hinge portion 13) on the base end side of the upper main reinforcement 6 and the lower main reinforcement 7 being not fixed to the post-cast concrete 4 by the sheath tube 11. Has been. Further, the upper main reinforcement 6 and the lower main reinforcement 7 of the fixing part 14 of the beam-side U-shaped part 10, and all the upper reinforcing bars 20 and lower reinforcing bars 21 for joining of the column-side U-shaped part 22 (lap joint part 15 ) Is fixedly embedded in the post-cast concrete 4.

さらに、本実施形態の接合構造Ａでは、ヒンジ部１３の梁成Ｈ１が梁１の梁成と同一であるのに対し、重ね継手部１５の梁成Ｈ２がヒンジ部１３の梁成Ｈ１よりも大きくなっている。すなわち、本実施形態では、梁側Ｕ字状部１０の上部主筋６と下部主筋７の間隔Ｌ２よりも柱側Ｕ字状部２２の接合用上段鉄筋２０と接合用下段鉄筋２１の間隔Ｌ１が大きくなっているため、重ね継手部１５側がヒンジ部１３側よりも材軸Ｏ１に直交する方向に突出するふかし部２４を備えて大断面で形成されている。例えば、ヒンジ部１３側の梁成Ｈ１が３００ｍｍとされ、重ね継手部１５側の梁成Ｈ２がふかし部２４を備えることで３８０ｍｍとされている。 Furthermore, in the joint structure A of the present embodiment, the beam formation H1 of the hinge portion 13 is the same as the beam formation of the beam 1, whereas the beam formation H2 of the lap joint portion 15 is more than the beam formation H1 of the hinge portion 13. It is getting bigger. In other words, in the present embodiment, the interval L1 between the upper reinforcing bar 20 for joining and the lower reinforcing bar 21 for joining is larger than the interval L2 between the upper main bar 6 and the lower main bar 7 of the beam side U-shaped part 10. Since it is larger, the lap joint part 15 side is formed with a large cross section including a knitting part 24 protruding in a direction perpendicular to the material axis O1 than the hinge part 13 side. For example, the beam formation H1 on the hinge part 13 side is set to 300 mm, and the beam formation H2 on the lap joint part 15 side is provided with the knitting part 24 to be 380 mm.

ついで、上記構成からなる本実施形態の接合構造Ａを用いて柱２と梁１を接合する方法を説明するとともに、本実施形態の接合構造Ａの作用及び効果について説明する。 Next, a method of joining the column 2 and the beam 1 using the joining structure A of the present embodiment having the above configuration will be described, and the operation and effect of the joining structure A of the present embodiment will be described.

はじめに、接合面１ａから材軸方向Ｏ１外側に上部主筋６と下部主筋７と添え筋１６が突出した梁１（プレキャストコンクリート部材）を工場等で製作し、突出した上部主筋６と下部主筋７にそれぞれシース管１１を取り付ける。これとともに、上部主筋６と下部主筋７の先端側同士を連結して梁側Ｕ字状部１０を形成する。 First, the beam 1 (precast concrete member) in which the upper main bar 6, the lower main bar 7, and the auxiliary bar 16 protrude from the joint surface 1a to the outer side in the material axis direction O1 is manufactured at a factory or the like, and the protruding upper main bar 6 and lower main bar 7 are formed. A sheath tube 11 is attached to each. At the same time, the beam-side U-shaped portion 10 is formed by connecting the tip ends of the upper main bar 6 and the lower main bar 7 together.

また、柱２の接合面２ｃから梁１の材軸方向Ｏ１外側に突出するように接合用上段鉄筋２０と接合用下段鉄筋２１を配設するとともに、接合用上段鉄筋２０と接合用下段鉄筋２１の先端側同士を連結して柱側Ｕ字状部２２を形成する。 Further, the upper rebar 20 for joining and the lower rebar 21 for joining are disposed so as to protrude from the joint surface 2c of the column 2 to the outside in the material axis direction O1 of the beam 1, and the upper rebar 20 for joining and the lower rebar 21 for joining are disposed. The front end sides are connected to each other to form the columnar U-shaped portion 22.

さらに、図８に示すように、接合部３に配設する複数のスターラップ２３の内孔に梁側Ｕ字状部１０を挿通し、梁１の接合面１ａ側の非定着部１２に（シース管１１を取り付けた部分に）、複数のスターラップ２３を束ねた状態で納めて仮配置しておく。そして、柱２の接合面２ｃと梁１の接合面１ａが対向するように、梁１を一対の柱２（２ａ、２ｂ）の間の所定位置に配置する。このとき、梁側Ｕ字状部１０の上部主筋６と柱側Ｕ字状部２２の接合用上段鉄筋２０とが上下方向の同位置に配されるように、且つ梁側Ｕ字状部１０の先端側の定着部１４と柱側Ｕ字状部２２とが互いに重なり合うようにして、梁１を所定位置に設置する。なお、梁１は、例えば仮設の支持架台などを用いて所定位置に配設した状態で保持される。 Further, as shown in FIG. 8, the beam-side U-shaped portion 10 is inserted into the inner holes of the plurality of stirrups 23 disposed in the joint portion 3, and the non-fixing portion 12 on the joint surface 1 a side of the beam 1 ( A plurality of stirrups 23 are bundled and temporarily arranged in a portion where the sheath tube 11 is attached. And the beam 1 is arrange | positioned in the predetermined position between a pair of pillar 2 (2a, 2b) so that the joint surface 2c of the pillar 2 and the joint surface 1a of the beam 1 may oppose. At this time, the upper main reinforcement 6 of the beam-side U-shaped part 10 and the upper reinforcing bar 20 for joining the column-side U-shaped part 22 are arranged at the same position in the vertical direction, and the beam-side U-shaped part 10 The beam 1 is installed at a predetermined position so that the fixing portion 14 on the tip side and the columnar U-shaped portion 22 overlap each other. Note that the beam 1 is held in a state of being disposed at a predetermined position using, for example, a temporary support frame.

そして、図９に示すように、仮配置したスターラップ２３を引き出して、ヒンジ部１３と重ね継手部１５の所定位置に間隔をあけて配置するとともに、シース管１１、上部主筋６、下部主筋７、接合用上段鉄筋２０、接合用下段鉄筋２１に緊結して設置する。 Then, as shown in FIG. 9, the temporarily placed stirrup 23 is pulled out and arranged at predetermined positions of the hinge portion 13 and the lap joint portion 15, and the sheath tube 11, the upper main muscle 6, and the lower main muscle 7. The upper rebar 20 for bonding and the lower rebar 21 for bonding are installed tightly.

また、接合部３に、梁側Ｕ字状部１０、シース管１１、添え筋１６、柱側Ｕ字状部２２を内包するように型枠を設置する。このとき、ヒンジ部１３は、梁１の梁成Ｈ１及び梁幅に合わせるように、重ね継手部１５は、梁１の梁幅に合わせるとともにふかし部２４の分だけ梁成Ｈ２が大きくなるように型枠が設置される。このように型枠を設置した段階で、繊維補強コンクリートの後打ちコンクリート４を型枠内に打設し、所定の強度が発現した段階で、型枠を取り外して、柱２と梁１の接合が完了する。 In addition, the formwork is installed in the joint portion 3 so as to include the beam-side U-shaped portion 10, the sheath tube 11, the accessory bar 16, and the column-side U-shaped portion 22. At this time, the lap joint portion 15 is adjusted to the beam width of the beam 1 and the beam component H2 is increased by the amount of the upper portion 24 so that the hinge portion 13 matches the beam component H1 and beam width of the beam 1. Formwork is installed. After the formwork is installed in this manner, post-cast concrete 4 of fiber reinforced concrete is placed in the formwork, and when the predetermined strength is developed, the formwork is removed and the column 2 and the beam 1 are joined. Is completed.

上記のように構成した本実施形態の接合構造Ａにおいては、梁側Ｕ字状部１０の先端側に柱側Ｕ字状部２２を重ね合わせて、柱２の接合面２ｃ側にループ形状の重ね継手部１５が形成されている。このため、梁側Ｕ字状部１０の先端側のループ部１０ａと柱側Ｕ字状部２２の先端側のループ部２２ａによって、後打ちコンクリート４に拘束された斜め圧縮ストラットを形成することが可能になる。これにより、大地震などが発生して、梁１が変形し接合部３に曲げモーメントが作用する場合においても、圧縮ストラットが形成された重ね継手部１５で確実に曲げモーメントを低減させることができ、優れた構造性能を発揮させることが可能になる。 In the joining structure A of the present embodiment configured as described above, the column-side U-shaped portion 22 is superimposed on the distal end side of the beam-side U-shaped portion 10, and a loop shape is formed on the joining surface 2 c side of the column 2. A lap joint portion 15 is formed. Therefore, an oblique compression strut constrained by the post-cast concrete 4 can be formed by the loop portion 10a on the distal end side of the beam-side U-shaped portion 10 and the loop portion 22a on the distal end side of the column-side U-shaped portion 22. It becomes possible. Thus, even when a large earthquake occurs and the beam 1 is deformed and a bending moment is applied to the joint 3, the bending moment can be reliably reduced by the lap joint portion 15 in which the compression strut is formed. It is possible to exhibit excellent structural performance.

そして、このように重ね継手部１５をループ形状にしたことで、従来の単に主筋と接合用鉄筋を重ね合わせた重ね継手と比較し、重ね継手部１５の長さを短くしても優れた構造性能を確保することが可能になる。すなわち、例えば、従来の重ね継手において所望の構造性能を得るために定着長が８２０ｍｍ必要である場合に対し、本実施形態のように梁側Ｕ字状部１０と柱側Ｕ字状部２２を重ね合わせてループ形状の重ね継手部１５を形成した場合には、重ね継手部１５の長さを６２０ｍｍに減らして、同等の構造性能を確保することが可能である。 And by making the lap joint part 15 into a loop shape in this way, an excellent structure can be achieved even if the length of the lap joint part 15 is shortened compared to a conventional lap joint in which the main reinforcing bars and the reinforcing bars are joined. It becomes possible to ensure performance. That is, for example, in the case where a fixing length of 820 mm is necessary to obtain a desired structural performance in the conventional lap joint, the beam side U-shaped portion 10 and the column side U-shaped portion 22 are connected as in the present embodiment. When the loop-shaped lap joint portion 15 is formed by overlapping, it is possible to reduce the length of the lap joint portion 15 to 620 mm and ensure equivalent structural performance.

また、このように柱２の接合面２ｃ側に設けた重ね継手部１５が優れた構造性能を発揮することで、大地震などによって梁１が変形し接合部３に曲げモーメントが作用した際に、重ね継手部１５よりも梁１の接合面１ａ側にずらして設けたヒンジ部１３の梁側Ｕ字状部１０の主筋６、７を、確実に先行して降伏させることが可能になる。そして、降伏ヒンジ（ヒンジ部１３）を重ね継手部１５ではなく梁１の接合面１ａ側にずらして設定することで、この部分の曲げモーメントの負担を小さくすることができるため、梁１の主筋６、７（梁側Ｕ字状部１０の主筋６、７）のサイズを小さくすることも可能になる。 Moreover, when the lap joint 15 provided on the joint surface 2c side of the column 2 exhibits excellent structural performance, the beam 1 is deformed by a large earthquake or the like, and a bending moment acts on the joint 3. The main bars 6 and 7 of the beam-side U-shaped portion 10 of the hinge portion 13 provided by being shifted to the joint surface 1a side of the beam 1 with respect to the lap joint portion 15 can be surely yielded in advance. And since the burden of the bending moment of this part can be made small by shifting and setting a yield hinge (hinge part 13) to the joint surface 1a side of the beam 1 instead of the lap joint part 15, the main reinforcement of the beam 1 It is also possible to reduce the size of 6, 7 (the main bars 6, 7 of the beam-side U-shaped portion 10).

よって、本実施形態の接合構造Ａにおいては、柱２の接合面２ｃ側にループ形状の重ね継手部１５を設け、この重ね継手部１５よりも梁１の接合面１ａ側に降伏ヒンジ（ヒンジ部１３）を設けることで、優れた構造性能を確保しつつ、重ね継手部１５の長さひいては接合部３の長さを短くすることが可能になる。これにより、梁１をプレキャスト化した場合に、プレキャスト部分を長くし、後打ちコンクリート４の打設量を少なくすることができ、プレキャスト化した梁１を用いて確実に施工の合理化を図ることが可能になる。 Therefore, in the joint structure A of the present embodiment, the loop-shaped lap joint portion 15 is provided on the joint surface 2c side of the column 2, and the yield hinge (hinge portion) is closer to the joint surface 1a side of the beam 1 than the lap joint portion 15. By providing 13), it is possible to shorten the length of the lap joint portion 15 and thus the length of the joint portion 3 while ensuring excellent structural performance. As a result, when the beam 1 is precast, the precast portion can be lengthened and the amount of the post-cast concrete 4 can be reduced, and the precast beam 1 can be used to reliably rationalize the construction. It becomes possible.

また、ヒンジ部１３の梁側Ｕ字状部１０の主筋６、７の基端側を後打ちコンクリート４に非定着にしているため、確実にこの非定着にしたヒンジ部１３の主筋６、７を先行して降伏させることが可能になり、降伏領域を特定することが可能になる。さらに、ヒンジ部１３の主筋６、７を非定着にすることで、梁１（接合部３）の主筋６、７の伸び変形性能を向上させることができ、梁１や接合部３のコンクリート４、９にひび割れや圧壊等の被害が生じることを抑制（防止）することが可能になる。 Further, since the proximal end sides of the main bars 6 and 7 of the beam-side U-shaped part 10 of the hinge part 13 are not fixed to the post-cast concrete 4, the main bars 6 and 7 of the hinge part 13 which are securely fixed are not fixed. Can be yielded in advance, and the yield region can be specified. Furthermore, by making the main bars 6 and 7 of the hinge part 13 unfixed, the elongation deformation performance of the main bars 6 and 7 of the beam 1 (joint part 3) can be improved, and the concrete 4 of the beam 1 and the joint part 3 can be improved. , 9 can be suppressed (prevented) from causing damage such as cracking or crushing.

さらに、ヒンジ部１３に対し、重ね継手部１５側がふかし部２４を備えて大断面で形成されているため、重ね継手部１５側の断面二次モーメントを大きくすることができる。これにより、重ね継手部１５の構造性能をさらに向上させることが可能になり、より確実にヒンジ部１３の梁側Ｕ字状部１０の主筋６、７を先行して降伏させることが可能になる。 Furthermore, since the lap joint part 15 side is provided with the knitting part 24 and is formed in a large cross section with respect to the hinge part 13, the sectional moment on the lap joint part 15 side can be increased. As a result, the structural performance of the lap joint portion 15 can be further improved, and the main bars 6 and 7 of the beam-side U-shaped portion 10 of the hinge portion 13 can be more reliably yielded in advance. .

また、柱側Ｕ字状部２２の接合用鉄筋２０、２１に、梁側Ｕ字状部１０の主筋６、７よりも大径の鉄筋（サイズの大きな鉄筋）を用いることで、重ね継手部１５の構造性能を向上させることができ、より確実にヒンジ部１３の梁側Ｕ字状部１０の主筋６、７を先行して降伏させることが可能になる。 In addition, by using reinforcing bars (large reinforcing bars) having a diameter larger than that of the main reinforcing bars 6 and 7 of the beam-side U-shaped part 10 for the connecting reinforcing bars 20 and 21 of the column-side U-shaped part 22, the lap joint part 15 can be improved, and the main bars 6 and 7 of the beam-side U-shaped portion 10 of the hinge portion 13 can be yielded in advance more reliably.

さらに、先端側がヒンジ部１３に配設された添え筋１６を備えていることによって、大地震などによって梁１が変形し接合部３に曲げモーメントが作用する際に、添え筋１６を配設した部分の後打ちコンクリート４（及び梁１）に作用する応力を添え筋１６で緩和することができる。これにより、後打ちコンクリート４（及び梁１）にひび割れなどが生じることを抑制（防止）することが可能になる。 Further, since the front end side is provided with the supplementary bar 16 disposed on the hinge portion 13, the supplementary bar 16 is disposed when the beam 1 is deformed due to a large earthquake or the like and a bending moment acts on the joint portion 3. The stress acting on the part of the post-cast concrete 4 (and the beam 1) can be relaxed by the splicing bar 16. Thereby, it is possible to suppress (prevent) the occurrence of cracks or the like in the post-cast concrete 4 (and the beam 1).

また、後打ちコンクリート４に繊維補強コンクリートを用いることで、例えば普通コンクリートを用いた場合と比較して、接合部３の構造性能（耐力）を向上させることが可能になり、後打ちコンクリート４にひび割れなどが生じることを確実に抑制（防止）することが可能になる。 In addition, by using fiber reinforced concrete for the post-cast concrete 4, it becomes possible to improve the structural performance (proof strength) of the joint 3 compared to, for example, the case of using ordinary concrete. It is possible to reliably suppress (prevent) the occurrence of cracks and the like.

以上、本発明に係るコンクリート部材の接合構造の一実施形態について説明したが、本発明は上記の一実施形態に限定されるものではなく、その趣旨を逸脱しない範囲で適宜変更可能である。例えば、本実施形態では、梁１の接合面１ａ側に、梁側Ｕ字状部１０の基端側にシース管１１を被せた非定着部１２によってヒンジ部１３を形成するようにしているが、必ずしも重ね継手部１５よりも梁１の接合面１ａ側の梁側Ｕ字状部１０の基端側を後打ちコンクリート４に非定着にしなくてもよい。すなわち、梁側Ｕ字状部１０の主筋６、７に、重ね継手部１５を形成する柱側Ｕ字状部２２の接合用鉄筋２０、２１よりも小径の鉄筋を用いた場合には、梁側Ｕ字状部１０の基端側（ヒンジ部１３）の主筋６、７を後打ちコンクリート４に定着させても、梁１の変形によって曲げモーメントが作用した際にこの部分の主筋６、７を先行して降伏させることが可能である。このため、梁側Ｕ字状部１０の基端側（ヒンジ部１３）の主筋６、７を後打ちコンクリート４に定着させた場合であっても、梁１の接合面１ａ側の梁側Ｕ字状部１０の基端側にヒンジ部１３を形成することが可能であり、本実施形態と同様の効果を得ることができる。 As mentioned above, although one Embodiment of the joining structure of the concrete member based on this invention was described, this invention is not limited to said one Embodiment, It can change suitably in the range which does not deviate from the meaning. For example, in the present embodiment, the hinge portion 13 is formed by the non-fixing portion 12 in which the sheath tube 11 is covered on the proximal end side of the beam-side U-shaped portion 10 on the joint surface 1a side of the beam 1. The base end side of the beam-side U-shaped portion 10 on the joint surface 1a side of the beam 1 rather than the lap joint portion 15 is not necessarily fixed to the post-cast concrete 4. That is, when the reinforcing bars 20 and 21 of the column side U-shaped part 22 forming the lap joint part 15 are used as the main reinforcing bars 6 and 7 of the beam side U-shaped part 10, Even if the main bars 6 and 7 on the base end side (hinge part 13) of the side U-shaped part 10 are fixed to the post-cast concrete 4, the main bars 6 and 7 of this part when the bending moment is applied due to the deformation of the beam 1. Can be surrendered in advance. For this reason, even when the main bars 6 and 7 on the base end side (hinge portion 13) of the beam-side U-shaped portion 10 are fixed to the post-cast concrete 4, the beam side U on the joint surface 1 a side of the beam 1. The hinge portion 13 can be formed on the base end side of the character-shaped portion 10, and the same effect as in the present embodiment can be obtained.

また、本実施形態では、梁側Ｕ字状部１０の上下一対の主筋６、７の間隔Ｌ２よりも柱側Ｕ字状部２２の上下一対の接合用鉄筋２０、２１の間隔Ｌ１を大きくして、重ね継手部１５側をふかし部２４を備えて大断面にし、重ね継手部１５の断面二次モーメントを大きくすることで構造性能を向上させるようにしている。これに対し、柱側Ｕ字状部２２の接合用鉄筋２０、２１に、梁側Ｕ字状部１０の主筋６、７よりも大径の鉄筋を用いることによって重ね継手部１５の構造性能を確保することが可能であるため、梁側Ｕ字状部１０の主筋６、７の間隔Ｌ２と、柱側Ｕ字状部２２の接合用鉄筋２０、２１の間隔Ｌ１とを同等にしてもよい。 In the present embodiment, the distance L1 between the pair of upper and lower joining reinforcing bars 20 and 21 of the columnar U-shaped part 22 is made larger than the distance L2 between the pair of upper and lower main bars 6 and 7 of the beam-side U-shaped part 10. Thus, the lap joint portion 15 side is provided with the wiping portion 24 so as to have a large cross section, and the sectional moment of the lap joint portion 15 is increased to improve the structural performance. On the other hand, the structural performance of the lap joint 15 is improved by using reinforcing bars 20 and 21 having a larger diameter than the main bars 6 and 7 of the beam-side U-shaped portion 10 for the reinforcing bars 20 and 21 for the column-side U-shaped portion 22. Since it is possible to secure, the distance L2 between the main bars 6 and 7 of the beam-side U-shaped part 10 and the distance L1 between the joining reinforcing bars 20 and 21 of the column-side U-shaped part 22 may be made equal. .

１梁（一方のコンクリート部材）
１ａ接合面（接合端面）
２柱（他方のコンクリート部材）
２ｃ接合面
３接合部
４後打ちコンクリート
６上部主筋（主筋）
７下部主筋（主筋）
８スターラップ
９コンクリート
１０梁側Ｕ字状部（第１Ｕ字状部）
１０ａループ部
１１シース管
１２非定着部
１３ヒンジ部（降伏ヒンジ）
１４定着部
１５重ね継手部
１６添え筋
２０接合用上段鉄筋（接合用鉄筋）
２１接合用下段鉄筋（接合用鉄筋）
２２柱側Ｕ字状部（第２Ｕ字状部）
２２ａループ部
２３スターラップ
２４ふかし部
Ａ接合構造
Ｈ１ヒンジ部の梁成
Ｈ２重ね継手部の梁成
Ｌ１上部主筋と下部主筋の間隔
Ｌ２接合用上段鉄筋と接合用下段鉄筋の間隔
Ｏ１材軸方向
Ｔ１梁の幅方向
Ｔ２柱の幅方向 1 Beam (one concrete member)
1a Joint surface (joint end face)
2 pillar (the other concrete member)
2c Joint surface 3 Joint 4 Post-cast concrete 6 Upper main reinforcement (main reinforcement)
7 Lower main muscle (main muscle)
8 Stirrup 9 Concrete 10 Beam-side U-shaped part (1st U-shaped part)
10a Loop part 11 Sheath tube 12 Non-fixing part 13 Hinge part (yielding hinge)
14 fixing portion 15 lap joint portion 16 splice 20 upper rebar for joining (joining rebar)
21 Lower rebar for joining (joining rebar)
22 Column side U-shaped part (2nd U-shaped part)
22a Loop portion 23 Stirrup 24 Overlay portion A Joint structure H1 Beam formation H2 at hinge portion Beam formation L1 at lap joint portion L2 distance between upper main reinforcement and lower main reinforcement L2 Distance O1 between upper rebar for joining and lower rebar for joining O1 Material axial direction T1 Beam width direction T2 Column width direction

Claims

A pair of concrete members are arranged so that the joint surfaces of one concrete member and the other concrete member face each other, and post-cast concrete is placed at the joint between the joint surfaces of the pair of concrete members, A joining structure of concrete members for joining a pair of concrete members,
The one concrete member includes a first U-shaped portion that is formed in a U shape by connecting the tip sides of a pair of main bars that protrude from the joint surface of the one concrete member toward the outside in the material axis direction.
The other concrete member is formed in a U shape by connecting the tip ends of a pair of joining reinforcing bars protruding from the joint surface of the other concrete member toward the outside in the material axis direction of the one concrete member. A second U-shaped part,
On the joint surface side of the other concrete member, a lap joint part in which the tip side of the first U-shaped part and the second U-shaped part are overlapped is provided, and the one concrete member is joined to the lap joint part. A joint structure for a concrete member, characterized in that a hinge portion is provided on the surface side where the main bar of the first U-shaped portion yields in advance.

In the joint structure of concrete members according to claim 1,
A joint structure for a concrete member, characterized in that the main bar of the first U-shaped part of the hinge part is not fixed to the post-cast concrete.

In the joining structure of the concrete member according to claim 1 or 2,
The first U-shaped part and the second U-shaped part are formed so that the distance between the pair of joining reinforcing bars of the second U-shaped part is larger than the distance between the pair of main reinforcing bars of the first U-shaped part. And
The joint part is a joint structure for a concrete member, characterized in that the joint part is formed with a large cross section with a flared part protruding in a direction orthogonal to the material axis on the lap joint part side with respect to the hinge part.

In the joint structure of a concrete member according to any one of claims 1 to 3,
The second U-shaped part is formed using a reinforcing bar having a diameter larger than that of the first U-shaped part.

In the joint structure of a concrete member according to any one of claims 1 to 4,
The rear end side is embedded in the one concrete member, and the front end side is provided with a supplementary bar disposed on the hinge portion so as to protrude outward in the material axis direction from the joint surface of the one concrete member. Bonding structure of concrete members.

In the joint structure of a concrete member according to any one of claims 1 to 5,
A concrete member joining structure, wherein the post-cast concrete is fiber reinforced concrete.