JP2004270377A - Column-beam preassembled reinforcement body, and preassembled reinforcement method using the same - Google Patents

Column-beam preassembled reinforcement body, and preassembled reinforcement method using the same Download PDF

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JP2004270377A
JP2004270377A JP2003065174A JP2003065174A JP2004270377A JP 2004270377 A JP2004270377 A JP 2004270377A JP 2003065174 A JP2003065174 A JP 2003065174A JP 2003065174 A JP2003065174 A JP 2003065174A JP 2004270377 A JP2004270377 A JP 2004270377A
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Japan
Prior art keywords
column
reinforcement
bar
main
reinforced
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JP2003065174A
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Japanese (ja)
Inventor
Masaki Kumagai
正樹 熊谷
Satoshi Hamaguchi
智 浜口
Kaoru Sasaki
馨 佐々木
Mamoru Hasegawa
守 長谷川
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Haseko Corp
株式会社長谷工コーポレーション
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a column-beam preassembled reinforcement body and a preassembled reinforcement method using the same for performing beam reinforcement assembling work in a low position without forming a pit for column reinforcement insertion and dispensing with timbering for horizontally holding beam reinforcements to support them from the floor of a working story with little flexure caused by the own weight of the beam reinforcements. <P>SOLUTION: This column-beam preassembled reinforcement body A is composed of a lateral pair of vertical column reinforcements 8 comprising a column main reinforcement group 7 of one-story length and hoops 6, and horizontal beam reinforcements 3 comprising a beam main reinforcement group 1 laid between both column reinforcements, and stirrups 2, wherein an upper column reinforcement part 8a, projected upward from the upper end of the beam reinforcement, of the column reinforcement is made longer than a lower column reinforcement part 8b projected downward from the lower end of the beam reinforcement, and a part close to the upper end of the upper column reinforcement part is connected to the upper end of the beam reinforcement by a temporary oblique support 9. The column-beam preassembled reinforcement body A is hung into a building construction position to perform joining between the column main reinforcement group 7 and a preconstructed column main, and between the beam main reinforcement group 1 and a preconstructed beam main reinforcement group. <P>COPYRIGHT: (C)2004,JPO&NCIPI

Description

【0001】
【発明の属する技術分野】
本発明は、柱梁先組鉄筋体とそれを用いた先組鉄筋工法に関するものである。
【0002】
【従来の技術】
【特許文献1】
特公平6−86770号公報
【特許文献2】
特許第3324807号公報
【0003】
近年、RC造建物の高層化に伴い、柱梁等の部材断面が大きくなり、これに用いられる鉄筋も太径で、配筋量も多くなっている。一方で、労務の高齢化、熟練工の不足が建築業界の課題となっている。そのため、柱梁等を先組ユニット化する工業化工法、例えば、建物構築位置の近くに設けられた鉄筋組立作業エリヤにおいて、1層分の長さの柱主筋群とその外周に巻き付け固定されたフープ筋とから成る左右一対の垂直な柱筋と、両柱筋に、当該柱筋を貫通した状態に架設された梁主筋群とその外周に巻き付け固定されたスターラップ筋とから成る水平な梁筋とで構成された柱梁先組鉄筋体を組み立て、これを揚重機で建物構築位置に吊り込む先組鉄筋工法が採用されるケースが多い。
【0004】
しかしながら、先組鉄筋工法を採用した場合、鉄筋組立作業エリヤで柱主筋群を垂直に立てた状態で鉄筋の組立作業を行うと、梁筋の組立が高い位置で行われることになり、大規模な足場が必要になる他、高所での作業量が多いため、作業能率が悪いばかりでなく、安全上、問題がある。
【0005】
このような問題の解決を意図して、上記特許文献1(特公平6−86770号公報)や特許文献2(特許第3324807号公報)に記載の発明が提案されている。これらの従来例によれば、何れも、梁筋の組立作業を地面近くの低位置で行える利点があるが、前者の従来例においては、作業床に柱筋挿入用のピットを形成しなければならないという問題点があり、後者の従来例においては、梁筋が柱筋に対して一定範囲内で上下移動自在に支持された柱梁先組鉄筋体(言わば半製品の柱梁先組鉄筋体)を建物構築位置(建物施工階)に吊り込み、柱筋の接合後、フープ筋の一部を柱主筋群に巻き付け固定することが必要であり、柱梁先組鉄筋体に対する建物施工階での配筋作業が残っているため、速やかに後工程へと進むことができないという問題点があった。
【0006】
殊に、上記の両従来例においては、何れも、建物施工階に吊り込んだ柱梁先組鉄筋体の取付け時に、梁筋を水平に保持することが必要とされ、梁筋を作業階の床から支保工(サポート)で支えて、梁筋の水平保持を行っている。従って、この梁筋水平保持の支保工が型枠組立工事の邪魔になり、型枠工事の作業性を低下させるばかりでなく、梁筋水平保持の支保工を介して作業階のスラブコンクリート(若材齢のスラブコンクリート)に梁筋の荷重がかかり、サポート設置作業等による震動が生じたりするので、コンクリート強度発現上、好ましくないといった問題点があった。
【0007】
【発明が解決しようとする課題】
本発明は、上記の問題点を考慮に入れてなされたものであって、その目的とするところは、柱筋挿入用のピットを形成することなしに、梁筋の組立作業を低位置で行え、しかも、梁筋の自重による撓み量が少なくて、作業階の床から梁筋を支える梁筋水平保持のための支保工が不要になる柱梁先組鉄筋体とそれを用いた先組鉄筋工法を提供するにある。
【0008】
【課題を解決するための手段】
上記の課題を解決するために、本発明が講じた技術的手段は、次のとおりである。即ち、請求項1に記載の発明による柱梁先組鉄筋体は、1層分の長さの柱主筋群とその外周に巻き付け固定されたフープ筋とから成る左右一対の垂直な柱筋と、両柱筋を貫通した状態に両柱筋に架設された梁主筋群とその外周に巻き付け固定されたスターラップ筋とから成る水平な梁筋とで横向きキ字形に構成され、柱筋の梁筋上端から上方へ突出する上側柱筋部分を、梁筋下端から下方へ突出する下側柱筋部分よりも長くし、上側柱筋部分の上端近傍部と梁筋上端とを仮設の斜めサポートで連結したことを特徴としている。
【0009】
請求項2に記載の発明による柱梁先組鉄筋体は、1層分の長さの柱主筋群とその外周に巻き付け固定されたフープ筋とから成る1本の垂直な柱筋と、当該柱筋を貫通した状態に柱筋に架設された梁主筋群とその外周に巻き付け固定されたスターラップ筋とから成る水平な梁筋とで十字形に構成され、柱筋の梁筋上端から上方へ突出する上側柱筋部分を、梁筋下端から下方へ突出する下側柱筋部分よりも長くし、上側柱筋部分の上端近傍部と梁筋上端とを仮設の斜めサポートで連結したことを特徴としている。
【0010】請求項3に記載の発明による先組鉄筋工法は、建物構築位置以外の場所で、請求項1又は2に記載の柱梁先組鉄筋体を組み立て、この柱梁先組鉄筋体を建物構築位置に吊り込み、前記柱主筋群と先行して施工された柱主筋群との接合及び前記梁主筋群と先行して施工された梁主筋群との接合を行うことを特徴としている。
【0011】
上記の構成によれば、柱主筋群の外周に必要量のフープ筋が巻き付け固定された殆ど完全な柱梁先組鉄筋体であるから、継手部以外には施工階でフープ筋を巻き付け固定する作業が無く、柱梁先組鉄筋体を接合したら、速やかに後工程の作業に取りかかることができ、それでいて、1層分の長さに設定された柱筋のうち、梁筋上端から上方へ突出する上側柱筋部分を、梁筋下端から下方へ突出する下側柱筋部分よりも長くしたので、換言すれば、一般的な柱梁先組鉄筋体とは、逆に、階高に相当する長さの柱筋の梁筋下端から下方へ突出する下側柱筋部分が、柱筋の梁筋上端から上方へ突出する上側柱筋部分より短いので、地面に柱筋挿入用のピットを形成することなく、梁筋の組立作業を低位置で行えることになる。
【0012】
殊に、柱筋のうち、梁筋上端から上方へ突出する上側柱筋部分が長いので、上側柱筋部分の上端近傍部と梁筋上端とを連結する斜めサポートの角度を十分にとることができ、これによって梁筋の自重による撓み量を少なくできる。即ち、上側柱筋部分の梁筋上端からの突出高さが低いと、上側柱筋部分の上端近傍部と梁筋上端とを斜めサポートで連結しても、斜めサポートが水平に近い傾斜角度となり、梁の撓み防止の役目を果たし得ないし、斜めサポートを急角度にするために、斜めサポートの下端を梁筋下端に連結すれば、梁主筋群やスターラップ筋が邪魔になって、梁筋下端に対する斜めサポートの連結作業や取外し作業が面倒であり、型枠工事後、斜めサポートを取り外す場合には、梁の側型枠も邪魔になるため、一層面倒である。
【0013】
この点、上記の構成によれば、上側柱筋部分の梁筋上端からの突出高さが高いので、斜めサポートの下端を梁筋上端に連結しても、斜めサポートを急角度にすることができるのであり、従って、斜めサポートによる梁のサポート機能が十分に発揮されると共に、梁筋に対する斜めサポートの連結作業や取外し作業を容易に行える利点がある。
【0014】
また、斜めサポートによる梁のサポート機能が十分に発揮されるため、梁筋が自重で撓む量が少なくなる。従って、作業階の床から梁筋を支える梁筋水平保持のための支保工が不要になり、若材齢のスラブコンクリートの強度発現に悪影響を与える虞がない。
【0015】
【発明の実施の形態】
本発明に係る柱梁先組鉄筋体Aとそれを用いた先組鉄筋工法を例示図に基づいて説明すると、図1の(A)に示すように、建物構築位置の近くに設けられた鉄筋組立作業エリヤにおいて、先ず、2スパン分の長さ(図示の例では、1スパン分の長さの梁主筋を継ぎ足して2スパン分としている。)を有する梁主筋群1とその外周に巻き付け固定したスターラップ筋2とから成る水平な梁筋3を組み立てる。この作業は、作業床4に背の低い架台5を設置し、架台5に梁の上端主筋を支持させ、上端主筋にスターラップ筋2を介して下端主筋を支持させることにより、作業床4に柱筋挿入用ピットを形成することなく低位置で行なわれる。柱筋組立位置に対応する梁筋3の直下には、夫々、フープ筋6を設置する。
【0016】
しかる後、図1の(B)に示すように、柱筋組立位置の上に位置決めした1層分の長さの柱主筋群7とその外周に巻き付け固定したフープ筋6とから成る左右一対の垂直な柱筋8を組み立てると共に、両柱筋8と架台5で支持されている梁筋3とを番線で結束する等して互いに連結し、梁筋3を左右の柱筋8に、当該柱筋8を貫通した状態に架設する。梁筋3は低位置に架設されているので、図1の(B)に示すように、柱筋8の梁筋3上端から上方へ突出する上側柱筋部分8aの長さLは、梁筋3下端から下方へ突出する下側柱筋部分8bの長さLよりも長くなる。
【0017】
尚、上側柱筋部分8aの長さLは、柱筋8の接合部の高さが柱内法寸法(梁上端と梁下端の距離)の1/2以上になる範囲で任意に設定できる。図示の例では、上側柱筋部分8aの長さLが1500mm程度、下側柱筋部分8bの長さLが560mm程度、梁筋3の上下幅Lが900mm程度に設定されている。梁作業床4は、柱主筋群7の位置出しができるように、捨てコンクリートで整地してある。図示しないが、作業床4には、柱主筋の下端部を挿入する位置決め用孔が形成された合板製テンプレートを設置して、柱主筋群7の位置決めを行うことが、柱筋組立作業の能率化を図る点で望ましい。
【0018】
しかる後、図1の(C)に示すように、上側柱筋部分8aの上端近傍部と梁筋3上端とを仮設の斜めサポート9で連結して、横向きキ字形の柱梁先組鉄筋体Aを完成する。斜めサポート9としては、ターンバックル9a付きのものが使用される。斜めサポート9の下端は、梁の上端主筋、スターラップ筋2の何れに連結してもよい。また、斜めサポート9による梁筋上端の支持(斜めサポート9と梁筋3上端との連結)は、梁内法寸法の略1/4程度の位置で行われるようにすることが望ましい。斜めサポート9の上端は、柱主筋、フープ筋の何れに連結してもよい。何れの場合も、図示のように、柱筋8の両側に斜めサポート9を設置することにより、本設のフープ筋が引張材となり、引張補強を行うための仮設材が不要になる利点がある。
【0019】
次に、図1の(D)〜図2の(A),(B),(C)に示すように、柱梁先組鉄筋体Aを揚重機(図示せず)で建物構築位置に吊り込む。揚重機による吊込みは、図1の(D)、図2の(B)に示すように、トラバーサー10に複数本の吊ロープ11で吊り下げ支持させて行われる。上側柱筋部分8aの上端近傍部とトラバーサー10とを転倒防止用ロープ11aで連結する場合は、図1の(C)に示したように、柱梁先組鉄筋体Aを組み立てた時点で、左右の柱筋8の上側柱筋部分間に、命綱を係止するための親綱12を張り渡しておき、トラバーサー10を分離する際、梁筋3に載った作業員が、命綱で安全を確保しながら転倒防止用ロープ11aを上側柱筋部分8aから外せるようにする。また、梁筋3の両端側に夫々介しゃくロープ13を取り付けておき、図2の(B)に示すように、作業員が介しゃくロープ13で誘導しながら柱梁先組鉄筋体Aを吊り込むことが望ましい。
【0020】
しかる後、図2の(C)に示すように、柱梁先組鉄筋体Aの柱主筋群7と先行して施工された柱主筋群7との接合及び前記梁主筋群1と先行して施工された梁主筋群1との接合を行う。接合手段としては、柱主筋や梁主筋の軸芯方向への移動や軸芯周りでの回転を行わずに接合できるネジ式カップラー、グラウト式カップラー等が使用される。
【0021】
尚、型枠工事の際、梁の底型枠に不要な梁荷重がかかると型枠工事がしにくいので、斜めサポート9は、梁筋3が設計上の梁レベルより少し上に位置するように緊張させておくほうが望ましい。そして、斜めサポート9は、コンクリート打設前に行われる梁の底型枠の施工レベルチェック時までに取り外せばよい。
【0022】
上記の構成によれば、柱主筋群7の外周に必要量のフープ筋6が巻き付け固定された殆ど完全な柱梁先組鉄筋体Aであるから、継手部以外には施工階でフープ筋6を巻き付け固定する作業が無く、柱梁先組鉄筋体Aを接合したら、速やかに後工程の作業に取りかかることができる。
【0023】
それでいて、1層分の長さに設定された柱筋8のうち、梁筋3上端から上方へ突出する上側柱筋部分8aを、梁筋3下端から下方へ突出する下側柱筋部分8bよりも長くしたので、下側柱筋部分8bが短くなり、地面に柱筋挿入用のピットを形成することなく、梁筋3の組立作業を低位置で行えることになる。
【0024】
殊に、柱筋8のうち、梁筋3上端から上方へ突出する上側柱筋部分8aが長いので、上側柱筋部分8aの上端近傍部と梁筋3上端とを連結する斜めサポート9の角度を十分にとることができ、これによって梁筋の自重による撓み量を少なくできるので、作業階の床から梁筋3を支える梁筋水平保持のための支保工が不要になり、若材齢のスラブコンクリートの強度発現に悪影響を与える虞がなく、しかも、斜めサポート9の下端を梁筋3上端に連結するため、梁筋3に対する斜めサポート9の連結作業や取外し作業を容易に行えるのである。
【0025】
図3は本発明に係る柱梁先組鉄筋体Aを模式的に例示したものである。即ち、図3の(A)は、図1、図2で説明したとおり、2スパンの梁鉄筋3と2本の柱筋8とで構成された横向きキ字形の柱梁先組鉄筋体Aを模式的に示したもので、9は斜めサポート、丸印aはジョイント部を示している。
【0026】
図3の(B)は、1スパンの梁鉄筋3と1本の柱筋8とで構成された十字形の柱梁先組鉄筋体A、つまり、1層分の長さの柱主筋群とその外周に巻き付け固定されたフープ筋とから成る1本の垂直な柱筋8と、当該柱筋8を貫通した状態に柱筋8に架設された梁主筋群とその外周に巻き付け固定されたスターラップ筋とから成る水平な梁筋3とで十字形に構成され、柱筋8の梁筋3上端から上方へ突出する上側柱筋部分を、梁筋下端から下方へ突出する下側柱筋部分よりも長くし、上側柱筋部分の上端近傍部と梁筋上端とを仮設の斜めサポート9で連結した柱梁先組鉄筋体Aを模式的に示したものである。
【0027】
図3の(C)は、住棟の妻側に採用されるト字形の柱梁先組鉄筋体Aを模式的に示したものである。これら三種類の柱梁先組鉄筋体Aは、施工の際、物件の柱の本数に応じて柱梁先組鉄筋体Aを割り付ける場合に組み合わせて使用される。
【0028】
【発明の効果】
本発明は、上述した構成よりなるため、柱筋挿入用のピットを形成することなしに、梁筋の組立作業を低位置で行え、しかも、梁筋の自重による撓み量が少なくて、作業階の床から梁筋を支える梁筋水平保持のための支保工が不要になる等の効果がある。
【図面の簡単な説明】
【図1】本発明に係る柱梁先組鉄筋体とそれを用いた先組鉄筋工法を説明する概略側面図である。
【図2】本発明に係る柱梁先組鉄筋体とそれを用いた先組鉄筋工法を説明する概略側面図である。
【図3】本発明に係る柱梁先組鉄筋体を模式的に例示した図である。
【符号の説明】
A…柱梁先組鉄筋体、3…梁筋、8…柱筋、8a…上側柱筋部分、8b…下側柱筋部分、9…斜めサポート。
[0001]
TECHNICAL FIELD OF THE INVENTION
TECHNICAL FIELD The present invention relates to a post-reinforcing bar reinforced body and a pre-assembled reinforcing bar method using the same.
[0002]
[Prior art]
[Patent Document 1]
Japanese Patent Publication No. 6-86770 [Patent Document 2]
Japanese Patent No. 3324807
In recent years, with the rise of RC buildings, the cross sections of members such as columns and beams have become large, and the reinforcing bars used for these have large diameters and the amount of reinforcement has also increased. On the other hand, the aging of labor and the shortage of skilled workers are issues in the construction industry. For this reason, in the industrialization method for pre-assembly of columns and beams, for example, in a rebar assembling work area provided near a building construction position, a main bar group having a length of one layer and a hoop wrapped around the outer periphery thereof are fixed. A horizontal beam bar composed of a pair of right and left vertical column bars composed of reinforcing bars, a beam main bar group erected around both column bars in a state penetrating the column bar, and a stirrup bar wound around the outer periphery thereof and fixed. In many cases, a pre-assembled rebar construction method is employed in which a post-reinforced rebar body composed of (1) and (2) is assembled, and this is suspended at a building construction position by a hoist.
[0004]
However, if the pre-assembled rebar construction method is adopted, if rebar assembly work is performed with the column main reinforcement group standing upright in the rebar assembly work area, beam rebar assembly will be performed at a high position, and large scale In addition to the need for a high scaffold, the amount of work at high places is large, so that not only the work efficiency is poor but also there is a problem in safety.
[0005]
With the intention of solving such a problem, the inventions described in Patent Document 1 (Japanese Patent Publication No. 6-86770) and Patent Document 2 (Japanese Patent No. 3324807) have been proposed. According to these conventional examples, there is an advantage that the assembling work of the beam reinforcement can be performed at a low position near the ground, but in the former conventional example, unless a pit for inserting the column reinforcement is formed on the work floor. In the latter conventional example, there is a problem that the beam reinforcement is vertically movable within a certain range with respect to the column reinforcement. ) Is hung at the building construction position (building construction floor), and after joining the column reinforcement, it is necessary to wrap a part of the hoop reinforcement around the column main reinforcement group and fix it. Therefore, there is a problem that it is not possible to immediately proceed to the subsequent process because the rebar arrangement work remains.
[0006]
In particular, in both of the above-mentioned conventional examples, it is necessary to hold the beam reinforcement horizontally at the time of mounting the post-reinforced steel bar suspended on the building construction floor. The beam is supported horizontally from the floor with supports. Therefore, the support for horizontal beam reinforcement hinders the formwork assembling work, which not only reduces the workability of the formwork construction, but also reduces the workability of the formwork. Since the load of the beam reinforcement is applied to the slab concrete of the age, vibration may occur due to support installation work or the like, and there is a problem that it is not preferable in terms of concrete strength.
[0007]
[Problems to be solved by the invention]
The present invention has been made in consideration of the above-described problems, and has as its object the ability to perform beam bar assembly work at a low position without forming a pit for inserting a column bar. In addition, the amount of deflection due to the weight of the beam rebar is small, and it is not necessary to support the beam rebar supporting the beam rebar from the floor of the work floor. To provide a construction method.
[0008]
[Means for Solving the Problems]
The technical measures taken by the present invention to solve the above-mentioned problems are as follows. That is, a pair of right and left vertical column bars composed of a column main bar group having a length of one layer and a hoop bar wrapped around the outer periphery thereof, It is composed of a horizontal beam consisting of a main beam group laid on the both pillars in a state penetrating both pillars and a stirrup wound around the outer periphery thereof, and is formed in a laterally K-shape. The upper column that protrudes upward from the upper end is longer than the lower column that protrudes downward from the lower end of the beam, and the vicinity of the upper end of the upper column and the upper end of the beam are connected with a temporary diagonal support. It is characterized by doing.
[0009]
According to the second aspect of the present invention, there is provided a column-reinforced steel bar body including one vertical column bar composed of a column main bar group having a length of one layer and a hoop bar wound and fixed around the outer periphery thereof. It is formed in a cross shape by a horizontal beam bar consisting of a beam main bar group erected on the column bar while penetrating the bar and a stirrup bar wrapped around the outer periphery, and upward from the beam bar upper end of the column bar. The protruding upper column is longer than the lower column that protrudes downward from the lower end of the beam, and the upper column near the upper end and the upper end of the beam are connected by a temporary diagonal support. And
According to a third aspect of the present invention, there is provided a pre-assembled rebar according to the first or second aspect, which comprises assembling the post-reinforcement body at a location other than the building construction position. The method is characterized in that it is suspended at a building construction position, and the column main bar group and the previously constructed column main bar group are joined, and the beam main bar group and the beam main bar group previously constructed are joined.
[0011]
According to the above configuration, since the required amount of hoop reinforcement is wound and fixed on the outer periphery of the column main reinforcement group, it is an almost complete column-beam pre-assembled rebar body. If there is no work and the beam-to-column reinforced body is joined, the work in the post-process can be started immediately, and yet, of the column bars set to the length of one layer, project upward from the top of the beam bars The upper column reinforcement that is made longer than the lower column reinforcement that protrudes downward from the lower end of the beam reinforcement, in other words, is equivalent to the floor height, in contrast to a general column-reinforced reinforced body. Since the lower column that projects downward from the lower end of the beam bar of the length is shorter than the upper column that protrudes upward from the upper end of the beam bar, a pit is formed on the ground for inserting column beams. Without doing this, the beam reinforcing work can be performed at a low position.
[0012]
In particular, since the upper column portion of the column reinforcement projecting upward from the upper end of the beam reinforcement is long, the angle of the oblique support connecting the vicinity of the upper end of the upper column reinforcement and the upper end of the beam reinforcement can be sufficiently set. Therefore, the amount of deflection of the beam reinforcement due to its own weight can be reduced. That is, if the height of the upper column reinforcement portion protruding from the upper end of the beam reinforcement is low, even if the vicinity of the upper end of the upper column reinforcement portion and the upper end of the beam reinforcement are connected by the diagonal support, the diagonal support has a nearly horizontal inclination angle. However, if the lower end of the diagonal support is connected to the lower end of the beam streak in order to stabilize the diagonal support, the beam main stirrups and stirrup streaks become obstructive, The connection work and the removal work of the diagonal support to the lower end are troublesome, and when the diagonal support is removed after the formwork construction, the side formwork of the beam becomes an obstacle, so that it is further troublesome.
[0013]
In this regard, according to the above configuration, the projecting height of the upper column reinforcement portion from the upper end of the beam reinforcement is high, so that even when the lower end of the diagonal support is connected to the upper end of the beam reinforcement, the angle of the diagonal support can be steep. Therefore, there is an advantage that the support function of the beam by the diagonal support is sufficiently exhibited, and the operation of connecting and detaching the diagonal support to and from the beam reinforcement can be easily performed.
[0014]
In addition, since the support function of the beam by the diagonal support is sufficiently exerted, the amount of bending of the beam reinforcement by its own weight is reduced. Therefore, there is no need to provide a support for horizontally maintaining the beam reinforcement supporting the beam reinforcement from the floor of the working floor, and there is no possibility that the strength development of the slab concrete of the young age is adversely affected.
[0015]
BEST MODE FOR CARRYING OUT THE INVENTION
The column-beam pre-assembled rebar body A and the pre-assembled rebar construction method using the same according to the present invention will be described with reference to an exemplary diagram. As shown in FIG. 1A, a rebar provided near a building construction position is shown. In the assembling work area, first, a beam main reinforcing bar group 1 having a length of two spans (in the illustrated example, a beam main reinforcing bar having a length of one span is added to form two spans) and wound around the outer periphery thereof and fixed. A horizontal beam bar 3 composed of the stirrup bar 2 is assembled. This work is performed by installing a short base 5 on the work floor 4, supporting the upper main bar of the beam on the mount 5, and supporting the lower main bar via the stirrup bar 2 on the upper main bar. It is performed at a low position without forming a pit for inserting a column. Hoop bars 6 are installed directly below the beam bars 3 corresponding to the column bar assembly positions.
[0016]
Thereafter, as shown in FIG. 1 (B), a pair of left and right hoop bars 6 composed of a column main bar group 7 having a length of one layer positioned above the column bar assembly position and a hoop bar 6 wound around the outer periphery thereof are fixed. While assembling the vertical column bars 8, the column columns 8 and the beam columns 3 supported by the gantry 5 are connected to each other, for example, by binding them with a line, and the beam columns 3 are connected to the left and right column columns 8. It is installed so as to penetrate the streaks 8. Since the beam sources 3 are bridged lower position, as shown in FIG. 1 (B), the length L 1 of the upper Hashirasuji portion 8a projecting from the beam sources 3 the upper end of the pillar muscle 8 upward, the beam It is longer than the length L 2 of the lower pillar muscle portion 8b protruding from the muscle 3 bottom downward.
[0017]
The length L 1 of the upper Hashirasuji portion 8a can be arbitrarily set within a range in which the height of the joint portion of the pillar muscle 8 is 1/2 or more posts in dimensions, (Distance beam upper and the beam bottom) . In the illustrated example, the length L 1 is 1500mm about upper Hashirasuji portion 8a, the length L 2 of about 560mm of the lower pillar muscle portion 8b, the vertical width L 3 of the beam sources 3 is set to about 900mm . The beam work floor 4 is leveled with abandoned concrete so that the main bar group 7 can be positioned. Although not shown, the work floor 4 is provided with a plywood template having a positioning hole for inserting the lower end of the column main bar, and positioning the column main bar group 7 is efficient in column bar assembly work. It is desirable from the viewpoint of realizing.
[0018]
Thereafter, as shown in FIG. 1 (C), the vicinity of the upper end of the upper column bar portion 8a and the upper end of the beam bar 3 are connected by a temporary diagonal support 9 to form a laterally K-shaped beam-to-column reinforced body. Complete A. As the oblique support 9, one with a turnbuckle 9a is used. The lower end of the oblique support 9 may be connected to either the upper main bar of the beam or the stirrup bar 2. Further, it is desirable that the upper end of the beam reinforcement by the oblique support 9 (the connection between the oblique support 9 and the upper end of the beam reinforcement 3) be performed at a position that is approximately 1 / of the inside dimension of the beam. The upper end of the oblique support 9 may be connected to any of the column main bar and the hoop bar. In any case, as shown in the drawing, by installing the oblique supports 9 on both sides of the column bar 8, there is an advantage that the hoop bar of the main body becomes a tension member, and a temporary member for tension reinforcement is not required. .
[0019]
Next, as shown in FIGS. 1 (D) to 2 (A), (B), and (C), the beam-to-column reinforced body A is suspended at a building construction position by a hoist (not shown). Put in. As shown in FIGS. 1 (D) and 2 (B), the lifting by the hoist is performed by suspending and supporting the traverser 10 with a plurality of hanging ropes 11. In the case where the vicinity of the upper end of the upper column reinforcement 8a and the traverser 10 are connected by the fall prevention rope 11a, as shown in FIG. A main rope 12 for locking the lifeline is stretched between the upper columnar portions of the left and right columnar bars 8, and when the traverser 10 is separated, the worker on the beam 3 secures the safety with the lifeline. The fall prevention rope 11a can be detached from the upper column bar portion 8a while securing. In addition, the ropes 13 are attached to both ends of the beam reinforcement 3, respectively, and as shown in FIG. Is desirable.
[0020]
Thereafter, as shown in FIG. 2C, the column main bar group 7 of the post-reinforced steel bar A is joined to the column main bar group 7 constructed in advance and the beam main bar group 1 is preceded. Joining with the installed main beam group 1 is performed. As the joining means, a screw-type coupler, a grout-type coupler, or the like, which can be joined without moving the column main beam or the beam main bar in the axial direction or rotating around the axis, is used.
[0021]
In addition, when an unnecessary beam load is applied to the bottom formwork of the beam at the time of formwork construction, it is difficult to perform the formwork work. Therefore, the oblique support 9 is arranged such that the beam reinforcement 3 is located slightly above the designed beam level. It is better to be nervous. Then, the diagonal support 9 may be removed by the time of checking the construction level of the bottom formwork of the beam, which is performed before placing concrete.
[0022]
According to the above configuration, since the required amount of the hoop reinforcing member 6 is wound around the outer periphery of the column main reinforcing bar group 7 and is almost complete, the column-beam pre-assembled rebar body A is provided. There is no work to wind and fix the joints, and after joining the column-beam-to-tip assembled reinforced body A, the work in the subsequent process can be started immediately.
[0023]
However, of the column bars 8 having a length corresponding to one layer, the upper column bars 8a projecting upward from the upper ends of the beam bars 3 are separated from the lower column bars 8b projecting downward from the lower ends of the beam bars 3. The length of the lower pillars 8b is shortened, and the assembling work of the beam 3 can be performed at a low position without forming pits for inserting pillars on the ground.
[0024]
Particularly, since the upper column bar portion 8a of the column bar 8 projecting upward from the upper end of the beam bar 3 is long, the angle of the oblique support 9 connecting the vicinity of the upper end of the upper column bar portion 8a and the upper end of the beam bar 3 is large. And the amount of deflection due to the own weight of the beam reinforcement can be reduced, so that there is no need for a support for horizontal maintenance of the beam reinforcement supporting the beam reinforcement 3 from the floor of the work floor, and There is no risk of exerting an adverse effect on the strength development of the slab concrete, and the lower end of the slant support 9 is connected to the upper end of the beam reinforcement 3, so that the connection work and the removal work of the slant support 9 with respect to the beam reinforcement 3 can be easily performed.
[0025]
FIG. 3 schematically illustrates a beam-to-column reinforced body A according to the present invention. That is, FIG. 3A shows a laterally K-shaped column-beam-tip reinforced body A composed of a two-span beam reinforcing bar 3 and two column bars 8, as described with reference to FIGS. This is schematically shown, where 9 indicates an oblique support, and a circle a indicates a joint portion.
[0026]
FIG. 3B shows a cross-shaped beam-to-column reinforced body A composed of one-span beam reinforcement 3 and one column reinforcement 8, that is, a column main reinforcement group having a length of one layer. A vertical column bar 8 composed of a hoop bar wound and fixed on the outer periphery thereof, a beam main bar group laid on the column bar 8 in a state penetrating the column bar 8, and a star wound and fixed on the outer periphery thereof An upper column bar portion, which is formed in a cross shape with a horizontal beam bar 3 composed of a lap bar and protrudes upward from the upper end of the beam bar 3 of the column bar 8, and a lower column bar bar projecting downward from the lower end of the beam bar. FIG. 2 schematically shows a post-reinforced steel bar body A in which a portion near the upper end of an upper column reinforcement portion and an upper end of a beam reinforcement are connected by a temporary oblique support 9.
[0027]
FIG. 3 (C) schematically shows a T-shaped beam-to-column reinforced body A employed on the wife side of the house. These three types of beam-to-column reinforced bodies A are used in combination when allocating the beam-to-column reinforced bodies A in accordance with the number of columns of a property during construction.
[0028]
【The invention's effect】
Since the present invention has the above-described configuration, the work of assembling the beam rebar can be performed at a low position without forming a pit for inserting the column rebar, and the bending amount due to the weight of the beam rebar is small, and There is an effect that there is no need to provide a support for horizontal maintenance of the beam reinforcement supporting the beam reinforcement from the floor.
[Brief description of the drawings]
BRIEF DESCRIPTION OF DRAWINGS FIG. 1 is a schematic side view illustrating a post-reinforcing bar reinforced body according to the present invention and a pre-assembled reinforcing bar method using the same.
FIG. 2 is a schematic side view illustrating a post-reinforcing bar body according to the present invention and a pre-reinforcing bar construction method using the same.
FIG. 3 is a view schematically illustrating a post-column beam reinforcing steel body according to the present invention.
[Explanation of symbols]
A: Reinforced beam-column assembly, 3: Beam reinforcement, 8: Column reinforcement, 8a: Upper column reinforcement, 8b: Lower column reinforcement, 9: Diagonal support.

Claims (3)

1層分の長さの柱主筋群とその外周に巻き付け固定されたフープ筋とから成る左右一対の垂直な柱筋と、両柱筋を貫通した状態に両柱筋に架設された梁主筋群とその外周に巻き付け固定されたスターラップ筋とから成る水平な梁筋とで横向きキ字形に構成され、柱筋の梁筋上端から上方へ突出する上側柱筋部分を、梁筋下端から下方へ突出する下側柱筋部分よりも長くし、上側柱筋部分の上端近傍部と梁筋上端とを仮設の斜めサポートで連結したことを特徴とする柱梁先組鉄筋体。A pair of right and left vertical column bars consisting of a column bar bar having a length of one layer and a hoop bar wound around the outer periphery thereof, and a beam bar bar erected on both column bars in a state penetrating both column bars. And a horizontal beam bar composed of a stirrup bar wound around and fixed to the outer periphery of the column bar. A beam-column reinforcer body characterized in that it is longer than a protruding lower column bar portion, and a portion near an upper end of an upper column bar portion and a beam bar upper end are connected by a temporary diagonal support. 1層分の長さの柱主筋群とその外周に巻き付け固定されたフープ筋とから成る1本の垂直な柱筋と、当該柱筋を貫通した状態に柱筋に架設された梁主筋群とその外周に巻き付け固定されたスターラップ筋とから成る水平な梁筋とで十字形に構成され、柱筋の梁筋上端から上方へ突出する上側柱筋部分を、梁筋下端から下方へ突出する下側柱筋部分よりも長くし、上側柱筋部分の上端近傍部と梁筋上端とを仮設の斜めサポートで連結したことを特徴とする柱梁先組鉄筋体。A vertical column bar composed of a column bar bar having a length of one layer and a hoop bar wound around the outer periphery thereof, and a beam bar bar erected on the column bar so as to penetrate the column bar. An upper column reinforcement portion, which is formed in a cross shape with a horizontal beam reinforcement composed of a stirrup reinforcement wound around the outer periphery thereof and projecting upward from an upper end of the beam reinforcement of the column reinforcement, projects downward from a lower end of the beam reinforcement. A beam-column pre-assembled reinforced body characterized in that it is longer than a lower column reinforcement, and a portion near an upper end of an upper column reinforcement and an upper end of a beam reinforcement are connected by a temporary diagonal support. 建物構築位置以外の場所で、請求項1又は2に記載の柱梁先組鉄筋体を組み立て、この柱梁先組鉄筋体を建物構築位置に吊り込み、前記柱主筋群と先行して施工された柱主筋群との接合及び前記梁主筋群と先行して施工された梁主筋群との接合を行うことを特徴とする先組鉄筋工法。At a place other than the building construction position, the column-reinforced reinforced body according to claim 1 or 2 is assembled, the column-reinforced reinforced body is hung at the building construction position, and is constructed prior to the column main reinforcement group. A pre-assembled rebar construction method, comprising: joining with a column main bar group and connecting the beam main bar group with a beam main bar group previously constructed.
JP2003065174A 2003-03-11 2003-03-11 Column-beam preassembled reinforcement body, and preassembled reinforcement method using the same Pending JP2004270377A (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2015014097A (en) * 2013-07-03 2015-01-22 高周波熱錬株式会社 Reinforcement structure and construction method for the same
JP2015014096A (en) * 2013-07-03 2015-01-22 高周波熱錬株式会社 Reinforcement structure and construction method for the same
TWI661109B (en) * 2017-08-17 2019-06-01 Ruentex Engineering & Construction Co., Ltd. Method of assembling column stirrups
CN111485626A (en) * 2019-01-25 2020-08-04 河南天久装配式建筑有限公司 Lightweight sandwich reinforced concrete cow-leg column structure and construction method thereof

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2015014097A (en) * 2013-07-03 2015-01-22 高周波熱錬株式会社 Reinforcement structure and construction method for the same
JP2015014096A (en) * 2013-07-03 2015-01-22 高周波熱錬株式会社 Reinforcement structure and construction method for the same
TWI661109B (en) * 2017-08-17 2019-06-01 Ruentex Engineering & Construction Co., Ltd. Method of assembling column stirrups
CN111485626A (en) * 2019-01-25 2020-08-04 河南天久装配式建筑有限公司 Lightweight sandwich reinforced concrete cow-leg column structure and construction method thereof

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