JP4611156B2 - Pillar unit - Google Patents

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JP4611156B2
JP4611156B2 JP2005254202A JP2005254202A JP4611156B2 JP 4611156 B2 JP4611156 B2 JP 4611156B2 JP 2005254202 A JP2005254202 A JP 2005254202A JP 2005254202 A JP2005254202 A JP 2005254202A JP 4611156 B2 JP4611156 B2 JP 4611156B2
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column
outer shell
bar
main
shell pca
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JP2007063927A (en
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和久 末岡
琢雄 小竹
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Okumura Corp
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本発明は、ＲＣ造柱・梁架構の３階層分を一単位として、さらなる施工の合理化・省力化を達成することが可能な柱ユニットに関する。   The present invention relates to a column unit that can achieve further rationalization and labor saving of construction by using three columns of RC columns and beam frames as one unit.

従来、施工効率の高い柱および梁の構築方法として、特許文献１および特許文献２が知られている。特許文献１は、各施工階毎の揚重回数が少なく、柱主筋と柱主筋との接続回数が少なく、現場で柱主筋に柱剪断補強筋を配筋する必要がなく、施工効率の高い柱の構築方法、並びに柱および梁の構築方法を提供することを目的とし、フルＰＣ柱は、２階分の階高長さを有する第１柱主筋が埋設されるとともに、上部に１階分の柱剪断補強筋が束ねて仮止めされており、第２柱主筋に接続されて立設される。（Ｎ−１）階からの第３柱主筋のＮ階部分には、柱剪断補強筋が配筋されて柱型枠が形成される。ハーフＰＣ梁は、一端側の梁主筋を第１柱主筋に挿入する一方、他端側の梁主筋を第３柱主筋に挿入して吊り降ろされ、フルＰＣ柱と柱型枠との間に架設される。   Conventionally, Patent Literature 1 and Patent Literature 2 are known as methods for constructing columns and beams with high construction efficiency. In Patent Document 1, the number of lifting operations for each construction floor is small, the number of connection between the column main reinforcement and the column main reinforcement is small, and it is not necessary to arrange column shear reinforcement bars on the column main reinforcement at the site. In order to provide a construction method for the above, and a construction method for pillars and beams, the full PC pillar is embedded with a first pillar main bar having a floor height of two floors and an upper part of the first floor. Column shear reinforcement bars are bundled and temporarily fixed, and are connected to the second column main bars and erected. (N-1) Column shear reinforcement bars are arranged in the N floor portion of the third column main reinforcement from the (N-1) floor to form a column mold. The half PC beam is suspended by inserting the beam main bar at one end into the first column main bar while inserting the beam main bar at the other end into the third column main bar, between the full PC column and the column formwork. It will be erected.

その結果、フルＰＣ柱のＮ階への揚重回数、第１柱主筋の接続回数を従来の半分にできる。また、柱剪断補強筋を第１柱主筋の上方に仮止めしておくことで、ハーフＰＣ梁の架設と柱剪断補強筋の配筋を容易にできる。   As a result, the number of lifting of the full PC pillars to the N floor and the number of connections of the first pillar main bars can be halved compared to the prior art. Further, by temporarily fixing the column shear reinforcement bar above the first column main bar, it is possible to easily construct the half PC beam and arrange the column shear reinforcement bar.

特許文献２は、特許文献１と同様な目的を有し、先組柱主筋は、２階分の階高長さを有して上部に（１階分＋パネルゾーン分）の柱剪断補強筋が束ねて仮止めされており、（Ｎ−２）階からの第２柱主筋に接続されて立設される。先組柱主筋のＮ階部分には第１柱型枠が形成される一方、（Ｎ−１）階からの第３柱主筋のＮ階部分には第２柱型枠が形成されて、コンクリートが打設される。ハーフＰＣ梁は、一端側の梁主筋を先組柱主筋に挿入する一方、他端側の梁主筋を第３柱主筋に挿入して吊り降ろされて架設される。その結果、先組柱主筋のＮ階への揚重回数、先組柱主筋の接続回数を従来の半分にできる。また、柱剪断補強筋を先組柱主筋の上方に仮止めしておくことで、ハーフＰＣ梁の架設と柱剪断補強筋の配筋を容易にできる。
特開２０００−２６５５４５号公報 特開２０００−２６５５４６号公報 Patent Document 2 has the same purpose as Patent Document 1, and the pre-assembled column main reinforcing bar has a floor height length of two floors, and a column shear reinforcement bar on the upper part (for the first floor + panel zone). Are bundled and temporarily fixed, and are connected to the second column main reinforcement from the (N-2) floor and are erected. The first column mold is formed on the N floor portion of the pre-assembled column main reinforcement, while the second column mold is formed on the N floor portion of the third column main reinforcement from the (N-1) floor. Will be placed. The half PC beam is hung and suspended by inserting the beam main bar at one end side into the main column main bar while inserting the beam main bar at the other end side into the third column main bar. As a result, the number of lifting to the N-th floor of the pre-assembled column main bars and the number of connections of the pre-assembled column main bars can be halved. Further, by temporarily fixing the column shear reinforcing bar above the pre-assembled column main bar, it is possible to easily construct the half PC beam and arrange the column shear reinforcing bar.
JP 2000-265545 A JP 2000-265546 A

ところで、上記背景術は、ＲＣ造柱・梁架構２階分の施工を基準として各種作業の省力化を実現できるものであるが、さらに多層階に対する施工作業を単位としてその施工の合理化、省力化を達成することが可能な部材構成の案出が望まれていた。   By the way, the above-mentioned background technique can realize labor-saving of various work on the basis of the construction for the 2nd floor of RC pillars and beams. However, rationalization and labor-saving of the construction in units of construction work for multi-story floors. It has been desired to devise a member configuration capable of achieving the above.

本発明は上記従来の課題に鑑みて創案されたものであって、ＲＣ造柱・梁架構の３階層分を一単位として、さらなる施工の合理化・省力化を達成することが可能な柱ユニットを提供することを目的とする。   The present invention was devised in view of the above-described conventional problems, and a column unit capable of achieving further rationalization and labor saving of construction by using three layers of RC columns and beam frames as one unit. The purpose is to provide.

本発明にかかる柱ユニットは、柱梁仕口部の上下に下層柱部と上層柱部とを備えて、これら下層柱部と柱梁仕口部とから構成される１階層とその上の階層の上層柱部までを構成する高さ寸法で中空筒体状にプレキャスト成形された外殻ＰＣａ柱部材と、建物３階層分の高さ寸法を有し、上記外殻ＰＣａ柱部材内にその高さ方向に沿って移動自在に設けられた柱主筋と、上記柱梁仕口部に形成され、梁主筋が移動自在に挿通される貫通孔とを備えたことを特徴とする。 The column unit according to the present invention includes a lower layer column portion and an upper layer column portion above and below the column beam joint portion, and one layer composed of the lower layer column portion and the column beam joint portion, and a layer above it. An outer shell PCa pillar member precast-molded into a hollow cylindrical shape with a height dimension that constitutes the upper layer pillar portion, and a height dimension corresponding to three levels of the building, and the height of the outer shell PCa pillar member in the outer shell PCa pillar member It is characterized by comprising a column main reinforcement provided movably along the vertical direction and a through-hole formed in the column beam joint and through which the beam main reinforcement is movably inserted.

前記柱梁仕口部には、前記貫通孔を介して外方へ突出させて、上記梁主筋として貫通梁主筋が配筋されていることを特徴とする。   The column beam joint is protruded outward through the through hole, and a penetration beam main bar is arranged as the beam main bar.

前記柱梁仕口部には、これに接続される梁部材を定着させるシャーコッタが形成されていることを特徴とする。   The column beam joint is formed with a shear cotter for fixing a beam member connected thereto.

前記外殻ＰＣａ柱部材には、柱剪断補強筋が埋設されていることを特徴とする。   A column shear reinforcing bar is embedded in the outer shell PCa column member.

前記梁主筋には、前記外殻ＰＣａ柱部材内に打設されるコンクリートに埋設されて当該梁主筋を定着させる定着部が形成されていることを特徴とする。   The beam main bar is formed with a fixing portion that is embedded in concrete cast in the outer shell PCa column member and fixes the beam main bar.

本発明にかかる柱ユニットにあっては、ＲＣ造柱・梁架構の３階層分を一単位として、さらなる施工の合理化・省力化を達成することができる。具体的には、外殻ＰＣａ柱部材自体によって、下層柱部と柱梁仕口部とから構成される１階層とその上の階層の上層柱部までを一挙に構成することができる。また、外殻ＰＣａ柱部材は、中空筒体状であって軽量であり、操作性良好に揚重して建て込むことができる。また、柱梁仕口部には、貫通孔が形成されていて、下層および上層の２つの柱部に挟まれて外殻ＰＣａ柱部材の上下端から深い位置にある柱梁仕口部に対しても、梁主筋を容易に配筋することができる。また、建物３階層分の高さ寸法を有して、外殻ＰＣａ柱部材から少なくとも１階層分突出する柱主筋を備えていて、この突出部分を利用して１階層分の外殻ＰＣａ柱部材を装着したり、その周りに１階層分の柱型枠をセットすることで、容易に３階層目の柱部分を構築することができる。さらに、柱主筋を外殻ＰＣａ柱部材に対しその高さ方向に沿って移動自在に設けたので、柱主筋を外殻ＰＣａ柱部材に対して移動させて当該外殻ＰＣａ柱部材から突出するようにセットすることで、施工階に突設された既設の柱主筋との接合作業を容易化できるとともに、接合後は柱主筋に対して外殻ＰＣａ柱部材を移動させることで、作業性良好に外殻ＰＣａ柱部材を柱建て込み位置に設置することができる。 In the column unit according to the present invention, further rationalization and labor saving of construction can be achieved with the three columns of RC columns and beam frames as one unit. Specifically, the outer shell PCa column member itself can be configured at one stroke from the lower layer portion and the column beam joint portion to the upper layer column portion above it. Further, the outer shell PCa column member is a hollow cylinder and is lightweight, and can be built up by being lifted with good operability. In addition, a through hole is formed in the column beam joint, and it is sandwiched between the two lower and upper column portions and is located deeper from the upper and lower ends of the outer shell PCa column member. However, it is possible to easily arrange the beam main bars. Moreover, it has the column main reinforcement which has the height dimension for three levels of buildings, and protrudes from the outer shell PCa column member for at least one layer, and uses this protruding part for the outer shell PCa column member for one layer. It is possible to easily construct a third-level column portion by mounting a frame or setting a column form frame for one layer around it. Further, since the column main bars are provided so as to be movable along the height direction with respect to the outer shell PCa column members, the column main bars are moved with respect to the outer shell PCa column members so as to protrude from the outer shell PCa column members. It can be easily joined with the existing column main bars protruding on the construction floor, and the workability is improved by moving the outer shell PCa column member to the column main bars after joining. The outer shell PCa column member can be installed at the column built-in position.

以下に、本発明にかかる柱ユニットの好適な一実施形態を、添付図面を参照して詳細に説明する。本実施形態にかかる柱ユニット１は基本的には、図１から図５に示すように、柱梁仕口部３ａの上下に下層柱部６ａと上層柱部６ｂとを備えて、これら下層柱部６ａと柱梁仕口部３ａとから構成される１階層とその上の階層の上層柱部６ｂまでを構成する高さ寸法で中空筒体状にプレキャスト成形された外殻ＰＣａ柱部材６と、建物３階層分の高さ寸法を有し、外殻ＰＣａ柱部材６内にその高さ方向に沿って移動自在に設けられた柱主筋９と、柱梁仕口部３ａに形成され、梁主筋としての貫通梁主筋７が移動自在に挿通される貫通孔１２とを備えて構成される。 Hereinafter, a preferred embodiment of a pillar unit according to the present invention will be described in detail with reference to the accompanying drawings. Pillars unit 1 basically according to the present embodiment, as shown in FIGS. 1-5, and a lower column portion 6a and the upper pillar portion 6b at the top and bottom of Column Joint part 3a, these lower pillar An outer shell PCa column member 6 precast-molded into a hollow cylindrical body with a height dimension that constitutes one layer composed of a portion 6a and a column beam joint 3a and an upper column portion 6b above the layer ; A column main reinforcement 9 having a height dimension corresponding to the three levels of the building and movably provided in the outer shell PCa column member 6 along the height direction thereof, and a column beam joint 3a, A through-beam main bar 7 as a main bar is provided with a through-hole 12 through which it can freely move.

外殻ＰＣａ柱部材６は、遠心成形あるいは所定型枠へのコンクリート流し込み成形により中空筒体状にプレキャスト成形される。外殻ＰＣａ柱部材６には、その肉厚部分にフープ筋１０、また必要に応じて、中子筋１１が柱剪断補強筋として埋設されて配筋される。これらフープ筋１０や中子筋１１は、遠心成形に際して、予め遠心成形用型枠に配設され、当該遠心成形用型枠内に投入されて遠心力の作用を受けるコンクリートによって覆われて、外殻ＰＣａ柱部材６に埋設される。流し込み成形の場合も同様である。   The outer shell PCa column member 6 is precast molded into a hollow cylindrical body by centrifugal molding or concrete pouring molding into a predetermined mold. The outer shell PCa column member 6 is provided with a hoop bar 10 and, if necessary, a core bar 11 as a column shear reinforcement bar. These hoop muscles 10 and core muscles 11 are arranged in advance in a centrifugal molding mold during centrifugal molding, and are covered with concrete that is put into the centrifugal molding mold and receives the action of centrifugal force. Embedded in the shell PCa column member 6. The same applies to casting.

外殻ＰＣａ柱部材６は、下層柱部６ａ、柱梁仕口部３ａおよび上層柱部６ｂを備える高さ寸法で形成される。外殻ＰＣａ柱部材６の柱梁仕口部３ａは下層柱部６ａ等と一連に中空筒体状に形成され、その肉厚部分を貫通して複数の貫通孔１２が形成される。これら貫通孔１２にはそれぞれ、柱梁仕口部３ａを貫通して外方へ突出される貫通梁主筋７が移動自在に配筋される。柱梁仕口部３ａから外方へ突出された貫通梁主筋７の突出部分には、スターラップ筋１３が配筋される。   The outer shell PCa column member 6 is formed with a height dimension including a lower layer column portion 6a, a column beam joint portion 3a, and an upper layer column portion 6b. The column beam joint portion 3a of the outer shell PCa column member 6 is formed in a series of hollow cylinders with the lower layer column portion 6a and the like, and a plurality of through holes 12 are formed through the thick portion. In each of these through holes 12, penetrating beam main bars 7 that pass through the column beam joints 3a and project outward are movably arranged. A stirrup bar 13 is arranged at the protruding portion of the penetrating beam main bar 7 protruding outward from the column beam joint 3a.

図４には、隅柱位置に建て込まれる外殻ＰＣａ柱部材６の平断面図が示されている。この外殻ＰＣａ柱部材６では、貫通孔１２が前後面のいずれか、そしてまた左右面のいずれかに形成され、貫通梁主筋７は、当該外殻ＰＣａ柱部材６の前後方向および左右方向について、一方からのみ、外殻ＰＣａ柱部材６を貫通することなく配筋される。この隅柱位置の外殻ＰＣａ柱部材６に配筋される貫通梁主筋７には、これを定着させるために、当該外殻ＰＣａ柱部材６内に打設されるコンクリートに埋設される定着部３０が設けられる。この定着部３０は、貫通梁主筋７に支圧部となる突起を形成することで構成され、例えば貫通梁主筋７にネジ部を形成してこれにナットを螺合させたり、貫通梁主筋７にリングを挿入して接合するなどして構成される。従って、定着部３０が設けられる貫通梁主筋７を挿通するための貫通孔１２は、その挿入操作が可能なように、定着部３０を備えない貫通梁主筋７が挿通されるものよりも大きな孔径で形成される。図示しないけれども、側柱についても同様に、外殻ＰＣａ柱部材６を貫通することなく配筋される貫通梁主筋７に定着部３０が形成される。   FIG. 4 shows a plan sectional view of the outer shell PCa column member 6 built in the corner column position. In this outer shell PCa column member 6, the through-hole 12 is formed on either the front or rear surface and also on either the left or right surface, and the penetration beam main bar 7 is in the front-rear direction and the left-right direction of the outer shell PCa column member 6. The bar is arranged only from one side without penetrating the outer shell PCa column member 6. In order to fix the penetration beam main reinforcement 7 arranged in the outer shell PCa column member 6 at the corner column position, the fixing portion embedded in the concrete placed in the outer shell PCa column member 6 is fixed. 30 is provided. The fixing portion 30 is configured by forming a protrusion serving as a bearing portion on the penetrating beam main bar 7. For example, a screw part is formed on the penetrating beam main bar 7, and a nut is screwed into the threaded bar main bar 7. It is configured by inserting a ring into and joining. Therefore, the through-hole 12 for inserting the through-beam main bar 7 provided with the fixing unit 30 has a larger hole diameter than that through which the through-beam main bar 7 without the fixing unit 30 is inserted so that the insertion operation is possible. Formed with. Although not shown, the fixing portion 30 is similarly formed on the penetrating beam main bar 7 that is arranged without penetrating the outer shell PCa column member 6 for the side column.

また、柱梁仕口部３ａの外表面には図５に示すように、当該柱梁仕口部３ａに対して接続される梁部材を定着させるために、シャーコッタ３１が形成される。図示例にあっては、シャーコッタ３１は、高さ方向に多段に形成された複数の凹部３１ａで構成されている。シャーコッタ３１はこれに限らず、スタッドジベルを用いるなど、従来周知の各種構成を採用することができる。そしてこのシャーコッタ３１は、柱梁仕口部３ａとこれに突き合わせられる梁部材の端部との間に打設される現場打ちコンクリートと噛み合って、梁部材を柱梁仕口部３ａに対し強固に接合する。   Further, as shown in FIG. 5, a shear cotter 31 is formed on the outer surface of the column beam joint 3a in order to fix the beam member connected to the column beam joint 3a. In the illustrated example, the shear cotter 31 is composed of a plurality of recesses 31a formed in multiple stages in the height direction. The shear cotter 31 is not limited to this, and various conventionally known configurations such as a stud dowel can be employed. Then, the shear cotter 31 meshes with the cast-in-place concrete placed between the column beam joint portion 3a and the end of the beam member to be abutted against the column beam joint portion 3a, thereby firmly fixing the beam member to the column beam joint portion 3a. Join.

これらシャーコッタ３１、そして上記貫通孔１２は、遠心成形用型枠内あるいは流し込み成形用の所定型枠内に、これら貫通孔１２やシャーコッタ３１を成形するための成形型が装着されて、外殻ＰＣａ柱部材６の成形段階で当該外殻ＰＣａ柱部材６と同時に一体的に形成される。   The shear cotter 31 and the through hole 12 are mounted in a mold for centrifugal molding or a predetermined mold for casting, and a molding die for molding the through hole 12 and the shear cotter 31 is mounted on the outer shell PCa. The column member 6 is integrally formed simultaneously with the outer shell PCa column member 6 in the molding stage.

柱主筋９は、建物３階層分の高さ寸法Ｌを有する。柱主筋９は、外殻ＰＣａ柱部材６内部の中央位置およびその内周面に沿わせて適宜に配筋される。これら柱主筋９は、柱建て込み位置への建て込み前のクレーンなどによる吊り上げ状態で、外殻ＰＣａ柱部材６内にその高さ方向に沿って移動自在に設けられる。具体的には、吊り具として、外殻ＰＣａ柱部材６を吊るための第１吊り具１４と、柱主筋９を吊るための第２吊り具１５とが用いられ、これら吊り具１４，１５の上下位置関係を調整することで外殻ＰＣａ柱部材６と柱主筋９との位置関係を調節して、柱主筋９の下端部を外殻ＰＣａ柱部材６から下方に鉄筋接合作業に必要な長さだけ突出させた状態で吊り込みが行われるようになっている。このように柱主筋９の下端部を突出させることで、柱建て込み位置に床面レベルより所定長さ突設された下階からの既設の柱主筋８との接合作業の利便性が図られる。   The column main reinforcement 9 has a height dimension L for three levels of the building. The column main reinforcement 9 is appropriately arranged along the central position inside the outer shell PCa column member 6 and the inner peripheral surface thereof. These column main bars 9 are provided movably along the height direction in the outer shell PCa column member 6 in a state of being lifted by a crane or the like before being built into the column building position. Specifically, a first hanging tool 14 for hanging the outer shell PCa column member 6 and a second hanging tool 15 for hanging the column main reinforcement 9 are used as the hanging tools. By adjusting the vertical positional relationship, the positional relationship between the outer shell PCa column member 6 and the column main reinforcement 9 is adjusted, and the lower end of the column main reinforcement 9 is lowered from the outer shell PCa column member 6 to the length necessary for the reinforcing bar joining operation. Suspension is carried out in a state where it is projected as much as possible. By projecting the lower end portion of the column main reinforcement 9 in this way, the convenience of joining the existing column main reinforcement 8 from the lower floor protruding from the floor level by a predetermined length at the column building position is achieved. .

既設の柱主筋８と、柱ユニット１を構成する突出状態の柱主筋９との接合後、これら柱主筋８，９同士の接合部分を覆うようにして第１吊り具１４が下降されて、外殻ＰＣａ柱部材６が柱建て込み位置に建て込まれるようになっている。柱主筋９は３階層分の高さ寸法Ｌで形成されることから、既設の柱主筋８と接合することで、当該柱主筋９は、外殻ＰＣａ柱部材６から上方へ、１つの柱梁接合部分の高さおよび１階層分の高さに、既設の柱主筋８の突設量を加えた高さＰで突出される。柱主筋８，９同士の接合は、ガス圧接継ぎ手や溶接継ぎ手、重ね継ぎ手、ねじ継ぎ手、スリーブ継ぎ手など各種周知の継ぎ手を採用することができる。また、柱主筋９には予め、当該柱主筋９の長さ方向に沿って配筋される複数のフープ筋１６、本実施形態にあっては、上層柱部６ｂ上の柱梁仕口部に配筋されるフープ筋１６が適宜位置にまとめて、番線などによって束ねて保持される。   After joining the existing column main reinforcement 8 and the protruding column main reinforcement 9 constituting the column unit 1, the first suspension 14 is lowered so as to cover the joint portion between the column main reinforcements 8 and 9, and The shell PCa column member 6 is built in the column building position. Since the column main reinforcement 9 is formed with a height dimension L for three layers, the column main reinforcement 9 is connected to the existing column main reinforcement 8 so that the column main reinforcement 9 is moved upward from the outer shell PCa column member 6 by one column beam. It protrudes with the height P which added the protrusion amount of the existing column main reinforcement 8 to the height of a junction part, and the height for one hierarchy. Various well-known joints such as a gas pressure joint, a weld joint, a lap joint, a screw joint, and a sleeve joint can be used for joining the column main bars 8 and 9 to each other. In addition, a plurality of hoop bars 16 are arranged in advance in the column main reinforcement 9 along the length direction of the column main reinforcement 9, and in this embodiment, in the column beam joint on the upper layer column 6b. Arranged hoops 16 are arranged at appropriate positions and held together by a wire or the like.

以上の柱ユニット１は、その柱主筋９が施工階の柱建て込み位置に突設された既設の柱主筋８と接合された上で、外殻ＰＣａ柱部材６が建て込まれることで、下層柱部６ａ、貫通梁主筋７を有する柱梁柱梁仕口部３ａ、並びに上層柱部６ｂを構成する。   The above-described column unit 1 is constructed such that the column main reinforcement 9 is joined to the existing column main reinforcement 8 projecting at the column installation position on the construction floor, and the outer shell PCa column member 6 is installed, The column part 6a, the column beam joint part 3a which has the penetration beam main reinforcement 7, and the upper layer column part 6b are comprised.

以上の構成を備える本実施形態にかかる柱ユニット１にあっては、外殻ＰＣａ柱部材６自体によって、下層柱部６ａと柱梁仕口部３ａとから構成される１階層とその上の階層の上層柱部６ｂまでを一挙に構成することができる。また、外殻ＰＣａ柱部材６は、中空筒体状であって軽量であり、操作性良好に揚重して建て込むことができる。また、柱梁仕口部３ａには、貫通孔１２が形成されていて、２つの柱部６ａ，６ｂに挟まれて外殻ＰＣａ柱部材６の上下端から深い位置にある柱梁仕口部３ａに対しても、貫通梁主筋７を容易に配筋することができる。また、建物３階層分の高さ寸法Ｌを有して、外殻ＰＣａ柱部材６から少なくとも１階層分突出する柱主筋９を備えていて、この突出部分を利用して１階層分の外殻ＰＣａ柱部材を装着したり、その周りに１階層分の柱型枠をセットすることで、容易に３階層目の柱部分を構築することができる。さらに、柱主筋９を外殻ＰＣａ柱部材６に対しその高さ方向に沿って移動自在に設けたので、柱主筋９を外殻ＰＣａ柱部材６に対して移動させて当該外殻ＰＣａ柱部材６から突出するようにセットすることで、施工階に突設された既設の柱主筋８との接合作業を容易化できるとともに、接合後は柱主筋９に対して外殻ＰＣａ柱部材６を移動させることで、作業性良好に外殻ＰＣａ柱部材６を柱建て込み位置に設置することができる。   In the column unit 1 according to the present embodiment having the above-described configuration, the outer layer PCa column member 6 itself includes the lower layer column portion 6a and the column beam joint portion 3a and the upper layer thereof. Up to the upper column portion 6b can be configured at once. Further, the outer shell PCa column member 6 has a hollow cylindrical shape and is lightweight, and can be built up by being lifted with good operability. Further, the through hole 12 is formed in the column beam joint portion 3a, and the column beam joint portion is located deep from the upper and lower ends of the outer shell PCa column member 6 between the two column portions 6a and 6b. The penetration beam main reinforcement 7 can be easily arranged also for 3a. Moreover, it has the column main reinforcement 9 which has the height dimension L for 3 levels of buildings, and protrudes at least 1 level from the outer shell PCa pillar member 6, and uses this protruding part for 1 level of outer shells. By installing a PCa column member or setting a column form frame for one layer around it, the column portion of the third layer can be easily constructed. Further, since the column main reinforcement 9 is provided so as to be movable along the height direction with respect to the outer shell PCa column member 6, the column main reinforcement 9 is moved with respect to the outer shell PCa column member 6 so as to correspond to the outer shell PCa column member. By setting so as to protrude from 6, the joining work with the existing column main reinforcement 8 protruding from the construction floor can be facilitated, and after joining, the outer shell PCa column member 6 is moved with respect to the column main reinforcement 9. By doing so, the outer shell PCa column member 6 can be installed at the column building position with good workability.

また、外殻ＰＣａ柱部材６の柱梁仕口部３に貫通孔１２を利用して貫通梁主筋７を配筋するようにしたので、予めあるいは現場施工であっても、柱梁仕口部３ａへの貫通梁主筋７の配筋作業を簡便に効率よく行うことができる。また、外殻ＰＣａ柱部材６の柱梁仕口部３ａの外表面にシャーコッタ３１を形成したので、当該外殻ＰＣａ柱部材６に接合される梁部材を強固に接続することができる。また、外殻ＰＣａ柱部材６にフープ筋１０などの柱剪断補強筋を埋設したので、現場での配筋作業を簡略化することができ、効率よく柱の構築作業を行うことができる。さらに、貫通梁主筋７に定着部３０を形成したので、特に隅柱位置や側柱位置に建て込まれる外殻ＰＣａ柱部材６であっても、配筋された貫通梁主筋７を、必要な支圧作用を確保して良好に埋設することができる。   Further, since the penetration beam main reinforcement 7 is arranged in the column beam joint portion 3 of the outer shell PCa column member 6 by using the through hole 12, the column beam joint portion can be used in advance or even in the field construction. The bar arrangement work of the penetration beam main reinforcement 7 to 3a can be performed simply and efficiently. Moreover, since the shear cotter 31 is formed on the outer surface of the column beam joint 3a of the outer shell PCa column member 6, the beam member joined to the outer shell PCa column member 6 can be firmly connected. In addition, since the column shear reinforcement bars such as the hoop bars 10 are embedded in the outer shell PCa column member 6, the on-site bar arrangement work can be simplified and the column construction work can be performed efficiently. Further, since the fixing portion 30 is formed in the penetration beam main reinforcement 7, the arranged penetration beam reinforcement 7 is necessary even for the outer shell PCa column member 6 that is built especially at the corner column position or the side column position. The bearing effect can be secured and buried well.

本実施形態にかかる柱ユニット１を用いたＲＣ造柱・梁架構の施工の一例を、図６〜図１７に従って説明する。この例のＲＣ造柱・梁架構は、柱が柱ユニット１と１層用外殻ＰＣａ柱部材２とを交互に設けることによって構築され、梁がＰＣａ梁部材４，５によって構築される。   An example of the construction of the RC column / beam frame using the column unit 1 according to the present embodiment will be described with reference to FIGS. In this example, the RC column / beam frame is constructed by alternately providing the column unit 1 and the outer shell PCa column member 2 for the first layer, and the beam is constructed by the PCa beam members 4 and 5.

最初に、図６に示すように、外殻ＰＣａ柱部材６内部に柱主筋９を移動自在に設け、柱梁仕口部３ａには貫通梁主筋７を配筋し、かつまた当該貫通梁主筋７にスターラップ筋１３を配筋した柱ユニット１を、施工階である（ｎ）階の柱建て込み位置に建て込む。建て込みに際しては、外殻ＰＣａ柱部材６の下方へ柱主筋９を突出させた状態で柱ユニット１を吊り込み、当該外殻ＰＣａ柱部材６を（ｎ）階の床面に設置する前に、柱主筋９を、（ｎ）階床面の柱建て込み位置から突設されている既設の柱主筋８に接合する。その後、接合された柱主筋９に対して外殻ＰＣａ柱部材６を吊り下ろし、当該外殻ＰＣａ柱部材６を、柱主筋８，９同士の接合部を覆って、（ｎ）階床面に設置する。これにより、外殻ＰＣａ柱部材６は（ｎ）階から（ｎ＋１）階まで立ち上げられ、また柱主筋９は、ほぼ（ｎ＋３）階床面上の高さ位置まで立ち上げられる。   First, as shown in FIG. 6, a column main reinforcing bar 9 is movably provided inside the outer shell PCa column member 6, a penetrating beam main reinforcing bar 7 is arranged in the column beam joint 3a, and the penetrating beam main reinforcing bar is also provided. The column unit 1 having the stirrup bars 13 arranged in 7 is installed at the column installation position on the (n) floor, which is the construction floor. Before erection, the column unit 1 is suspended with the column main reinforcement 9 projecting below the outer shell PCa column member 6, and before the outer shell PCa column member 6 is installed on the floor of the (n) floor. The column main reinforcing bars 9 are joined to the existing column main reinforcing bars 8 projecting from the column erection position of the (n) floor surface. Thereafter, the outer shell PCa column member 6 is suspended from the joined column main reinforcement 9, and the outer shell PCa column member 6 is covered with the junction between the column main reinforcements 8 and 9, and (n) on the floor surface. Install. Thereby, the outer shell PCa column member 6 is raised from the (n) floor to the (n + 1) floor, and the column main reinforcement 9 is raised to a height position substantially on the (n + 3) floor surface.

次に、図７に示すように、短尺ＰＣａ梁部材４ｂを、柱ユニット１側方の柱間に吊り降ろす。本実施形態にあっては、短尺ＰＣａ梁部材４ｂとして、上部にスターラップ筋１９の上端が突出されたハーフプレキャスト製のものが示されている。このハーフプレキャスト製の短尺ＰＣａ梁部材４ｂでは、梁下端主筋は埋設される一方で、梁上端主筋１８ａは、柱梁仕口部３ａの貫通梁主筋７に向かって移動自在に設けられる。   Next, as shown in FIG. 7, the short PCa beam member 4 b is suspended between the columns on the side of the column unit 1. In this embodiment, the short PCa beam member 4b is made of half precast with the upper end of the stirrup muscle 19 protruding at the top. In the half precast short PCa beam member 4b, the beam lower main bar is embedded, while the beam upper main bar 18a is movably provided toward the penetrating beam main bar 7 of the column beam joint 3a.

次に、図８に示すように、吊り込んだ短尺ＰＣａ梁部材４ｂを支保工２０で（ｎ）階床面上方に支持する。また、梁上端主筋１８ａを貫通梁主筋７と重ね合わせるように移動させる。梁下端主筋については、貫通梁主筋７に対し、突き合わせるなどして接合すればよい。   Next, as shown in FIG. 8, the suspended short PCa beam member 4 b is supported by the support 20 (n) above the floor surface. Further, the beam upper main bar 18a is moved so as to overlap the penetrating beam main bar 7. The beam lower main bar may be joined to the penetrating beam main bar 7 by abutting or the like.

次に、図９に示すように、柱梁仕口部３ａの側方で、梁主筋７，１８同士の接合部を覆って型枠２１を設け、当該型枠２１内部に現場打ちコンクリートを打設して、短尺ＰＣａ梁部材４ｂを柱ユニット１の柱梁仕口部３ａに接合する。また、外殻ＰＣａ柱部材６内部にも現場打ちコンクリートを打設する。さらに、ハーフプレキャスト製の短尺ＰＣａ梁部材４ｂ上部から床面にわたってスラブコンクリートを打設して、（ｎ＋１）階の床構築作業を行うようにしてもよい。この際、外殻ＰＣａ柱部材６内部に打設するコンクリートと、梁主筋７，１８の接合部周りや、短尺ＰＣａ梁部材４ｂ上部、さらに床に打設するコンクリートとを打ち分けるようにしてもよい。以上により、図１０に示すように、（ｎ）階の柱・梁架構の構築が完了し、（ｎ＋１）階に上層柱部６ｂが立設された状態で、第１工程が完了する。   Next, as shown in FIG. 9, on the side of the column beam joint 3 a, a formwork 21 is provided to cover the joint between the beam main bars 7 and 18, and cast-in-place concrete is cast inside the formwork 21. Then, the short PCa beam member 4 b is joined to the column beam joint 3 a of the column unit 1. In-situ concrete is also placed inside the outer shell PCa column member 6. Furthermore, the floor construction work of the (n + 1) floor may be performed by placing slab concrete from the upper part of the half precast short PCa beam member 4b to the floor surface. At this time, the concrete placed inside the outer shell PCa column member 6 and the concrete placed around the joint portion of the beam main bars 7 and 18, the upper part of the short PCa beam member 4 b, and the floor may be separated. Good. As described above, as shown in FIG. 10, the construction of the (n) floor pillar / beam frame is completed, and the first step is completed in a state where the upper layer pillar portion 6 b is erected on the (n + 1) floor.

次に、図１１に示すように、長尺ＰＣａ梁部材５を、フープ筋１６を避けつつ、柱間に吊り降ろす。本実施形態にあっては、長尺ＰＣａ梁部材５も、上部にスターラップ筋１９の上端が突出されたハーフプレキャスト製とされ、梁下端主筋は埋設される一方で、梁上端主筋１７ａは、上層柱部６上の第２柱梁仕口部３ｂ位置に向かって移動可能に設けられる。   Next, as shown in FIG. 11, the long PCa beam member 5 is suspended between the columns while avoiding the hoop bars 16. In the present embodiment, the long PCa beam member 5 is also made of half precast in which the upper end of the stirrup bar 19 protrudes from the upper part, and the beam lower bar main bar is embedded, whereas the beam upper bar bar 17a is It is provided so as to be movable toward the position of the second column beam joint 3b on the upper column 6.

次に、図１２に示すように、吊り込んだ長尺ＰＣａ梁部材５を、支保工２０で（ｎ＋１）階床面上方に支持しつつ、外殻ＰＣａ柱部材６上に建て込む。梁上端主筋１７ａおよび梁下端主筋はそれぞれ、第２柱梁仕口部３ｂ位置で、隣接して建て込まれる図示しない他の長尺ＰＣａ梁部材の梁上端主筋および梁下端主筋と突き合わせるなどして接合される。梁上端主筋１７ａは、必要に応じて第２柱梁仕口部３ｂ位置に向かって移動させるようにしてもよい。またこの際、柱主筋９に予め保持されていたフープ筋１６を下降させて、第２柱梁仕口部３ｂ位置に配筋する。これにより、梁主筋１７を含めて、第２柱梁仕口部３ｂ位置に対する配筋を完了する。   Next, as shown in FIG. 12, the suspended long PCa beam member 5 is built on the outer shell PCa column member 6 while being supported above the (n + 1) floor by the support work 20. The beam upper main bar 17a and the beam lower bar main bar are in contact with the beam upper main bar and the beam lower main bar of another long PCa beam member (not shown) to be built adjacent to each other at the position of the second column beam joint 3b. Are joined. You may make it move the beam upper end main reinforcement 17a toward the 2nd column beam joint part 3b position as needed. At this time, the hoop bar 16 previously held by the column main bar 9 is lowered and arranged at the position of the second column beam joint 3b. Thereby, the bar arrangement for the position of the second column beam joint 3b including the beam main bar 17 is completed.

次に、図１３に示すように、第２柱梁仕口部３ｂ位置を取り囲んで型枠２２を設け、当該型枠２２内部に現場打ちコンクリートを打設して、第２柱梁仕口部３ｂを構築しつつこれに長尺ＰＣａ梁部材５を接合する。外殻ＰＣａ柱部材６内部へのコンクリート打設については、図９に示した施工段階では若干打ち残しをしておき、当該第２柱梁仕口部３ｂの構築の際に、コンクリート打設を完了するようにしてもよい。この第２柱梁仕口部３ｂ位置に打設されるコンクリートは、柱と梁でコンクリートを打ち分ける場合には、柱用のコンクリートが打設される。他方、ハーフプレキャスト製の長尺ＰＣａ梁部材５上部から床面にわたってスラブコンクリートを打設して、（ｎ＋２）階の床構築作業を行うようにしてもよい。以上により、（ｎ＋１）階の柱・梁架構の構築が完了し、（ｎ＋２）階に柱主筋９がほぼ１階層分突出された状態で、第２工程が完了する。   Next, as shown in FIG. 13, a mold 22 is provided so as to surround the position of the second column beam joint 3 b, and cast-in-place concrete is placed inside the mold 22, so that the second column beam joint is formed. While constructing 3b, the long PCa beam member 5 is joined thereto. As for the concrete placement inside the outer shell PCa column member 6, a little is left behind in the construction stage shown in FIG. 9, and the concrete placement is performed when the second column beam joint 3 b is constructed. You may make it complete. As for the concrete to be placed at the position of the second column beam joint 3b, when the concrete is divided by the column and the beam, the concrete for the column is placed. On the other hand, the floor construction work of the (n + 2) floor may be performed by placing slab concrete from the upper part of the long precast long PCa beam member 5 over the floor surface. As described above, the construction of the (n + 1) floor pillar / beam frame is completed, and the second step is completed in a state where the column main reinforcement 9 protrudes from the (n + 2) floor by almost one layer.

次に、図１４に示すように、１層用外殻ＰＣａ柱部材２を、柱主筋９に挿通しつつ、第２柱梁仕口部３ｂ上に建て込んで、（ｎ＋２）階に設置する。次に、図１５に示すように、長尺ＰＣａ梁部材５を、柱間に吊り下ろす。その後、図１６に示すように、吊り込んだ長尺ＰＣａ梁部材５を、支保工２０で（ｎ＋２）階床面上方に支持しつつ、１層用外殻ＰＣａ柱部材２上に建て込む。梁上端主筋１７ａおよび梁下端主筋はそれぞれ、１層用外殻ＰＣａ柱部材２上の第３柱梁仕口部３ｃ位置で、隣接して建て込まれる図示しない他の長尺ＰＣａ梁部材の梁上端主筋および梁下端主筋と突き合わせるなどして接合される。梁上端主筋１７ａは、必要に応じて第３柱梁仕口部３ｃ位置に向かって移動させるようにしてもよい。またこの際、柱主筋９に別途準備したフープ筋２３を装着して、第３柱梁仕口部３ｃ位置に配筋する。これにより、梁主筋１７を含めて、第３柱梁仕口部３ｃ位置に対する配筋を完了する。   Next, as shown in FIG. 14, the first-layer outer shell PCa column member 2 is installed on the second column beam joint 3 b while being inserted into the column main reinforcement 9 and installed on the (n + 2) floor. . Next, as shown in FIG. 15, the long PCa beam member 5 is suspended between the columns. After that, as shown in FIG. 16, the suspended long PCa beam member 5 is built on the outer layer PCa column member 2 for the first layer while being supported above the (n + 2) floor by the support work 20. The beam upper main bar 17a and the beam lower bar main bar are beams of other long PCa beam members (not shown) which are built adjacent to each other at the position of the third column beam joint 3c on the outer shell PCa column member 2 for one layer. Joined, for example, by matching the upper main bar and the lower main bar of the beam. You may make it move the beam upper end main reinforcement 17a toward the 3rd column beam joint part 3c position as needed. At this time, a separately prepared hoop bar 23 is attached to the column main bar 9 and the bar is arranged at the position of the third column beam joint 3c. Thereby, the bar arrangement for the third column beam joint 3c including the beam main reinforcement 17 is completed.

次に、図１７に示すように、第３柱梁仕口部３ｃ位置を取り囲んで型枠２２を設け、当該型枠２２内部に現場打ちコンクリートを打設して、第３柱梁仕口部３ｃを構築しつつこれに長尺ＰＣａ梁部材５を接合する。この第３柱梁仕口部３ｃ位置へのコンクリート打設に先立って、あるいはこれと同時に、１層用外殻ＰＣａ柱部材２内部に現場打ちコンクリートを打設する。第３柱梁仕口部３ｃ位置に打設されるコンクリートも、柱と梁でコンクリートを打ち分ける場合には、柱用のコンクリートが打設される。また、ハーフプレキャスト製の長尺ＰＣａ梁部材５上部から床面にわたってスラブコンクリートを打設して、（ｎ＋３）階の床構築作業を行うようにしてもよい。以上により、（ｎ＋２）階の柱・梁架構の構築が完了し、（ｎ＋３）階に、柱ユニット１の柱主筋９が、柱建て込み位置の既設の柱主筋として突設された状態で、第３工程が完了する。   Next, as shown in FIG. 17, a mold 22 is provided so as to surround the position of the third column beam joint 3 c, and cast-in-place concrete is placed inside the mold 22, so that the third column beam joint is formed. While constructing 3c, the long PCa beam member 5 is joined thereto. Prior to or simultaneously with placing the concrete at the position of the third column beam joint 3c, cast-in-place concrete is placed inside the outer layer PCa column member 2 for the first layer. As for the concrete placed at the position of the third column beam joint 3c, concrete for the column is placed when the concrete is divided between the column and the beam. Further, the floor construction work of the (n + 3) floor may be performed by placing slab concrete from the upper part of the long precast long PCa beam member 5 to the floor surface. With the above, the construction of the (n + 2) floor column / beam frame is completed, and the column main reinforcement 9 of the column unit 1 is projected on the (n + 3) floor as an existing column main reinforcement in the column built-in position. The third step is completed.

そしてこれら第１工程から第３工程の手順を繰り返すことで、３階層分を一単位としてＲＣ造柱・梁架構が上方へ向かって順次構築されていく。   Then, by repeating the procedure from the first step to the third step, the RC column / beam frame is sequentially constructed upward with the three layers as one unit.

以上説明したＲＣ造柱・梁架構およびその構築方法の一例では、貫通梁主筋７が配筋された柱梁仕口部３ａを含む外殻ＰＣａ柱部材６および３階層にわたる柱主筋９とから構成される柱ユニット１と、当該柱主筋９に挿通される１層用外殻ＰＣａ柱部材２とを交互に設けて柱を構築するようにしたので、建物の３階層分を一単位として施工することができ、これにより柱主筋９の継ぎ手を減らすことができるとともに、少なくとも一つの柱梁仕口部３ａが外殻ＰＣａ柱部材６に予め組み込まれていて、柱梁仕口部３ａ〜３ｃに対する現場での配筋作業量を削減でき、現場施工による柱の構築作業量を軽減できるとともに、作業時間を短縮化できて、施工の合理化・省力化を達成することができる。そして本実施形態にかかるＲＣ造柱・梁架構の構築方法は、これら柱ユニット１、１層用外殻ＰＣａ柱部材２およびＰＣａ梁部材４，５によって構成されるＲＣ造柱・梁架構を効率よく構築することができる。   In the example of the RC column / beam frame and the construction method described above, the structure is composed of the outer shell PCa column member 6 including the column beam joint portion 3a in which the penetration beam main reinforcement 7 is arranged and the column main reinforcement 9 extending over three layers. Since the column unit 1 and the outer shell PCa column member 2 for one layer inserted through the column main reinforcement 9 are alternately provided to construct the column, construction is performed with the three floors of the building as one unit. As a result, the number of joints of the column main reinforcement 9 can be reduced, and at least one column beam joint 3a is incorporated in the outer shell PCa column member 6 in advance. It is possible to reduce the amount of bar arrangement work at the site, reduce the amount of column construction work by on-site construction, shorten the work time, and achieve rationalization and labor saving of construction. The RC column / beam frame construction method according to the present embodiment efficiently uses the RC column / beam frame constituted by the column unit 1, the first-layer outer shell PCa column member 2 and the PCa beam members 4, 5. Can be built well.

本発明にかかる柱ユニットの好適な一実施形態を示す、当該柱ユニットの建て込み状態を示す説明図である。It is explanatory drawing which shows the built-in state of the said pillar unit which shows suitable one Embodiment of the pillar unit concerning this invention. 図１に示した柱ユニットに適用される外殻ＰＣａ柱部材の柱梁仕口部の平面断面図である。It is a plane sectional view of the column beam joint part of the outer shell PCa column member applied to the column unit shown in FIG. 図１に示した柱ユニットに適用される外殻ＰＣａ柱部材の柱部の平面断面図である。It is a plane sectional view of the pillar part of the outer shell PCa pillar member applied to the pillar unit shown in FIG. 図１に示した柱ユニットのうち、隅柱位置の柱ユニットに用いられる外殻ＰＣａ柱部材の柱梁仕口部の平面断面図である。It is a plane sectional view of a column beam joint part of an outer shell PCa column member used for a column unit of a corner column position among column units shown in FIG. 図１に示した柱ユニットに適用される外殻ＰＣａ柱部材に形成されるシャーコッタを示す正面図である。It is a front view which shows the shear cotter formed in the outer shell PCa pillar member applied to the pillar unit shown in FIG. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第１手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the first procedure in the height direction of the RC column / beam frame. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第２手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the second procedure in the height direction of the RC column / beam frame. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第３手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the third procedure in the height direction of the RC column / beam frame. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第４手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the fourth procedure in the height direction of the RC column / beam frame. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第５手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the fifth procedure in the height direction of the RC column / beam frame. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第６手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the sixth procedure in the height direction of the RC column / beam frame. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第７手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the seventh procedure in the height direction of the RC column / beam frame. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第８手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the eighth procedure in the height direction of the RC column / beam frame. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第９手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the ninth procedure in the height direction of the RC column / beam frame. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第１０手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the tenth procedure in the height direction of the RC column / beam frame. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第１１手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the eleventh procedure in the height direction of the RC column / beam frame. 図１に示した柱ユニットを用いたＲＣ造柱・梁架構の施工の一例であって、ＲＣ造柱・梁架構の高さ方向への第１２手順を説明する説明図である。 It is an example of the construction of the RC column / beam frame using the column unit shown in FIG. 1, and is an explanatory diagram for explaining the twelfth procedure in the height direction of the RC column / beam frame.

符号の説明Explanation of symbols

１ 柱ユニット
３ａ 柱梁仕口部
６ 外殻ＰＣａ柱部材
６ａ 下層柱部
６ｂ 上層柱部
７ 貫通梁主筋
９ 柱主筋
１０ フープ筋
１１ 中子筋
１２ 貫通孔
３０ 定着部
３１ シャーコッタ DESCRIPTION OF SYMBOLS 1 Column unit 3a Column beam joint part 6 Outer shell PCa column member 6a Lower layer column part 6b Upper layer column part 7 Penetration beam main reinforcement 9 Column main reinforcement 10 Hoop reinforcement 11 Core reinforcement 12 Through-hole 30 Fixing part 31 Shacotta

Claims (5)

柱梁仕口部の上下に下層柱部と上層柱部とを備えて、これら下層柱部と柱梁仕口部とから構成される１階層とその上の階層の上層柱部までを構成する高さ寸法で中空筒体状にプレキャスト成形された外殻ＰＣａ柱部材と、
建物３階層分の高さ寸法を有し、上記外殻ＰＣａ柱部材内にその高さ方向に沿って移動自在に設けられた柱主筋と、
上記柱梁仕口部に形成され、梁主筋が移動自在に挿通される貫通孔とを備えたことを特徴とする柱ユニット。 A lower-layer column portion and an upper-layer column portion are provided on the upper and lower sides of the column beam joint portion, and one layer composed of the lower layer column portion and the column beam joint portion and the upper layer column portion above it are configured. An outer shell PCa pillar member precast molded into a hollow cylinder with a height dimension ;
Column main bars having a height dimension corresponding to three floors of the building and provided movably along the height direction in the outer shell PCa column member,
A column unit comprising a through hole formed in the column beam joint and through which a beam main bar is movably inserted. 前記柱梁仕口部には、前記貫通孔を介して外方へ突出させて、上記梁主筋として貫通梁主筋が配筋されていることを特徴とする請求項１に記載の柱ユニット。   2. The column unit according to claim 1, wherein a penetrating beam main bar is arranged at the column beam joint portion as the beam main bar so as to protrude outward through the through hole. 前記柱梁仕口部には、これに接続される梁部材を定着させるシャーコッタが形成されていることを特徴とする請求項１または２に記載の柱ユニット。   The column unit according to claim 1 or 2, wherein a shear cotter for fixing a beam member connected to the column beam joint is formed. 前記外殻ＰＣａ柱部材には、柱剪断補強筋が埋設されていることを特徴とする請求項１〜３いずれかの項に記載の柱ユニット。   The column unit according to claim 1, wherein a column shear reinforcing bar is embedded in the outer shell PCa column member. 前記梁主筋には、前記外殻ＰＣａ柱部材内に打設されるコンクリートに埋設されて当該梁主筋を定着させる定着部が形成されていることを特徴とする請求項１〜４いずれかの項に記載の柱ユニット。   The fixing part which is embed | buried in the concrete cast | injected in the said outer shell PCa pillar member, and fixes the said beam main reinforcement is formed in the said beam main reinforcement. The pillar unit described in 1.
JP2005254202A 2005-09-01 2005-09-01 Pillar unit Expired - Fee Related JP4611156B2 (en)

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Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0280747A (en) * 1988-09-14 1990-03-20 Supankuriito Seizo Kk Girder structure
JPH0726624A (en) * 1993-07-13 1995-01-27 Fujita Corp Joint method of steel encased reinforced concrete column in precast method
JP2002294858A (en) * 2001-03-29 2002-10-09 Ohbayashi Corp Halfprecast concrete column member and halfprecast concrete beam member and construction method of reinforced concrete column-beam frame using these members
JP2005048543A (en) * 2003-07-31 2005-02-24 Toda Constr Co Ltd Column-beam joining structure
JP2005139866A (en) * 2003-11-10 2005-06-02 Okumura Corp Construction method for column and beam, and hollow precast concrete column form

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0280747A (en) * 1988-09-14 1990-03-20 Supankuriito Seizo Kk Girder structure
JPH0726624A (en) * 1993-07-13 1995-01-27 Fujita Corp Joint method of steel encased reinforced concrete column in precast method
JP2002294858A (en) * 2001-03-29 2002-10-09 Ohbayashi Corp Halfprecast concrete column member and halfprecast concrete beam member and construction method of reinforced concrete column-beam frame using these members
JP2005048543A (en) * 2003-07-31 2005-02-24 Toda Constr Co Ltd Column-beam joining structure
JP2005139866A (en) * 2003-11-10 2005-06-02 Okumura Corp Construction method for column and beam, and hollow precast concrete column form

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