JP2004316322A

JP2004316322A - Construction method of column-beam skeleton by precast concrete member

Info

Publication number: JP2004316322A
Application number: JP2003114001A
Authority: JP
Inventors: Hideto Tanaka; 秀人田中; Haruhiko Okamoto; 晴彦岡本; Yoshihiro Ota; 義弘太田; Hiroyuki Ueda; 博之上田; Minoru Okabashi; 稔岡橋
Original assignee: Takenaka Komuten Co Ltd
Current assignee: Takenaka Komuten Co Ltd
Priority date: 2003-04-18
Filing date: 2003-04-18
Publication date: 2004-11-11

Abstract

<P>PROBLEM TO BE SOLVED: To provide a method of constructing a column-beam skeleton using a precast concrete column member and a precast concrete beam member. <P>SOLUTION: A column-beam joint part joined to upper and lower precast concrete column members is formed as a column-beam joint part member integrating a beam part and manufactured as a precast concrete member, and a prestressed concrete steel is passed through the beam part in a material axis direction to form a precast prestressed concrete beam member with prestress led therein. The column-beam joint part and the precast concrete column member of the column-beam joint part member are butt-jointed when erecting at a site. The beam parts of the column-beam joint part member are jointed and integrated directly to each other or interposing a span center beam member between the beam parts while leading prestress into the prestressed concrete steel passing through in the axial direction of the beam members. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

【０００１】
【発明の属する技術分野】
この発明は、プレキャストコンクリート（以下、ＰＣａと略す。）柱部材とプレキャスト・プレストレストコンクリート（以下、ＰＣａ・ＰＣと略す。）梁部材とで柱梁躯体を構築する工法の技術分野に属する。
【０００２】
【従来の技術】
従来、ＰＣａ部材やＰＣａ・ＰＣ部材を使用して建築物の柱梁躯体を組み立てる技術は、種々公知である。例えば、
▲１▼下記の特許文献１には、ＰＣａ柱部材とＰＣａ梁部材とを、各々の鉄筋を接合すると共にガゼットプレートをボルト接合して柱梁躯体を組み立てる工法が開示されている。
▲２▼特許文献２〜５には、ＰＣａ柱部材とＰＣａ梁部材にＰＣ鋼材を通しプレストレスを導入して圧着接合する工法が種々開示されている。
その代表的な例を図７Ａ〜Ｃに示した。図７Ａは、工場生産したＰＣａ柱部材ａ及びＰＣａ梁部材ｂのうち、ＰＣａ梁部材ｂにはその材軸方向に通したＰＣ鋼材ｃに工場でプレストレスを導入してＰＣａ・ＰＣ梁部材としたものが使用され、ＰＣａ柱部材ａと接合されるものを示す。図７Ｂは、大スパンの場合には、材軸方向に分割して製造された複数のＰＣａ梁部材ｂ’を、現場で建て方前にＰＣ鋼材ｃにプレストレスを導入して一体化接合してＰＣａ・ＰＣ梁部材となし、しかるに後にＰＣａ柱部材ａと接合されるものを示す。図７Ｃは、上記何れの場合でも、柱と梁の接合はＰＣ鋼材ｃにプレストレスを導入して圧着接合する構成を示す。
なお、特許文献６、７にはＰＣａ柱部材とＰＣａ梁部材の圧着接合に梁受け顎を採用した工法が開示されている。
▲３▼特許文献８、９には、柱・梁接合部と梁部分とを一体化したＰＣａ柱・梁接合部部材を製作し、これをＰＣａ柱部材と現場で接合して組み立てる工法、特に梁部分同士は双方の主筋をカプラー等の機械式継手などで接合して直接、又は現場打ちコンクリート梁部分と共に間接的に接合して組み立てる工法が開示されている。
【０００３】
【特許文献１】
特公昭５７−５９３７６号公報
【特許文献２】
特開昭６２−２８４８４２号公報
【特許文献３】
実公平３−３４９６３号公報
【特許文献４】
特公平６−３０４３号公報
【特許文献５】
特許第３３７８９３３号公報
【特許文献６】
特許第２７１８５９４号公報
【特許文献７】
特開平９−１０５１７３号公報
【特許文献８】
特公昭５１−３３６４４号公報
【特許文献９】
特公平５−３８１００号公報
【０００４】
【本発明が解決しようとする課題】
上記▲１▼、▲２▼の従来技術は、柱梁躯体を柱部材と梁部材とに区別して検討した結果物として至極順当な構成ではある。しかし、柱と梁の接合部に最大の曲げモーメントが作用することから考えると明らかな通り、上記▲１▼の従来技術のように、鉄筋及びガゼットプレートで接合し一体化するためには、鉄筋の接合技術や接合本数及びガゼットプレートのボルト接合技術に大変高度で安全性の高い設計が要求され、満足を期することは難しい。
【０００５】
上記▲２▼の従来技術のように、プレストレスによる圧着接合する場合でも、柱と梁を一体化接合するためのプレストレスの大きさは、例えば梁中央部を吊り上げるためのプレストレスの大きさに比較しても格別大きなものとなり、梁部材が多い場合には緊張作業が大変困難になる。また、図７Ｂに例示した如く、大スパンの場合であって材軸方向に複数に分割されたＰＣａ梁部材ｂ’を建て方前にプレストレスを導入して一体化接合しＰＣａ・ＰＣ梁部材となす場合には、建て方に際しては、結局２倍、３倍に大型化したＰＣａ・ＰＣ梁部材を揚重機で揚重するほかないから、揚重機の負担が大きく、大型揚重機が必要となる。そこで、逆に揚重後に高所で一体化する方法を採用するときは、サポートの設置が必要であるし、危険な高所作業が発生する。また、圧着接合面に露出するシースの現場接合作業が困難である。更に梁主筋を接合するためには、カプラー等の機械的な継手が必要になる。
【０００６】
上記▲３▼の従来技術のように、柱・梁接合部と梁部分とを一体化したＰＣａ柱・梁接合部部材を製作し、これをＰＣａ柱部材と現場で接合して組み立てる工法の場合は、極端に言えば柱梁の接合はないから、上記▲１▼、▲２▼の従来技術について述べた、柱・梁接合の困難性は一応解決したと認められる。
しかし、上記特許文献８の場合、梁同士の接合は、双方の梁主筋同士をカプラーで接合し、更に隙間を接合モルタルにて充填する湿式工法を含むのであり、せっかくＰＣａ部材を使用しながら、完全乾式工法を実現出来ていない。この点は上記特許文献９の工法も同様で、梁主筋同士は継手金具を使用して接合し、更にその接合部に型枠の建て込みを行い、コンクリートを打設するから、半乾式工法でしかなく、建築の工場生産化および工期の短縮を図る完全乾式工法には程遠い内容である。
【０００７】
本発明の目的は、第１に、柱・梁接合部と梁部分とを一体化したＰＣａ柱・梁接合部部材を採用して柱・梁接合部の上述した問題点を解決し、更に梁の材軸方向にはその建て方前にプレストレスを導入してＰＣａ・ＰＣ梁部材としての利点を享受すること、第２には梁同士の接合にプレストレスによる圧着接合を採用して簡易な構造の完全乾式工法を実現すると共に、梁同士の接合面における鉄筋やシースの取り扱いを簡便にできるプレキャストコンクリート部材による柱梁躯体構築工法を提供することである。
【０００８】
【課題を解決するための手段】
上述した従来技術の課題を解決するための手段として、請求項１に記載した発明に係るプレキャストコンクリート部材による柱梁躯体構築工法は、
プレキャストコンクリート柱部材とプレキャスト・プレストレストコンクリート梁部材とで柱梁躯体を構築する工法において、
上下のプレキャストコンクリート柱部材と接合される柱・梁接合部は、梁部分を一体化した柱・梁接合部部材となしプレキャストコンクリート部材として製作すると共に前記梁部分には材軸方向にＰＣ鋼材を通してプレストレスを導入したプレキャスト・プレストレストコンクリート梁部材とする段階と、
前記柱・梁接合部部材の柱・梁接合部とプレキャストコンクリート柱部材とを現場の建て方時に突き合わせ接合する段階と、
前記柱・梁接合部部材の梁部分同士を直接、又は梁部分の間にスパン中央梁部材を介在させて、梁材軸方向に通したＰＣ鋼材にプレストレスを導入して接合し一体化する段階と、から成ることを特徴とする。
【０００９】
請求項２に記載した発明は、請求項１に記載したプレキャストコンクリート部材による柱梁躯体構築工法において、
スパン中央梁部材には、その建て方前にプレストレスを導入することを特徴とする。
【００１０】
請求項３に記載した発明は、請求項１に記載したプレキャストコンクリート部材による柱梁躯体構築工法において、
柱・梁接合部部材の梁部分同士の接合、又はスパン中央梁部材と梁部分との接合は、各々が内蔵する梁主筋同士を相互に接合することなく行うことを特徴とする。
【００１１】
請求項４に記載した発明は、請求項１に記載したプレキャストコンクリート部材による柱梁躯体構築工法において、
柱・梁接合部部材の柱・梁接合部とプレキャストコンクリート柱部材との接合は、接合面の鉄筋の接合を行わず、プレストレスを導入して接合する圧着接合、若しくはプレストレスの導入は行わず、接合面の鉄筋同士を機械的に接合することを特徴とする。
【００１２】
【発明の実施形態】
以下に、請求項１〜４に記載した発明に係るプレキャストコンクリート部材による柱梁躯体構築工法の実施形態を、図面に基いて説明する。
図１は、上下のＰＣａ柱部材と現場で接合される柱・梁接合部１と梁部分２とを一体化しプレキャストコンクリート部材として製作した柱・梁接合部部材３の一例を示している。図１は、基本的に左右方向の梁部分２、２と柱・梁接合部１との一体化構造の例を示し、よって梁鉄筋４及びプレストレス導入用のＰＣ鋼材シース５、５、並びに後述する梁接合用又はスパン中央ＰＣａ梁部材との接合用シース６はそれぞれ、左右方向にのみ配置した構成で示しているが、この例の限りではない。建物中央部位の柱位置に関しては、図１に２点鎖線で示したように、直交４方向に梁部材２が一体化される。外周柱の部位に関しては、梁部分２は直角２方向又は直角３方向（Ｔの字形）に一体化され、それに応じて梁鉄筋及び各シースが配置されることを理解されたい。
【００１３】
本発明の場合、上記構成のＰＣａ柱・梁接合部部材３に関しては、工場製作の段階で、又は少なくとも現場において建て方を行う前の段階で、前記梁部分２、２には、上記のように予め材軸方向に配置してあるプレストレス導入用のＰＣ鋼材シース５、５にＰＣ鋼材を通してプレストレスを導入し、梁部分に関してはプレキャスト・プレストレストコンクリート梁部材（ＰＣａ・ＰＣ梁部材）として完成する。従って、梁部分２に関しては、その断面図を図４に示した通り、プレストレス導入用のＰＣ鋼材シース５、５、及び梁・梁接合用シース６が必須要件として用意されている。
【００１４】
上記構成の柱・梁接合部部材３を使用した柱梁躯体構築工法の実施形態を図２と図３に示している。図２と図３においても、柱・梁接合部部材３は、図示の便宜上、梁部分２を柱・梁接合部１の左右両側に２個、直線状の配置に一体化した構成で示しているが、この例の限りでないことは上述した通りである。
図２は、建物各層のＰＣａ柱部材１０と上記柱・梁接合部部材３の柱・梁接合部１とを現場の建て方時に突き合わせ接合する要領を分解図として示し、図３は、接合後の状態を２層分として示している。
【００１５】
図２、図３には、大スパン建物の場合として、梁部分２の間にスパン中央梁部材１１を介在させて、梁材軸方向に通したシース６及び１２へ共通のＰＣ鋼材を通し、プレストレスを導入して圧着接合して一体化する例を示しているが、スパンが小さい場合には前記柱・梁接合部部材３の梁部分２、２同士を直接、シース６へ共通に通したＰＣ鋼材へプレストレスを導入して圧着接合し一体化することが行われる（以上、請求項１に記載した発明）。要するに、柱と梁の直接的な接合は行われない。
図２、図３にはまた、図示の便宜上、柱・梁接合部部材３の梁部分２、２を材軸方向に直線的に貫通するシース６のみを示しているが、この限りではなく、プレストレス導入作業の便宜や必要性に応じて、例えば図７Ｃのように梁部分２の上面へ引き上げる形にシース６を配置することも実施される。いずれにしても、本発明のように梁中央部を吊り上げる形のプレストレスで圧着接合する場合に必要な引張り力は、図７Ｃ示す従来技術のように柱梁を直接圧着接合するために必要なプレストレスに比して遙かに小さくて済み、緊張作業が容易である。プレストレスを導入した後、ＰＣ鋼材とシースの隙間をグラウトで充填した付着のあるボンドタイプ、又は付着のないアンボンドタイプの何れを実施することもできる。
【００１６】
なお、スパン中央梁部材１１には、工場製作の段階で、又は現場において少なくともその建て方前に、予めプレストレスを導入してＰＣａ・ＰＣ梁部材となす（請求項２に記載した発明）。こうしてスパン中央梁部材１１をＰＣａ・ＰＣ部材にすると、大スパン建物であっても、スパン中央梁部材１１の断面形状を小型化でき、軽量に成るから、揚重機の負担を軽減でき、小型のもので用が足りる。もっともスパン中央梁部材１１をＰＣａ・ＰＣ部材にすることは必須条件ではなく、梁・梁接合によるポストテンション方式でのみ実施することも出来る。よって、スパン中央梁部材１１の断面形状は、図５に示したように、プレストレス導入用のシース１２と梁・梁接合用シース１３の２種を内蔵する場合と、図６のように、梁・梁接合用シース１３のみ内蔵する場合とがある。
【００１７】
上記したように、梁中央部を吊り上げる形のプレストレスで圧着接合する場合に必要な引張り力は比較的小さくて良いから、それだけ梁・梁接合をより完全な形に行うことが出来る。したがって、本発明の場合には、柱・梁接合部部材３の梁部分２、２同士の圧着接合、又はスパン中央梁部材１１と梁部分２との圧着接合においては、各々の梁が内蔵する梁主筋同士は、接合をしない（請求項３に記載した発明）。従って、完全な乾式接合工法を実現できる。
【００１８】
次に、上記柱・梁接合部部材３の柱・梁接合部１とＰＣａ柱部材１０との接合に関しては、両部材の接合面の鉄筋の接合を行わないで、プレストレスを導入して圧着接合のみする方法、若しくはプレストレスの導入は行わず、接合面の鉄筋同士を機械的に接合する方法のみによって行うこともできる（請求項４に記載した発明）。
【００１９】
【本発明が奏する効果】
請求項１〜４に記載した発明に係るプレキャストコンクリート部材による柱梁躯体構築工法によれば、柱・梁接合部１と梁部分２とを一体化したＰＣａ柱・梁接合部部材３を採用して柱・梁接合を実質なくし、力学的に有利な梁・梁接合としたので、プレストレス導入による圧着接合を比較的小さい引張り力で楽に効率よく行うことができる。また、ＰＣａ柱・梁接合部部材３の梁部分２にはその材軸方向に、少なくとも建て方前にプレストレスを導入してＰＣａ・ＰＣ梁部材とするので、同プレストレスの作用効果として梁部分２をはじめとしてして、ＰＣａ柱・梁接合部部材３を断面を小型化して軽量化を図ることもできる。
【００２０】
本発明によれば、梁同士の接合にプレストレスによる圧着接合を採用して簡易な構造の完全乾式工法を実現する。その上、梁同士の接合面におけるシースの取り扱いを簡便にできるのである。
【図面の簡単な説明】
【図１】本発明の工法で使用するＰＣａ柱・梁接合部部材を概念的に示した斜視図である。
【図２】ＰＣａ柱・梁接合部部材とＰＣａ柱部材及びスパン中央梁部材の接合前の状態を示す斜視図である。
【図３】上記の接合後を示す斜視図である。
【図４】梁部分の断面図である。
【図５】スパン中央梁部材の断面図である。
【図６】スパン中央梁部材の異なる断面図である。
【図７】Ａ、Ｂは従来技術の接合前、Ｃは接合後を示す斜視図である。
【符号の説明】
１０ＰＣａ柱部材
３ＰＣａ・ＰＣ柱・梁接合部部材
１柱・梁接合部
２梁部分
５ＰＣａ・ＰＣ柱・梁接合部部材のプレテンション用シース
６梁接合用シース
１１スパン中央梁部材
１２スパン中央梁部材のプレテンション用シース[0001]
TECHNICAL FIELD OF THE INVENTION
The present invention belongs to the technical field of a construction method of constructing a column-beam frame with a precast concrete (hereinafter abbreviated as PCa) column member and a precast / prestressed concrete (hereinafter abbreviated as PCa / PC) beam member.
[0002]
[Prior art]
2. Description of the Related Art Conventionally, various techniques for assembling a beam-column structure of a building using a PCa member or a PCa / PC member are known. For example,
(1) Patent Document 1 below discloses a method of joining a PCa column member and a PCa beam member by assembling respective reinforcing bars and bolting a gusset plate to assemble a column beam body.
(2) Patent Literatures 2 to 5 disclose various construction methods in which a PC steel material is passed through a PCa column member and a PCa beam member, a prestress is introduced, and pressure bonding is performed.
Representative examples are shown in FIGS. FIG. 7A shows that, among the PCa column members a and the PCa beam members b produced at the factory, the PCa beam member b is pre-stressed at the factory into the PC steel material c which passes in the direction of the material axis, and the PCa / PC beam members are formed. In this case, a member which is used and joined to the PCa column member a is shown. FIG. 7B shows that, in the case of a large span, a plurality of PCa beam members b ′ manufactured by being divided in the axial direction of the material are integrally joined by introducing prestress into the PC steel material c before building on site. This shows a PCa / PC beam member, which is later joined to the PCa column member a. FIG. 7C shows a configuration in which the column and the beam are joined by applying a prestress to the PC steel material c and pressure-bonding in any of the above cases.
Patent Documents 6 and 7 disclose a construction method in which a beam receiving jaw is used for pressure bonding between a PCa column member and a PCa beam member.
(3) Patent Documents 8 and 9 disclose a method of manufacturing a PCa column / beam joint member in which a column / beam joint and a beam portion are integrated, and joining the PCa column member and the PCa member on site to assemble, in particular, Disclosed is a method of assembling a beam portion by directly joining both main bars with a mechanical joint such as a coupler, or indirectly joining with a cast-in-place concrete beam portion.
[0003]
[Patent Document 1]
Japanese Patent Publication No. 57-59376 [Patent Document 2]
JP-A-62-284842 [Patent Document 3]
Japanese Utility Model Publication No. 3-34963 [Patent Document 4]
Japanese Patent Publication No. Hei 6-3043 [Patent Document 5]
Japanese Patent No. 3378933 [Patent Document 6]
Japanese Patent No. 2718594 [Patent Document 7]
Japanese Patent Application Laid-Open No. 9-105173 [Patent Document 8]
JP-B-51-33644 [Patent Document 9]
Japanese Patent Publication No. 5-38100
[Problems to be solved by the present invention]
The above prior arts (1) and (2) have an extremely appropriate configuration as a result of a study in which the column and beam skeletons are distinguished into column members and beam members. However, as apparent from the fact that the maximum bending moment acts on the joint between the column and the beam, as in the above-mentioned prior art (1), in order to join and integrate with the reinforcing bar and the gusset plate, it is necessary to use a reinforcing bar. It is very difficult to satisfy the demands for a very advanced and highly safe design for the joining technology, the number of joints and the bolt joining technology for the gusset plate.
[0005]
Even in the case of pressure bonding by prestress, as in the prior art of (2), the magnitude of the prestress for integrally joining the column and the beam is, for example, the magnitude of the prestress for lifting the center of the beam. It becomes extremely large compared to the above, and when there are many beam members, tension work becomes very difficult. As shown in FIG. 7B, a PCa / PC beam member is introduced by prestressing and integrally joining a plurality of PCa beam members b ′ divided in the axial direction in the case of a large span. In this case, when building, the PCa / PC beam members, which were eventually doubled and tripled in size, could only be lifted by a hoist, so the load on the hoist was heavy and a large hoist was necessary. Become. Therefore, when adopting the method of integrating at a high place after lifting, it is necessary to install a support, and dangerous work at a high place occurs. In addition, it is difficult to perform an on-site joining operation of the sheath exposed on the crimp joining surface. Further, in order to join the beam reinforcement, a mechanical joint such as a coupler is required.
[0006]
In the case of the method of manufacturing a PCa column / beam joint member in which the column / beam joint and the beam portion are integrated as in the prior art of (3) above, and joining this to the PCa column member on site to assemble. In the extreme, there is no column-to-beam connection, so it is recognized that the difficulty of column-to-beam connection described in the above prior arts (1) and (2) has been solved.
However, in the case of Patent Document 8, the joining of beams includes a wet construction method in which both beam main reinforcements are joined with a coupler and a gap is further filled with a joining mortar, and while using a PCa member, The complete dry method has not been realized. This point is the same as in the method of Patent Document 9 described above. The beam main reinforcing bars are joined using joint fittings, a formwork is erected at the joint portion, and concrete is poured, so that the semi-dry method is used. However, it is far from a completely dry-type construction method that aims to reduce the construction period to factory production of construction.
[0007]
An object of the present invention is to firstly solve the above-mentioned problems of a column / beam joint by employing a PCa column / beam joint member in which a column / beam joint is integrated with a beam portion. In order to enjoy the advantages of PCa and PC beam members by introducing pre-stress in the direction of the material axis before the building, the second is to adopt the crimp joining by pre-stress to join the beams, and to simplify An object of the present invention is to provide a method of constructing a beam-and-column skeleton using a precast concrete member capable of realizing a completely dry-type construction method and simplifying handling of a reinforcing bar and a sheath at a joint surface between beams.
[0008]
[Means for Solving the Problems]
As means for solving the above-mentioned problems of the prior art, a method of constructing a beam-and-column skeleton using a precast concrete member according to the invention described in claim 1 is as follows.
In the method of constructing a beam-column structure with precast concrete column members and precast / prestressed concrete beam members,
The column / beam joints to be joined to the upper and lower precast concrete column members are manufactured as precast concrete members with and without beam / column joint members integrating the beam portion, and the beam is passed through the PC steel in the axial direction. Precast and prestressed concrete beam members with prestressing introduced,
A step of butt-joining the column / beam joint part and the precast concrete column member of the column / beam joint part member when building the site,
Beam parts of the column / beam joint member are directly connected to each other, or a span center beam member is interposed between the beam parts, and a prestress is introduced into a PC steel material passed in the beam material axial direction to be joined and integrated. And step.
[0009]
According to a second aspect of the present invention, there is provided a method of constructing a beam-and-column skeleton using a precast concrete member according to the first aspect.
The span center beam member is characterized in that prestress is introduced before it is built.
[0010]
According to a third aspect of the present invention, there is provided a method of constructing a beam-and-column skeleton using a precast concrete member according to the first aspect.
The joint between the beam portions of the column / beam joint member or the joint between the span center beam member and the beam portion is characterized in that the beam main reinforcing bars incorporated therein are not joined to each other.
[0011]
According to a fourth aspect of the present invention, in a method of constructing a beam-and-column skeleton using a precast concrete member according to the first aspect,
The joint between the column / beam joint of the column / beam joint member and the precast concrete column member does not join the reinforcing steel on the joint surface, but does not join by crimping by introducing prestress or introducing prestress. Instead, the rebars at the joint surfaces are mechanically joined to each other.
[0012]
DETAILED DESCRIPTION OF THE INVENTION
Hereinafter, an embodiment of a method for constructing a beam-and-column body using a precast concrete member according to the invention described in claims 1 to 4 will be described with reference to the drawings.
FIG. 1 shows an example of a column / beam joint member 3 in which upper and lower PCa column members and a column / beam joint 1 and a beam portion 2 to be joined on site are integrated and manufactured as a precast concrete member. FIG. 1 basically shows an example of an integrated structure of the beam portions 2 and 2 in the left-right direction and the column / beam joint portion 1. Therefore, the beam reinforcing bar 4 and the PC steel sheaths 5 and 5 for introducing prestress, and Each of the sheaths 6 for beam joining or joining with a span center PCa beam member to be described later is shown in a configuration arranged only in the left-right direction, but is not limited to this example. Regarding the pillar position in the central part of the building, the beam members 2 are integrated in four orthogonal directions as shown by the two-dot chain line in FIG. Regarding the portion of the outer peripheral column, it should be understood that the beam portion 2 is integrated in two directions of right angles or three directions of right angles (T shape), and the beam rebar and each sheath are arranged accordingly.
[0013]
In the case of the present invention, regarding the PCa column / beam joint member 3 having the above-described configuration, the beam portions 2 and 2 are attached to the beam portions 2 and 2 as described above at the stage of manufacturing a factory or at least at the stage before building the site. Pre-stress is introduced into the pre-stress-introducing PC steel sheaths 5 and 5, which are pre-arranged in the axial direction, through the PC steel, and the beam part is completed as a precast / prestressed concrete beam member (PCa / PC beam member). I do. Therefore, as for the beam portion 2, as shown in FIG. 4, the PC steel sheaths 5 and 5 for prestress introduction and the beam / beam joining sheath 6 are prepared as essential requirements.
[0014]
FIGS. 2 and 3 show an embodiment of a column-beam skeleton construction method using the column-beam joint member 3 having the above configuration. 2 and 3, the column / beam joint member 3 is shown in a configuration in which two beam portions 2 are integrated into a linear arrangement on both left and right sides of the column / beam joint 1 for convenience of illustration. However, as described above, this example is not limited.
FIG. 2 is an exploded view showing how the PCa column member 10 of each layer of the building and the column / beam joint 1 of the column / beam joint member 3 are butt-joined at the time of construction at the site, and FIG. Is shown as two layers.
[0015]
2 and 3, in the case of a large span building, a common PC steel material is passed through the sheaths 6 and 12 passing in the beam axial direction with a span center beam member 11 interposed between the beam portions 2. Although an example is shown in which prestress is introduced and pressure bonding is performed for integration, when the span is small, the beam portions 2 of the column / beam joint member 3 are directly passed through the sheath 6 in common. A prestress is introduced into the thus-formed PC steel material, and pressure bonding and integration are performed (the invention described in claim 1 above). In short, there is no direct connection between columns and beams.
2 and 3 also show, for convenience of illustration, only the sheath 6 that linearly penetrates the beam portions 2 and 2 of the column / beam joint member 3 in the axial direction of the material, but is not limited thereto. According to the convenience and necessity of the prestress introduction work, the sheath 6 may be arranged to be pulled up to the upper surface of the beam portion 2 as shown in FIG. 7C, for example. In any case, the tensile force required for crimping by prestressing in the form of lifting the center of the beam as in the present invention is necessary for directly crimping the column and beam as in the prior art shown in FIG. 7C. It is much smaller than the prestress, and the tension work is easy. After the introduction of the prestress, any of a bonded bond type in which the gap between the PC steel material and the sheath is filled with grout and an unbonded type without adhesion can be performed.
[0016]
The span center beam member 11 is pre-stressed in advance at the factory manufacturing stage or at least before construction at the site to form a PCa / PC beam member (the invention described in claim 2). When the span center beam member 11 is made of a PCa / PC member in this way, even in a large span building, the cross-sectional shape of the span center beam member 11 can be reduced in size and weight, so that the load on the hoist can be reduced, and Things are enough. However, it is not an indispensable condition that the span center beam member 11 is a PCa / PC member, and the span center beam member 11 can be implemented only by a post-tension method by beam / beam joining. Therefore, as shown in FIG. 5, the cross-sectional shape of the span center beam member 11 includes two types, a sheath 12 for introducing a prestress and a sheath 13 for joining a beam and a beam, as shown in FIG. In some cases, only the beam / beam joining sheath 13 is incorporated.
[0017]
As described above, since the tensile force required when performing pressure bonding with a prestress that lifts the center of the beam can be relatively small, the beam-to-beam joining can be performed more completely. Therefore, in the case of the present invention, each of the beams is incorporated in the crimping joint between the beam portions 2 and 2 of the column / beam joint member 3 or the crimping joint between the span center beam member 11 and the beam portion 2. The beam main bars are not joined (the invention described in claim 3). Therefore, a complete dry joining method can be realized.
[0018]
Next, regarding the joint between the column / beam joint 1 of the column / beam joint member 3 and the PCa column member 10, a prestress is introduced and crimping is performed without joining the rebar at the joint surface of both members. It is also possible to perform only the method of joining or the method of mechanically joining the reinforcing bars of the joining surface without introducing prestress (the invention described in claim 4).
[0019]
[Effects of the present invention]
According to the method of constructing a column-beam skeleton using precast concrete members according to the inventions described in claims 1 to 4, the PCa column-beam joint member 3 in which the column-beam joint 1 and the beam portion 2 are integrated is adopted. As a result, the beam-to-beam connection is mechanically advantageous, and the pressure-to-pressure bonding by introducing prestress can be performed easily and efficiently with a relatively small tensile force. Further, since a prestress is introduced into the beam portion 2 of the PCa column / beam joint member 3 in the axial direction of the beam at least before erecting the beam into the PCa / PC beam member, the effect of the prestress is the beam. The PCa column / beam joint member 3 including the portion 2 can be reduced in cross section in size and weight.
[0020]
ADVANTAGE OF THE INVENTION According to this invention, the complete dry-type construction method of a simple structure is implement | achieved by employ | adopting pressure bonding by prestress for joining of beams. In addition, the handling of the sheath at the joint surface between the beams can be simplified.
[Brief description of the drawings]
FIG. 1 is a perspective view conceptually showing a PCa column / beam joint member used in the method of the present invention.
FIG. 2 is a perspective view showing a state before joining of a PCa column / beam joint member, a PCa column member, and a span center beam member.
FIG. 3 is a perspective view showing a state after the above-mentioned joining.
FIG. 4 is a sectional view of a beam portion.
FIG. 5 is a cross-sectional view of a span center beam member.
FIG. 6 is a different sectional view of the span center beam member.
FIGS. 7A and 7B are perspective views showing a state before joining, and C is a state after joining.
[Explanation of symbols]
Reference Signs List 10 PCa column member 3 PCa / PC column / beam joint member 1 Column / beam joint 2 beam portion 5 PCa / PC column / beam joint member pretensioning sheath 6 Beam joint 11 Span center beam member 12 Span Sheath for pretension of center beam member

Claims

プレキャストコンクリート柱部材とプレキャスト・プレストレストコンクリート梁部材とで柱梁躯体を構築する工法において、
上下のプレキャストコンクリート柱部材と接合される柱・梁接合部は、梁部分を一体化した柱・梁接合部部材となしプレキャストコンクリート部材として製作すると共に前記梁部分には材軸方向にＰＣ鋼材を通してプレストレスを導入したプレキャスト・プレストレストコンクリート梁部材とする段階と、
前記柱・梁接合部部材の柱・梁接合部とプレキャストコンクリート柱部材とを現場の建て方時に突き合わせ接合する段階と、
前記柱・梁接合部部材の梁部分同士を直接、又は梁部分の間にスパン中央梁部材を介在させて、梁材軸方向に通したＰＣ鋼材にプレストレスを導入して接合し一体化する段階と、
から成ることを特徴とする、プレキャストコンクリート部材による柱梁躯体構築工法。In the method of constructing a beam-column structure with precast concrete column members and precast / prestressed concrete beam members,
The column / beam joints to be joined to the upper and lower precast concrete column members are made as precast concrete members without column / beam joint members with integrated beam parts, and PC beams are passed through the beam parts in the axial direction. Precast and prestressed concrete beam members with prestressing,
When the column / beam joint of the column / beam joint member and the precast concrete column member are butt-joined at the time of construction at the site,
The pre-stress is introduced into the PC steel material passing in the axial direction of the beam material, and the beams are joined and integrated by directly connecting the beam portions of the column / beam joint member or by interposing a span center beam member between the beam portions. Stages and
A method of constructing a beam-and-column skeleton using precast concrete members.

スパン中央梁部材には、その建て方前にプレストレスを導入することを特徴とする、請求項１に記載したプレキャストコンクリート部材による柱梁躯体構築工法。The method of claim 1, wherein a prestress is introduced into the span center beam member before the span center beam member is built.

柱・梁接合部部材の梁部分同士の接合、又はスパン中央梁部材と梁部分との接合は、各々が内蔵する梁主筋同士を相互に接合することなく行うことを特徴とする、請求項１に記載したプレキャストコンクリート部材による柱梁躯体構築工法。The joint between the beam portions of the column / beam joint member or the joint between the span center beam member and the beam portion is performed without mutually joining the beam main bars included therein. The method of constructing a beam-and-column skeleton using precast concrete members described in (1).

柱・梁接合部部材の柱・梁接合部とプレキャストコンクリート柱部材との接合は、接合面の鉄筋の接合を行わず、プレストレスを導入して接合する圧着接合、若しくはプレストレスの導入は行わず、接合面の鉄筋同士を機械的に接合することを特徴とする、請求項１に記載したプレキャストコンクリート部材による柱梁躯体構築工法。The joint between the column / beam joint of the column / beam joint member and the precast concrete column member does not join the reinforcing steel on the joint surface, but does not use crimp joint or pre-stress that joins by introducing prestress. The method of constructing a beam-and-column body using precast concrete members according to claim 1, wherein the rebars at the joint surfaces are mechanically joined together.