JP5236152B2 - Method of joining precast concrete column beams - Google Patents

Method of joining precast concrete column beams Download PDF

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JP5236152B2
JP5236152B2 JP2005281868A JP2005281868A JP5236152B2 JP 5236152 B2 JP5236152 B2 JP 5236152B2 JP 2005281868 A JP2005281868 A JP 2005281868A JP 2005281868 A JP2005281868 A JP 2005281868A JP 5236152 B2 JP5236152 B2 JP 5236152B2
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precast concrete
hole
concrete column
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main bar
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公彦 菅谷
昌之 上村
千尋 安岡
真人 内山
崇博 毛井
靖昌 宮内
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Takenaka Corp
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この発明は、プレキャストコンクリート造柱(以下、PCa柱と略す。)に、プレキャストコンクリート造梁(以下、PCa梁と略す。)を接合して建方を行うための技術分野に属し、更に云うと、梁の接合に圧着や緊締、緊張等によるプレストレスの導入を一切無用としたプレキャストコンクリート造柱梁の接合方法に関する。   The present invention belongs to a technical field for building a precast concrete column (hereinafter abbreviated as PCa column) by joining a precast concrete beam (hereinafter abbreviated as PCa beam). The present invention relates to a method for joining precast concrete column beams that does not require any prestress due to pressure bonding, tightening, tension, or the like.

構造物を構成するPCa柱梁の接合には多種多様な構造又は方法が公知であり、実用に供されてもいる。
例えば特許文献1には、横方向に貫通するシース孔を設けたPCa造梁をPCa柱間に架設し、PCa柱に予め設けたシース孔と前記PCa梁のシース孔を通じて緊張用鋼材を挿通し、同緊張用鋼材の両端を緊張し定着して梁にプレストレスを導入することでPCa柱梁を剛接合する方法が開示されている。
A wide variety of structures or methods are known and practically used for joining the PCa column beams constituting the structure.
For example, in Patent Document 1, a PCa beam having a sheath hole penetrating in the lateral direction is installed between PCa columns, and a tension steel material is inserted through the sheath hole provided in advance in the PCa column and the sheath hole of the PCa beam. A method of rigidly joining a PCa column beam by tensioning and fixing both ends of the steel for tensioning and introducing prestress into the beam is disclosed.

また、特許文献2には、PCa造柱の側面に、鉄筋梁の両端部に鉄筋コンクリート造の端部梁が一体化された複合梁の該端部梁を突き合わせ、同端部梁と同柱との隙間にグラウト材を充填した後、端部梁及び柱間に亘ってPC鋼線又はPC鋼棒を貫通し、その両端をナットで緊締し緊張して梁にプレストレスを導入して柱梁を接合する構造が開示されている。   Further, in Patent Document 2, the end beam of the composite beam in which the end beam of the reinforced concrete is integrated with the both ends of the reinforced beam is abutted on the side surface of the PCa column. After filling the gap of the grout material, the PC steel wire or PC steel rod is penetrated between the end beam and the column, and both ends thereof are tightened and tightened with nuts to introduce pre-stress into the beam. The structure which joins is disclosed.

特許文献3には、図9に示すようにPCa造柱100に梁受け用のブラケット101を一体に形成し、同ブラケットにPCa造梁200の端部の凸部201を支持させて梁200を柱100に架設する。PCa梁200には予めPC鋼線300が埋設されており、同PC鋼線300の端部が前記梁の凸部201から、又はブラケット101からPCa造柱100に連通させプレストレスを付与して緊張定着する構成としている。
従来の柱梁の接合構造及び接合方法は要するに、柱梁に緊張や緊締等によるプレストレスを導入して剛接合する構成である。
特開昭50−78115号公報 特開平6−200560号公報 特開平9−53276号公報
In Patent Document 3, as shown in FIG. 9, a beam receiving bracket 101 is formed integrally with a PCa column 100, and a convex portion 201 at the end of the PCa beam 200 is supported by the bracket to support the beam 200. It is installed on the pillar 100. A PC steel wire 300 is embedded in the PCa beam 200 in advance, and an end portion of the PC steel wire 300 communicates with the PCa pillar 100 from the convex portion 201 of the beam or from the bracket 101 to give prestress. The system is designed to fix tension.
The conventional column beam joining structure and joining method are basically configured to rigidly join the column beam by introducing prestress due to tension or tightening.
JP 50-78115 A JP-A-6-200560 JP-A-9-53276

しかし、従来の特許文献1〜3の柱梁接合方法は、PCa梁にプレストレスを導入するため、鋼線や鋼棒の如き緊張材の端部に締結具を取り付けて緊締、緊張する非常に面倒で手間のかかる特殊な工法を建物の多数の柱梁接合部ごとに実施する必要がある。そのため専門の作業者が必要となるほか、作業者に多大な労力と工数が負担になるし工期の長期化の要因ともなっていた。その上、プレストレス導入のための高価な部材(締結具等)が多数必要となるのでコストが嵩むという問題があった。   However, in the conventional beam-column joining methods of Patent Documents 1 to 3, since prestress is introduced into the PCa beam, a fastener is attached to the end of a tension material such as a steel wire or a steel bar, and the beam is tightened and tensioned. It is necessary to carry out a troublesome and time-consuming special construction method for each of the many beam-column joints in the building. For this reason, a specialized worker is required, and the worker is burdened with a great deal of labor and man-hours. In addition, since many expensive members (fasteners and the like) for introducing prestress are required, there is a problem that costs increase.

特許文献3に記載された発明は、図9に示す通りPCa柱100に設けられる梁受け用のブラケット101(顎部)を梁成内に収めることにより、室内の有効高さを確保し、建物の階高を低減する点は注目できる。しかし、面倒で手間のかかるプレストレスを導入する構成であることは勿論、建物の外周部位に設置されるPCa柱にのみ実施できる方法である。建物の中央部に配置される、いわゆる直交梁を接合するPCa柱には、両側のPCa梁にそれぞれ用意されたPC鋼線が柱内で互いに混雑することになり実施は至難である。   As shown in FIG. 9, the invention described in Patent Document 3 secures an effective indoor height by housing a beam receiving bracket 101 (jaw) provided on the PCa column 100 in the beam formation, It can be noted that the floor height is reduced. However, it is a method that can be implemented only for the PCa pillars installed in the outer peripheral part of the building, as well as the structure that introduces troublesome and time-consuming prestress. It is difficult to implement the PCa pillars, which are arranged in the center of the building, which join so-called orthogonal beams, because the PC steel wires prepared for the PCa beams on both sides are congested in the pillars.

本発明の目的は、PCa柱梁の場合に緊締や緊張等によるプレストレスの導入を一切無用にして、接合方式の省力化と施工の簡略化を図り、工期の短縮化とコストの低減を可能としたプレキャストコンクリート造柱梁の接合方法を提供することにある。
本発明の次の目的は、緊締や緊張等のプレストレス導入がない上に、PCa柱の設置場所の如何に左右されることなくブラケットを梁成内に収める構成を実施可能としたプレキャストコンクリート造柱梁の接合方法を提供することにある。
The purpose of the present invention is to eliminate the need for prestressing due to tightening or tension in the case of PCa column beams, to save labor and simplify the construction method, and to shorten the construction period and cost It is to provide a method for joining precast concrete column beams.
The next object of the present invention is to provide a precast concrete structure in which prestressing such as tightening and tension is not introduced, and a configuration in which the bracket can be accommodated in the beam formation regardless of the installation location of the PCa column. It is to provide a method for joining column beams.

上記従来技術の課題を解決する手段として、請求項1記載の発明に係るプレキャストコンクリート造柱梁の接合方法は、
プレキャストコンクリート造柱1へプレキャストコンクリート造梁4を接合する方法において、
プレキャストコンクリート造柱1の梁接合位置に梁上端主筋挿入用の第一貫通孔2及び梁下端主筋挿入用の第二貫通孔3をそれぞれ水平方向に設け、
プレキャストコンクリート造梁4は、上端主筋を持たないあばら筋4aの上部を露出させ、プレキャストコンクリート造柱1との接合端部の下底面部にハンチ状段部5を設け、前記ハンチ状段部5の梁軸方向に梁下端主筋8を貫通させる主筋通し孔6を設けた構成とし、
前記プレキャストコンクリート造梁4におけるプレキャストコンクリート造柱1との接合端面部に剪断力伝達手段7を設け、
前記プレキャストコンクリート造梁4は、ハンチ状段部5の主筋通し孔6をプレキャストコンクリート造柱1の第二貫通孔3と一致させて同主筋通し孔6と第二貫通孔3へ梁下端主筋8を通し、同主筋通し孔6と第二貫通孔3へグラウト材を注入して固めること、
及び梁上端主筋9を前記あばら筋4a内へ配筋した上でプレキャストコンクリート造柱1の第一貫通孔2へ通し、同第一貫通孔2中へもグラウト材を注入して固めることによって相対峙するプレキャストコンクリート造柱1とプレキャストコンクリート造梁4との連結を行い、
前記せん断力伝達手段7へもグラウト材を充填し固めて剪断力伝達手段7を完成し、
しかる後に、プレキャストコンクリート造梁4の上面のあばら筋4a及び梁上端主筋9へ後打ちコンクリート13を打設して前記プレキャストコンクリート造柱1とプレキャストコンクリート造梁4とを一体化することを特徴とする。
As a means for solving the problems of the prior art, a method for joining precast concrete column beams according to the invention of claim 1 is as follows:
In the method of joining the precast concrete beam 4 to the precast concrete column 1,
A first through hole 2 for inserting the beam upper main bar and a second through hole 3 for inserting the beam lower main bar are provided in the horizontal direction at the beam joint position of the precast concrete column 1 respectively.
The precast concrete beam 4 exposes the upper part of the rib 4a that does not have the top main bar, and provides the haunch-like step 5 on the bottom surface of the joint end with the precast concrete column 1, and the haunch-like step 5 The main bar through hole 6 is provided in the beam axis direction to pass through the beam lower bar main bar 8.
A shearing force transmitting means 7 is provided at a joint end surface portion of the precast concrete beam 4 with the precast concrete column 1;
The precast concrete beam 4 has a main beam through hole 6 of the hunch-like step portion 5 aligned with the second through hole 3 of the precast concrete column 1 to the main bar through hole 6 and the second through hole 3 and a beam lower main bar 8. Through which the grout material is injected and hardened into the main muscle through-hole 6 and the second through-hole 3 ;
And the beam upper main reinforcement 9 through the first through-hole 2 of Precast Concrete Columns 1 in terms of the Haisuji to the stirrups 4a in phase by solidifying by injecting grout even in the same first through hole 2 in Connect the precast concrete pillar 1 and the precast concrete beam 4 facing each other,
The shear force transmitting means 7 is filled with a grout material and hardened to complete the shear force transmitting means 7.
After that, the precast concrete column 1 and the precast concrete beam 4 are integrated by placing the postcast concrete 13 on the rib 4a on the upper surface of the precast concrete beam 4 and the main upper bar 9 of the beam. To do.

請求項2に記載した発明に係るプレキャストコンクリート造柱梁の接合方法は、
プレキャストコンクリート造柱10へプレキャストコンクリート造梁40を接合する方法において、
プレキャストコンクリート造柱10の梁接合位置に梁上端主筋挿入用の第一貫通孔20を設け、同第一貫通孔20より下方位置に梁受け用のブラケット10aを設け、同ブラケット10a及びプレキャストコンクリート造柱10を水平方向に貫通する梁下端主筋挿入用の第二貫通孔30を設け、
プレキャストコンクリート造梁40は、上端主筋を持たないあばら筋40aの上部を露出させ、プレキャストコンクリート造柱10との接合端面部に前記ブラケット10aをプレキャストコンクリート造梁40の梁成内に収める切り欠き部40cを形成すると共に、梁下底面部にハンチ状段部50を設け、同ハンチ状段部50の梁軸方向に梁下端主筋80を貫通させる主筋通し孔60を設けた構成とし、
前記プレキャストコンクリート造梁40は、切り欠き部40cをプレキャストコンクリート造柱10のブラケット10a上へ嵌め合わせ、ハンチ状段部50の主筋通し孔60をプレキャストコンクリート造柱10の第二貫通孔30と一致させ、同主筋通し孔60と第二貫通孔30へ梁下端主筋80を通し、同主筋通し孔60と第二貫通孔30へグラウト材を注入して固めること、
及び梁上端主筋90を前記あばら筋40a内へ配筋して、同梁上端主筋90をプレキャストコンクリート造柱10の第一貫通孔20へ通し、同第一貫通孔20へもグラウト材を注入して固めることによって相対峙するプレキャストコンクリート造柱10とプレキャストコンクリート造梁40との連結を行い、
しかる後に、プレキャストコンクリート造梁40の上面のあばら筋40a及び梁上端主筋90へ後打ちコンクリート13を打設して前記プレキャストコンクリート造柱10とプレキャストコンクリート造梁40とを一体化することを特徴とする。
The method of joining precast concrete column beams according to the invention described in claim 2
In the method of joining the precast concrete beam 40 to the precast concrete column 10,
A first through hole 20 for inserting the beam upper main bar is provided at the beam joint position of the precast concrete column 10 and a beam receiving bracket 10a is provided at a position below the first through hole 20, and the bracket 10a and the precast concrete structure are provided. A second through-hole 30 for inserting a beam lower main reinforcement penetrating the pillar 10 in the horizontal direction is provided;
The precast concrete beam 40 exposes the upper part of the stirrup 40a that does not have the upper end main reinforcement, and the notch part that accommodates the bracket 10a in the beam formation of the precast concrete beam 40 at the joint end surface with the precast concrete column 10 40c is formed, and a hunch-like step portion 50 is provided on the bottom surface of the beam, and a main bar through-hole 60 that penetrates the beam bottom main bar 80 in the beam axis direction of the hunch-like step portion 50 is provided.
In the precast concrete beam 40, the notch 40 c is fitted onto the bracket 10 a of the precast concrete column 10, and the main bar through hole 60 of the hunch-shaped step 50 matches the second through hole 30 of the precast concrete column 10. Passing the beam lower main bar 80 through the main bar through-hole 60 and the second through-hole 30, and injecting and hardening a grout material into the main bar through-hole 60 and the second through-hole 30 ;
The beam upper main bar 90 is arranged in the rib 40a, the beam upper main bar 90 is passed through the first through hole 20 of the precast concrete column 10, and the grout material is also injected into the first through hole 20. The precast concrete column 10 and the precast concrete beam 40, which are opposed to each other by being hardened,
Thereafter, the precast concrete column 10 and the precast concrete beam 40 are integrated by placing the postcast concrete 13 on the ribs 40a on the upper surface of the precast concrete beam 40 and the main upper bar 90 of the beam. To do.

請求項3に記載した発明は、請求項1又は2に記載したプレキャストコンクリート造柱梁の接合方法において、
プレキャストコンクリート造柱1又は10の貫通孔2,3又は20,30及びハンチ状段部5又は50の主筋通し孔6又は60は、シース管で形成することを特徴とする。
The invention described in claim 3 is the method for joining precast concrete column beams described in claim 1 or 2,
The through holes 2, 3 or 20, 30 of the precast concrete column 1 or 10 and the main reinforcement through holes 6 or 60 of the hunched stepped portions 5 or 50 are formed by sheath tubes.

請求項4に記載した発明は、請求項1又は2に記載したプレキャストコンクリート造柱梁の接合方法において、
梁下端主筋6又は60はその端部に定着具11又は12を設けて定着することを特徴とする。
The invention described in claim 4 is the method of joining precast concrete column beams described in claim 1 or 2,
The beam lower main bar 6 or 60 is fixed by providing a fixing tool 11 or 12 at the end thereof.

請求項5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造柱梁の接合方法において、
剪断力伝達手段7又は7’は、グラウト材を注入し固めて形成するコッターであることを特徴とする。
The invention described in claim 5 is the method for joining precast concrete column beams described in claim 1 ,
The shearing force transmitting means 7 or 7 'is a cotter formed by injecting and hardening a grout material.

請求項6に記載した発明は、請求項1又は2に記載したプレキャストコンクリート造柱梁の接合方法において、
プレキャストコンクリート造柱1又は10は複数層の高さに形成されことを特徴とする。
The invention described in claim 6 is the method of joining precast concrete column beams according to claim 1 or 2,
Precast Concrete Columns 1 or 10, characterized in that that will be formed to the height of the plurality of layers.

請求項1及び3〜5に記載した発明に係るプレキャストコンクリート造柱梁の接合方法は、PCa梁4の下底面部に設けたハンチ状段部5の主筋通し孔6と柱の第二貫通孔3へ梁下端主筋8を通し、また、梁上端主筋9をPCa柱1の第一貫通孔2へ通し、それぞれへグラウト材を充填して固めるだけであり、面倒で時間のかかる緊張や緊結等によるプレストレスの導入作業は一切無用であるから、省力化と施工の簡略化を実現でき作業効率の向上、工期の短縮化を図ることができる。また、プレストレスの導入に係る締結具等の材料や工具も必要としない。   The method for joining precast concrete column beams according to the inventions described in claims 1 and 3 to 5 includes the main bar through-hole 6 of the hunch-like step portion 5 provided on the lower bottom surface portion of the PCa beam 4 and the second through-hole of the column. Passing the beam lower main bar 8 through 3 and the beam upper main bar 9 through the first through hole 2 of the PCa column 1 and filling each with grout material and solidifying them. Since no prestressing work is required, the labor-saving and the construction can be simplified, the work efficiency can be improved, and the construction period can be shortened. Further, materials such as fasteners and tools for introducing prestress are not required.

請求項2及び3、4に記載した発明に係るプレキャストコンクリート造柱梁の接合方法は、PCa梁40の接合端面部に形成した切り欠き部40cをPCa柱10のブラケット10aへ嵌め合わせ(乗せ架け)、PCa梁40のハンチ状段部50の主筋通し孔60とPCa柱10の第二貫通孔30へ梁下端主筋80を通し、また、梁上端主筋90をPCa柱10の第一貫通孔20へ通し、それぞれへグラウト材を充填して固めるだけであり、プレストレスの導入作業は一切無用であるから、建物の中央部に設置される直交梁を接合する場合でも、容易に実施でき、PCa柱10の設置場所の如何に左右されることなく実施できる。   In the method for joining precast concrete column beams according to the invention described in claims 2, 3, and 4, the notch portion 40 c formed on the joining end surface portion of the PCa beam 40 is fitted (mounted) on the bracket 10 a of the PCa column 10. ), The beam lower main bar 80 is passed through the main bar through hole 60 of the haunch-shaped step 50 of the PCa beam 40 and the second through hole 30 of the PCa column 10, and the beam upper main bar 90 is passed through the first through hole 20 of the PCa column 10. It is only necessary to fill and grout each with grout material, and no prestress introduction work is required, so even when joining orthogonal beams installed in the center of the building, it can be easily implemented, PCa This can be carried out regardless of the installation location of the pillar 10.

請求項6に記載した発明によれば、PCa柱1、10を複数層の高さに形成するので、1層毎に柱を建方する面倒な作業を省くことができ、作業効率が飛躍的に向上する。したがって、特に床面積が広く建物高さが比較的低いスーパーや工場の建設に適し、PCa梁4、40を順に接合して作業効率の向上と工期の短縮を図ることができる。   According to the invention described in claim 6, since the PCa pillars 1 and 10 are formed at a height of a plurality of layers, the troublesome work of constructing the pillars for each layer can be omitted, and the work efficiency is dramatically improved. To improve. Therefore, it is particularly suitable for construction of a supermarket or factory having a large floor area and a relatively low building height, and the PCa beams 4 and 40 can be joined in order to improve work efficiency and shorten the construction period.

本発明はPCa柱1に、PCa梁4を接合する構造である。PCa柱1には、その梁接合位置に梁上端主筋挿入用の第一貫通孔2、及び梁下端主筋挿入用の第二貫通孔3をそれぞれ水平方向に設けている。PCa梁4は、上端主筋を持たないあばら筋4aの上部が露出する構成で、PCa柱1との接合端部には下底面部にハンチ状段部5を設け、前記ハンチ状段部5の軸方向に梁下端主筋8を貫通させる主筋通し孔6を設けた構成としている。PCa梁4は、PCa柱1との接合端面部に剪断力伝達手段7を設けた上で、ハンチ状段部5の主筋通し孔6をPCa柱1の第二貫通孔3と一致させて梁下端主筋8を通し、また、梁上端主筋9をあばら筋4a内へ配筋してPCa柱1の第一貫通孔2へ通す。PCa柱1の第一貫通孔2とハンチ状段部5の主筋通し孔6及び第二貫通孔3内へグラウト材をそれぞれ充填し、前記剪断力伝達手段を完成し、梁上面の梁上端主筋へ後打ちコンクリート13を打設する。
The present invention has a structure in which a PCa beam 4 is joined to a PCa column 1. The PCa column 1 is provided with a first through hole 2 for inserting the beam upper main bar and a second through hole 3 for inserting the beam lower main bar in the horizontal direction at the beam joining position. The PCa beam 4 has a configuration in which the upper part of the rib 4a having no upper main bar is exposed, and a haunch-like step portion 5 is provided on the bottom end portion of the joint end portion with the PCa pillar 1, and the haunch-like step portion 5 The main bar through hole 6 is provided in the axial direction so as to penetrate the beam lower bar main bar 8. The PCa beam 4 is provided with shear force transmitting means 7 at the joint end surface portion with the PCa column 1, and the main bar through-hole 6 of the hunch-like step portion 5 is aligned with the second through-hole 3 of the PCa column 1. The lower main bar 8 is passed, and the beam upper main bar 9 is arranged in the rib 4a and passed through the first through hole 2 of the PCa column 1. The grout material is filled into the first through hole 2 of the PCa column 1 and the main through hole 6 and the second through hole 3 of the hunch-shaped step portion 5 to complete the shearing force transmission means. Post-cast concrete 13 is placed.

以下、本発明のプレキャストコンクリート造柱梁の接合方法の一実施例を図面に基づいて説明する。
先ずPCa柱1は、図1に示すように、基礎コンクリートG上に立設され、その梁接合位置には梁上端主筋挿入用の第一貫通孔2及び梁下端主筋挿入用の第二貫通孔3が水平方向に設けられている。また、PCa梁4には、上端主筋を持たないあばら筋4aの上部が露出する構成とされている。つまり工場やサイト等で半打ち状態として形成している。PCa柱1との接合端部には下底面部にハンチ状段部5を設け、前記ハンチ状段部5の軸方向に後述する梁下端主筋8(図3参照)を貫通させる主筋通し孔6を設けている。
Hereinafter, an embodiment of a method for joining precast concrete column beams according to the present invention will be described with reference to the drawings.
First, as shown in FIG. 1, the PCa column 1 is erected on the foundation concrete G, and at the beam joint position, a first through hole 2 for inserting a beam upper main bar and a second through hole for inserting a beam lower main bar. 3 is provided in the horizontal direction. Further, the PCa beam 4 is configured such that the upper portion of the rib 4a not having the upper principal line is exposed. In other words, it is formed as a half-finished state at a factory or site. At the joint end with the PCa column 1, a hunch-like step portion 5 is provided on the lower bottom surface portion, and a main reinforcement through-hole 6 through which a beam lower end main reinforcement 8 (see FIG. 3) described later is passed in the axial direction of the hunch-like step portion 5. Is provided.

前記主筋通し孔6は図2に示すようにシース管で形成されており、工場等でPCa梁4を成型する際にあばら筋4aの底部に配置して一体化される。本実施例では4本のシース管を使用した。図示することは省略したが前記PCa柱1の第一貫通孔2、第二貫通孔3も同径の4本のシース管を配置して一体形成される(請求項3記載の発明)。   The main bar through-hole 6 is formed by a sheath tube as shown in FIG. 2, and is arranged at the bottom of the barb 4a when the PCa beam 4 is molded at a factory or the like. In this example, four sheath tubes were used. Although illustration is omitted, the first through hole 2 and the second through hole 3 of the PCa pillar 1 are also integrally formed by arranging four sheath tubes having the same diameter (the invention according to claim 3).

上記PCa梁4には、図3に示すように、PCa柱1との接合面端部に剪断力伝達手段7を設けている。前記剪断力伝達手段7は例えばコッターと称されるものであり、PCa梁4の接合端面部であばら筋4aの略中央部に配置されている(図2参照)。前記コッターの凹みは15〜20mm程度とされ後述するグラウト材が充填されて完成状態となり、剪断力をPCa柱1へ伝達させる構成である。剪断伝達能力をより高めるために対向するPCa柱1にも同じ高さ位置で略同形同大のコッターを設けることが好ましい。   As shown in FIG. 3, the PCa beam 4 is provided with shearing force transmission means 7 at the end of the joint surface with the PCa column 1. The shearing force transmission means 7 is called, for example, a cotter, and is arranged at the joint end surface portion of the PCa beam 4 at a substantially central portion of the streaks 4a (see FIG. 2). The cotter has a dent of about 15 to 20 mm and is filled with a grout material, which will be described later, so that a shearing force is transmitted to the PCa column 1. In order to further enhance the shear transmission capability, it is preferable to provide a cotter of substantially the same shape and size at the same height position on the opposing PCa column 1 as well.

上記のような構成とされたPCa梁4は、前記ハンチ状段部5の主筋通し孔6とこれに対向するPCa柱1の第二貫通孔3とを一致させて、同主筋通し孔6の端部から梁下端主筋8を差し入れて通し、PCa柱1の第二貫通孔3を横断し、他方に同様の構成で配置されているPCa梁4の主筋通し孔6へ通す。   The PCa beam 4 configured as described above is configured so that the main bar through-hole 6 of the hunch-shaped step portion 5 and the second through-hole 3 of the PCa pillar 1 facing the same coincide with each other. The beam lower main reinforcing bar 8 is inserted from the end, passed through the second through hole 3 of the PCa column 1, and passed through the main reinforcing bar through hole 6 of the PCa beam 4 arranged in the same configuration on the other side.

次に、梁上端主筋9をPCa梁4の上面に露出したあばら筋4a内に配筋し、PCa柱1の第一貫通孔2に差し入れて通し、他方に同様の構成で配置されているPCa梁4のあばら筋4a内に配筋して挿通させる。その後、矢印Aに示すように、PCa柱1の第一貫通孔2の一側又は両側からグラウト材を充填する。また、矢印Bに示すように、PCa梁4の主筋通し孔6の一側又は両側からグラウト材を充填し第二貫通孔3にも及ばせる。またその際、前記剪断力伝達手段7にもグラウト材が注入されて剪断力伝達手段7が完成される。   Next, the beam upper main bar 9 is arranged in the rib 4a exposed on the upper surface of the PCa beam 4, inserted into the first through hole 2 of the PCa column 1, and the other PCa arranged in the same configuration. The bar 4 is inserted into the rib 4a. Thereafter, as shown by an arrow A, the grout material is filled from one side or both sides of the first through hole 2 of the PCa pillar 1. Further, as shown by an arrow B, the grout material can be filled from one side or both sides of the main reinforcement through-hole 6 of the PCa beam 4 to reach the second through-hole 3. At that time, the grout material is also injected into the shearing force transmitting means 7 to complete the shearing force transmitting means 7.

しかる後に、PCa梁4の上面に配筋された梁上端主筋9へ、床配筋を施した上で後打ちコンクリート13(床コンクリートとも云う)を打設してPCa柱梁を一体的に接合する。
本発明のプレキャストコンクリート造柱梁の接合方法は、図1又は図3に示すようにPCa柱1が複数層の高さ或いは建物高さに形成されており、PCa梁4、4をPCa柱1の梁接合箇所へ順に接合する。したがって、1層毎に柱を鉛直方向に建物高さまで連結するという面倒な作業が低減され、作業効率が飛躍的に向上できる。
After that, floor reinforcement is applied to the beam upper main reinforcement 9 arranged on the upper surface of the PCa beam 4, and then the post-cast concrete 13 (also called floor concrete) is placed to integrally connect the PCa column beam. To do.
In the method for joining precast concrete column beams of the present invention, as shown in FIG. 1 or FIG. 3, the PCa columns 1 are formed in a plurality of layers or building heights, and the PCa beams 4 and 4 are connected to the PCa columns 1. Join the beam joints in order. Therefore, the troublesome work of connecting the pillars vertically to the building height for each layer is reduced, and the work efficiency can be dramatically improved.

上記の如く接合された柱梁間の応力伝達は、変形時においてPCa柱1から梁下端主筋8に加わる応力を梁下端主筋8の直上に配置されているPCa梁4内の下端主筋4bへ伝達させる事によって行われる。   The stress transmission between the columns and beams joined as described above transmits the stress applied from the PCa column 1 to the beam lower main bar 8 at the time of deformation to the lower main bar 4b in the PCa beam 4 arranged immediately above the beam lower main bar 8. Done by things.

因みに応力伝達能力は、ハンチ状段部5の軸方向の長さと比例しているため、高い応力伝達力が求められる場合にはハンチ状段部5を軸方向に長くすればよい。しかし、施工上ハンチ状段部5を極力短くして部材の取り合いを小さくすることが好ましい。そのため、図4に示すように梁下端主筋8の両端部に定着具11を取り付けて定着することが好適に実施される(請求項4記載の発明)。前記定着具11は例えばネジ材である。これは抜け止め程度のものでありプレストレスを加えるものではない。前記定着具11はPCa梁4の内方に向かって力が加えられるためその上面に配筋されている梁4の下端主筋4bへ応力が伝達されやすいのである。   Incidentally, since the stress transmission capability is proportional to the axial length of the hunch-like step portion 5, when a high stress transmission force is required, the hunch-like step portion 5 may be elongated in the axial direction. However, in terms of construction, it is preferable to shorten the haunch-like stepped portion 5 as much as possible to reduce the contact between members. For this reason, as shown in FIG. 4, it is preferable that the fixing tool 11 is attached to both ends of the beam lower end main reinforcement 8 for fixing (the invention according to claim 4). The fixing tool 11 is, for example, a screw material. This is a level of retaining and does not add prestress. Since the fixing tool 11 is applied with a force toward the inside of the PCa beam 4, stress is easily transmitted to the lower principal bar 4b of the beam 4 arranged on the upper surface thereof.

次に、請求項2に記載したプレキャストコンクリート造柱梁の接合方法について実施例3として説明する。本実施例も実施例1及び2と略同様の技術的思想に基づいており、以下、図面に基づいて説明する。
PCa柱10の梁接合箇所には、図5に示すように、梁上端主筋挿入用の第一貫通孔20を設け、同第一貫通孔20より下方位置に梁受け用のブラケット10a(顎)を柱と一体的に設けている。また、柱10は前記ブラケット10aとPCa柱1を水平方向に貫通する梁下端主筋挿入用の第二貫通孔30を設けている。
Next, a method for joining precast concrete column beams described in claim 2 will be described as a third embodiment. This embodiment is also based on the technical idea substantially the same as the first and second embodiments, and will be described below with reference to the drawings.
As shown in FIG. 5, a first through hole 20 for inserting a beam upper end main reinforcement is provided at a beam joint portion of the PCa column 10, and a beam receiving bracket 10 a (jaw) is positioned below the first through hole 20. Is integrated with the pillar. Further, the column 10 is provided with a second through hole 30 for inserting a beam lower end main reinforcing bar that penetrates the bracket 10a and the PCa column 1 in the horizontal direction.

PCa梁40には、実施例1と同様に上端主筋を持たないあばら筋40aの上部が露出する構成とされている。PCa柱10との接合端面部には前記ブラケット10aを梁成内に収める切り欠き部40cが形成されている。また、その下底面部にはハンチ状段部50を設け、同ハンチ状段部50の軸方向に後述する梁下端主筋80(図6参照)を貫通させる主筋通し孔60を設けている。   As in the first embodiment, the PCa beam 40 is configured such that the upper part of the stirrup 40a that does not have the upper principal bar is exposed. A notch 40c for accommodating the bracket 10a in the beam formation is formed on the end surface of the joint with the PCa column 10. Further, a haunch-shaped step portion 50 is provided on the lower bottom surface portion thereof, and a main bar through-hole 60 through which a beam lower end main bar 80 (see FIG. 6) described later is passed in the axial direction of the haunch-shaped step portion 50 is provided.

上記の構成とされたPCa梁40は、図6に示すように、前記切り欠き部40cをこれに対向する前記PCa柱10のブラケット10aと嵌め合わせ、PCa梁40のハンチ状段部50の主筋通し孔60をPCa柱10の第二貫通孔30と一致させる。因みに、実施例1と同様に柱10のブラケット10aの上面部と切り欠き部40cの上面部とが接触される位置に前記剪断力伝達手段70を取り付けても良い(図5、図6参照)。   As shown in FIG. 6, the PCa beam 40 configured as described above is configured such that the notch portion 40 c is fitted to the bracket 10 a of the PCa column 10 facing the notch portion 40, and the main bar of the hunch-like step portion 50 of the PCa beam 40. The through hole 60 is aligned with the second through hole 30 of the PCa pillar 10. Incidentally, the shearing force transmitting means 70 may be attached at a position where the upper surface portion of the bracket 10a of the column 10 and the upper surface portion of the notch 40c are in contact with each other as in the first embodiment (see FIGS. 5 and 6). .

そして、梁下端主筋80を前記ハンチ状段部50の主筋通し孔60の一端から差し入れPCa柱10の第二貫通孔30を横断し、他方に同様の構成で配置されているPCa梁40の主筋通し孔60へ差し入れて挿通する。また、梁上端主筋90はPCa梁40上面のあばら筋40a内に配筋し、PCa柱10の第一貫通孔20に差し入れて通し、他方に同様の構成で配置されているPCa梁40のあばら筋40a内に配筋して通す。   Then, the beam lower main bar 80 is inserted from one end of the main bar through hole 60 of the haunch-like stepped portion 50, traverses the second through hole 30 of the PCa column 10, and the other bar main bar of the PCa beam 40 arranged in the same configuration. Insert it through the through hole 60. Further, the beam upper main bar 90 is arranged in the rib 40a on the upper surface of the PCa beam 40, inserted into the first through hole 20 of the PCa column 10, and the other bar of the PCa beam 40 arranged in the same configuration. The bar is passed through the muscle 40a.

しかる後に、図3と同様にPCa柱10の第一貫通孔20、PCa梁40の主筋通し孔60及びPCa柱10の第二貫通孔30内へグラウト材をそれぞれ充填し、梁上端主筋90へ後打ちコンクリート130を打設してPCa柱梁を接合する。グラウト材の充填、後打ちコンクリート130の打設は上述したとおりである。
Thereafter, similar to FIG. 3, the grout material is filled into the first through hole 20 of the PCa column 10, the main through hole 60 of the PCa beam 40, and the second through hole 30 of the PCa column 10, respectively. Post-cast concrete 130 is placed to join the PCa column beams. The filling of the grout material and the placement of the post-cast concrete 130 are as described above.

また、図示することは省略したが、図4と同様に梁下端主筋80の両端に定着具11を取り付け定着してハンチ状段部50を軸方向に短くすることも好適に実施される。  Although not shown in the figure, it is also preferable that the fixing tool 11 is attached and fixed to both ends of the beam lower main bar 80 to shorten the haunch-like stepped portion 50 in the axial direction as in FIG.

上述した実施例は建物の中央部に配置される直交梁を接続する柱の場合について説明したが、本発明は建物の外周部位に配置される柱においても実施できる。以下のその点を図7A、図7Bに基づいて説明する。また、実施例1〜4の技術的思想と略同様であるためその相違点を中心に説明する。   Although the above-described embodiment has been described with respect to a column connecting orthogonal beams arranged in the center of a building, the present invention can also be implemented in a column arranged in an outer peripheral portion of a building. The following points will be described with reference to FIGS. 7A and 7B. Moreover, since it is substantially the same as the technical idea of Examples 1-4, it demonstrates centering on the difference.

図7Aに示す建物の外周部位に立設されたPCa柱1’には、第一貫通孔2’と第二貫通孔3’とが水平方向に設けられている。前記第一貫通孔2’と、第二貫通孔3’はそれぞれ、外壁面側の端部が幅広に形成されている。そして、図7Bに示すように、PCa柱1’との接合端面部に剪断力伝達手段7’を設けた上で、実施例1と同様に構成されたハンチ状段部5’の主筋通し孔6’とPCa柱1’の第二貫通孔3’とを一致させて梁下端主筋8を前記ハンチ状段部5’の主筋通し孔6’の一端から差し入れ、PCa柱1’の第二貫通孔3’を横断して通す。その後、前記第二貫通孔3’の外壁面側に形成された幅広の空間において、挿通された梁下端主筋8’の端部を定着具11’により固定する。前記定着具11’は上述したネジ材である。梁上端主筋9’も上述の如くあばら筋4a’内に配筋させ、第一貫通孔2’へ差し入れて通し、その端部を定着具11’により固定する。その後、第一貫通孔2’、第二貫通孔3’の外壁面側(矢印C)からグラウト材を充填させ、梁上面の梁上端主筋9’へ後打ちコンクリート13’を打設して柱梁を接合する。
A first through hole 2 ′ and a second through hole 3 ′ are provided in the horizontal direction on the PCa column 1 ′ standing on the outer peripheral portion of the building shown in FIG. 7A. Each of the first through hole 2 ′ and the second through hole 3 ′ has a wide end on the outer wall surface side. And as shown in FIG. 7B, after providing shearing force transmission means 7 'in the joint end surface part with PCa pillar 1', the main reinforcement through-hole of the haunch-like step part 5 'comprised similarly to Example 1 6 'and the 2nd through-hole 3' of PCa pillar 1 'are made to correspond, and beam lower end main reinforcement 8 ' is inserted from the end of main reinforcement penetration hole 6 'of said hunch-like step part 5', and 2nd of PCa pillar 1 'is inserted. Pass through the through-hole 3 '. Thereafter, in the wide space formed on the outer wall surface side of the second through-hole 3 ′, the end of the inserted beam lower end principal bar 8 ′ is fixed by the fixing tool 11 ′. The fixing tool 11 ′ is the screw material described above. The beam upper main bar 9 'is also arranged in the rib 4a' as described above, inserted into the first through hole 2 ', and its end is fixed by the fixing tool 11'. After that, grout material is filled from the outer wall surface side (arrow C) of the first through hole 2 ′ and the second through hole 3 ′, and post-cast concrete 13 ′ is placed on the beam upper main bar 9 ′ on the upper surface of the beam. Join the beams.

また、梁下端主筋8’の建物側の端部にも定着具12を取り付けてハンチ状段部5’の軸方向の長さを短くすることも好適に実施される。更に、図5、6及び実施例3、4で記載したブラケットを設ける接合方法も同様に実施できる。   In addition, it is also preferable that the fixing tool 12 is attached to the building-side end of the beam lower main bar 8 'to shorten the axial length of the haunch-shaped step 5'. Furthermore, the joining method which provides the bracket described in FIGS. 5 and 6 and Examples 3 and 4 can be similarly performed.

次に、実施例1、実施例2、実施例4に記載したプレキャストコンクリート造柱梁の接合方法の実用性を知るため、柱と梁を一体打ちしたときと、柱と梁を別々に作成した後両者を一体化したとき(実施例1、2、4と同様の方法)の強度と剛性を比較するべく十字型試験体による加力実験を実施した。つまり、試験体の柱には梁主筋用の貫通孔を設け、大梁の下底面部には下端主筋を後から挿入するハンチ状段部と主筋通し孔を設け、プレキャスト柱と大梁を仮設後にこれらの孔に主筋を配筋し、グラウト材等の充填をすることで柱梁接合した十字型試験体により実験した。その結果を図8に示す。   Next, in order to know the practicality of the joining method of the precast concrete column beam described in Example 1, Example 2, and Example 4, the column and the beam were separately created when the column and the beam were integrally hit. Then, a force test using a cross-shaped specimen was performed to compare the strength and rigidity when both were integrated (the same method as in Examples 1, 2, and 4). In other words, the column of the specimen is provided with a through hole for the main beam of the beam, the bottom bottom part of the main beam is provided with a hunch-like step part into which the lower main bar is inserted later, and the main bar through hole. An experiment was conducted using a cross-shaped specimen in which main bars were placed in the holes of the rods and filled with a grout material or the like. The result is shown in FIG.

図8Aに示すように、一体打ちしたもの(PH1)と、実施例1、2、4の柱梁をプレキャストとして後から一体化したもの(PH2〜PH4)の梁部材の強度は略同等である。また、図8Bに示すように、一体打ちしたもの(PH1)と、柱梁をプレキャストとして後から一体化したもの(PH2〜PH4)の梁部材の剛性も略同様である。
つまり、本発明のプレキャストコンクリート造柱梁の接合方法は一体打ちした構造とほぼ同様の構造性能を示すことが分かる。したがって、実施例1、2、4に記載した簡易な方法での柱梁の接合方法を実施しても強度、剛性等の構造性能に全く影響を及ぼさず積極的に実施できるのである。この結果は勿論他の実施例の実用性をも示すものである。
As shown in FIG. 8A, the strength of the beam member of the one that is integrally hit (PH1) and the one that is integrated later after pre-casting the column beams of Examples 1, 2, and 4 (PH2 to PH4) are substantially equal. . Further, as shown in FIG. 8B, the rigidity of the beam members of the one that is integrally hit (PH1) and the one that is integrated later after pre-casting the column beam (PH2 to PH4) are substantially the same.
In other words, it can be seen that the method for joining precast concrete column beams of the present invention exhibits substantially the same structural performance as that of a united structure. Therefore, even if the column beam joining method by the simple method described in the first, second, and fourth embodiments is performed, it can be carried out positively without affecting the structural performance such as strength and rigidity. This result naturally shows the practicality of other embodiments.

以上に実施形態を図面に基づいて説明したが、本発明は、図示例の実施形態の限りではなく、その技術的思想を逸脱しない範囲において、当業者が通常に行う設計変更、応用のバリエーションの範囲を含むことを念のために付言する   The embodiments have been described with reference to the drawings. However, the present invention is not limited to the illustrated embodiments, and design modifications and application variations that are usually made by those skilled in the art are within the scope of the technical idea of the invention. Add a note to include the scope

本発明に係る柱と梁の接合前の状態を示した立面図である。It is the elevation which showed the state before joining of the pillar and beam concerning the present invention. 主筋通し孔及び剪断力伝達手段の具体例を示す側面図である。It is a side view which shows the specific example of a main reinforcement through-hole and a shearing force transmission means. 本発明に係るプレキャストコンクリート造柱梁の接合方法の概略を示した立面図である。It is the elevation which showed the outline of the joining method of the precast concrete column beam which concerns on this invention. 梁下端主筋の両端部に定着具を取り付けた一例を示す立面図であるIt is an elevational view showing an example in which a fixing tool is attached to both ends of the beam bottom main bar. 本発明の実施例3における柱と梁の接合前の状態を示した立面図である。It is the elevation which showed the state before joining of the pillar and beam in Example 3 of this invention. 本発明の実施例3のプレキャストコンクリート造柱梁の接合方法の概略を示す立面図である。It is an elevation which shows the outline of the joining method of the precast concrete column beam of Example 3 of this invention. A、Bは本発明を建物の外周部位の柱に実施する概念を示した立面図である。A and B are elevation views showing the concept of carrying out the present invention on the pillars of the outer peripheral part of the building. A、Bは十字型試験体による加力実験の結果を示したグラフである。A and B are graphs showing the results of a force test using a cross-shaped specimen. 従来のプレキャストコンクリート構造物における柱と梁の接合方法の概略を示した立面図である。It is the elevation which showed the outline of the joining method of the pillar and beam in the conventional precast concrete structure.

符号の説明Explanation of symbols

1、1’、10 柱
2、2’、20 第一貫通孔
3、3’、30 第二貫通孔
4、4’、40 梁
4a、4a’、40a あばら筋
5、5’、50 ハンチ状段部
6、6’、60 主筋通し孔
7、7’、70 剪断力伝達手段
8、8’、80 梁下端主筋
9、9’、90 梁上端主筋
1, 1 ', 10 pillars 2, 2', 20 first through hole 3, 3 ', 30 second through hole 4, 4', 40 beam 4a, 4a ', 40a stirrup 5, 5', 50 haunch shape Step 6, 6 ', 60 Main bar through hole 7, 7', 70 Shear force transmission means 8, 8 ', 80 Beam lower bar 9, 9', 90 Beam upper bar

Claims (6)

プレキャストコンクリート造柱へプレキャストコンクリート造梁を接合する方法において、
プレキャストコンクリート造柱の梁接合位置に梁上端主筋挿入用の第一貫通孔及び梁下端主筋挿入用の第二貫通孔をそれぞれ水平方向に設け、
プレキャストコンクリート造梁は、上端主筋を持たないあばら筋の上部を露出させ、プレキャストコンクリート造柱との接合端部の下底面部にハンチ状段部を設け、前記ハンチ状段部の梁軸方向に梁下端主筋を貫通させる主筋通し孔を設けた構成とし、
前記プレキャストコンクリート造梁におけるプレキャストコンクリート造柱との接合端面部に剪断力伝達手段を設け、
前記プレキャストコンクリート造梁は、ハンチ状段部の主筋通し孔をプレキャストコンクリート造柱の第二貫通孔と一致させて同主筋通し孔と第二貫通孔へ梁下端主筋を通し、同主筋通し孔と第二貫通孔へグラウト材を注入して固めること
及び梁上端主筋を前記あばら筋内へ配筋した上でプレキャストコンクリート造柱の第一貫通孔へ通し、同第一貫通孔中へもグラウト材を注入して固めることによって相対峙するプレキャストコンクリート造柱とプレキャストコンクリート造梁との連結を行い、
前記せん断力伝達手段へもグラウト材を充填し固めて剪断力伝達手段を完成し、
しかる後に、プレキャストコンクリート造梁の上面のあばら筋及び梁上端主筋へ後打ちコンクリートを打設して前記プレキャストコンクリート造柱とプレキャストコンクリート造梁とを一体化することを特徴とする、プレキャストコンクリート造柱梁の接合方法。
In a method of joining a precast concrete beam to a precast concrete column,
A first through hole for inserting the beam upper main bar and a second through hole for inserting the beam lower main bar are provided in the horizontal direction at the beam joint position of the precast concrete column, respectively.
The precast concrete beam exposes the upper part of the stirrup that does not have the top main bar, and provides a haunch-like step on the bottom surface of the joint end with the precast concrete column, in the beam axis direction of the haunch-like step The main bar through hole that penetrates the beam lower bar main bar is provided,
A shearing force transmitting means is provided at a joint end surface portion with the precast concrete column in the precast concrete beam,
In the precast concrete beam, the main bar through hole of the haunch-shaped step portion is made to coincide with the second through hole of the precast concrete column, and the lower main bar of the beam is passed through the main bar through hole and the second through hole. to solidify by injecting grout into the second through hole,
And beams the upper main reinforcement through the first through hole of the precast concrete Concrete Columns on that Haisuji into the rib in muscle, Precast Concrete which faced each other by solidifying by injecting grout even in the same first through hole in Connect the columns and precast concrete beams,
The shear force transmitting means is filled with grout material and hardened to complete the shear force transmitting means.
After that, the precast concrete column is characterized in that the precast concrete column and the precast concrete beam are integrated by placing post-cast concrete on the stirrup on the upper surface of the precast concrete beam and the main upper end of the beam. Beam joining method.
プレキャストコンクリート造柱へプレキャストコンクリート造梁を接合する方法において、
プレキャストコンクリート造柱の梁接合位置に梁上端主筋挿入用の第一貫通孔を設け、同第一貫通孔より下方位置に梁受け用のブラケットを設け、同ブラケット及びプレキャストコンクリート造柱を水平方向に貫通する梁下端主筋挿入用の第二貫通孔を設け、
プレキャストコンクリート造梁は、上端主筋を持たないあばら筋の上部を露出させ、プレキャストコンクリート造柱との接合端面部に前記ブラケットをプレキャストコンクリート造梁の梁成内に収める切り欠き部を形成すると共に、梁下底面部にハンチ状段部を設け、同ハンチ状段部の梁軸方向に梁下端主筋を貫通させる主筋通し孔を設けた構成とし、
前記プレキャストコンクリート造梁は、切り欠き部をプレキャストコンクリート造柱のブラケットへ嵌め合わせ、ハンチ状段部の主筋通し孔をプレキャストコンクリート造柱の第二貫通孔と一致させ、同主筋通し孔と第二貫通孔へ梁下端主筋を通し、同主筋通し孔と第二貫通孔へグラウト材を注入して固めること、
及び梁上端主筋を前記あばら筋内へ配筋して、同梁上端主筋をプレキャストコンクリート造柱の第一貫通孔へ通し、同第一貫通孔へもグラウト材を注入して固めることによって相対峙するプレキャストコンクリート造柱とプレキャストコンクリート造梁との連結を行い、
しかる後に、プレキャストコンクリート造梁の上面のあばら筋及び梁上端主筋へ後打ちコンクリートを打設して前記プレキャストコンクリート造柱とプレキャストコンクリート造梁とを一体化することを特徴とする、プレキャストコンクリート造柱梁の接合方法。
In a method of joining a precast concrete beam to a precast concrete column,
A first through hole for inserting the beam upper main bar is provided at the beam joint position of the precast concrete column, a bracket for receiving the beam is provided below the first through hole, and the bracket and the precast concrete column are placed horizontally. Provide a second through-hole for inserting the bottom main beam of the beam to penetrate,
The precast concrete beam exposes the upper part of the stirrup that does not have the top main bar, and forms a notch that fits the bracket in the beam structure of the precast concrete beam at the joint end surface with the precast concrete column, A configuration in which a hunch-like step portion is provided on the bottom surface of the beam, and a main bar through-hole that penetrates the beam bottom main reinforcement in the beam axis direction of the hunch-like step portion is provided,
In the precast concrete beam, the notch is fitted to the bracket of the precast concrete column, the main reinforcement through hole of the hunch-shaped step portion is aligned with the second through hole of the precast concrete column, Passing the beam bottom main bar through the through hole, injecting and hardening grout material into the main bar through hole and the second through hole ,
And by Haisuji the beam upper main reinforcement to the rib in muscle, the same beam upper main reinforcement through the first through hole of the precast concrete Concrete Columns, opposed phase by solidifying by injecting grout even in the same first through hole Connecting the precast concrete pillars to the precast concrete beams,
After that, the precast concrete column is characterized in that the precast concrete column and the precast concrete beam are integrated by placing post-cast concrete on the stirrup on the upper surface of the precast concrete beam and the main upper end of the beam. Beam joining method.
プレキャストコンクリート造柱の貫通孔及びハンチ状段部の主筋通し孔は、シース管で形成することを特徴とする、請求項1又は2に記載したプレキャストコンクリート造柱梁の接合方法。   The method for joining precast concrete column beams according to claim 1 or 2, wherein the through hole of the precast concrete column and the main reinforcement through hole of the hunch-shaped step portion are formed by a sheath tube. 梁下端主筋はその端部に定着具を設けて定着することを特徴とする、請求項1又は2に記載したプレキャストコンクリート造柱梁の接合方法。   The method of joining precast concrete column beams according to claim 1 or 2, wherein the beam lower main bar is fixed by providing a fixing tool at an end thereof. 剪断力伝達手段は、グラウト材を注入し固めて形成するコッターであ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造柱梁の接合方法。 2. The method of joining precast concrete column beams according to claim 1, wherein the shearing force transmitting means is a cotter formed by injecting and hardening a grout material. プレキャストコンクリート造柱は複数層の高さに形成されることを特徴とする、請求項1又は2に記載したプレキャストコンクリート造柱梁の接合方法。   The method for joining precast concrete column beams according to claim 1 or 2, wherein the precast concrete column is formed in a plurality of layers.
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