JP2005330657A - Joint structure of precast concrete column and beam - Google Patents

Joint structure of precast concrete column and beam Download PDF

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JP2005330657A
JP2005330657A JP2004147614A JP2004147614A JP2005330657A JP 2005330657 A JP2005330657 A JP 2005330657A JP 2004147614 A JP2004147614 A JP 2004147614A JP 2004147614 A JP2004147614 A JP 2004147614A JP 2005330657 A JP2005330657 A JP 2005330657A
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precast concrete
column
joint structure
joint
concrete column
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JP3873064B2 (en
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Ryohei Kurosawa
黒沢亮平
Keizo Tanabe
田辺恵三
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Kurosawa Construction Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a joint structure of a precast concrete column and a beam capable of having good filling properties of cast-in-place concrete in a beam-column connection section and ensuring quality of densely-consolidated concrete. <P>SOLUTION: The end section of the precast concrete beam 5 is put on the head section of the precast concrete column, and in the joint structure of the precast concrete column and beam placing the cast-in-place concrete 7 to the beam-column connection section 6, prestress is given to the precast concrete beam 5 by tendon 8 to connect it to the precast concrete column 3, and the joint structure of the precast concrete column and beam is so constituted that the lower end bars 9 of the end section of the precast concrete beam 5 are horizontally arranged to the beam-column connection section 6 without being bent. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

本発明はプレキャストコンクリート柱と梁の接合構造に関するものである。   The present invention relates to a joint structure between a precast concrete column and a beam.

従来のプレキャストコンクリート柱と梁の接合構造15は、図3に示すように、プレキャストコンクリート柱16の頭部にプレキャストコンクリート梁17の端部を載置し、この柱梁接合部(パネルゾーン)18内に現場打ちコンクリート19が打設されて構成されていた。この接合構造15においてプレキャストコンクリート梁17の端部下端筋20および上端筋21は、鉄筋径(d)の35dの定着長さが必要であったため、柱梁接合部18において90度の折曲配筋をしていた。また、その他のプレキャストコンクリート柱と梁の接合構造としては、例えば特開2001−207528号公報の発明がある。
特開2001−207528号公報
As shown in FIG. 3, the conventional precast concrete column / beam joining structure 15 has an end of a precast concrete beam 17 placed on the head of the precast concrete column 16, and this column beam joint (panel zone) 18. A cast-in-place concrete 19 was placed inside. In this joint structure 15, the lower end reinforcement 20 and the upper end reinforcement 21 of the precast concrete beam 17 need to have a fixing length of 35 d of the reinforcing bar diameter (d). I was streaking. Moreover, as another joint structure of a precast concrete column and a beam, there exists invention of Unexamined-Japanese-Patent No. 2001-207528, for example.
JP 2001-207528 A

しかし、上記のように柱梁接合部においてプレキャストコンクリート梁の端部下端筋および上端筋を折り曲げ配筋すると、柱梁接合部における配筋が混雑するため、現場打ちコンクリートの充填性が悪くなって密実コンクリートの品質が確保されないという問題があった。   However, if the lower and upper end bars of the precast concrete beam are bent at the beam-column joint as described above, the reinforcement at the beam-column joint will be congested, resulting in poor filling of the cast-in-place concrete. There was a problem that the quality of dense concrete was not ensured.

本発明は上記のような問題に鑑みてなされたものであり、その目的は、柱梁接合部における現場打ちコンクリートの充填性が良く、密実コンクリートの品質が確保されるプレキャストコンクリート柱と梁の接合構造を提供することである。   The present invention has been made in view of the problems as described above, and its purpose is that the precast concrete columns and beams are well-filled with cast-in-place concrete at the beam-column joints and the quality of solid concrete is ensured. It is to provide a joint structure.

本発明のプレキャストコンクリート柱と梁の接合構造は、プレキャストコンクリート柱の頭部にプレキャストコンクリート梁の端部が載置され、該柱梁接合部に現場打ちコンクリートが打設されたプレキャストコンクリート柱と梁の接合構造において、前記プレキャストコンクリート梁は緊張材でプレストレスが付与されてプレキャストコンクリート柱に接合され、プレキャストコンクリート梁の端部下端筋が折り曲げられずに柱梁接合部に水平に配筋されたことを特徴とする。またプレキャストコンクリート柱が立設された基礎と、杭との間に免震装置を設けたことを含むものである。   The joint structure of the precast concrete column and the beam according to the present invention is such that the end of the precast concrete beam is placed on the head of the precast concrete column and the cast-in-place concrete is cast on the joint of the column beam. In the joint structure, the precast concrete beam was prestressed with a tension material and joined to the precast concrete column, and the lower end bar of the end of the precast concrete beam was not bent and placed horizontally in the column beam joint. It is characterized by that. It also includes the installation of a seismic isolation device between the foundation on which the precast concrete column is erected and the pile.

プレキャストコンクリート梁は、緊張材によってプレストレスが付与されてプレキャストコンクリート柱に接合され、プレキャストコンクリート梁の端部下端筋が折り曲げられずに柱梁接合部に水平配筋されたことにより、柱梁接合部における配筋の混雑さが解消されるので、現場打ちコンクリートの充填性が良くなって、密実コンクリートの品質が確保される。またプレキャストコンクリート梁の端部下端筋が折り曲げられずに水平になるので、プレキャストコンクリート梁が単純化および簡素化されて、コストが削減される。また基礎と杭との間に免震装置を設けたことにより、地震時における建物へ入力される水平震度が小さくなり、プレキャストコンクリート梁の端部下端筋を柱梁接合部において水平配筋できる長さにすることができる。   Precast concrete beams are prestressed by a tension material and joined to a precast concrete column, and the lower end of the end of the precast concrete beam is not bent and is horizontally aligned at the column beam joint. Since the congestion of the bar arrangement in the section is eliminated, the filling property of the cast-in-place concrete is improved, and the quality of the solid concrete is ensured. In addition, since the lower end of the end of the precast concrete beam is level without being bent, the precast concrete beam is simplified and simplified, and the cost is reduced. In addition, by installing a seismic isolation device between the foundation and the pile, the horizontal seismic intensity input to the building at the time of the earthquake is reduced, and the lower end bar of the precast concrete beam can be horizontally arranged at the column beam joint. Can be

以下、本発明のプレキャストコンクリート柱と梁の接合構造(以下、接合構造という)の実施の形態を図面に基づいて説明する。本実施の形態において、同じ構成は同じ符号を付して説明し、異なった構成にのみ異なった符号を付して説明する。   Embodiments of a precast concrete column / beam joint structure (hereinafter referred to as a joint structure) according to the present invention will be described below with reference to the drawings. In the present embodiment, the same components are described with the same reference numerals, and only different components are described with different reference numerals.

図1は、第1の実施の形態のPC柱と梁の接合構造1である。この接合構造1は、基礎2上に立設されたプレキャストコンクリート柱(以下、PC柱という)3の頭部における載置顎4に、プレキャストコンクリート梁(以下PC梁という)5の端部が載置され、この柱梁接合部6に現場打ちコンクリート7が打設され、この柱梁接合部6の上にさらに他のPC柱3が立設され、このPC柱3の載置顎4にPC梁5の端部が載置された構成になっている。   FIG. 1 shows a joint structure 1 between a PC column and a beam according to the first embodiment. In this joint structure 1, the end of a precast concrete beam (hereinafter referred to as a PC beam) 5 is mounted on the mounting jaw 4 at the head of a precast concrete column (hereinafter referred to as a PC column) 3 erected on a foundation 2. The cast-in-place concrete 7 is placed on the beam-to-column joint 6, and another PC column 3 is further erected on the beam-to-beam joint 6, and the PC is placed on the mounting jaw 4 of the PC column 3. The end of the beam 5 is placed.

この接合構造1において、対向したPC梁5同士がPC鋼線などの緊張材8で所定のプレストレスを付与されてPC柱3に接合され、その端部下端筋9同士が柱梁接合部6において交互に水平配筋されている。この端部下端筋9は90度の折り曲げ配筋が必要な長さではなく、柱梁接合部6において水平配筋が可能な長さになっている。一方、端部上端筋10は35dの定着長さが必要であるため、柱梁接合部6において90度の折り曲げ配筋がされている。   In this joint structure 1, the PC beams 5 facing each other are given a predetermined prestress with a tension material 8 such as a PC steel wire and joined to the PC column 3, and the end lower end bars 9 are joined to the column beam joint 6. The horizontal bars are alternately arranged. The end lower end bars 9 are not long enough to be bent at 90 degrees, but are long enough to allow horizontal bar arrangement at the beam-column joint 6. On the other hand, since the end upper end stripe 10 needs to have a fixing length of 35d, the column beam joint 6 is bent at 90 degrees.

このように柱梁接合部6内にプレストレスが導入されると、このプレストレス導入量と水平変位を決める層間変位角の範囲とを適切に設置することにより、端部下端筋9の定着長さを低減して、水平方向の配筋のみで定着することが可能になる。   When prestress is introduced into the column beam joint 6 in this way, the fixing length of the end lower end stripe 9 is set by appropriately setting the prestress introduction amount and the range of the interlayer displacement angle that determines the horizontal displacement. It is possible to reduce the height and to fix only with the horizontal bar arrangement.

また基礎2に立設されたPC柱3から柱梁接合部6に立設されたPC柱3にかけては、PC鋼材またはPC鋼線などの緊張材8が配線され、この緊張材8によってプレストレスが付与されている。   Further, a tension material 8 such as a PC steel material or a PC steel wire is wired from the PC pillar 3 standing on the foundation 2 to the PC pillar 3 standing on the beam-to-column joint 6, and the stress material 8 prestresses. Is granted.

図2は、第2の実施の形態のPC柱と梁の接合構造11である。この接合構造11は、建物の外側に位置したPC柱12にPC梁5を接合したものであり、基礎2と杭13との間に免震装置14を設けた以外は、第1の実施の形態の接合構造1と同じ構成である。   FIG. 2 shows a joint structure 11 of PC pillars and beams according to the second embodiment. This joint structure 11 is obtained by joining a PC beam 5 to a PC column 12 located outside the building, and the first embodiment is provided except that a seismic isolation device 14 is provided between the foundation 2 and the pile 13. It is the same structure as the joining structure 1 of form.

この接合構造11の耐震建物の場合、地震時における建物への水平震度の入力は、杭頭部に設けた免震装置14のために小さくなる。その設計水平震度(C)は、従来のC=0.3に対してC=0.13と半分以下の値になる。   In the case of the earthquake-resistant building having the joint structure 11, the horizontal seismic intensity input to the building at the time of the earthquake is small because of the seismic isolation device 14 provided at the pile head. The design horizontal seismic intensity (C) is less than half of C = 0.13 compared to the conventional C = 0.3.

その結果、地震時の上部構造の層間変位角は、最大1/720程度で、極端に曲げ変形が小さな剛体構造に近く、端部下端筋9の定着長さの低減が可能となる。特に、この端部下端筋9は、長期応力時に圧縮応力状態で地震時の短期応力時の引張力を負担させるためのものであるため、この鉄筋9の地震時の実際の引張力は一般的な定着長ではなく、圧縮鉄筋に相当する定着長さに設計することができる。   As a result, the inter-layer displacement angle of the superstructure at the time of the earthquake is about 1/720 at the maximum, close to a rigid structure with extremely small bending deformation, and the fixing length of the end lower end stripe 9 can be reduced. In particular, since the end lower end reinforcement 9 is for bearing a tensile force during a short-term stress during an earthquake in a compressive stress state during a long-term stress, the actual tensile force of the reinforcing bar 9 during an earthquake is generally It is possible to design not a fixed fixing length but a fixing length corresponding to a compression reinforcing bar.

第1の実施の形態の接合構造の断面図である。It is sectional drawing of the junction structure of 1st Embodiment. 第2の実施の形態の接合構造の断面図である。It is sectional drawing of the junction structure of 2nd Embodiment. 従来の接合構造の断面図である。It is sectional drawing of the conventional joining structure.

符号の説明Explanation of symbols

1、11、15 接合構造
2 基礎
3、12、16 PC柱
4 載置顎
5、17 PC梁
6、18 柱梁接合部
7、19 現場打ちコンクリート
8 緊張材
9、20 端部下端筋
10、21 端部上端筋
13 杭
14 免震装置
DESCRIPTION OF SYMBOLS 1, 11, 15 Joint structure 2 Foundation 3, 12, 16 PC pillar 4 Mounting jaw 5, 17 PC beam 6, 18 Column beam joint 7, 19 In-situ concrete 8 Tensile material 9, 20 End lower end muscle 10, 21 End upper muscle 13 Pile 14 Seismic isolation device

Claims (2)

プレキャストコンクリート柱の頭部にプレキャストコンクリート梁の端部が載置され、該柱梁接合部に現場打ちコンクリートが打設されたプレキャストコンクリート柱と梁の接合構造において、前記プレキャストコンクリート梁は緊張材でプレストレスが付与されてプレキャストコンクリート柱に接合され、プレキャストコンクリート梁の端部下端筋が折り曲げられずに柱梁接合部に水平配筋されたことを特徴とするプレキャストコンクリート柱と梁の接合構造。   In the precast concrete column-beam joint structure in which the end of the precast concrete beam is placed on the head of the precast concrete column and the cast-in-place concrete is cast in the column beam joint, the precast concrete beam is made of a tension material. A precast concrete column-beam connection structure characterized in that it is prestressed and joined to a precast concrete column, and the lower end bar of the end of the precast concrete beam is not bent and is horizontally arranged in the column beam joint. プレキャストコンクリート柱が立設された基礎と、杭との間に免震装置を設けたことを特徴とする請求項1に記載のプレキャストコンクリート柱と梁の接合構造。   The joint structure of a precast concrete column and a beam according to claim 1, wherein a seismic isolation device is provided between the foundation on which the precast concrete column is erected and the pile.
JP2004147614A 2004-05-18 2004-05-18 Joint structure of precast concrete columns and beams Active JP3873064B2 (en)

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Cited By (5)

* Cited by examiner, † Cited by third party
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JP2010095957A (en) * 2008-10-20 2010-04-30 Fuji Ps Corp Pc beam joint part structure
CN103572968A (en) * 2013-11-18 2014-02-12 济南四建(集团)有限责任公司 Method for marking construction of newly-stirred pump-concrete with different strength grades
CN105155773A (en) * 2015-08-18 2015-12-16 同济大学 Detachable concrete component constructing method
CN108385836A (en) * 2018-03-14 2018-08-10 青岛理工大学 Reinforcing bar runs through the novel beam-to-column joint structure of cast-type concrete frame
CN114922495A (en) * 2022-06-02 2022-08-19 华南理工大学 Prefabricated post of rapid Assembly formula and connected node thereof

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2020105759A (en) * 2018-12-27 2020-07-09 Jsc株式会社 Ground reinforcement structure and reinforcement method

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2010095957A (en) * 2008-10-20 2010-04-30 Fuji Ps Corp Pc beam joint part structure
CN103572968A (en) * 2013-11-18 2014-02-12 济南四建(集团)有限责任公司 Method for marking construction of newly-stirred pump-concrete with different strength grades
CN103572968B (en) * 2013-11-18 2015-09-16 济南四建(集团)有限责任公司 Newly mix the sign construction method of pumping of concrete different intensity grades
CN105155773A (en) * 2015-08-18 2015-12-16 同济大学 Detachable concrete component constructing method
CN105155773B (en) * 2015-08-18 2017-08-25 同济大学 A kind of removable concrete component construction method
CN108385836A (en) * 2018-03-14 2018-08-10 青岛理工大学 Reinforcing bar runs through the novel beam-to-column joint structure of cast-type concrete frame
CN114922495A (en) * 2022-06-02 2022-08-19 华南理工大学 Prefabricated post of rapid Assembly formula and connected node thereof

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