JP2007211450A - Structure for joining precast column and steel-frame beam together - Google Patents

Structure for joining precast column and steel-frame beam together Download PDF

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JP2007211450A
JP2007211450A JP2006030907A JP2006030907A JP2007211450A JP 2007211450 A JP2007211450 A JP 2007211450A JP 2006030907 A JP2006030907 A JP 2006030907A JP 2006030907 A JP2006030907 A JP 2006030907A JP 2007211450 A JP2007211450 A JP 2007211450A
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steel
joint
precast column
steel beam
precast
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Koji Yamanobe
宏治 山野辺
Takashi Kunugi
隆 椚
Yasuo Jinno
靖夫 神野
Haruo Nakazawa
春生 中澤
Kiyoomi Kanemoto
清臣 金本
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Shimizu Construction Co Ltd
Shimizu Corp
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Shimizu Construction Co Ltd
Shimizu Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a structure for joining a precast column and a steel-frame beam together, which can reduce weight and cost by reducing the amount of steel, and which can employ a precast column member capable of being molded on an existing manufacturing line. <P>SOLUTION: In this structure for joining the precast column 1 and the steel-frame beam together, the steel-frame beam 2, at least the end of which is composed of a steel frame, is joined to the precast column 1 in which the plurality of hollow precast column members 3 are axially joined together. A joint 6 of concrete construction is externally mounted in the beam joining place of the precast column member 3, and an end surface of the steel-frame beam 2 is joined to the side surface of the joint 6. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、プレキャスト柱と鉄骨梁との接合構造に関する。   The present invention relates to a joint structure between a precast column and a steel beam.

構造物を構築する技術の一つとして、遠心成形により中空に成形された複数のプレキャスト柱部材を軸方向に継手してプレキャスト柱とし、このプレキャスト柱を複数立設し、隣り合うプレキャスト柱間に鉄骨梁を架設して架構を形成する技術がある。   As one of the technologies for constructing a structure, a plurality of precast pillar members formed hollow by centrifugal molding are joined in the axial direction to form a precast pillar, and a plurality of these precast pillars are erected between adjacent precast pillars. There is a technology to form a frame by laying steel beams.

従来、プレキャスト柱に鉄骨梁を接合させる接合構造として、プレキャスト柱部材の一部分、つまり、鉄骨梁が接合される梁接合箇所に、柱梁接合部パネルを一体に組み込み、この柱梁接合部パネルでプレキャスト柱と鉄骨梁とを接合する接合構造がある。この接合構造は、プレキャスト柱部材の梁接合箇所を鋼管巻きとするとともに、鋼管の外周に端部鉄骨材とダイヤフラムとをそれぞれ溶接しておき、端部鉄骨材の先端と鉄骨梁の端部とを２面摩擦接合等で接合するものである。   Conventionally, as a joint structure for joining steel beams to precast columns, a column beam joint panel is integrated into a part of the precast column member, that is, the beam joint where the steel beam is joined. There is a joint structure that joins precast columns and steel beams. In this joint structure, the beam joint of the precast column member is wound with a steel pipe, and the end steel frame and the diaphragm are welded to the outer periphery of the steel pipe, respectively, and the tip of the end steel frame and the end of the steel beam are connected to each other. Are joined by two-surface friction welding or the like.

また、従来、中空のプレキャスト柱と鉄骨梁とを接合する接合構造として、プレキャスト柱部材の梁接合箇所を鋼管巻きにするとともに、その梁接合箇所の肉厚を他よりも内側に厚くする接合構造が提供されている（例えば、特許文献１参照。）。
特開平４−１７１５５９号公報 Conventionally, as a joint structure for joining a hollow precast column and a steel beam, a joint structure in which the beam joint part of the precast column member is wound with a steel pipe and the thickness of the beam joint part is thicker than the other. Is provided (see, for example, Patent Document 1).
JP-A-4-171559

しかしながら、上記した前者の従来の接合構造では、当該接合構造の部分の鋼材量が多く、構造物全体の重量が大きくなるとともにコストアップになるという問題が存在する。また、上記した後者の従来の接合構造では、梁接合箇所の肉厚を他よりも厚くする必要があるため、梁接合箇所を含むプレキャスト柱部材の成形には特殊な形状の成形が必要であり、既存の製造ラインでは成形することができないという問題がある。   However, in the former conventional joint structure described above, there is a problem that the amount of steel material in the joint structure is large, the weight of the entire structure increases, and the cost increases. Moreover, in the latter conventional joint structure described above, it is necessary to make the thickness of the beam joint portion thicker than the others, so that a special shape is necessary for molding the precast column member including the beam joint portion. However, there is a problem that the existing production line cannot be molded.

本発明は、上記した従来の問題が考慮されたものであり、鋼材量を削減して、軽量化およびコストダウンすることができ、さらに、既存の製造ラインで成形可能なプレキャスト柱部材を用いることができるプレキャスト柱と鉄骨梁との接合構造を提供することを目的としている。   In the present invention, the above-described conventional problems are taken into consideration, and the amount of steel can be reduced, the weight can be reduced and the cost can be reduced, and furthermore, a precast column member that can be formed on an existing production line is used. The purpose is to provide a joint structure between precast columns and steel beams.

請求項１記載の発明は、複数の中空のプレキャスト柱部材を軸線方向に継手してなるプレキャスト柱に、少なくとも端部が鉄骨からなる鉄骨梁を接合させるプレキャスト柱と鉄骨梁との接合構造において、プレキャスト柱部材の梁接合箇所に、コンクリート造の接合部が外装され、該接合部の側面に鉄筋梁の端面が接合されていることを特徴としている。   The invention according to claim 1 is a precast column formed by jointing a plurality of hollow precast column members in the axial direction, and a joining structure of a precast column and a steel beam that joins a steel beam having at least an end made of steel. A concrete joint is externally mounted at the beam joint of the precast column member, and the end face of the reinforcing bar is joined to the side surface of the joint.

このような特徴により、鉄骨梁が接合される接合部がコンクリートからなり、柱梁接合箇所に使用される鋼材量が少ない。また、プレキャスト柱部材に、コンクリートからなる接合部を外装させる構成からなるため、プレキャスト柱部材自体を特殊な形状に成形する必要はなく、既製杭等と同様の配筋および製造方法によりプレキャスト柱部材が成形される。   Due to such features, the joint where the steel beam is joined is made of concrete, and the amount of steel used for the joint between the beam and column is small. In addition, since the precast column member has a configuration in which a joint portion made of concrete is externally mounted, it is not necessary to form the precast column member itself into a special shape. Is formed.

請求項２記載の発明は、請求項１記載のプレキャスト柱と鉄骨梁との接合構造において、接合部の中に、端部が接合部の側面に開放されたシース管が埋設され、該シース管の中にＰＣ鋼材が挿通され、該ＰＣ鋼材に引張力が導入されているとともにＰＣ鋼材の端部が鉄骨梁の端部に定着されることで、鉄骨梁の端面が接合部の側面に圧着されていることを特徴としている。   According to a second aspect of the present invention, in the joint structure of the precast column and the steel beam according to the first aspect, a sheath tube having an end opened to a side surface of the joint portion is embedded in the joint portion. PC steel is inserted into the PC steel, tensile force is introduced into the PC steel, and the end of the PC steel is fixed to the end of the steel beam so that the end surface of the steel beam is crimped to the side of the joint It is characterized by being.

このような特徴により、ＰＣ鋼材によってプレストレスが付与され、鉄骨梁の端面が接合部の側面に圧着される。   With such a feature, prestress is applied by the PC steel material, and the end surface of the steel beam is pressed against the side surface of the joint.

請求項３記載の発明は、請求項１記載のプレキャスト柱と鉄骨梁との接合構造において、接合部の中に、端部が接合部の側面に開放されたシース管が埋設され、該シース管の中に、長尺ボルトが挿通され、該長尺ボルトの端部が鉄骨梁の端部にナットによって締め付けられることで、鉄骨梁の端面が接合部の側面に圧着されていることを特徴としている。   According to a third aspect of the present invention, in the joint structure of the precast column and the steel beam according to the first aspect, a sheath tube having an end opened to a side surface of the joint portion is embedded in the joint portion. A long bolt is inserted in the end, and the end of the long bolt is fastened with a nut to the end of the steel beam so that the end surface of the steel beam is crimped to the side surface of the joint. Yes.

このような特徴により、緊張装置などを用いることなく、ナットを締め付けるだけで、鉄骨梁の端面が接合部の側面に圧着される。また、施工後に圧着力が低下した場合でも、ナットを締め付けるだけで圧着力が向上される。   With such a feature, the end surface of the steel beam is crimped to the side surface of the joint by simply tightening the nut without using a tensioning device or the like. Moreover, even if the crimping force is reduced after construction, the crimping force can be improved by simply tightening the nut.

本発明に係る中空プレキャスト柱と鉄骨梁との接合構造によれば、鋼材量を削減して、軽量化およびコストダウンすることができる。また、プレキャスト柱部材自体を特殊な形状に成形する必要はないため、既製杭等を成形するための既存の製造ラインで、プレキャスト柱部材を成形することができる。   According to the joint structure of the hollow precast column and the steel beam according to the present invention, the amount of steel material can be reduced, and the weight and cost can be reduced. Moreover, since it is not necessary to shape | mold the precast column member itself in a special shape, a precast column member can be shape | molded with the existing manufacturing line for shape | molding ready-made piles.

また、接合部の中にシース管を埋設し、このシース管の中にＰＣ鋼材を挿通し、ＰＣ鋼材に引張力を導入するとともにＰＣ鋼材の端部を鉄骨梁の端部に定着させて、鉄骨梁の端面を接合部の側面に圧着させる構成とすることで、鉄骨梁の端面を接合部の側面に容易に圧着させることができ、工期を短縮することができる。   Also, a sheath tube is embedded in the joint, and a PC steel material is inserted into the sheath tube, a tensile force is introduced into the PC steel material, and the end of the PC steel material is fixed to the end of the steel beam. By adopting a configuration in which the end surface of the steel beam is crimped to the side surface of the joint portion, the end surface of the steel beam can be easily crimped to the side surface of the joint portion, and the construction period can be shortened.

また、接合部の中にシース管を埋設し、このシース管の中に長尺ボルトを挿通し、長尺ボルトの端部を鉄骨梁の端部にナットによって締め付けて、鉄骨梁の端面を接合部の側面に圧着させる構成とすることで、鉄骨梁の端面を接合部の側面に一層容易に圧着させることができ、工期をさらに短縮することができる。また、施工後の再度の締め付けも容易に行うことができ、柱梁の接合箇所のメンテナンスを容易に行うことができる。   In addition, a sheath tube is embedded in the joint, a long bolt is inserted into the sheath tube, and the end of the long bolt is fastened with a nut to the end of the steel beam to join the end surfaces of the steel beam. By adopting a configuration in which the end face of the steel beam is crimped to the side surface of the portion, the end face of the steel beam can be more easily crimped to the side surface of the joint portion, and the construction period can be further shortened. Moreover, the re-tightening after construction can be easily performed, and the maintenance of the joint portion of the column beam can be easily performed.

以下、本発明に係るプレキャスト柱と鉄骨梁との接合構造の第１、第２の実施の形態について、図面に基いて説明する。   Hereinafter, first and second embodiments of a joint structure between a precast column and a steel beam according to the present invention will be described with reference to the drawings.

［第１の実施の形態］
まず、第１の実施の形態におけるプレキャスト柱と鉄骨梁との接合構造の構成について説明する。
図１は本実施の形態におけるプレキャスト柱１の立面図である。図１に示すように、本実施の形態における接合構造は、プレキャスト柱１の両側に鉄骨梁２，２をそれぞれ接合させる接合構造である。 [First Embodiment]
First, the structure of the joint structure between the precast column and the steel beam in the first embodiment will be described.
FIG. 1 is an elevation view of a precast column 1 in the present embodiment. As shown in FIG. 1, the joint structure in the present embodiment is a joint structure in which steel beams 2 and 2 are joined to both sides of a precast column 1, respectively.

プレキャスト柱１は、複数のプレキャスト柱部材３…を軸線方向に継手した構成からなっている。プレキャスト柱部材３は、予め工場等で成形された中空の鉄筋コンクリート造のプレキャスト部材であり、遠心成形により成形された円筒形状の部材である。また、プレキャスト柱部材３は、構造物一層分の高さに相当する長さの部材であり、プレキャスト柱１は一層一節で構築されている。プレキャスト柱部材３，３の継手位置は、各層の階高の中央位置にあり、上下のプレキャスト柱部材３，３同士は、機械式又は無溶接継手により継手されている。   The precast column 1 has a configuration in which a plurality of precast column members 3 are jointed in the axial direction. The precast column member 3 is a hollow reinforced concrete precast member formed in advance in a factory or the like, and is a cylindrical member formed by centrifugal molding. The precast column member 3 is a member having a length corresponding to the height of one layer of the structure, and the precast column 1 is constructed in a single section. The joint position of the precast column members 3 and 3 is at the center position of the floor height of each layer, and the upper and lower precast column members 3 and 3 are coupled by a mechanical or non-welded joint.

鉄骨梁２…は、プレキャスト柱１に直交する方向にそれぞれ延在されており、プレキャスト柱１を挟んで両側にそれぞれ配設されているとともに、各層ごとにそれぞれ設けられている。また、プレキャスト柱１の両側に配設された２本の鉄骨梁２，２は、互いに同軸上に延在されている。鉄骨梁２は、長尺の鋼材４（本実施の形態ではＨ形鋼）の端部に鋼板等のエンドプレート５が付設された構成からなる。エンドプレート５は、鉄骨梁１（鋼材４）の軸線方向に対して垂直に配置されており、鋼材４の端面に溶接接合されている。このエンドプレート５が鉄骨梁２の端部となり、エンドプレート５のプレキャスト柱１側の面が鉄骨梁２の端面となる。   The steel beams 2 are each extended in a direction perpendicular to the precast column 1, arranged on both sides of the precast column 1, and provided for each layer. Further, the two steel beams 2 and 2 disposed on both sides of the precast column 1 extend coaxially with each other. The steel beam 2 has a configuration in which an end plate 5 such as a steel plate is attached to an end of a long steel material 4 (H-shaped steel in the present embodiment). The end plate 5 is disposed perpendicular to the axial direction of the steel beam 1 (steel material 4), and is welded to the end surface of the steel material 4. The end plate 5 becomes the end of the steel beam 2, and the surface of the end plate 5 on the precast column 1 side becomes the end surface of the steel beam 2.

なお、本発明に係る鉄骨梁２は、端部が鉄骨造からなる梁であればよく、梁全体が鉄骨（Ｓ）造のもの以外に、端部が鉄骨造で、梁中間部がそれ以外の構造、例えば、プレストレスト鉄筋コンクリート（ＰＲＣ）造や鉄筋コンクリート（ＲＣ）造、鉄骨鉄筋コンクリート（ＳＲＣ）造、鋼管コンクリート（ＳＣ）造からなる梁構造体も含む概念である。   Note that the steel beam 2 according to the present invention may be any steel beam whose end is made of steel, and the entire beam is steel (S), the end is steel, and the middle part of the beam is other than that. For example, a beam structure including a prestressed reinforced concrete (PRC) structure, a reinforced concrete (RC) structure, a steel reinforced concrete (SRC) structure, and a steel pipe concrete (SC) structure is also included.

各層の鉄骨梁２…は、接合部６…を介してプレキャスト柱１にそれぞれ接合されている。接合部６は、プレキャスト柱部材３に外装されたコンクリート体であり、鉄骨梁２…が接合される箇所（以下、梁接合箇所と記す。）、つまり、各プレキャスト柱部材３…の中央部分の位置にそれぞれ形成されている。   The steel beams 2 of each layer are joined to the precast column 1 via joints 6. The joint portion 6 is a concrete body externally attached to the precast column member 3, and is a portion where the steel beams 2... Are joined (hereinafter referred to as beam joint portions), that is, a central portion of each precast column member 3. Each is formed at a position.

図２は本実施の形態におけるプレキャスト柱と鉄骨梁と接合構造を表す横断面図であり、図３は本実施の形態におけるプレキャスト柱と鉄骨梁と接合構造を表す縦断面図である。図２，図３に示すように、接合部６は、プレキャスト柱部材３の外周を囲うように成形された矩形断面を有する六面体であり、その外縁は矩形になっている。接合部６の中には、プレキャスト柱部材３に直交する方向に延在する複数のシース管７…が埋設されている。シース管７は、両端が開放された筒状の部材であり、例えば鋼管パイプなどからなる。シース管７…は、プレキャスト柱部材３を貫通せず、プレキャスト柱部材３の側方に配置されている。シース管７…には、鉄骨梁２，２の軸線延長線に沿って延在する第１のシース管７ａ…と、鉄骨梁２，２の軸線延長線の直交方向に延在する第２のシース管７ｂ…とがあり、複数のシース管７…は、プレキャスト柱部材３の梁接合箇所を囲うように平面視井桁状に配置されている。また、井桁状に配置されたシース管７…は、鉛直方向に複数配設されている。   FIG. 2 is a transverse sectional view showing a precast column, a steel beam, and a joint structure in the present embodiment, and FIG. 3 is a longitudinal sectional view showing a precast column, a steel beam, and a joint structure in the present embodiment. As shown in FIGS. 2 and 3, the joint portion 6 is a hexahedron having a rectangular cross section formed so as to surround the outer periphery of the precast column member 3, and its outer edge is rectangular. A plurality of sheath tubes 7 extending in a direction orthogonal to the precast column member 3 are embedded in the joint portion 6. The sheath tube 7 is a cylindrical member whose both ends are open, and is made of, for example, a steel tube pipe. The sheath tubes 7 are arranged on the side of the precast column member 3 without penetrating the precast column member 3. The sheath pipes 7... Have a first sheath pipe 7 a extending along the axial extension line of the steel beams 2, 2 and a second extension extending in the direction perpendicular to the axial extension line of the steel beams 2, 2. There are sheath tubes 7b, and the plurality of sheath tubes 7 are arranged in a cross-beam shape so as to surround the beam joint portion of the precast column member 3. In addition, a plurality of sheath tubes 7 arranged in a cross beam shape are arranged in the vertical direction.

シース管７の両端面は、接合部６の側面にそれぞれ面一になっており、シース管７の両端は接合部６の側方に向けてそれぞれ開放されている。複数のシース管７…の中には、ＰＣ鋼材８…が所定の引張力が導入された状態でそれぞれ挿設されている。これらのＰＣ鋼材８は、接合部６にプレストレスを付与するための緊張材であり、例えば、高張力鋼からなる鋼棒、鋼線、鋼より線、或いは鋼線や鋼より線を束ねたケーブル等である。   Both end surfaces of the sheath tube 7 are flush with the side surfaces of the joint portion 6, and both ends of the sheath tube 7 are open toward the sides of the joint portion 6. PC steel materials 8 are inserted into the plurality of sheath tubes 7 in a state where a predetermined tensile force is introduced. These PC steel materials 8 are tension materials for applying prestress to the joint portion 6, for example, a steel rod made of high-strength steel, a steel wire, a steel strand, or a bundle of steel wires or steel strands. Cable etc.

第１のシース管７ａ…に挿通されたＰＣ鋼材８…の両端は、当該シース管７ａ…の両端（接合部６の梁接合側の側面６ａ，６ａ）からそれぞれ突出されており、エンドプレート５，５に形成された図示せぬ孔にそれぞれ挿通されてエンドプレート５，５をそれぞれ貫通している。一方のエンドプレート５を貫通したＰＣ鋼材８の一端部には、エンドプレート５，５に係止される頭部８ａが形成されており、他方のエンドプレート５を貫通したＰＣ鋼材８の他端部には、ＰＣ鋼材８の端部を掴持して固定する定着具９が取り付けられており、このＰＣ鋼材８は、引張力が導入された状態で、その両端が鉄骨梁２，２のエンドプレート５，５にそれぞれ定着されている。これにより、鉄骨梁２，２の端面が接合部６の梁接合側の側面６ａ，６ａに圧着されている。   Both ends of the PC steel material 8 inserted into the first sheath tube 7a are projected from both ends (side surfaces 6a, 6a on the beam joint side of the joint portion 6) of the sheath tube 7a, respectively, and the end plate 5 , 5 are respectively inserted into holes (not shown) and penetrate the end plates 5, 5. A head 8 a that is locked to the end plates 5, 5 is formed at one end of the PC steel material 8 that penetrates one end plate 5, and the other end of the PC steel material 8 that penetrates the other end plate 5. A fixing tool 9 for holding and fixing the end portion of the PC steel material 8 is attached to the part, and the PC steel material 8 has both ends of the steel beams 2 and 2 in a state where a tensile force is introduced. Fixed to the end plates 5 and 5 respectively. Thereby, the end surfaces of the steel beams 2 and 2 are pressure-bonded to the side surfaces 6 a and 6 a on the beam joint side of the joint portion 6.

一方、鉄骨梁２に直交する鉄骨梁がプレキャスト柱１に接合されていない場合、鉄骨梁２，２が接合されない側の接合部６の側面６ｂ，６ｂには、エンドプレート５と同等なプレート１０，１０が接面されている。そして、第２のシース管７ｂ…に挿通されたＰＣ鋼材８…の両端は、当該シース管７ｂ…の両端（接合部６の非梁接合側の側面６ｂ，６ｂ）からそれぞれ突出されており、プレート１０，１０に形成された図示せぬ孔にそれぞれ挿通されてプレート１０，１０をそれぞれ貫通している。一方のプレート１０を貫通したＰＣ鋼材８の一端部には、プレート１０に係止される頭部８ａが形成されており、他方のプレート１０を貫通したＰＣ鋼材８の他端部には、ＰＣ鋼材８の端部を掴持して固定する定着具９が取り付けられており、このＰＣ鋼材８は、引張力が導入された状態で、その両端がプレート１０，１０にそれぞれ定着されている。   On the other hand, when the steel beam orthogonal to the steel beam 2 is not joined to the precast column 1, a plate 10 equivalent to the end plate 5 is provided on the side surfaces 6 b and 6 b of the joint 6 on the side where the steel beams 2 and 2 are not joined. , 10 are faced. Then, both ends of the PC steel material 8 inserted through the second sheath tubes 7b are respectively protruded from both ends of the sheath tubes 7b ... (side surfaces 6b and 6b on the non-beam joint side of the joint portion 6). The plates 10 and 10 are respectively inserted through holes (not shown) and penetrate the plates 10 and 10 respectively. A head 8 a that is locked to the plate 10 is formed at one end portion of the PC steel material 8 that has penetrated the one plate 10, and the PC steel material 8 that has penetrated the other plate 10 has a PC 8 at the other end portion. A fixing tool 9 for holding and fixing the end of the steel material 8 is attached. The PC steel material 8 is fixed to the plates 10 and 10 at both ends in a state where a tensile force is introduced.

なお、接合部６の梁接合側の側面６ａ，６ａとエンドプレート５，５との間に、モルタル等からなる図示せぬ充填材が介在されている。また、図２における符号１１は鉄骨梁２の端部を補剛するサイドプレートを示しており、符号１２は補剛リブを示している。   A filler (not shown) made of mortar or the like is interposed between the side surfaces 6a, 6a on the beam joint side of the joint portion 6 and the end plates 5, 5. Moreover, the code | symbol 11 in FIG. 2 has shown the side plate which stiffens the edge part of the steel beam 2, and the code | symbol 12 has shown the stiffening rib.

次に、上記した構成からなるプレキャスト柱１と鉄骨梁２，２との接合構造の施工方法について説明する。   Next, a method for constructing a joint structure between the precast column 1 and the steel beams 2 and 2 having the above-described configuration will be described.

まず、工場等で、接合部６を一体に組み込んだプレキャスト柱部材３を製造する。具体的には、ＰＨＣ（プレストレス・ハイストレングス・コンクリート）杭等の既製杭と同様の配筋および遠心成形により製造する。また、プレキャスト柱部材３の成形時に、プレキャスト柱部材３の梁接合箇所に接合部６を成形する。このとき、接合部６の中に予め複数のシース管７…を所定の位置に埋設しておく。   First, the precast column member 3 in which the joint portion 6 is integrated is manufactured at a factory or the like. Specifically, it is manufactured by bar arrangement and centrifugal molding similar to those of ready-made piles such as PHC (pre-stress / high-strength / concrete) piles. Further, at the time of forming the precast column member 3, the joint portion 6 is formed at the beam joint portion of the precast column member 3. At this time, a plurality of sheath tubes 7 are embedded in a predetermined position in the joint portion 6 in advance.

次に、製造された複数のプレキャスト柱部材３…を現場に搬入し、現場にてプレキャスト柱部材３…を継手してプレキャスト柱１を構築する。具体的には、既に立設された下層のプレキャスト柱部材３の上に新たなプレキャスト柱部材３を載せて継手する。   Next, the manufactured plurality of precast column members 3 are carried into the site, and the precast column members 3 are joined at the site to construct the precast column 1. Specifically, a new precast column member 3 is mounted on the lower layer precast column member 3 that has already been erected, and then joined.

次に、プレキャスト柱部材３に外装された接合部６の側方に鉄骨梁２を配置する。このとき、図示せぬ仮受け部材により鉄骨梁２を仮支持するとともに、鉄骨梁２の位置合わせを行う。具体的には、鉄骨梁２のエンドプレート５を接合部６の梁接合側の側面６ａに対向させるとともに、エンドプレート５に形成された図示せぬ孔を、接合部６の中に埋設された第１のシース管７ａの端部に孔合わせする。   Next, the steel beam 2 is disposed on the side of the joint 6 that is externally mounted on the precast column member 3. At this time, the steel beam 2 is temporarily supported by a temporary receiving member (not shown), and the steel beam 2 is aligned. Specifically, the end plate 5 of the steel beam 2 is made to face the side surface 6a of the joint portion 6 on the beam joint side, and a hole (not shown) formed in the end plate 5 is embedded in the joint portion 6. A hole is aligned with the end of the first sheath tube 7a.

次に、複数の第１のシース管７ａ…の中にＰＣ鋼材８…をそれぞれ挿通させた後、接合部６の梁接合側の側面６ａ，６ａとエンドプレート５，５との間に図示せぬ充填材を充填する。そして、図示せぬ充填材の硬化後、エンドプレート５から突出したＰＣ鋼材８の他端部に図示せぬ緊張装置を装着し、この緊張装置によりＰＣ鋼材８を引っ張ってＰＣ鋼材８に引張力を導入する。ＰＣ鋼材８に所定の引張力が導入されたところで、ＰＣ鋼材３の他端部に定着具９を取り付け、その後、図示せぬ緊張装置をＰＣ鋼材８から取り外す。これにより、接合部６にプレストレスが付与され、両側の鉄骨梁２，２のエンドプレート５，５が接合部６の梁接合側の側面６ａ，６ａにそれぞれ圧着される。なお、上記した緊張作業は、複数のＰＣ鋼材８…について１本づつ緊張させてもよく、或いは、２本以上のＰＣ鋼材８…をまとめて一度に緊張させてもよい。   Next, after inserting the PC steel material 8... Into the plurality of first sheath tubes 7 a..., They are shown between the side surfaces 6 a and 6 a on the beam joint side of the joint portion 6 and the end plates 5 and 5. Fill the filler. Then, after hardening of the filler (not shown), a tensioning device (not shown) is attached to the other end of the PC steel 8 protruding from the end plate 5, and the PC steel 8 is pulled by this tensioning device to pull the PC steel 8. Is introduced. When a predetermined tensile force is introduced into the PC steel material 8, the fixing tool 9 is attached to the other end of the PC steel material 3, and then a tension device (not shown) is removed from the PC steel material 8. As a result, prestress is applied to the joint 6, and the end plates 5, 5 of the steel beams 2, 2 on both sides are pressed against the side surfaces 6 a, 6 a of the joint 6 on the beam joint side, respectively. In addition, the above-described tensioning operation may be performed for a plurality of PC steel materials 8 one by one, or two or more PC steel materials 8 may be collectively strained at once.

一方、接合部６の非梁接合側の側面６ｂ，６ｂにプレート１０，１０をそれぞれ配置する。このとき、プレート１０に形成された図示せぬ孔を、接合部６の中に埋設された第２のシース管７ｂの端部に孔合わせする。そして、複数の第２のシース管７ｂ…の中にＰＣ鋼材８…をそれぞれ挿通させ、上記した第１のシース管７ａ…の中に挿通されたＰＣ鋼材８…と同様に、ＰＣ鋼材３の他端部に定着具９を取り付け、図示せぬ緊張装置により緊張作業を行う。これにより、接合部６にプレストレスが付与される。   On the other hand, the plates 10 and 10 are respectively disposed on the side surfaces 6b and 6b of the joint portion 6 on the non-beam joint side. At this time, a hole (not shown) formed in the plate 10 is aligned with the end of the second sheath tube 7 b embedded in the joint portion 6. Then, the PC steel materials 8 are respectively inserted into the plurality of second sheath tubes 7b, and the PC steel materials 3 are inserted in the same manner as the PC steel materials 8 that are inserted into the first sheath tubes 7a. A fixing tool 9 is attached to the other end, and tension work is performed by a tension device (not shown). As a result, prestress is applied to the joint 6.

上記した構成からなるプレキャスト柱１と鉄骨梁２，２との接合構造によれば、整合構造における鋼材量が削減されるため、構造物全体の軽量化およびコストダウンを図ることができる。また、プレキャスト柱部材３自体を特殊な形状に成形する必要はないため、既製杭等を成形するための既存の製造ラインで、プレキャスト柱部材３を成形することができる。また、プレキャスト柱１が中空のプレキャスト柱部材３…からなるため、軽量化が可能である。   According to the joint structure of the precast column 1 and the steel beams 2 and 2 having the above-described configuration, the amount of steel material in the matching structure is reduced, so that the weight of the entire structure and the cost can be reduced. Moreover, since it is not necessary to shape | mold the precast pillar member 3 itself in a special shape, the precast pillar member 3 can be shape | molded with the existing manufacturing line for shape | molding ready-made piles. Moreover, since the precast pillar 1 consists of the hollow precast pillar members 3 ..., weight reduction is possible.

また、接合部６の中に、梁軸方向に延在する第１のシース管７ａ…を複数埋設し、これらの第１のシース管７ａ…の中にＰＣ鋼材８…をそれぞれ挿通し、これらのＰＣ鋼材８…に引張力をそれぞれ導入するとともにＰＣ鋼材８…の端部を鉄骨梁２のエンドプレート５にそれぞれ定着させることで、鉄骨梁２の端面を接合部６の側面６ａに圧着させるため、鉄骨梁２の端面を接合部６の側面６ａに容易に圧着させることができ、工期を短縮することができる。また、ＰＣ鋼材８を用いた圧着方法により鉄骨梁２，２を接合させると、鉄骨梁２やプレキャスト柱部材３のリユースが可能である。   Further, a plurality of first sheath tubes 7a extending in the beam axis direction are embedded in the joint portion 6, and the PC steel materials 8 are respectively inserted into the first sheath tubes 7a. Each of the PC steel members 8 is introduced with a tensile force, and the end portions of the PC steel members 8 are fixed to the end plates 5 of the steel beam 2 so that the end surface of the steel beam 2 is pressed against the side surface 6 a of the joint 6. Therefore, the end surface of the steel beam 2 can be easily crimped to the side surface 6a of the joint portion 6, and the construction period can be shortened. Moreover, if the steel beams 2 and 2 are joined by the crimping method using the PC steel material 8, the steel beam 2 and the precast column member 3 can be reused.

［第２の実施の形態］
次に、第２の実施の形態におけるプレキャスト柱と鉄骨梁との接合構造の構成について説明する。
なお、第２の実施の形態は、上記した第１の実施の形態におけるＰＣ鋼材８…に代えてロング高力ボルト８´…（長尺ボルト）を用いる形態であり、その他の構成は上記した第１の実施の形態と同様である。したがって、上記した第１の実施の形態と同様の構成については同じ符号を付し、その説明は省略する。 [Second Embodiment]
Next, the structure of the joint structure between the precast column and the steel beam in the second embodiment will be described.
In addition, 2nd Embodiment is a form using long high strength volt | bolt 8 '... (long bolt) instead of PC steel material 8 ... in above-mentioned 1st Embodiment, Other structures were mentioned above. This is the same as in the first embodiment. Therefore, the same components as those in the first embodiment described above are denoted by the same reference numerals, and the description thereof is omitted.

図４に示すように、第２の実施の形態における接合構造では、複数の第１のシース管７ａ…の中にロング高力ボルト８´…がそれぞれ挿通され、これらのロング高力ボルト８´…の両端部にナット９´…がそれぞれ螺合されている。これらのナット９´…を締め付けてロング高力ボルト８´…の両端部を鉄骨梁２，２のエンドプレート５，５に緊結することで、鉄骨梁２，２のエンドプレート５，５が接合部６の梁接合側の側面６ａ，６ａに圧着されている。   As shown in FIG. 4, in the joining structure in the second embodiment, long high strength bolts 8 ′ are respectively inserted into the plurality of first sheath tubes 7 a, and these long high strength bolts 8 ′ are inserted. Nuts 9 'are screwed to both ends of. By tightening these nuts 9 'and fastening both ends of the long high strength bolts 8' to the end plates 5 and 5 of the steel beams 2 and 2, the end plates 5 and 5 of the steel beams 2 and 2 are joined. It is crimped | bonded to the side surfaces 6a and 6a of the part 6 at the beam joining side.

第２の実施の形態における接合構造の施工方法としては、複数の第１のシース管７ａ…の中にロング高力ボルト８´…をそれぞれ挿通させた後、接合部６の梁接合側の側面６ａ，６ａとエンドプレート５，５との間に図示せぬ充填材を充填する。そして、図示せぬ充填材の硬化後、エンドプレート５から突出したロング高力ボルト８´…の両端部に螺合されたナット９´…をそれぞれ締め付けていく。これにより、接合部６にプレストレスが付与され、両側の鉄骨梁２，２のエンドプレート５，５が接合部６の梁接合側の側面６ａ，６ａにそれぞれ圧着される。   As a construction method of the joint structure in the second embodiment, the long high-strength bolts 8 'are inserted through the plurality of first sheath tubes 7a, respectively, and then the side surface of the joint portion 6 on the beam joint side. A filler (not shown) is filled between 6a, 6a and the end plates 5, 5. And after hardening of the filler which is not shown in figure, nut 9 'screwed by the both ends of long high strength volt | bolt 8' ... which protruded from the end plate 5 is each tightened. As a result, prestress is applied to the joint 6, and the end plates 5, 5 of the steel beams 2, 2 on both sides are pressed against the side surfaces 6 a, 6 a of the joint 6 on the beam joint side, respectively.

上記したプレキャスト柱１と鉄骨梁２，２との接合構造によれば、鉄骨梁２，２の端面を接合部６の側面６ａ，６ａに圧着させる作業が一層容易になる。これにより、工期をさらに短縮することができる。また、ロング高力ボルト８´を用いた圧着方法により鉄骨梁２，２を接合させると、鉄骨梁２やプレキャスト柱部材３のリユースが可能である。また、施工後の再度の締め付けも容易に行うことができ、柱梁の接合箇所のメンテナンスを容易に行うことができる。   According to the joint structure between the precast column 1 and the steel beams 2 and 2 described above, the operation of pressing the end surfaces of the steel beams 2 and 2 to the side surfaces 6a and 6a of the joint 6 is further facilitated. Thereby, the construction period can be further shortened. Moreover, if the steel beams 2 and 2 are joined by the crimping method using the long high strength bolt 8 ', the steel beam 2 and the precast column member 3 can be reused. Moreover, the re-tightening after construction can be easily performed, and the maintenance of the joint portion of the column beam can be easily performed.

以上、本発明に係る中空プレキャスト柱と鉄骨梁との接合構造の実施の形態について説明したが、本発明は上記した実施の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、上記した実施の形態では、プレキャスト柱部材３が、構造物一層分の高さに相当する長さの部材であり、プレキャスト柱１が一層一節で構築されているが、本発明は、図５に示すように、構造物複層分（図５では２層分）の高さに相当する長さのプレキャスト柱部材３´が用いられ、プレキャスト柱１が多層（図５では２層）一節で構築されていてもよい。なお、図５では、図１〜図４に表したものと同一のものについては同一の符号を付す。   As mentioned above, although embodiment of the joining structure of the hollow precast pillar and steel beam which concerns on this invention was described, this invention is not limited to above-described embodiment, In the range which does not deviate from the meaning, it changes suitably. Is possible. For example, in the above-described embodiment, the precast column member 3 is a member having a length corresponding to the height of one layer of the structure, and the precast column 1 is constructed in a single section. As shown in FIG. 5, a precast column member 3 ′ having a length corresponding to the height of the structure multi-layer (two layers in FIG. 5) is used, and the precast column 1 has a multilayer (two layers in FIG. 5). It may be constructed with. In FIG. 5, the same components as those shown in FIGS.

また、上記した第１の実施の形態では、ＰＣ鋼材８の一端部に、エンドプレート５，５に係止される頭部８ａが形成され、ＰＣ鋼材８の他端部に、ＰＣ鋼材８の端部を掴持して固定する定着具９が取り付けられた構成からなるが、ＰＣ鋼材の両端に定着具が取り付けられた構成であってもよい。また、上記した第２の実施の形態では、ロング高力ボルト８´の両端部にナット９´，９´がそれぞれ螺合された構成からなるが、本発明は、ロング高力ボルトの一方の端部に、エンドプレート（鉄骨梁の端部）に係止される頭部が形成され、ロング高力ボルトの他方の端部にのみナットが螺合された構成であってもよい。   In the first embodiment described above, a head 8 a that is locked to the end plates 5, 5 is formed at one end of the PC steel 8, and the PC steel 8 is fixed at the other end of the PC steel 8. Although the fixing device 9 that holds and fixes the end portion is attached, the fixing device may be attached to both ends of the PC steel material. In the second embodiment described above, the nuts 9 'and 9' are respectively screwed to both ends of the long high strength bolt 8 '. A head portion that is locked to an end plate (the end portion of the steel beam) is formed at the end portion, and a nut may be screwed only to the other end portion of the long high-strength bolt.

また、上記した実施の形態では、プレキャスト柱部材３の成形時に接合部６を成形しているが、本発明は、プレキャスト柱部材の梁接合箇所に付着溝を形成しておき、プレキャスト柱部材を形成した後に、型枠により接合部を成形してもよい。   Further, in the above-described embodiment, the joint portion 6 is formed when the precast column member 3 is molded. However, in the present invention, an adhesion groove is formed at the beam joint portion of the precast column member, and the precast column member is After the formation, the joint portion may be formed by a mold.

また、上記した実施の形態では、プレキャスト柱１の両側に鉄骨梁２，２が配設されているが、本発明は、プレキャスト柱の一方の側方に鉄骨梁が配設されている場合であってもよい。さらに、本発明は、互いに直交する方向に延在されている複数の鉄骨梁がプレキャスト柱にそれぞれ接合され、鉄骨梁がプレキャスト柱を中心にして平面視Ｌ字状又は平面視Ｔ字状に配設されていてもよく、或いは、鉄骨梁がプレキャスト柱を中心にして平面視十字状に配設されていてもよい。   In the embodiment described above, the steel beams 2 and 2 are disposed on both sides of the precast column 1, but the present invention is a case where the steel beam is disposed on one side of the precast column. There may be. Further, according to the present invention, a plurality of steel beams extending in directions orthogonal to each other are joined to a precast column, respectively, and the steel beam is arranged in an L shape in plan view or a T shape in plan view around the precast column. Alternatively, the steel beam may be arranged in a cross shape in plan view with the precast column as the center.

また、上記した実施の形態では、シース管７の両端面が接合部６の側方にそれぞれ開放され、ＰＣ鋼材８は接合部６を貫通した状態で設置されており、ＰＣ鋼材８の両端が接合部６の外で定着されているが、本発明は、ＰＣ鋼材又は長尺ボルトを接合部に貫通させずに、シース管の一方の端面だけが接合部の側方に開放され、ＰＣ鋼材等の一方の端部が接合部の外で定着されており、ＰＣ鋼材等の他方の端部が接合部の内部に定着されていてもよい。   In the above-described embodiment, both end surfaces of the sheath tube 7 are opened to the sides of the joint portion 6, and the PC steel material 8 is installed in a state of penetrating the joint portion 6. Although fixed outside the joint 6, in the present invention, only one end face of the sheath tube is opened to the side of the joint without passing the PC steel or the long bolt through the joint. Etc., one end portion of the steel plate or the like may be fixed outside the joint portion, and the other end portion of the PC steel material or the like may be fixed inside the joint portion.

また、上記した実施の形態では、円筒形状のプレキャスト柱部材３…が用いられているが、本発明は、断面矩形のプレキャスト柱部材であってもよい。また、上記した実施の形態では、接合部６が六面体になっているが、本発明は、接合部が如何なる形状であってもよく、例えば、八面体の接合部であってもよい。その他、本発明は、その趣旨を逸脱しない範囲で、上記した実施の形態における構成を周知の構成に置き換えることは可能であり、また、上記した変形例を適宜組み合わせることも可能である。   In the above-described embodiment, the cylindrical precast column members 3 are used. However, the present invention may be a precast column member having a rectangular cross section. In the above-described embodiment, the joint 6 is a hexahedron. However, in the present invention, the joint may have any shape, for example, an octahedron joint. In addition, in the present invention, the configuration in the above-described embodiment can be replaced with a known configuration without departing from the spirit of the present invention, and the above-described modified examples can be appropriately combined.

本発明の第１の実施の形態を説明するためのプレキャスト柱の立面図である。It is an elevation view of the precast pillar for demonstrating the 1st Embodiment of this invention. 本発明の第１の実施の形態を説明するためのプレキャスト柱と鉄骨梁との接合構造の横断面図である。It is a cross-sectional view of the junction structure of the precast pillar and steel beam for demonstrating the 1st Embodiment of this invention. 本発明の第１の実施の形態を説明するためのプレキャスト柱と鉄骨梁との接合構造の縦断面図である。It is a longitudinal cross-sectional view of the junction structure of the precast pillar and steel beam for demonstrating the 1st Embodiment of this invention. 本発明の第２の実施の形態を説明するためのプレキャスト柱と鉄骨梁との接合構造の横断面図である。It is a cross-sectional view of the junction structure of the precast pillar and steel beam for demonstrating the 2nd Embodiment of this invention. 本発明の他の実施の形態を説明するためのプレキャスト柱の立面図である。It is an elevation view of the precast pillar for demonstrating other embodiment of this invention.

符号の説明Explanation of symbols

１ プレキャスト柱
２ 鉄骨梁
３ プレキャスト柱部材
５ エンドプレート（鉄骨梁の端部）
６ 接合部
７ シース管
７ａ 第１のシース管（シース管）
８ ＰＣ鋼材
８´ ロング高力ボルト（長尺ボルト） 1 Precast column 2 Steel beam 3 Precast column member 5 End plate (end of steel beam)
6 Joint 7 Sheath tube 7a First sheath tube (sheath tube)
8 PC steel 8 'long high strength bolt (long bolt)

Claims (3)

複数の中空のプレキャスト柱部材を軸線方向に継手してなるプレキャスト柱に、少なくとも端部が鉄骨からなる鉄骨梁を接合させるプレキャスト柱と鉄骨梁との接合構造において、
プレキャスト柱部材の梁接合箇所に、コンクリート造の接合部が外装され、該接合部の側面に鉄筋梁の端面が接合されていることを特徴とするプレキャスト柱と鉄骨梁との接合構造。 In the precast column formed by jointing a plurality of hollow precast column members in the axial direction, at least the end portion of the precast column and the steel beam that join the steel beam made of steel frame,
A joint structure between a precast column and a steel beam, wherein a joint portion made of concrete is externally mounted at a beam joint portion of a precast column member, and an end face of a reinforcing bar is joined to a side surface of the joint portion. 請求項１記載のプレキャスト柱と鉄骨梁との接合構造において、
接合部の中に、端部が接合部の側面に開放されたシース管が埋設され、該シース管の中にＰＣ鋼材が挿通され、該ＰＣ鋼材に引張力が導入されているとともにＰＣ鋼材の端部が鉄骨梁の端部に定着されることで、鉄骨梁の端面が接合部の側面に圧着されていることを特徴とするプレキャスト柱と鉄骨梁との接合構造。 In the junction structure of the precast column and the steel beam according to claim 1,
A sheath tube having an end opened to the side surface of the joint portion is embedded in the joint portion, a PC steel material is inserted into the sheath tube, a tensile force is introduced into the PC steel material, and the PC steel material A joint structure between a precast column and a steel beam, wherein the end part is fixed to the end part of the steel beam so that the end surface of the steel beam is crimped to the side surface of the joint part. 請求項１記載のプレキャスト柱と鉄骨梁との接合構造において、
接合部の中に、端部が接合部の側面に開放されたシース管が埋設され、該シース管の中に、長尺ボルトが挿通され、該長尺ボルトの端部が鉄骨梁の端部にナットによって締め付けられることで、鉄骨梁の端面が接合部の側面に圧着されていることを特徴とする柱梁接合構造。 In the junction structure of the precast column and the steel beam according to claim 1,
A sheath tube whose end is open to the side surface of the joint is embedded in the joint, a long bolt is inserted into the sheath tube, and the end of the long bolt is the end of the steel beam. The beam-to-column connection structure is characterized in that the end face of the steel beam is crimped to the side surface of the joint portion by being tightened with a nut.
JP2006030907A 2006-02-08 2006-02-08 Structure for joining precast column and steel-frame beam together Pending JP2007211450A (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011247077A (en) * 2010-04-28 2011-12-08 Shimizu Corp Column beam joint structure, column end joint structure and column base joint structure
JP2015034444A (en) * 2013-08-09 2015-02-19 高周波熱錬株式会社 Reinforcement device and reinforcement method for structure
CN106948497A (en) * 2017-04-28 2017-07-14 长安大学 The connecting joint structure and construction method of circular steel tube concrete post and steel structure girder

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6490336A (en) * 1987-10-01 1989-04-06 Fujita Corp Connection of precast reinforced concrete pillar and iron beam
JPH0518138A (en) * 1991-07-08 1993-01-26 Kajima Corp Structure for pc pillar
JPH08302809A (en) * 1995-05-08 1996-11-19 Shimizu Corp Construction method of building frame

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6490336A (en) * 1987-10-01 1989-04-06 Fujita Corp Connection of precast reinforced concrete pillar and iron beam
JPH0518138A (en) * 1991-07-08 1993-01-26 Kajima Corp Structure for pc pillar
JPH08302809A (en) * 1995-05-08 1996-11-19 Shimizu Corp Construction method of building frame

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011247077A (en) * 2010-04-28 2011-12-08 Shimizu Corp Column beam joint structure, column end joint structure and column base joint structure
JP2015034444A (en) * 2013-08-09 2015-02-19 高周波熱錬株式会社 Reinforcement device and reinforcement method for structure
CN106948497A (en) * 2017-04-28 2017-07-14 长安大学 The connecting joint structure and construction method of circular steel tube concrete post and steel structure girder

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