JP7087260B2 - Column-beam joint structure - Google Patents

Column-beam joint structure Download PDF

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JP7087260B2
JP7087260B2 JP2018236290A JP2018236290A JP7087260B2 JP 7087260 B2 JP7087260 B2 JP 7087260B2 JP 2018236290 A JP2018236290 A JP 2018236290A JP 2018236290 A JP2018236290 A JP 2018236290A JP 7087260 B2 JP7087260 B2 JP 7087260B2
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joint
column
end portion
mechanical
reinforcing bar
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JP2020097844A (en
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悟史 掛
史崇 小倉
一臣 中根
巧 津司
裕介 田邊
楓子 小林
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Takenaka Corp
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Description

本発明は、柱梁の接合構造に関する。 The present invention relates to a beam-column joint structure.

梁又は柱の柱梁仕口部との接合端部は、一般的に降伏ヒンジ領域とされている。このため、梁又は柱に配筋された主筋と柱梁仕口部に配筋された接合鉄筋とを機械式継手で接続する場合、従来、接合端部を避けた位置に機械式継手を配置する必要があった。 The joint end of the beam or column with the column-beam joint is generally referred to as the yield hinge region. For this reason, when connecting the main reinforcing bar arranged on the beam or column and the joining reinforcing bar arranged on the column-beam joint with a mechanical joint, the mechanical joint is conventionally arranged at a position avoiding the joint end. I had to do it.

一方、近年、降伏ヒンジ領域の位置をずらして接合端部を非降伏ヒンジ領域とすることで、機械式継手を接合端部に配置することを可能とするヒンジリロケーションと呼ばれる技術が提案されている。 On the other hand, in recent years, a technique called hinge relocation has been proposed that enables a mechanical joint to be placed at the joint end by shifting the position of the yield hinge region to make the joint end a non-yield hinge region. ..

例えば特許文献１には、仕口部と梁端部とに跨って配筋される接合鉄筋として、径の太い鉄筋や高強度鉄筋を用いることで、接合端部である梁端部が非降伏ヒンジ領域となるよう補強された梁部材が開示されている。 For example, in Patent Document 1, the beam end portion, which is the joint end portion, is not yielded by using a large-diameter reinforcing bar or a high-strength reinforcing bar as the joint reinforcing bar arranged across the joint portion and the beam end portion. A beam member reinforced to be a hinged area is disclosed.

特開２００５－１５５０５８号公報Japanese Unexamined Patent Publication No. 2005-155058

特許文献１に示す梁部材では、一般的な丸鋼からなる梁主筋と、径の太い又は高強度の接合鉄筋とをスリーブ（機械式継手）で接続している。このため、同鋼種の鉄筋同士を接続する場合と比較して、鉄筋の管理が煩雑となるとともに、場合によっては高性能の機械式継手を用いる必要があった。 In the beam member shown in Patent Document 1, a beam main bar made of general round steel and a joint reinforcing bar having a large diameter or high strength are connected by a sleeve (mechanical joint). For this reason, the management of the reinforcing bars becomes complicated as compared with the case where the reinforcing bars of the same steel type are connected to each other, and in some cases, it is necessary to use a high-performance mechanical joint.

本発明は上記事実に鑑み、高性能の機械式継手を用いることなく機械式継手を梁又は柱の柱梁仕口部との接合端部に設けることができる柱梁の接合構造を提供することを目的とする。 In view of the above facts, the present invention provides a beam-column joint structure in which a mechanical joint can be provided at a joint end portion of a beam or a column with a beam-column joint without using a high-performance mechanical joint. With the goal.

請求項１に記載の柱梁の接合構造は、柱と梁との柱梁仕口部と、前記柱梁仕口部と前記梁の中央部を接合する接合端部と、前記接合端部の中に配置され、前記柱梁仕口部から突出する接合鉄筋と前記梁の中央部から突出する梁主筋とを接続する機械式継手と、前記柱梁仕口部と前記接合端部とに跨って配筋され、前記接合端部が非降伏ヒンジ領域となるよう前記接合端部を補強する補強筋と、前記補強筋の端部に取付けられ前記接合端部に位置する定着部と、を有する。 The beam-column joint structure according to claim 1 includes a beam-column joint between a column and a beam, a joint end portion that joins the beam-column joint portion and a central portion of the beam, and a joint end portion. A mechanical joint that is arranged inside and connects a joint reinforcing bar protruding from the beam-column joint and a beam main bar protruding from the center of the beam, and straddles the beam-column joint and the joint end. It has a reinforcing bar for reinforcing the joint end portion so that the joint end portion becomes a non-yielding hinge region, and a fixing portion attached to the end portion of the reinforcing bar and located at the joint end portion. ..

上記構成によれば、補強筋が柱又は梁の接合端部と柱梁仕口部とに跨って配筋され、定着部によって接合端部に定着されているため、梁又は柱の柱梁仕口部との接合端部を非降伏ヒンジ領域とすることができる。これにより、梁又は柱に配筋された主筋と柱梁仕口部に配筋された接合鉄筋とを接続する機械式継手を、梁又は柱の柱梁仕口部との接合端部に設けることができる。 According to the above configuration, the reinforcing bars are arranged so as to straddle the joint end portion of the column or beam and the beam-column joint portion, and are fixed to the joint end portion by the fixing portion. The joint end with the mouth can be the non-yield hinge region. As a result, a mechanical joint is provided at the joint end of the beam or column with the column-beam joint to connect the main bar arranged in the beam or column and the joint reinforcing bar arranged in the column-beam joint. be able to.

ここで、梁又は柱に配筋された主筋と柱梁仕口部に配筋された接合鉄筋とが、同鋼種とされているため、主筋と接合鉄筋が異鋼種とされている場合と比較して、高性能の機械式継手を用いる必要がない。
請求項２に記載の発明は、請求項１に記載の柱梁の接合構造において、前記機械式継手は、前記接合端部の中央部で前記接合鉄筋と前記梁主筋とを接続し、前記接合端部は、現場打ちコンクリートで構成されている。 Here, since the main bar arranged on the beam or column and the joined reinforcing bar arranged on the column-beam joint are of the same steel type, it is compared with the case where the main bar and the joined reinforcing bar are of different steel types. Therefore, it is not necessary to use a high-performance mechanical joint.
The invention according to claim 2 is the joint structure of the column and beam according to claim 1, wherein the mechanical joint connects the joint reinforcing bar and the beam main bar at the central portion of the joint end portion, and the joint. The ends are made of cast-in-place concrete.

請求項３に記載の発明は、請求項１に記載の柱梁の接合構造において、前記接合端部と前記柱梁仕口部は、プレキャストコンクリートによって一体的に構成されており、プレキャストコンクリートで構成された前記梁の中央部が、前記接合端部に接合されている。 In the invention according to claim 3, in the beam-column joint structure according to claim 1, the joint end portion and the beam-column joint portion are integrally formed of precast concrete, and are made of precast concrete. The central portion of the beam is joined to the joint end portion .

上記構成によれば、接合端部がプレキャストコンクリートによって柱梁仕口部と一体的に構成されており、プレキャストコンクリートで構成された梁の中央部又は柱の中央部が接合端部に接合されている。このため、接合端部が現場打ちコンクリートで構成されている場合と比較して、現場での作業を減らすことができ、施工性を高めることができる。 According to the above configuration, the joint end portion is integrally formed with the column-beam joint portion by precast concrete, and the central portion of the beam composed of precast concrete or the central portion of the column is joined to the joint end portion . There is. Therefore, as compared with the case where the joint end portion is made of cast-in-place concrete, on-site work can be reduced and workability can be improved.

請求項４に記載の発明は、請求項１に記載の柱梁の接合構造において、前記梁の中央部と前記接合端部は、プレキャストコンクリートによって一体的に構成されており、プレキャストコンクリートで構成された前記柱梁仕口部に、前記接合端部が接合されている。According to the fourth aspect of the present invention, in the joint structure of the column and the beam according to the first aspect, the central portion of the beam and the joint end portion are integrally formed of precast concrete, and are made of precast concrete. The joint end portion is joined to the column-beam joint portion.

上記構成によれば、接合端部がプレキャストコンクリートによって梁の中央部又は柱の中央部と一体的に構成されており、プレキャストコンクリートで構成された柱梁仕口部に接合端部が接合されている。このため、接合端部が現場打ちコンクリートで構成されている場合と比較して、現場での作業を減らすことができ、施工性を高めることができる。 According to the above configuration, the joint end portion is integrally formed with the central portion of the beam or the central portion of the column by precast concrete, and the joint end portion is joined to the column-beam joint portion composed of precast concrete. There is. Therefore, as compared with the case where the joint end portion is made of cast-in-place concrete, on-site work can be reduced and workability can be improved.

請求項５に記載の発明は、請求項２に記載の柱梁の接合構造において、前記機械式継手は上下に一対配置され、一対の前記機械式継手の間で、前記接合端部を横方向へ貫通する貫通孔と、前記接合端部において前記接合鉄筋と前記梁主筋に各々巻き掛けられ、前記接合鉄筋及び前記梁主筋の長手方向に互いに間隔を開けて配置された複数のせん断補強筋と、を備え、前記機械式継手が配置されている領域に配置されている前記せん断補強筋の間隔は、前記機械式継手が配置されている領域以外の領域に配置されている前記せん断補強筋の間隔より広くされている。According to the fifth aspect of the present invention, in the beam-column joint structure according to the second aspect, the mechanical joints are arranged one above the other in a pair, and the joint end portion is laterally arranged between the pair of the mechanical joints. A through hole penetrating the joint, and a plurality of shear reinforcing bars wound around the joint reinforcing bar and the beam main bar at the joint end and arranged at intervals in the longitudinal direction of the joint reinforcing bar and the beam main bar. , And the spacing of the shear reinforcing bars arranged in the region where the mechanical joint is arranged is the distance of the shear reinforcing bars arranged in the region other than the region where the mechanical joint is arranged. It is wider than the interval.

上記構成によれば、機械式継手によって主筋の座屈を抑制することで、機械式継手が配置されている領域に配置されているせん断補強筋の間隔を、機械式継手が配置されている領域以外の領域に配置されているせん断補強筋の間隔より広くすることができる。 According to the above configuration, by suppressing the buckling of the main bar by the mechanical joint, the space between the shear reinforcing bars arranged in the area where the mechanical joint is arranged is set to the area where the mechanical joint is arranged. It can be wider than the spacing of the shear reinforcements located in areas other than.

本発明に係る柱梁の接合構造によれば、高性能の機械式継手を用いることなく機械式継手を梁又は柱の柱梁仕口部との接合端部に設けることができる。 According to the beam-column joint structure according to the present invention, a mechanical joint can be provided at a joint end portion of a beam or a column with a beam-column joint without using a high-performance mechanical joint.

第１実施形態に係る柱梁の接合構造を示す立面図である。It is an elevation view which shows the joint structure of the column beam which concerns on 1st Embodiment. （Ａ）～（Ｃ）は第１実施形態に係る柱梁の接合構造の施工手順を示す工程図である。(A) to (C) are process diagrams showing a construction procedure of a beam-column joint structure according to the first embodiment. 第２実施形態に係る柱梁の接合構造を示す立面図である。It is an elevation view which shows the joint structure of the column beam which concerns on 2nd Embodiment. 第３実施形態に係る柱梁の接合構造を示す立面図である。It is an elevation view which shows the joint structure of the column beam which concerns on 3rd Embodiment. 第４実施形態に係る柱梁の接合構造を示す立面図である。It is an elevation view which shows the joint structure of the column beam which concerns on 4th Embodiment.

以下、本発明の第１～第４実施形態に係る柱梁の接合構造について、図１～図５を用いて順に説明する。なお、図中において、矢印Ｘは水平方向、矢印Ｙは鉛直方向を指す。 Hereinafter, the joint structure of columns and beams according to the first to fourth embodiments of the present invention will be described in order with reference to FIGS. 1 to 5. In the figure, the arrow X indicates the horizontal direction, and the arrow Y indicates the vertical direction.

＜第１実施形態＞
まず、本発明の第１実施形態に係る柱梁の接合構造について、図１、図２を用いて説明する。 <First Embodiment>
First, the joint structure of columns and beams according to the first embodiment of the present invention will be described with reference to FIGS. 1 and 2.

（構造）
図１に示すように、本実施形態の柱梁の接合構造１０は、鉛直方向に延びる下部柱１２及び上部柱１４と、水平方向に延びる梁１６と、上面及び下面に上部柱１４及び下部柱１２がそれぞれ接合され、側面に梁１６が接合された柱梁仕口部１８と、を有している。 (structure)
As shown in FIG. 1, the beam-column joint structure 10 of the present embodiment includes a lower column 12 and an upper column 14 extending in the vertical direction, a beam 16 extending in the horizontal direction, and an upper column 14 and a lower column on the upper surface and the lower surface. 12 is joined to each other, and a column-beam joint portion 18 to which a beam 16 is joined is provided on a side surface thereof.

下部柱１２は、プレキャストコンクリートで構成された四角柱であり、鉛直方向に配筋されて上面に突設された複数の柱主筋１２Ａと、柱主筋１２Ａに巻掛けられた図示しない複数のせん断補強筋と、を有している。 The lower column 12 is a square column made of precast concrete, and has a plurality of column main bars 12A which are arranged in the vertical direction and project to the upper surface, and a plurality of shear reinforcements (not shown) wound around the column main bars 12A. Has a streak.

上部柱１４は、下部柱１２と同様にプレキャストコンクリートで構成された四角柱であり、鉛直方向に配筋された複数の柱主筋１４Ａと、柱主筋１４Ａに巻掛けられた図示しない複数のせん断補強筋と、を有している。また、上部柱１４の下面には、複数の機械式継手２０が埋設されており、後述する柱梁仕口部１８のシース管２６に挿通された下部柱１２の柱主筋１２Ａと、上部柱１４の柱主筋１４Ａとが、機械式継手２０によって接続されている。 The upper column 14 is a square column made of precast concrete like the lower column 12, and has a plurality of column main bars 14A arranged in the vertical direction and a plurality of shear reinforcements (not shown) wound around the column main bars 14A. It has a streak. Further, a plurality of mechanical joints 20 are embedded in the lower surface of the upper column 14, and the column main bar 12A of the lower column 12 inserted into the sheath pipe 26 of the column-beam joint 18 described later and the upper column 14 The pillar main bar 14A of the above is connected by a mechanical joint 20.

梁１６は、柱梁仕口部１８との接合端部２２である長手方向の端部が現場打ちコンクリートで構成されており、長手方向の中央部を構成する梁部材２４がプレキャストコンクリートで構成されている。 In the beam 16, the end portion in the longitudinal direction, which is the joint end portion 22 with the column beam joint portion 18, is made of cast-in-place concrete, and the beam member 24 constituting the central portion in the longitudinal direction is made of precast concrete. ing.

また、梁１６は、水平方向に配筋され、梁１６の上部及び下部にそれぞれ鉛直方向に間隔をあけて並設された複数の梁主筋１６Ａと、上下の梁主筋１６Ａに巻掛けられ、梁主筋１６Ａの長手方向（水平方向）に互いに間隔をあけて配置された複数のせん断補強筋３６と、を有している。 Further, the beam 16 is arranged horizontally, and is wound around a plurality of beam main bars 16A arranged side by side at the upper and lower portions of the beam 16 at intervals in the vertical direction, and the upper and lower beam main bars 16A, respectively. It has a plurality of shear reinforcing bars 36 arranged at intervals from each other in the longitudinal direction (horizontal direction) of the main bar 16A.

なお、柱主筋１２Ａ、１４Ａ、梁主筋１６Ａ、及びせん断補強筋３６としては、鉄筋コンクリートを構成する鉄筋として一般的に用いられている異形棒鋼等の鋼材が用いられている。 As the column main bars 12A and 14A, the beam main bars 16A, and the shear reinforcing bars 36, steel materials such as deformed steel bars generally used as reinforcing bars constituting reinforced concrete are used.

柱梁仕口部１８は、プレキャストコンクリートで構成された角形のブロック形状の部材であり、外形（幅）が上部柱１４及び下部柱１２の外形（幅）と略同じ大きさとされている。また、柱梁仕口部１８には、下部柱１２の柱主筋１２Ａがそれぞれ挿通された複数のシース管２６が設けられている。 The column-beam joint 18 is a square block-shaped member made of precast concrete, and its outer shape (width) is substantially the same as the outer shape (width) of the upper pillar 14 and the lower pillar 12. Further, the column-beam joint portion 18 is provided with a plurality of sheath pipes 26 into which the column main bars 12A of the lower column 12 are inserted.

また、柱梁仕口部１８には、水平方向に複数の接合鉄筋１８Ａが配筋されている。本実施形態では、複数の接合鉄筋１８Ａは、梁主筋１６Ａと同鋼種かつ同径とされており、柱梁仕口部１８の上部及び下部にそれぞれ鉛直方向に間隔をあけて並設され、端部が柱梁仕口部１８の側面に突設されている。 Further, a plurality of joint reinforcing bars 18A are arranged in the horizontal direction at the column-beam joint portion 18. In the present embodiment, the plurality of joined reinforcing bars 18A have the same steel type and diameter as the beam main reinforcing bars 16A, and are juxtaposed at the upper and lower portions of the column-beam joint 18 at intervals in the vertical direction, respectively, at the ends. A portion is projected on the side surface of the column-beam joint portion 18.

また、梁１６の接合端部２２（長手方向の端部）には、柱梁仕口部１８の側面に突設された接合鉄筋１８Ａの端部と、梁主筋１６Ａの端部とをそれぞれ接続する複数の機械式継手２８が埋設されている。 Further, at the joint end portion 22 (end portion in the longitudinal direction) of the beam 16, the end portion of the joint reinforcing bar 18A projecting from the side surface of the column-beam joint portion 18 and the end portion of the beam main bar 16A are connected to each other. A plurality of mechanical joints 28 are embedded.

さらに、梁１６には、柱梁仕口部１８と接合端部２２とに跨って複数の補強筋３０が配筋されている。本実施形態では、補強筋３０は、梁主筋１６Ａに沿って水平方向に延びるとともに、上下の梁主筋１６Ａの間に鉛直方向に間隔をあけて上下二段に配筋されている。また、補強筋３０の接合端部２２側の端部には、定着部としての機械式定着板３２が設けられており、機械式定着板３２によって補強筋３０が接合端部２２に定着されている。 Further, the beam 16 is provided with a plurality of reinforcing bars 30 straddling the column-beam joint portion 18 and the joint end portion 22. In the present embodiment, the reinforcing bars 30 extend horizontally along the beam main bars 16A and are arranged in two upper and lower stages with a vertical interval between the upper and lower beam main bars 16A. Further, a mechanical fixing plate 32 as a fixing portion is provided at the end of the reinforcing bar 30 on the joint end portion 22 side, and the reinforcing bar 30 is fixed to the joint end portion 22 by the mechanical fixing plate 32. There is.

梁１６の接合端部２２は、端部に機械式定着板３２が設けられた補強筋３０によって補強されることにより、非降伏ヒンジ領域Ｒとされている。換言すれば、梁１６の接合端部２２に非降伏ヒンジ領域Ｒが設けられている。なお、本発明において「非降伏ヒンジ領域」とは、剛性化されることで、梁の他の領域に比べて所定の曲げに対して塑性変形（及び弾性変形）が生じ難くされた領域を指す。 The joint end portion 22 of the beam 16 is formed as a non-yield hinge region R by being reinforced by a reinforcing bar 30 provided with a mechanical fixing plate 32 at the end portion. In other words, the non-yield hinge region R is provided at the joint end 22 of the beam 16. In the present invention, the "non-yield hinge region" refers to a region in which plastic deformation (and elastic deformation) is less likely to occur with respect to a predetermined bending as compared with other regions of the beam due to rigidity. ..

また、梁１６の接合端部２２において、補強筋３０の梁１６側の端部（図１における右側端部）は、機械式継手２８の梁１６側の端部（図１における右側端部）より、梁１６側（図１における右側）とされている。すなわち、機械式継手２８は、非降伏ヒンジ領域Ｒ内に設けられている。 Further, in the joint end portion 22 of the beam 16, the end portion of the reinforcing bar 30 on the beam 16 side (right end portion in FIG. 1) is the end portion of the mechanical joint 28 on the beam 16 side (right end portion in FIG. 1). Therefore, it is on the beam 16 side (right side in FIG. 1). That is, the mechanical joint 28 is provided in the non-yield hinge region R.

（施工手順）
次に、本実施形態の柱梁の接合構造の施工手順について説明する。まず、プレキャストコンクリート造の下部柱１２、上部柱１４、及び柱梁仕口部１８を予め工場等で製作しておく。また、接合端部２２側の端面に梁主筋１６Ａが突設され、梁１６の長手方向の中央部を構成するプレキャストコンクリート造の梁部材２４を、予め工場等で製作しておく。 (Construction procedure)
Next, the construction procedure of the beam-column joint structure of the present embodiment will be described. First, the lower column 12, the upper column 14, and the beam-column joint 18 made of precast concrete are manufactured in advance at a factory or the like. Further, the beam main bar 16A is projected from the end surface on the joint end portion 22 side, and the precast concrete beam member 24 constituting the central portion in the longitudinal direction of the beam 16 is manufactured in advance at a factory or the like.

次に、現場にて、柱梁仕口部１８のシース管２６に挿通した下部柱１２の柱主筋１２Ａを、上部柱１４の下面に埋設された機械式継手２０によって上部柱１４の柱主筋１４Ａに接続する。そして、上部柱１４の下面と柱梁仕口部１８の上面との間、及び下部柱１２の上面と柱梁仕口部１８の下面との間に、それぞれグラウト等の充填材３４を充填することで、図２（Ａ）に示すように、上部柱１４、下部柱１２、及び柱梁仕口部１８を接合する。 Next, at the site, the column main bar 12A of the lower column 12 inserted into the sheath pipe 26 of the column beam joint 18 is connected to the column main bar 14A of the upper column 14 by a mechanical joint 20 embedded in the lower surface of the upper column 14. Connect to. Then, a filler 34 such as a grout is filled between the lower surface of the upper column 14 and the upper surface of the column-beam joint 18, and between the upper surface of the lower column 12 and the lower surface of the column-beam joint 18. As a result, as shown in FIG. 2A, the upper column 14, the lower column 12, and the beam-column joint portion 18 are joined.

また、柱梁仕口部１８の側面に突設された接合鉄筋１８Ａの端部に機械式継手２８を接合するとともに、柱梁仕口部１８の側面に突設された補強筋３０の端部に機械式定着板３２を接合する。さらに、複数のせん断補強筋３６を予めまとめて機械式継手２８に巻掛けておく。 Further, the mechanical joint 28 is joined to the end of the joint reinforcing bar 18A projecting from the side surface of the beam-column joint 18, and the end of the reinforcing bar 30 projecting from the side surface of the beam-column connection 18 is joined. The mechanical fixing plate 32 is joined to. Further, a plurality of shear reinforcing bars 36 are collectively wound around the mechanical joint 28 in advance.

次に、図２（Ｂ）に示すように、接合鉄筋１８Ａの端部に接合された機械式継手２８に梁部材２４の端面に突設された梁主筋１６Ａを挿入する。そして、機械式継手２８内に図示しないグラウト等の充填材を充填して固化させることで、機械式継手２８によって接合鉄筋１８Ａと梁主筋１６Ａを接続する。その後、機械式継手２８に予め巻掛けておいた複数のせん断補強筋３６をそれぞれスライド移動させ、接合鉄筋１８Ａ及び梁主筋１６Ａの周囲に互いに間隔をあけて配置する。 Next, as shown in FIG. 2B, the beam main bar 16A projecting from the end face of the beam member 24 is inserted into the mechanical joint 28 joined to the end of the joined reinforcing bar 18A. Then, by filling the mechanical joint 28 with a filler such as grout (not shown) and solidifying it, the joint reinforcing bar 18A and the beam main bar 16A are connected by the mechanical joint 28. After that, a plurality of shear reinforcing bars 36 previously wound around the mechanical joint 28 are slid and moved, and are arranged around the joint reinforcing bars 18A and the beam main reinforcing bars 16A at intervals.

次に、図２（Ｃ）に示すように、柱梁仕口部１８と梁部材２４との間に図示しない型枠を設置し、型枠内にコンクリートを打設して梁１６の接合端部２２を構築することで、柱梁仕口部１８に接合された梁１６を構築する。なお、上記の手順は一例であり、手順が異なっていたり、他の手順が含まれたりしても構わない。 Next, as shown in FIG. 2C, a formwork (not shown) is installed between the column-beam joint portion 18 and the beam member 24, and concrete is poured into the formwork to form a joint end of the beam 16. By constructing the portion 22, the beam 16 joined to the column-beam joint portion 18 is constructed. The above procedure is an example, and the procedure may be different or may include other procedures.

（作用、効果）
本実施形態によれば、補強筋３０が梁１６の接合端部２２と柱梁仕口部１８とに跨って配筋され、機械式定着板３２によって接合端部２２に定着されているため、梁１６の接合端部２２を非降伏ヒンジ領域Ｒとすることができる。これにより、梁１６に配筋された梁主筋１６Ａと柱梁仕口部１８に配筋された接合鉄筋１８Ａとを接続する機械式継手２８を、梁１６の接合端部２２に設けることができる。 (Action, effect)
According to the present embodiment, the reinforcing bars 30 are arranged so as to straddle the joint end portion 22 of the beam 16 and the column-beam joint portion 18 and are fixed to the joint end portion 22 by the mechanical fixing plate 32. The joint end 22 of the beam 16 can be a non-yield hinge region R. As a result, a mechanical joint 28 for connecting the beam main bar 16A arranged on the beam 16 and the joint reinforcing bar 18A arranged on the column-beam joint 18 can be provided at the joint end portion 22 of the beam 16. ..

ここで、梁主筋１６Ａと接合鉄筋１８Ａとが、同鋼種とされているため、梁主筋１６Ａと接合鉄筋１８Ａが異鋼種とされている場合と比較して、梁主筋１６Ａ及び接合鉄筋１８Ａの管理が簡易となるとともに、高性能の機械式継手２８を用いる必要がない。 Here, since the beam main bar 16A and the joint reinforcing bar 18A are of the same steel type, the beam main bar 16A and the joining reinforcing bar 18A are managed as compared with the case where the beam main bar 16A and the joining reinforcing bar 18A are of different steel types. However, it is not necessary to use a high-performance mechanical joint 28.

また、上部柱１４、下部柱１２、柱梁仕口部１８、及び梁１６の中央部を構成する梁部材２４がプレキャストコンクリートで構成されている。このため、現場で上部柱１４、下部柱１２、柱梁仕口部１８、及び梁１６をそれぞれ構築する場合と比較して、現場での作業を減らすことができる。 Further, the upper column 14, the lower column 12, the beam-column joint portion 18, and the beam member 24 constituting the central portion of the beam 16 are made of precast concrete. Therefore, the work at the site can be reduced as compared with the case where the upper column 14, the lower column 12, the column beam joint portion 18, and the beam 16 are constructed at the site.

＜第２実施形態＞
次に、本発明の第２実施形態に係る柱梁の接合構造について、図３を用いて説明する。なお、第１実施形態と同様の構成については同じ符号を付して説明を省略し、差異点を中心に説明する。 <Second Embodiment>
Next, the joint structure of columns and beams according to the second embodiment of the present invention will be described with reference to FIG. The same components as those in the first embodiment are designated by the same reference numerals, the description thereof will be omitted, and the differences will be mainly described.

（構造）
図３に示すように、本実施形態の柱梁の接合構造４０は、鉛直方向に延びる下部柱１２及び上部柱１４と、水平方向に延びる梁４６と、上面及び下面に上部柱１４及び下部柱１２がそれぞれ接合され、側面に梁４６が接合された柱梁仕口部４８と、を有している。なお、下部柱１２及び上部柱１４は、第１実施形態と同様の構成とされている。 (structure)
As shown in FIG. 3, the beam-column joint structure 40 of the present embodiment includes a lower column 12 and an upper column 14 extending in the vertical direction, a beam 46 extending in the horizontal direction, and an upper column 14 and a lower column on the upper surface and the lower surface. 12 is joined to each other, and a column-beam joint portion 48 to which a beam 46 is joined is provided on a side surface thereof. The lower pillar 12 and the upper pillar 14 have the same configuration as that of the first embodiment.

第１実施形態では、梁１６の接合端部２２が現場打ちコンクリートで構成されていた。これに対し、本実施形態では、梁４６の柱梁仕口部４８との接合端部４２は、プレキャストコンクリートによって柱梁仕口部４８と一体的に構成されており、梁４６の長手方向中央部を構成する梁部材４４が接合端部４２に接合されている。 In the first embodiment, the joint end portion 22 of the beam 16 is made of cast-in-place concrete. On the other hand, in the present embodiment, the joint end portion 42 of the beam 46 with the column-beam joint portion 48 is integrally formed with the column-beam joint portion 48 by precast concrete, and is centered in the longitudinal direction of the beam 46. The beam member 44 constituting the portion is joined to the joint end portion 42.

梁４６の接合端部４２には、柱梁仕口部４８と接合端部４２とに跨って水平方向に延びる複数の接合鉄筋４８Ａが配筋されている。また、接合鉄筋４８Ａの接合端部４２側の端部（図３における右側端部）は、接合端部４２の梁部材４４との接合面４２Ｓに埋設された機械式継手５８に接合されている。 At the joint end portion 42 of the beam 46, a plurality of joint reinforcing bars 48A extending in the horizontal direction straddling the column-beam joint portion 48 and the joint end portion 42 are arranged. Further, the end portion (right end portion in FIG. 3) of the joint reinforcing bar 48A on the joint end portion 42 side is joined to the mechanical joint 58 embedded in the joint surface 42S of the joint end portion 42 with the beam member 44. ..

接合端部４２には、柱梁仕口部４８と接合端部４２とに跨って水平方向に延びる複数の補強筋５０が配筋されている。また、補強筋５０の接合端部４２側の端部には、定着部としての機械式定着板５２が設けられており、端部に機械式定着板５２が設けられた補強筋５０によって梁４６の接合端部４２が非降伏ヒンジ領域Ｒとされている。なお、機械式定着板５２の先端は接合端部４２の接合面４２Ｓに露出している。 A plurality of reinforcing bars 50 extending in the horizontal direction are arranged at the joint end portion 42 so as to straddle the column-beam joint portion 48 and the joint end portion 42. Further, a mechanical fixing plate 52 as a fixing portion is provided at the end of the reinforcing bar 50 on the joint end 42 side, and the beam 46 is provided by the reinforcing bar 50 provided with the mechanical fixing plate 52 at the end. The joint end portion 42 of the above is defined as a non-yield hinge region R. The tip of the mechanical fixing plate 52 is exposed on the joint surface 42S of the joint end portion 42.

梁部材４４は、プレキャストコンクリートで構成されており、水平方向に配筋された複数の梁主筋４６Ａが接合端部４２との接合面４４Ｓに突設されている。梁主筋４６Ａは、接合鉄筋４８Ａと同鋼種かつ同径とされており、梁部材４４の接合面４４Ｓに突設された梁主筋４６Ａの端部は、接合端部４２の接合面４２Ｓに埋設された機械式継手５８に接合されることで接合鉄筋４８Ａに接続されている。 The beam member 44 is made of precast concrete, and a plurality of beam main bars 46A arranged in the horizontal direction are projected onto the joint surface 44S with the joint end portion 42. The beam main bar 46A has the same steel type and diameter as the joint reinforcing bar 48A, and the end portion of the beam main bar 46A projecting from the joint surface 44S of the beam member 44 is embedded in the joint surface 42S of the joint end portion 42. It is connected to the joint reinforcing bar 48A by being joined to the mechanical joint 58.

また、梁部材４４は、接合面４２Ｓ、４４Ｓ間に充填された充填材５４によって接合端部４２に接合されている。なお、第１実施形態と同様に、柱梁仕口部４８、接合端部４２、及び梁部材４４には、図示しない複数のせん断補強筋が配筋されている。 Further, the beam member 44 is joined to the joint end portion 42 by the filler 54 filled between the joint surfaces 42S and 44S. As in the first embodiment, a plurality of shear reinforcing bars (not shown) are arranged in the column-beam joint portion 48, the joint end portion 42, and the beam member 44.

（施工方法）
次に、本実施形態の柱梁の接合構造の施工手順について説明する。まず、工場等でプレキャストコンクリート造の下部柱１２、上部柱１４、及び梁部材４４を製作するとともに、プレキャストコンクリート造の柱梁仕口部４８及び接合端部４２を一体形成する。 (Construction method)
Next, the construction procedure of the beam-column joint structure of the present embodiment will be described. First, a precast concrete lower column 12, an upper column 14, and a beam member 44 are manufactured at a factory or the like, and a precast concrete column-beam joint 48 and a joint end 42 are integrally formed.

次に、現場にて、第１実施形態と同様の手順によって柱梁仕口部４８の上面及び下面に上部柱１４及び下部柱１２をそれぞれ接合する。また、接合端部４２の接合面４２Ｓに埋設され、接合鉄筋４８Ａの端部が接合された機械式継手５８に、梁部材４４の接合面４４Ｓに突設された梁主筋４６Ａを挿入する。そして、機械式継手５８内にグラウト等の充填材５６を充填して固化させることで、接合鉄筋４８Ａと梁主筋４６Ａを接続する。 Next, at the site, the upper column 14 and the lower column 12 are joined to the upper surface and the lower surface of the column-beam joint 48 by the same procedure as in the first embodiment. Further, the beam main bar 46A projecting from the joint surface 44S of the beam member 44 is inserted into the mechanical joint 58 embedded in the joint surface 42S of the joint end portion 42 and to which the end portions of the joint reinforcing bars 48A are joined. Then, the joint reinforcing bar 48A and the beam main reinforcing bar 46A are connected by filling the mechanical joint 58 with a filler 56 such as grout and solidifying it.

その後、接合端部４２の接合面４２Ｓと梁部材４４の接合面４４Ｓとの間に補強筋５０の端部に接合された機械式定着板５２の先端を位置させた状態で、接合面４２Ｓ、４４Ｓ間に充填材５４を充填して固化させることで、柱梁仕口部４８に接合された梁４６を構築する。なお、上記の手順は一例であり、手順が異なっていたり、他の手順が含まれたりしても構わない。 After that, with the tip of the mechanical fixing plate 52 joined to the end of the reinforcing bar 50 positioned between the joint surface 42S of the joint end 42 and the joint surface 44S of the beam member 44, the joint surface 42S, By filling the filler 54 between the 44S and solidifying it, the beam 46 joined to the beam-column joint portion 48 is constructed. The above procedure is an example, and the procedure may be different or may include other procedures.

（作用、効果）
本実施形態によれば、第１実施形態と同様に、補強筋５０が梁４６の接合端部４２と柱梁仕口部４８とに跨って配筋されているため、梁４６の接合端部４２を非降伏ヒンジ領域Ｒとすることができる。これにより、梁４６に配筋された梁主筋４６Ａと柱梁仕口部４８に配筋された接合鉄筋４８Ａとを接続する機械式継手５８を、梁４６の接合端部４２に設けることができる。 (Action, effect)
According to the present embodiment, as in the first embodiment, the reinforcing bar 50 is arranged so as to straddle the joint end portion 42 of the beam 46 and the column beam joint portion 48, so that the joint end portion of the beam 46 is provided. 42 can be the non-yield hinge region R. As a result, a mechanical joint 58 for connecting the beam main bar 46A arranged on the beam 46 and the joint reinforcing bar 48A arranged on the column-beam joint 48 can be provided at the joint end portion 42 of the beam 46. ..

また、梁主筋４６Ａと接合鉄筋４８Ａとが、同鋼種とされているため、梁主筋４６Ａと接合鉄筋４８Ａが異鋼種とされている場合と比較して、梁主筋４６Ａ及び接合鉄筋４８Ａの管理が簡易となるとともに、高性能の機械式継手５８を用いる必要がない。 Further, since the beam main bar 46A and the joint reinforcing bar 48A are of the same steel type, the beam main bar 46A and the joint reinforcing bar 48A can be managed as compared with the case where the beam main bar 46A and the joint reinforcing bar 48A are of different steel types. It is simple and does not require the use of a high performance mechanical joint 58.

さらに、本実施形態では、非降伏ヒンジ領域Ｒとされた接合端部４２と、柱梁仕口部４８とが、プレキャストコンクリートによって一体的に構成されており、梁４６の長手方向の中央部を構成するプレキャストコンクリート造の梁部材４４が接合端部４２に接合されている。 Further, in the present embodiment, the joint end portion 42 as the non-yield hinge region R and the beam-column joint portion 48 are integrally formed of precast concrete, and the central portion in the longitudinal direction of the beam 46 is formed. The constituent precast concrete beam member 44 is joined to the joint end portion 42.

すなわち、柱梁仕口部４８及び梁４６を全てプレキャストコンクリートで構成することができるため、接合端部４２（非降伏ヒンジ領域Ｒ）が現場打ちコンクリートで構成されている場合と比較して、現場での作業を減らすことができ、施工性を高めることができる。 That is, since the column-beam joint portion 48 and the beam 46 can all be made of precast concrete, the site portion 42 (non-yield hinge region R) is made of cast-in-place concrete as compared with the case where the joint end portion 42 (non-yield hinge region R) is made of cast-in-place concrete. It is possible to reduce the work in the work and improve the workability.

＜第３実施形態＞
次に、本発明の第３実施形態に係る柱梁の接合構造について、図４を用いて説明する。なお、第１、第２実施形態と同様の構成については同じ符号を付して説明を省略し、差異点を中心に説明する。 <Third Embodiment>
Next, the joint structure of columns and beams according to the third embodiment of the present invention will be described with reference to FIG. The same configurations as those of the first and second embodiments are designated by the same reference numerals, the description thereof will be omitted, and the differences will be mainly described.

（構造）
図４に示すように、本実施形態の柱梁の接合構造６０は、鉛直方向に延びる下部柱１２及び上部柱１４と、水平方向に延びる梁６６と、上面及び下面に上部柱１４及び下部柱１２がそれぞれ接合され、側面に梁６６が接合された柱梁仕口部６８と、を有している。なお、下部柱１２及び上部柱１４は、第１実施形態と同様の構成とされている。 (structure)
As shown in FIG. 4, the beam-column joint structure 60 of the present embodiment includes a lower column 12 and an upper column 14 extending in the vertical direction, a beam 66 extending in the horizontal direction, and an upper column 14 and a lower column on the upper surface and the lower surface. 12 is joined to each other, and has a column-beam joint portion 68 to which a beam 66 is joined to a side surface. The lower pillar 12 and the upper pillar 14 have the same configuration as that of the first embodiment.

第１実施形態では、梁１６の接合端部２２が現場打ちコンクリートで構成され、第２実施形態では、梁４６の接合端部４２が柱梁仕口部４８と一体的に構成されていた。これに対し、本実施形態では、梁６６の接合端部６２は梁６６の長手方向の中央部を構成する梁部材６４とプレキャストコンクリートによって一体的に構成されており、接合端部６２が柱梁仕口部６８に接合されている。 In the first embodiment, the joint end portion 22 of the beam 16 is made of cast-in-place concrete, and in the second embodiment, the joint end portion 42 of the beam 46 is integrally formed with the column-beam joint portion 48. On the other hand, in the present embodiment, the joint end portion 62 of the beam 66 is integrally formed of the beam member 64 constituting the central portion in the longitudinal direction of the beam 66 and the precast concrete, and the joint end portion 62 is a column beam. It is joined to the joint portion 68.

梁６６の接合端部６２には、梁部材６４と接合端部６２とに跨って水平方向に延びる複数の梁主筋６６Ａが配筋されている。また、梁主筋６６Ａの接合端部６２側の端部（図４における左側端部）は、接合端部６２の柱梁仕口部６８との接合面６２Ｓに埋設された機械式継手７８に接合されている。 At the joint end portion 62 of the beam 66, a plurality of beam main bars 66A extending in the horizontal direction straddling the beam member 64 and the joint end portion 62 are arranged. Further, the end portion of the beam main bar 66A on the joint end portion 62 side (left end portion in FIG. 4) is joined to the mechanical joint 78 embedded in the joint surface 62S of the joint end portion 62 with the column-beam joint portion 68. Has been done.

また、接合端部６２には、水平方向に延びる複数の梁側補強筋７０Ａが配筋されている。梁側補強筋７０Ａの梁部材６４側の端部（図４における右側端部）には、定着部としての機械式定着板７２が設けられており、柱梁仕口部６８側の端部（図４における左側端部）は、接合端部６２の柱梁仕口部６８との接合面６２Ｓに埋設された機械式継手８０に接合されている。 Further, a plurality of beam-side reinforcing bars 70A extending in the horizontal direction are arranged at the joint end portion 62. A mechanical fixing plate 72 as a fixing portion is provided at the end portion (right end portion in FIG. 4) of the beam side reinforcing bar 70A on the beam member 64 side, and the end portion on the beam member joint portion 68 side (the end portion on the beam side joint portion 68 side). The left end portion in FIG. 4) is joined to the mechanical joint 80 embedded in the joint surface 62S of the joint end portion 62 with the beam-column joint portion 68.

柱梁仕口部６８は、プレキャストコンクリートで構成されており、水平方向に配筋された複数の接合鉄筋６８Ａ及び複数の仕口側補強筋７０Ｂが、接合端部６２との接合面６８Ｓ（側面）にそれぞれ突設されている。 The column-beam joint portion 68 is made of precast concrete, and a plurality of joint reinforcing bars 68A and a plurality of joint side reinforcing bars 70B arranged in the horizontal direction form a joint surface 68S (side surface) with the joint end portion 62. ).

接合鉄筋６８Ａは、梁主筋６６Ａと同鋼種かつ同径とされており、柱梁仕口部６８の接合面６８Ｓに突設された接合鉄筋６８Ａの端部は、接合端部６２の接合面６２Ｓに埋設された機械式継手７８に接合されることで梁主筋６６Ａに接続されている。 The joint reinforcing bar 68A has the same steel type and diameter as the beam main bar 66A, and the end portion of the joint reinforcing bar 68A projecting from the joint surface 68S of the beam-column joint portion 68 is the joint surface 62S of the joint end portion 62. It is connected to the beam main bar 66A by being joined to the mechanical joint 78 embedded in the beam.

一方、柱梁仕口部６８の接合面６８Ｓに突設された仕口側補強筋７０Ｂの端部は、接合端部６２の接合面６２Ｓに埋設された機械式継手８０に接合されることで梁側補強筋７０Ａに接続されている。 On the other hand, the end portion of the joint side reinforcing bar 70B projecting from the joint surface 68S of the beam-column joint portion 68 is joined to the mechanical joint 80 embedded in the joint surface 62S of the joint end portion 62. It is connected to the beam side reinforcing bar 70A.

この機械式継手８０によって互いに接続された梁側補強筋７０Ａと仕口側補強筋７０Ｂにより、柱梁仕口部６８と接合端部６２とに跨って延びる補強筋７０が構成されている。また、端部に機械式定着板７２が設けられた補強筋７０で補強されることにより、梁６６の接合端部６２が非降伏ヒンジ領域Ｒとされている。 The beam-side reinforcing bars 70A and the joint-side reinforcing bars 70B connected to each other by the mechanical joint 80 constitute a reinforcing bar 70 extending across the column-beam joint portion 68 and the joint end portion 62. Further, the joint end portion 62 of the beam 66 is defined as the non-yield hinge region R by being reinforced by the reinforcing bar 70 provided with the mechanical fixing plate 72 at the end portion.

また、接合端部６２（梁６６）は、接合面６２Ｓ、６８Ｓ間に充填されたグラウト等の充填材７４によって柱梁仕口部６８に接合されている。なお、第１、第２実施形態と同様に、柱梁仕口部６８、接合端部６２、及び梁部材６４には、図示しない複数のせん断補強筋が配筋されている。 Further, the joint end portion 62 (beam 66) is joined to the column-beam joint portion 68 by a filler 74 such as grout filled between the joint surfaces 62S and 68S. Similar to the first and second embodiments, a plurality of shear reinforcing bars (not shown) are arranged in the beam-column joint portion 68, the joint end portion 62, and the beam member 64.

（施工方法）
次に、本実施形態の柱梁の接合構造の施工手順について説明する。まず、工場等でプレキャストコンクリート造の下部柱１２、上部柱１４、及び柱梁仕口部６８を製作するとともに、プレキャストコンクリート造の梁部材６４及び接合端部６２を一体形成する。 (Construction method)
Next, the construction procedure of the beam-column joint structure of the present embodiment will be described. First, a precast concrete lower column 12, an upper column 14, and a beam-column joint portion 68 are manufactured at a factory or the like, and a precast concrete beam member 64 and a joint end portion 62 are integrally formed.

次に、現場にて、第１実施形態と同様の手順によって柱梁仕口部６８の上面及び下面に上部柱１４及び下部柱１２をそれぞれ接合する。また、接合端部６２の接合面６２Ｓに埋設され、梁主筋６６Ａの端部が接合された機械式継手７８に、柱梁仕口部６８の接合面６８Ｓに突設された接合鉄筋６８Ａを挿入する。そして、機械式継手７８内にグラウト等の充填材８２を充填して固化させることで、接合鉄筋６８Ａと梁主筋６６Ａを接続する。 Next, at the site, the upper column 14 and the lower column 12 are joined to the upper surface and the lower surface of the column-beam joint portion 68 by the same procedure as in the first embodiment. Further, the joint reinforcing bar 68A projecting from the joint surface 68S of the column-beam joint 68 is inserted into the mechanical joint 78 embedded in the joint surface 62S of the joint end portion 62 and to which the end portion of the beam main bar 66A is joined. do. Then, the joint reinforcing bar 68A and the beam main reinforcing bar 66A are connected by filling the mechanical joint 78 with a filler 82 such as grout and solidifying it.

同様に、接合端部６２の接合面６２Ｓに埋設され、梁側補強筋７０Ａの端部が接合された機械式継手８０に、柱梁仕口部６８の接合面６８Ｓに突設された仕口側補強筋７０Ｂを挿入する。そして、機械式継手８０内にグラウト等の充填材８４を充填して固化させることで、梁側補強筋７０Ａと仕口側補強筋７０Ｂを接続して補強筋７０を構成する。 Similarly, a joint embedded in the joint surface 62S of the joint end portion 62 and projected from the joint surface 68S of the column-beam joint portion 68 to the mechanical joint 80 to which the end portion of the beam side reinforcing bar 70A is joined. Insert the side reinforcing bar 70B. Then, by filling the mechanical joint 80 with a filler 84 such as grout and solidifying it, the beam side reinforcing bar 70A and the joint side reinforcing bar 70B are connected to form the reinforcing bar 70.

その後、接合端部６２の接合面６２Ｓと柱梁仕口部６８の接合面６８Ｓとの間に充填材７４を充填して固化させることで、柱梁仕口部６８と梁６６とを接合する。なお、上記の手順は一例であり、手順が異なっていたり、他の手順が含まれたりしても構わない。 After that, the filler 74 is filled between the joint surface 62S of the joint end portion 62 and the joint surface 68S of the beam-column joint portion 68 and solidified to join the column-beam joint portion 68 and the beam 66. .. The above procedure is an example, and the procedure may be different or may include other procedures.

（作用、効果）
本実施形態によれば、第１、第２実施形態と同様に、補強筋７０が梁６６の接合端部６２と柱梁仕口部６８とに跨って配筋されているため、梁６６の接合端部６２を非降伏ヒンジ領域Ｒとすることができる。これにより、梁６６に配筋された梁主筋６６Ａと柱梁仕口部６８に配筋された接合鉄筋６８Ａとを接続する機械式継手７８を、梁６６の接合端部６２に設けることができる。 (Action, effect)
According to the present embodiment, as in the first and second embodiments, the reinforcing bar 70 is arranged so as to straddle the joint end portion 62 of the beam 66 and the column-beam joint portion 68, so that the beam 66 has. The joint end portion 62 can be a non-yield hinge region R. As a result, a mechanical joint 78 for connecting the beam main bar 66A arranged on the beam 66 and the joint reinforcing bar 68A arranged on the column beam joint portion 68 can be provided at the joint end portion 62 of the beam 66. ..

また、梁主筋６６Ａと接合鉄筋６８Ａとが、同鋼種とされているため、梁主筋６６Ａと接合鉄筋６８Ａが異鋼種とされている場合と比較して、梁主筋６６Ａ及び接合鉄筋６８Ａの管理が簡易となるとともに、高性能の機械式継手を用いる必要がない。 Further, since the beam main bar 66A and the joint reinforcing bar 68A are of the same steel type, the beam main bar 66A and the joint reinforcing bar 68A can be managed as compared with the case where the beam main bar 66A and the joint reinforcing bar 68A are of different steel types. It is simple and does not require the use of high performance mechanical joints.

さらに、本実施形態では、非降伏ヒンジ領域Ｒとされた接合端部６２と、梁６６の長手方向の中央部を構成する梁部材６４とが、プレキャストコンクリートによって一体的に構成されており、プレキャストコンクリート造の柱梁仕口部６８が接合端部６２に接合されている。 Further, in the present embodiment, the joint end portion 62 as the non-yield hinge region R and the beam member 64 constituting the central portion in the longitudinal direction of the beam 66 are integrally formed of precast concrete, and are precast. The concrete beam-column joint portion 68 is joined to the joint end portion 62.

すなわち、柱梁仕口部６８及び梁６６を全てプレキャストコンクリートで構成することができるため、接合端部６２（非降伏ヒンジ領域Ｒ）が現場打ちコンクリートで構成されている場合と比較して、現場での作業を減らすことができ、施工性を高めることができる。 That is, since the column-beam joint portion 68 and the beam 66 can all be made of precast concrete, the site portion 62 (non-yield hinge region R) is made of cast-in-place concrete as compared with the case where the joint end portion 62 (non-yield hinge region R) is made of cast-in-place concrete. It is possible to reduce the work in the work and improve the workability.

＜第４実施形態＞
次に、本発明の第４実施形態に係る柱梁の接合構造について、図５を用いて説明する。なお、第１～第３実施形態と同様の構成については同じ符号を付して説明を省略し、差異点を中心に説明する。 <Fourth Embodiment>
Next, the joint structure of columns and beams according to the fourth embodiment of the present invention will be described with reference to FIG. The same configurations as those of the first to third embodiments are designated by the same reference numerals, the description thereof will be omitted, and the differences will be mainly described.

（構造）
図５に示すように、本実施形態の柱梁の接合構造９０は、鉛直方向に延びる下部柱１２及び上部柱１４と、水平方向に延びる梁９６と、上面及び下面に上部柱１４及び下部柱１２がそれぞれ接合され、側面に梁９６が接合された柱梁仕口部９８と、を有している。なお、下部柱１２及び上部柱１４は、第１実施形態と同様の構成とされている。 (structure)
As shown in FIG. 5, the beam-column joint structure 90 of the present embodiment includes a lower column 12 and an upper column 14 extending in the vertical direction, a beam 96 extending in the horizontal direction, and an upper column 14 and a lower column on the upper surface and the lower surface. 12 is joined to each other, and a column-beam joint portion 98 to which a beam 96 is joined to a side surface thereof is provided. The lower pillar 12 and the upper pillar 14 have the same configuration as that of the first embodiment.

本実施形態では、第１実施形態と同様に、梁９６の柱梁仕口部９８との接合端部９２である長手方向の端部が現場打ちコンクリートで構成されており、長手方向の中央部を構成する梁部材９４がプレキャストコンクリートで構成されている。 In the present embodiment, as in the first embodiment, the longitudinal end portion of the beam 96, which is the joint end portion 92 with the column-beam joint portion 98, is made of cast-in-place concrete, and the central portion in the longitudinal direction. The beam member 94 constituting the above is made of precast concrete.

また、第１実施形態と同様に、梁９６に配筋された複数の梁主筋９６Ａと、プレキャストコンクリート造の柱梁仕口部９８に配筋され、梁主筋９６Ａと同鋼種かつ同径とされた複数の接合鉄筋９８Ａとが、接合端部９２に埋設された機械式継手１０８によって接続されている。 Further, as in the first embodiment, a plurality of beam main bars 96A arranged on the beam 96 and reinforcements are arranged on the precast concrete column-beam joint 98, and have the same steel type and diameter as the beam main bars 96A. A plurality of joint reinforcing bars 98A are connected by a mechanical joint 108 embedded in the joint end portion 92.

また、梁９６には、柱梁仕口部９８と接合端部９２とに跨って複数の補強筋１００が配筋されており、補強筋１００の接合端部９２側の端部（図５における右側端部）には、定着部としての機械式定着板１０２が設けられている。 Further, in the beam 96, a plurality of reinforcing bars 100 are arranged so as to straddle the column beam joint portion 98 and the joint end portion 92, and the end portion of the reinforcing bar 100 on the joint end portion 92 side (in FIG. 5). A mechanical fixing plate 102 as a fixing portion is provided on the right end portion).

梁９６の接合端部９２は、端部に機械式定着板１０２が設けられた補強筋１００で補強されることにより、非降伏ヒンジ領域Ｒとされている。すなわち、梁９６の接合端部９２に非降伏ヒンジ領域Ｒが設けられている。なお、機械式継手１０８は、非降伏ヒンジ領域Ｒ内に設けられている。 The joint end portion 92 of the beam 96 is formed as a non-yield hinge region R by being reinforced by a reinforcing bar 100 provided with a mechanical fixing plate 102 at the end portion. That is, the non-yield hinge region R is provided at the joint end portion 92 of the beam 96. The mechanical joint 108 is provided in the non-yield hinge region R.

さらに、本実施形態では、梁９６の接合端部９２（非降伏ヒンジ領域Ｒ）に、梁９６の側面を水平方向に貫通する貫通孔１０４が形成されている。貫通孔１０４は、例えば真円形状とされており、上下の機械式継手１０８間及び補強筋１００間において平面視で機械式継手１０８に重なる位置に設けられている。なお、貫通孔１０４の周囲には、貫通孔１０４を囲むように開口補強筋１０６が配筋されている。 Further, in the present embodiment, a through hole 104 that horizontally penetrates the side surface of the beam 96 is formed in the joint end portion 92 (non-yield hinge region R) of the beam 96. The through hole 104 has, for example, a perfect circular shape, and is provided at a position overlapping the mechanical joint 108 in a plan view between the upper and lower mechanical joints 108 and between the reinforcing bars 100. Around the through hole 104, an opening reinforcing bar 106 is arranged so as to surround the through hole 104.

また、梁９６には、梁主筋９６Ａ、接合鉄筋９８Ａ、及び梁主筋９６Ａと接合鉄筋９８Ａとを接続する機械式継手１０８に巻掛けられた複数のせん断補強筋１１０が配筋されている。せん断補強筋１１０は、貫通孔１０４と干渉しない位置に配置されているとともに、梁主筋９６Ａの長手方向（水平方向）に互いに間隔をあけて配置されている。 Further, the beam 96 is provided with a plurality of shear reinforcing bars 110 wound around a beam main bar 96A, a joining reinforcing bar 98A, and a mechanical joint 108 connecting the beam main bar 96A and the joining reinforcing bar 98A. The shear reinforcing bars 110 are arranged at positions that do not interfere with the through holes 104, and are arranged at intervals in the longitudinal direction (horizontal direction) of the beam main bar 96A.

ここで、本実施形態では、機械式継手１０８が配置されている領域に配置されているせん断補強筋１１０の間隔Ｌ１は、機械式継手１０８が配置されている領域以外の領域に配置されているせん断補強筋１１０の間隔Ｌ２より広くされている。 Here, in the present embodiment, the spacing L1 of the shear reinforcing bars 110 arranged in the region where the mechanical joint 108 is arranged is arranged in the region other than the region where the mechanical joint 108 is arranged. The distance between the shear reinforcing bars 110 is wider than L2.

すなわち、機械式継手１０８の両端部の内側において機械式継手１０８に巻掛けられているせん断補強筋１１０の間隔Ｌ１は、機械式継手１０８の両端部の外側において梁主筋９６Ａや接合鉄筋９８Ａに巻掛けられているせん断補強筋１１０の間隔Ｌ２より広くされている。なお、非降伏ヒンジ領域Ｒ（接合端部９２）において、配筋されているせん断補強筋１１０の総数、総量は、必要とされる総数、総量（総必要数、総必要量）を満たしている。 That is, the distance L1 of the shear reinforcing bars 110 wound around the mechanical joint 108 inside both ends of the mechanical joint 108 is wound around the beam main bar 96A and the joint reinforcing bar 98A outside both ends of the mechanical joint 108. The distance between the hung shear reinforcing bars 110 is wider than the distance L2. In the non-yield hinge region R (joint end portion 92), the total number and total amount of the shear reinforcing bars 110 arranged satisfy the required total number and total amount (total required number, total required amount). ..

（施工方法）
次に、本実施形態の柱梁の接合構造の施工手順について説明する。まず、第１実施形態と同様に、プレキャストコンクリート造の下部柱１２、上部柱１４、柱梁仕口部９８、及び梁部材９４を、予め工場等で製作しておく。 (Construction method)
Next, the construction procedure of the beam-column joint structure of the present embodiment will be described. First, as in the first embodiment, the precast concrete lower column 12, the upper column 14, the beam-column joint 98, and the beam member 94 are manufactured in advance at a factory or the like.

次に、現場にて、柱梁仕口部９８の上面及び下面に上部柱１４及び下部柱１２をそれぞれ接合する。また、柱梁仕口部９８の側面に突設された接合鉄筋９８Ａと梁部材９４の端面に突設された梁主筋９６Ａとを、機械式継手１０８によって接続する。 Next, at the site, the upper column 14 and the lower column 12 are joined to the upper surface and the lower surface of the column-beam joint 98, respectively. Further, the joint reinforcing bar 98A projecting from the side surface of the column-beam joint 98 and the beam main bar 96A projecting from the end surface of the beam member 94 are connected by a mechanical joint 108.

そして、機械式継手１０８によって接続された接合鉄筋９８Ａ及び梁主筋９６Ａの周囲に、第１実施形態と同様の方法によってせん断補強筋１１０を配筋する。このとき、機械式継手１０８に巻掛けるせん断補強筋１１０の間隔Ｌ１を、梁主筋９６Ａ及び接合鉄筋９８Ａに巻掛けるせん断補強筋１１０の間隔Ｌ２よりも広くしておく。 Then, the shear reinforcing bars 110 are arranged around the joint reinforcing bars 98A and the beam main reinforcing bars 96A connected by the mechanical joint 108 by the same method as in the first embodiment. At this time, the interval L1 of the shear reinforcing bars 110 wound around the mechanical joint 108 is made wider than the interval L2 of the shear reinforcing bars 110 wound around the beam main reinforcement 96A and the joint reinforcing bar 98A.

その後、柱梁仕口部９８と梁部材９４との間に図示しない型枠、及び貫通孔１０４を形成する図示しない箱抜きをそれぞれ設置し、型枠内にコンクリートを打設することで、貫通孔１０４が形成された梁９６の接合端部９２を構築する。なお、上記の手順は一例であり、手順が異なっていたり、他の手順が含まれたりしても構わない。 After that, a formwork (not shown) and a box punch (not shown) forming a through hole 104 are installed between the column-beam joint 98 and the beam member 94, and concrete is poured into the formwork to penetrate the formwork. The joint end portion 92 of the beam 96 in which the hole 104 is formed is constructed. The above procedure is an example, and the procedure may be different or may include other procedures.

（作用、効果）
本実施形態によれば、第１～第３実施形態と同様に、補強筋１００が梁９６の接合端部９２と柱梁仕口部９８とに跨って配筋されているため、梁９６の接合端部９２を非降伏ヒンジ領域Ｒとすることができる。これにより、梁９６に配筋された梁主筋９６Ａと柱梁仕口部９８に配筋された接合鉄筋９８Ａとを接続する機械式継手１０８を、梁９６の接合端部９２に設けることができる。 (Action, effect)
According to the present embodiment, as in the first to third embodiments, the reinforcing bar 100 is arranged so as to straddle the joint end portion 92 of the beam 96 and the beam-column joint portion 98, so that the beam 96 has. The joint end portion 92 can be a non-yield hinge region R. As a result, a mechanical joint 108 for connecting the beam main bar 96A arranged on the beam 96 and the joint reinforcing bar 98A arranged on the column-beam joint 98 can be provided at the joint end portion 92 of the beam 96. ..

また、梁主筋９６Ａと接合鉄筋９８Ａとが、同鋼種とされているため、梁主筋９６Ａと接合鉄筋９８Ａが異鋼種とされている場合と比較して、梁主筋９６Ａ及び接合鉄筋９８Ａの管理が簡易となるとともに、高性能の機械式継手１０８を用いる必要がない。 Further, since the beam main bar 96A and the joint reinforcing bar 98A are of the same steel type, the beam main bar 96A and the joint reinforcing bar 98A can be managed as compared with the case where the beam main bar 96A and the joint reinforcing bar 98A are of different steel types. It is simple and does not require the use of a high performance mechanical joint 108.

さらに、本実施形態では、非降伏ヒンジ領域Ｒとされた梁９６の接合端部９２に、貫通孔１０４が形成されている。このため、貫通孔１０４を利用して、空調ダクト等の図示しない設備配管を梁９６に通すことができる。 Further, in the present embodiment, a through hole 104 is formed in the joint end portion 92 of the beam 96 which is the non-yield hinge region R. Therefore, the through hole 104 can be used to pass equipment piping (not shown) such as an air conditioning duct through the beam 96.

また、梁主筋９６Ａの端部及び接合鉄筋９８Ａの端部は、機械式継手１０８に接合されていることにより、座屈が抑制されている。このため、機械式継手１０８が配置されている領域、すなわち機械式継手１０８の両端部の内側に配置されているせん断補強筋１１０の間隔Ｌ１を、機械式継手１０８が配置されている領域以外の領域、すなわち機械式継手１０８の両端部の外側に配置されているせん断補強筋１１０の間隔Ｌ２より広くすることができる。 Further, buckling is suppressed by joining the end of the beam main bar 96A and the end of the joined reinforcing bar 98A to the mechanical joint 108. Therefore, the region where the mechanical joint 108 is arranged, that is, the space L1 between the shear reinforcing bars 110 arranged inside both ends of the mechanical joint 108 is set to a region other than the region where the mechanical joint 108 is arranged. It can be wider than the region, i.e., the spacing L2 of the shear reinforcements 110 located outside the ends of the mechanical joint 108.

一般的に、貫通孔１０４の上下にせん断補強筋１１０を配筋する場合、せん断補強筋１１０の加工や施工が煩雑となる。しかし、本実施形態では、機械式継手１０８が配置されている領域のせん断補強筋１１０の間隔Ｌ１を広くすることができるため、貫通孔１０４の上下に配筋されるせん断補強筋１１０の数を無くす、もしくは減らすことができ、施工性を高めることができる。 Generally, when the shear reinforcing bars 110 are arranged above and below the through hole 104, the processing and construction of the shear reinforcing bars 110 become complicated. However, in the present embodiment, since the interval L1 of the shear reinforcing bars 110 in the region where the mechanical joint 108 is arranged can be widened, the number of shear reinforcing bars 110 arranged above and below the through hole 104 can be increased. It can be eliminated or reduced, and workability can be improved.

＜その他の実施形態＞
以上、本発明について第１～第４実施形態について説明したが、本発明はかかる実施形態に限定されるものではなく、本発明の範囲内にて他の種々の実施形態が可能である。また、第１～第４実施形態の構成は、適宜組み合わせることが可能である。 <Other embodiments>
Although the first to fourth embodiments of the present invention have been described above, the present invention is not limited to such embodiments, and various other embodiments are possible within the scope of the present invention. Further, the configurations of the first to fourth embodiments can be appropriately combined.

例えば、上記実施形態では、梁１６、４６、６６、９６の柱梁仕口部１８、４８、６８、９８との接合端部２２、４２、６２、９２に非降伏ヒンジ領域Ｒが設けられていた。しかし、梁ではなく柱の柱梁仕口部との接合端部を補強することで、柱の接合端部に非降伏ヒンジ領域を設ける構成としてもよい。 For example, in the above embodiment, the non-yield hinge region R is provided at the joint end portions 22, 42, 62, 92 of the beams 16, 46, 66, 96 with the column beam joint portions 18, 48, 68, 98. rice field. However, a non-yield hinge region may be provided at the joint end of the column by reinforcing the joint end of the column with the column-beam joint instead of the beam.

また、上記実施形態では、補強筋３０、５０、７０、１００の端部に定着部としての機械式定着板３２、５２、７２、１０２が接合されていたが、定着部は、少なくとも補強筋を接合端部に定着させることができる構成とされていればよい。このため、例えば上下の補強筋の端部を繋げて横Ｕ字状としたり、補強筋の端部をフック状に折曲げたりすることで、定着部を構成してもよい。 Further, in the above embodiment, the mechanical fixing plates 32, 52, 72, 102 as fixing portions are joined to the ends of the reinforcing bars 30, 50, 70, 100, but the fixing portion has at least reinforcing bars. It suffices if it is configured so that it can be fixed to the joint end. Therefore, for example, the fixing portion may be formed by connecting the ends of the upper and lower reinforcing bars to form a horizontal U shape, or by bending the ends of the reinforcing bars into a hook shape.

なお、上記実施形態では、定着部として機械式定着板３２、５２、７２、１０２を用いているため、例えば第２実施形態において、補強筋の端部がフック状等とされている場合と比較して、接合端部４２の接合面４２Ｓに突出する定着部の突出長さを短くすることができる。 In the above embodiment, since the mechanical fixing plates 32, 52, 72, 102 are used as the fixing portions, for example, in the second embodiment, compared with the case where the end portion of the reinforcing bar is hook-shaped or the like. Therefore, the protruding length of the fixing portion protruding from the joint surface 42S of the joint end portion 42 can be shortened.

さらに、上記実施形態では、柱梁が立面視でト形とされていた。すなわち、柱梁仕口部１８、４８、６８、９８に上部柱１４、下部柱１２、及び１本の梁１６、４６、６６、９６が接合されていた。しかし、柱梁はト形に限らず、Ｔ形（柱梁仕口部に下部柱と２本の梁が接合されている構成）や、Ｌ形（柱梁仕口部に下部柱と１本の梁が接合されている構成）、十字形（柱梁仕口部に下部柱と上部柱、及び２本の梁が接合されている構成）等とされていてもよい。 Further, in the above embodiment, the columns and beams are shaped like a G in elevation. That is, the upper column 14, the lower column 12, and one beam 16, 46, 66, 96 were joined to the column-beam joints 18, 48, 68, and 98. However, the columns and beams are not limited to the G-shape, but can be T-shaped (a structure in which a lower column and two beams are joined to the column-beam joint) or L-shaped (a lower column and one at the column-beam joint). It may be in the shape of a cross (a structure in which a lower column and an upper column and two beams are joined to a column-beam joint), or the like.

１０、４０、６０、９０ 接合構造
１６、４６、６６、９６ 梁
１６Ａ、４６Ａ、６６Ａ、９６Ａ 梁主筋（主筋）
１８、４８、６８、９８ 柱梁仕口部
１８Ａ、４８Ａ、６８Ａ、９８Ａ 接合鉄筋
２２、４２、６２、９２ 接合端部
２８、５８、７８、１０８ 機械式継手
３０、５０、７０、１００ 補強筋
３２、５２、７２、１０２ 機械式定着板（定着部の一例）
３６、１１０ せん断補強筋
１０４ 貫通孔
Ｒ 非降伏ヒンジ領域 10, 40, 60, 90 Join structure 16,46,66,96 Beam 16A, 46A, 66A, 96A Beam main bar (main bar)
18, 48, 68, 98 Column-beam joints 18A, 48A, 68A, 98A Joint reinforcing bars 22, 42, 62, 92 Joint ends 28, 58, 78, 108 Mechanical joints 30, 50, 70, 100 Reinforcing bars 32, 52, 72, 102 Mechanical fixing plate (an example of fixing part)
36, 110 Shear Reinforcing Bar 104 Through Hole R Non-Yield Hinge Region

Claims (5)

柱と梁との柱梁仕口部と、
前記柱梁仕口部と前記梁の中央部を接合する接合端部と、
前記接合端部の中に配置され、前記柱梁仕口部から突出する接合鉄筋と前記梁の中央部から突出する梁主筋とを接続する機械式継手と、
前記柱梁仕口部と前記接合端部とに跨って配筋され、前記接合端部が非降伏ヒンジ領域となるよう前記接合端部を補強する補強筋と、
前記補強筋の端部に取付けられ前記接合端部に位置する定着部と、
を有する柱梁の接合構造。 Column-beam joints between columns and beams,
A joint end portion that joins the column-beam joint portion and the central portion of the beam,
A mechanical joint which is arranged in the joint end portion and connects a joint reinforcing bar protruding from the beam-column joint and a beam main bar protruding from the center portion of the beam .
Reinforcing bars that are laid across the column-beam joint and the joint end to reinforce the joint end so that the joint end becomes a non-yield hinge region.
A fixing portion attached to the end portion of the reinforcing bar and located at the joint end portion ,
Joining structure of columns and beams with. 前記機械式継手は、前記接合端部の中央部で前記接合鉄筋と前記梁主筋とを接続し、
前記接合端部は、現場打ちコンクリートで構成されている、
請求項１に記載の柱梁の接合構造。 In the mechanical joint, the joint reinforcing bar and the beam main bar are connected at the central portion of the joint end portion.
The joint end is made of cast-in-place concrete.
The joint structure of columns and beams according to claim 1. 前記接合端部と前記柱梁仕口部は、プレキャストコンクリートによって一体的に構成されており、
プレキャストコンクリートで構成された前記梁の中央部が、前記接合端部に接合されている、
請求項１に記載の柱梁の接合構造。 The joint end portion and the column-beam joint portion are integrally formed of precast concrete.
The central portion of the beam made of precast concrete is joined to the joint end portion.
The joint structure of columns and beams according to claim 1. 前記梁の中央部と前記接合端部は、プレキャストコンクリートによって一体的に構成されており、
プレキャストコンクリートで構成された前記柱梁仕口部に、前記接合端部が接合されている、
請求項１に記載の柱梁の接合構造。 The central portion of the beam and the joint end portion are integrally formed of precast concrete.
The joint end is joined to the beam-column joint made of precast concrete.
The joint structure of columns and beams according to claim 1 . 前記機械式継手は上下に一対配置され、A pair of mechanical joints are arranged one above the other.
一対の前記機械式継手の間で、前記接合端部を横方向へ貫通する貫通孔と、A through hole that laterally penetrates the joint end between the pair of mechanical joints,
前記接合端部において前記接合鉄筋と前記梁主筋に各々巻き掛けられ、前記接合鉄筋及び前記梁主筋の長手方向に互いに間隔を開けて配置された複数のせん断補強筋と、A plurality of shear reinforcing bars wound around the joint reinforcing bar and the beam main bar at the joint end portion and arranged at intervals in the longitudinal direction of the joint reinforcing bar and the beam main bar, respectively.
を備え、Equipped with
前記機械式継手が配置されている領域に配置されている前記せん断補強筋の間隔は、前記機械式継手が配置されている領域以外の領域に配置されている前記せん断補強筋の間隔より広くされている、The spacing between the shear reinforcements located in the area where the mechanical joint is located is wider than the spacing between the shear reinforcements located in a region other than the region where the mechanical joint is located. ing,
請求項２に記載の柱梁の接合構造。The joint structure of columns and beams according to claim 2.
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JP2015031036A (en) 2013-08-01 2015-02-16 株式会社竹中工務店 Construction method of precast member
JP2016204862A (en) 2015-04-16 2016-12-08 高周波熱錬株式会社 Design method for reinforced concrete structure, and reinforced concrete structure
JP2017179997A (en) 2016-03-31 2017-10-05 三井住友建設株式会社 Column-beam joint structure and construction method therefor
JP2017214803A (en) 2016-06-02 2017-12-07 鹿島建設株式会社 Arrangement structure of beam in reinforced concrete column and beam frame

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JP2015031036A (en) 2013-08-01 2015-02-16 株式会社竹中工務店 Construction method of precast member
JP2016204862A (en) 2015-04-16 2016-12-08 高周波熱錬株式会社 Design method for reinforced concrete structure, and reinforced concrete structure
JP2017179997A (en) 2016-03-31 2017-10-05 三井住友建設株式会社 Column-beam joint structure and construction method therefor
JP2017214803A (en) 2016-06-02 2017-12-07 鹿島建設株式会社 Arrangement structure of beam in reinforced concrete column and beam frame

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