JP3314190B2 - Joint construction method between precast concrete beam and round section column - Google Patents
Joint construction method between precast concrete beam and round section columnInfo
- Publication number
- JP3314190B2 JP3314190B2 JP20958994A JP20958994A JP3314190B2 JP 3314190 B2 JP3314190 B2 JP 3314190B2 JP 20958994 A JP20958994 A JP 20958994A JP 20958994 A JP20958994 A JP 20958994A JP 3314190 B2 JP3314190 B2 JP 3314190B2
- Authority
- JP
- Japan
- Prior art keywords
- column
- precast concrete
- section
- joint
- round
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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Description
【０００１】[0001]
【産業上の利用分野】この発明は、主として横断面が丸
形の柱、例えばコンクリート充填鋼管柱又はプレキャス
トコンクリート柱又は現場打ちコンリート柱、更に極端
には鉄骨柱（以下、丸形断面柱と総称する。）に、プレ
ストレスが導入されたプレキャストコンクリート梁を接
合して柱梁架構を構築する構法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention mainly relates to a column having a round cross section, for example, a concrete-filled steel tube column, a precast concrete column, or a cast-in-place concrete column, and more particularly, a steel column (hereinafter, collectively referred to as a round column). The present invention relates to a method of joining a precast concrete beam to which a prestress has been introduced and constructing a beam-column frame.
【０００２】[0002]
【従来の技術】従来、プレキャストコンクリート部材に
よる柱梁架構を組立る構法（接合構法）としては、およ
そ下記のものが知られ実施されている。 ＰＣ鋼線などの緊張材を梁の端部から柱を貫通させ
て配置し、前記緊張材を強く緊張処理して接合する構法
（特開平５−３９６４５号、特開平５−２８００９２号
公報の発明参照）。 梁の端部に突設された圧着用鉄筋（アンカー鉄筋）
を所謂柱パネルゾーンのコンクリート中へ埋め込んで一
体化する接合構法。 梁の端部に鉄骨材を一体的に埋め込んでおき、前記
鉄骨材を柱鉄骨と接合する構法（特開昭５３−１４０８
１７号、特開昭６０−１３８１３９号、特開平１−２８
７３３８号、特開平２−２６６０３４号、特開平５−１
４８８９８号公報などの発明参照）。 上記、、を組合せて複合化した接合構法。2. Description of the Related Art Heretofore, as a construction method (joining construction method) for assembling a column-beam frame using precast concrete members, the following methods are generally known and implemented. A construction method in which a tension member such as a PC steel wire is arranged so as to penetrate a column from the end of a beam, and the tension member is strongly tensioned and joined (Japanese Patent Application Laid-Open Nos. 5-39645 and 5-280092). reference). Crimp rebar (anchor rebar) protruding from the end of the beam
Is embedded in concrete in the so-called column panel zone and integrated. A method of integrally embedding a steel frame material at the end of a beam and joining the steel frame material to a column steel frame (JP-A-53-1408)
No. 17, JP-A-60-138139, JP-A-1-28
No. 7338, JP-A-2-26634, JP-A-5-1
No. 48898). A bonding method combining the above and forming a composite.
【０００３】[0003]
【本発明が解決しようとする課題】上記した従来〜
の接合構法は、いずれも柱を貫通する孔を開ける作業、
パネルゾーンに鉄骨を埋め込む作業、あるいはパネルゾ
ーン内の複雑な納まりの鉄筋組立て作業などが必要であ
り、作業現場あるいは製作工場などにおいて、柱仕口部
に手間のかかる作業を行わねばならない。また、柱を一
層ずつ建て方する場合には、柱の天端部分にＰＣ鋼線を
配置するスペースを設けることも実施されるが、柱を一
層ずつしか建てられないので、作業の効率が悪く、工期
の短縮にさしたる効果を期待できない欠点があった。[Problems to be solved by the present invention]
The joint construction method of making a hole that penetrates the pillar,
A work of embedding a steel frame in the panel zone or a work of assembling a reinforcing bar in a complicated manner in the panel zone is required, and a laborious work must be performed on a column joint at a work site or a manufacturing factory. When columns are built one by one, it is also practiced to provide a space for arranging PC steel wires at the top end of the columns. However, since only one column can be built, the work efficiency is poor. However, there is a disadvantage that the effect of shortening the construction period cannot be expected.
【０００４】従って、本発明の目的は、コンクリート充
填鋼管柱その他の丸形断面柱に、プレストレスが導入さ
れたプレキャストコンクリート梁を接合して柱梁架構を
構築する場合に、ＰＣ鋼線及び鉄筋の柱への圧着部廻り
の納まりを簡素化し、現場作業の効率の向上と、工期の
短縮を達成する接合構法を提供することにある。[0004] Accordingly, an object of the present invention is to provide a PC beam and a rebar when a prestressed precast concrete beam is joined to a concrete-filled steel pipe column or other round cross-section column to construct a beam-column frame. It is an object of the present invention to provide a joining construction method that simplifies fitting around a crimped portion to a pillar, improves the efficiency of on-site work, and shortens the construction period.
【０００５】[0005]
【課題を解決するための手段】上記の課題を解決するた
めの手段として、請求項１記載の発明に係るプレキャス
トコンクリート梁と丸形断面柱との接合構法は、横断面
を丸形に形成された柱１の梁取り付け位置に、前記柱の
外形よりも接合に必要な厚さ寸法だけ大きい丸形を分割
したに等しい形状の接合端部２を形成したプレキャスト
コンクリート梁３を、それぞれの前記接合端部２を前記
柱１の外周面へ当接させて架設し、前記接合端部２と柱
１との隙間４に充填材を注入し、各梁の接合端部の断面
内部を共通に貫通する引張材５を平面的に見て丸形に配
置し、前記充填材が硬化した後に、前記引張材５を強く
緊張して内向きの求心力を発生させ梁と柱の圧着を行う
ことを特徴とする。According to a first aspect of the present invention, there is provided a method for joining a precast concrete beam and a column having a round cross section, the cross section of which is formed in a circular shape. A precast concrete beam 3 having a joint end 2 having a shape equal to a round shape obtained by dividing a round shape having a thickness larger than the outer shape of the pillar by a thickness required for joining is formed at the beam mounting position of the pillar 1. the end 2 bridged by abutment to the outer peripheral surface of said post 1, by injecting a filler into the gap 4 between the joint end portion 2 and the column 1, through the cross-section inside of the joint end portions of the beams to a common The tension member 5 to be applied is arranged in a circular shape when viewed in a plan view, and after the filler is hardened, the tension member 5 is strongly tensioned to generate an inward centripetal force to perform crimping of the beam and the column. And
【０００６】請求項２記載の発明は、請求項１に記載し
たプレキャストコンクリート梁と丸形断面柱との接合構
法において、柱は丸形断面のコンクリート充填鋼管柱１
又はコンクリート柱であり、梁はプレストレスを導入さ
れたプレキャストコンクリート梁３であり、該梁３は前
記柱１の梁取り付け位置に固定したブラケット６の上に
接合端部２を載せ架けて架設を行い、引張材としてのＰ
Ｃ鋼線５は梁の接合端部２に予め埋設したシース内に挿
入して配置すること、及び前記ＰＣ鋼線の緊張による圧
着が完了した後に前記梁３の接合端部相互間の目地７に
充填材の注入を行うことを特徴とする。[0006] The invention according to claim 2 is described in claim 1.
Of precast concrete beam and round column
In the method , the column is a concrete-filled steel tubular column 1 with a round cross section
Alternatively, the beam is a precast concrete beam 3 into which a prestress is introduced, and the beam 3 is erected by mounting the joining end 2 on a bracket 6 fixed to the beam mounting position of the column 1. And P as tensile material
Rukoto C steel wire 5 be positioned by inserting into the sheath a previously embedded in the joint end portion 2 of the beam, and joints between the joint end portions mutually the beam 3 after crimping by tension of the PC steel wire has been completed 7 is characterized in that a filler is injected.
【０００７】請求項３記載の発明は、請求項１又は２に
記載したプレキャストコンクリート梁と丸形断面柱との
接合構法において、引張材５は、梁の接合端部２の高さ
方向に間隔をあけて複数本略水平方向へ平面的に見て丸
形状に配置することを特徴とする。 請求項４記載の発明
は、請求項１又は２に記載したプレキャストコンクリー
ト梁と丸形断面柱との接合構法において、引張材５は、
梁の接合端部２の高さ方向に適度なリード角でスパイラ
ル状に１本、又は複数本を多条ネジ状に配置することを
特徴とする。請求項５記載の発明は、請求項１〜４のい
ずれか一に記載したプレキャストコンクリート梁と丸形
断面柱との接合構法において、梁の接合端部２に、引張
材５を配置し緊張、圧着の処理を行うための欠き込み８
を高さ方向に予め形成し、引張材５を配置し緊張、圧着
の処理を行なった後に、前記欠き込み８はモルタル等の
充填材９で充填し形状を整えることを特徴とする。[0007] The invention according to claim 3 is the invention according to claim 1 or 2.
The described precast concrete beam and round section column
In joining construction method, the tension member 5, characterized that you placed in a round shape in plan view to the plurality of substantially horizontally spaced in the height direction of the joint end portion 2 of the beam. The invention according to claim 4.
Is the precast concrete according to claim 1 or 2.
In the joint construction method between the beam and the round section column, the tensile member 5 is
One with a moderate lead angle in the height direction of the joint end portion 2 of the beam in a spiral shape, or to place a plurality of the on multiple thread screw shape and <br/> characterized Rukoto. The invention according to claim 5 is the invention according to claims 1 to 4.
Precast concrete beam and round shape described
In the joint construction method with a cross-section column, a notch 8 for arranging a tension member 5 at the joint end 2 of the beam and performing a tensioning and crimping process.
Is formed in advance in the height direction, the tension member 5 is arranged, tensioning and pressure bonding are performed, and then the notch 8 is made of mortar or the like.
It is characterized in that the shape is adjusted by filling with the filler 9 .
【０００８】請求項６記載の発明は、請求項１〜５のい
ずれか一に記載したプレキャストコンクリート梁と丸形
断面柱との接合構法において、梁の接合端部は、プレキ
ャストコンクリート梁の端部に埋め込まれた鉄骨材２’
で形成されていることを特徴とする。[0008] The invention according to claim 6 is the invention according to claims 1 to 5.
Precast concrete beam and round shape described
In the connection method with a cross section column, the connection end of the beam is a steel frame 2 ′ embedded in the end of the precast concrete beam.
It is characterized by being formed by.
【０００９】[0009]
【作用】平面的に見て丸形に配置された引張材５に緊張
力を導入すると、云わば樽のたがを締め付けたに等しい
内向きの求心力が発生し、各梁３の接合端部２を相互に
等しく締め付けて丸形断面の柱１との間に圧着力を発生
し、摩擦力を発生して一体化接合（圧着）の効果を生ず
る。従って、柱１及び梁の接合端部２の横断面形状は、
円形を基調とする丸形断面であることを要する。前記の
圧着作用を数理的に示すと、以下のとおりである。When a tension is applied to the tension member 5 arranged in a circular shape in plan view, an inward centripetal force equal to the tightening of the barrel is generated, so that the joint ends of the beams 3 are joined. 2 are equally fastened to each other to generate a pressing force between the column 1 and the column 1 having a round cross-section, and to generate a frictional force to produce an effect of integrated joining (crimping). Therefore, the cross-sectional shape of the joint end 2 of the column 1 and the beam is
It must have a round cross section based on a circle. The above-mentioned crimping action is mathematically shown as follows.
【００１０】単位高さ当りで考えると、円周の単位長さ
当りの中心角をθとし、引張材５に導入した緊張力Ｐに
より発生する単位長さ当りの求心力Ｐ0 は、 Ｐ0 ＝Ｐ×sin （１／２ｒ） （以下、式と云う。） で求められる。但し、前記ｒは丸形をなす引張材５の曲
率半径である。そこで今、梁と柱の圧着面に作用する曲
げモーメントをＭ、同じく圧着面に作用するせん断力を
Ｑ、鋼とコンクリートの間の摩擦係数をμとし、図１と
図２に示した形状の柱梁架構を、上下４段に配置した引
張材５を緊張して圧着処理した場合を考える。圧着面に
作用するせん断力Ｑに耐えるために必要な単位面積当り
の緊張力Ｐ1 は、圧着面積をＡとすると、Ｑ＝Ａ×Ｐ1
×μ の式を変形した、 Ｐ1 ＝Ｑ／Ａ・μ（以下、式と云う。）で求められ
る。例えば柱１の外径が８０cm、梁の接合端部２の高さ
寸法が７５cm、せん断力Ｑが１００トンの場合に必要な
前記緊張力Ｐ1 は、前記の式から３５．４kg/cm2と算
出される。単位高さ当りの引張材５に必要な緊張力Ｐは
上記の式から、４２４８kg/cm と算出される。従っ
て、ＰＣ鋼線１本当りの有効緊張力Ｐe は、前記のよう
に求めたＰ＝４２８０kg/cm に基いて７９．６５トンと
算定される。一方、外径が１２．７mmの鋼より線のスト
ランドを１１本束ねたＰＣ鋼線の引張強度Ｐy は１７
４．９トンである。緊張力の摩擦損失、セット損失の低
減係数を０．６５とし、緊張力の有効率を０．８５と
し、また、緊張力の導入時には前記ＰＣ鋼線の引張強度
Ｐy の８５％を超えないものとするので、これらの係数
（０．６５×０．８５×０．８５）を前記引張強度Ｐy
＝１７４．９トンに乗じて得られる有効緊張力Ｐe ′は
８２．２トンである。この数値Ｐe ′は前記有効緊張力
Ｐe ＝７９．６５トンよりも大きいから、本発明の有効
性、実用性が確認される。Considering per unit height, the center angle of the circumference per unit length is θ, and the centripetal force P 0 per unit length generated by the tension P introduced into the tension member 5 is P 0 = P × sin (1 / 2r) (hereinafter referred to as an expression). Here, r is the radius of curvature of the tensile member 5 having a round shape. Now, let M be the bending moment acting on the crimping surface of the beam and column, Q be the shearing force acting on the crimping surface, and μ be the friction coefficient between steel and concrete, and use the shape shown in FIGS. Consider a case in which a column-beam frame is subjected to a crimping process by tensioning tension members 5 arranged in four steps in the upper and lower stages. The tension P 1 per unit area required to withstand the shearing force Q acting on the pressure-bonded surface is given by Q = A × P 1 where A is the pressure-bonded area.
× 1 is obtained by transforming the equation, and P 1 = Q / A · μ (hereinafter referred to as the equation). For example, when the outer diameter of the column 1 is 80 cm, the height of the joint end 2 of the beam is 75 cm, and the shearing force Q is 100 tons, the required tension P 1 is 35.4 kg / cm 2 from the above equation. Is calculated. The tension P required for the tensile member 5 per unit height is calculated as 4248 kg / cm from the above equation. Therefore, the effective tensioning force P e per one PC steel wire is calculated to be 79.65 t based on the obtained P = 4280kg / cm as described above. On the other hand, the tensile strength P y of a PC steel wire obtained by bundling 11 strands of steel stranded wire having an outer diameter of 12.7 mm is 17
4.9 tons. Friction losses tensioning, and 0.65 the reduction coefficient set loss, the effective rate of tension of 0.85, also not exceed 85% of the tensile strength P y of the PC steel wire upon introduction of tension Therefore, these coefficients (0.65 × 0.85 × 0.85) are calculated as the tensile strength P y
= Multiplied by 174.9 tons by effectively obtained tension P e 'is 82.2 tons. Since this value P e 'is larger than the effective tensioning force P e = 79.65 tons effectiveness of the present invention, practicality is confirmed.
【００１１】[0011]
【実施例】次に、図示した本発明の実施例を説明する。
第１実施例を示した図１と図２は、横断面が円形で直径
が８０cmのコンクリート充填鋼管柱１の外周面の梁取り
付け位置にアングルによるブラケット６を固定し、この
ブラケット６の上に梁の接合端部２を載せ架けて各プレ
キャストコンクリート梁３の架設が行われた構成を示し
ている。このプレキャストコンクリート梁３は、せいが
７５cm位の大きさで、プレストレスを導入したプレスト
レストコンクリート梁でもある。各梁の接合端部２は、
図１で明らかなように、柱１の外形（外径と等しい。）
よりも、圧着接合に必要な厚さ寸法だけ大きい円形（図
１の場合、接合端部の外径は１４０cm位。従って、接合
端部の厚さは３０cm。）を、直交する４本の梁毎に４５
°方向に４等分割したに等しい形状とされている。前記
形状の各接合端部２の垂直断面内部には、高さ方向に約
２０cm位の等ピッチで４段に（図２参照、但し、段数は
この限りではない。）、しかも各々は水平方向に直径が
１２０cm位の円形（柱と同心の円形）の配置で各接合端
部を共通に貫通する引張材５が配設されている。具体的
には、接合端部２の断面内部に、前記した配置で予めシ
ース管が埋設されており、引張材としては外径が１２．
７mmの７本撚りストランドを１１本束ねたＰＣ鋼線５を
使用し、これが各梁を架設した後に前記のシース管中に
順次挿入される。前記ＰＣ鋼線５のシース管への挿入作
業、及び緊張力導入と圧着の作業をそれぞれ容易にする
ため、前記接合端部２の端面部に、平面形状が直角三角
形状の欠き込み８が、円形に配置されたＰＣ鋼線５の接
線方向の両側に相対峙して接線（円形に配置したＰＣ鋼
線がハチマキ状に交った交点から両側に延びる接線）に
直角な面をもつ配置に形成されている（図１参照）。BRIEF DESCRIPTION OF THE DRAWINGS FIG.
1 and 2 showing the first embodiment, a bracket 6 is fixed at an angle to a beam mounting position on the outer peripheral surface of a concrete-filled steel tubular column 1 having a circular cross section and a diameter of 80 cm. This figure shows a configuration in which each precast concrete beam 3 is erected with the joint end 2 of the beam placed thereon. The precast concrete beam 3 is about 75 cm in size, and is also a prestressed concrete beam to which prestress is introduced. The joint end 2 of each beam is
As is clear from FIG. 1, the outer shape of the column 1 (equal to the outer diameter)
(In the case of FIG. 1, the outer diameter of the joining end is about 140 cm. Therefore, the thickness of the joining end is 30 cm.) 45 for each
The shape is equal to four equal divisions in the ° direction. In the vertical cross section of each of the joining ends 2 having the above-mentioned shape, four steps (see FIG. 2, but the number of steps is not limited) at an equal pitch of about 20 cm in the height direction, and each is in the horizontal direction. A tension member 5 having a diameter of about 120 cm (a circle concentric with the pillar) and penetrating through each joint end is disposed. Specifically, a sheath tube is embedded in advance in the cross section of the joint end portion 2 in the above-mentioned arrangement, and the outer diameter of the sheath material is 12.
A PC steel wire 5 in which 11 7-strand strands each having a length of 7 mm are bundled is used, which is sequentially inserted into the sheath tube after each beam is erected. In order to facilitate the work of inserting the PC steel wire 5 into the sheath tube, and the work of introducing tension and crimping, a notch 8 having a right-angled triangular planar shape is provided on the end face of the joint end 2. An arrangement having a plane perpendicular to the tangents (tangents extending to both sides from the intersection where the circularly arranged PC steel wires intersect) in opposition to both sides in the tangential direction of the circularly arranged PC steel wires 5. (See FIG. 1).
【００１２】ＰＣ鋼線５の緊張及び圧着の作業は、前記
梁の接合端部２とコンクリート充填鋼管柱１との突き合
わせ面間の隙間４へ目地モルタル等の充填材を注入し、
それが硬化した後に行う。その要領はＰＣ鋼線５の接線
方向の両側に相対峙する一対の前記欠き込み８，８のう
ちの一方の欠き込み８の直角面にＰＣ鋼線の一端を圧着
処理１０を行う。他方の欠き込み８の直角面には緊張用
ジャッキ（センターホールジャッキ）１１を設置し、該
ジャッキ１１を操作して所定の緊張力を導入し圧着処理
を行う。こうして全てのＰＣ鋼線５の緊張、圧着の処理
を行った後に、各欠き込み８にはモルタル等の充填材９
を充填して形状を整える。なお、接合端部２の高さ方向
に４段配置したＰＣ鋼線５の緊張、圧着の作業は、図１
の方向に見て、順方向に１段ずつ９０°向きを変えて行
う構成にすると、緊張力の平準化を図れて好都合であ
る。前記の緊張、圧着の作業が終了した後に、接合端部
２，２相互間の目地７にもモルタル等の充填材を注入す
る。その後、各梁３の上にスラブ１２の構築を行う。The work of tensioning and crimping the PC steel wire 5 is performed by injecting a filler such as joint mortar into the gap 4 between the butting surfaces of the joint end 2 of the beam and the concrete-filled steel pipe column 1.
Do it after it has cured. The procedure is to perform a crimping process 10 on one end of the PC steel wire to a right angle surface of one of the notches 8 of the pair of notches 8 facing each other in the tangential direction of the PC steel wire 5. A tensioning jack (center hole jack) 11 is installed on the right-angled surface of the other notch 8, and a predetermined tension is introduced by operating the jack 11 to perform a crimping process. After all the PC steel wires 5 have been subjected to the tensioning and crimping processes, each notch 8 has a filler 9 such as mortar or the like.
Fill and shape. The work of tensioning and crimping the PC steel wire 5 arranged in four steps in the height direction of the joint end 2 is shown in FIG.
In the case where the direction is changed by 90 ° in the forward direction one step at a time, it is convenient to level the tension. After the tensioning and crimping operations are completed, a filler such as mortar is also injected into the joint 7 between the joint ends 2. After that, the slab 12 is constructed on each beam 3.
【００１３】〔第２の実施例〕図４と図５に示した第２
実施例の構成の基本は、上記第１実施例と変わりない
が、引張材５を梁の接合端部２の高さ方向に適度なリー
ド角のスパイラル状に配置した構成を特徴としている。
図４では、代表的に示した１本のＰＣ鋼線５が約１周す
る間に、緊張処理するべき上下一対の欠き込み８、８に
行き渡るスパイラル状の配置であることを示している。
そして、図５は４本のＰＣ鋼線５…が、接合端部２の上
下方向に適度なピッチの言わば４条ネジ状の配置で、且
つスパイラルの始端及び終端の位置を各々平面的に見て
９０°ずつ順方向に異ならせて配置し、緊張及び圧着の
処理を行う構成を示している。[Second Embodiment] The second embodiment shown in FIGS.
The basic structure of this embodiment is the same as that of the first embodiment, but is characterized by a structure in which the tension members 5 are arranged in a spiral shape with an appropriate lead angle in the height direction of the joint end 2 of the beam.
FIG. 4 shows a typical arrangement in which a single PC steel wire 5 has a spiral arrangement extending over a pair of upper and lower notches 8 to be tensioned while making one round.
FIG. 5 shows that the four PC steel wires 5 are arranged in a so-called four-threaded manner at an appropriate pitch in the vertical direction of the joint end portion 2 and the positions of the start end and the end of the spiral are viewed in plan. In this case, the components are arranged so as to be different from each other in the forward direction by 90 ° to perform a tensioning and crimping process.
【００１４】〔第３の実施例〕図６と図７は、上記の実
施例で説明してきた各梁の接合端部が、鉄骨、鋳鉄又は
鋳鋼、又は鍛鋼その他の金属で成形加工された鉄骨材
（金属材）２′で製作され、これがプレキャストコンク
リート梁３の端部に一体的に埋め込まれた構成を示して
いる。[Third Embodiment] FIGS. 6 and 7 show a steel frame in which the joint end of each beam described in the above embodiment is formed of steel, cast iron or cast steel, or forged steel or other metal. 2 shows a configuration in which the precast concrete beam 3 is integrally embedded in the end of the precast concrete beam 3.
【００１５】[0015]
【本発明が奏する効果】本発明に係るプレキャストコン
クリート梁と丸形断面柱との接合構法は、所謂柱パネル
ゾーン内に補強筋、アンカー鉄筋又は接合用のＰＣ鋼線
の類いが一切存在せず、接合部の構造が著しく簡略化さ
れている。また、柱を貫通するＰＣ鋼線その他が存しな
いため、柱（鋼管）の加工（孔あけ加工など）が必要な
く、加工が容易になる。更に、現場における柱梁の接合
作業のほとんどが引張材の緊張、圧着の作業であるた
め、現場作業を効率良く行うことができ、工期の短縮を
図ることができる。[Effects of the present invention] The method of joining a precast concrete beam and a round section column according to the present invention is such that no reinforcing bars, anchor bars or PC steel wires for joining exist in the so-called column panel zone. However, the structure of the joint is significantly simplified. Further, since there is no PC steel wire or the like penetrating the column, there is no need to process the column (steel pipe) (drilling, etc.), and the process becomes easy. Furthermore, since most of the work of joining the columns and beams at the site is the work of tensioning and crimping the tensile material, the site work can be performed efficiently, and the construction period can be shortened.
【００１６】その他、平面的に見て等方性を有する丸形
断面柱に、同じく丸形に締付ける等方性の圧着方法を採
用しているので、力学的に明解で合理的であり、設計が
容易である。In addition, since an isotropic crimping method of similarly rounding a column having a circular cross section having isotropicity in plan view is adopted, it is mechanically clear and rational. Is easy.
【図１】本発明構法の第１実施例を示した平面図であ
る。FIG. 1 is a plan view showing a first embodiment of the construction method of the present invention.
【図２】図１の２−２線矢視断面図である。FIG. 2 is a sectional view taken along line 2-2 of FIG.
【図３】上記実施例に使用するプレキャストコンクリー
ト梁の一部を示した斜視図である。FIG. 3 is a perspective view showing a part of a precast concrete beam used in the embodiment.
【図４】本発明構法の第２実施例を示した斜視図であ
る。FIG. 4 is a perspective view showing a second embodiment of the construction method of the present invention.
【図５】同上の実施例を簡略化して示した断面図であ
る。FIG. 5 is a simplified sectional view of the embodiment.
【図６】本発明構法の第３実施例を示した平面図であ
る。FIG. 6 is a plan view showing a third embodiment of the construction method of the present invention.
【図７】図６の７−７線矢視断面図である。FIG. 7 is a sectional view taken along line 7-7 of FIG. 6;
１ 柱 ２ 接合端部 ３ プレキャストコンクリート梁 ４ 隙間 ５ 引張材 ６ ブラケット ７ 目地 ８ 欠き込み ２′ 鉄骨材 DESCRIPTION OF SYMBOLS 1 Column 2 Joining end 3 Precast concrete beam 4 Gap 5 Tensile material 6 Bracket 7 Joint 8 Notch 2 'Steel frame material
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 実公 昭49−19767（ＪＰ，Ｙ１) (58)調査した分野(Int.Cl.7，ＤＢ名) E04B 1/21 - 1/22 E04B 1/38 - 1/22 E04B 1/30 ──────────────────────────────────────────────────続 き Continuation of the front page (56) References Jikken Sho 49-19767 (JP, Y1) (58) Fields investigated (Int. Cl. 7 , DB name) E04B 1/21-1/22 E04B 1 / 38-1/22 E04B 1/30
Claims (6)
位置に、前記柱の外形よりも接合に必要な厚さ寸法だけ
大きい丸形を分割したに等しい形状の接合端部を形成し
たプレキャストコンクリート梁を、それぞれの前記接合
端部を前記柱の外周面へ当接させて架設し、前記接合端
部と柱との隙間に充填材を注入し、各梁の接合端部の断
面内部を共通に貫通する引張材を平面的に見て丸形に配
置し、前記充填材が硬化した後に、前記引張材を強く緊
張して内向きの求心力を発生させ梁と柱の圧着を行うこ
とを特徴とする、プレキャストコンクリート梁と丸形断
面柱との接合構法。At a beam mounting position of a pillar having a round cross section, a joining end portion having a shape equal to that obtained by dividing a round shape larger than the outer shape of the pillar by a thickness dimension necessary for joining is formed. I
And the precast concrete beam, each of the joint end portions bridged by abutment to the outer peripheral surface of said post, by injecting a filler into a gap between the joint end and the bar, the cross section of the joint end portions of the beams A tension member penetrating through the inside is arranged in a circular shape when viewed two-dimensionally, and after the filler material is hardened, the tension member is strongly tensioned to generate an inward centripetal force to perform crimping of the beam and the column. A method of joining precast concrete beams and round cross-section columns, characterized in that:
はコンクリート柱であり、梁はプレストレスを導入され
たプレキャストコンクリート梁であり、該梁は前記柱の
梁取り付け位置に固定したブラケットの上に接合端部を
載せ架けて架設を行い、引張材としてのＰＣ鋼線は梁の
接合端部に予め埋設したシース内に挿入して配置するこ
と、及び前記ＰＣ鋼線の緊張による圧着が完了した後に
前記梁の接合端部相互間の目地に充填材の注入を行うこ
とを特徴とする、請求項１に記載したプレキャストコン
クリート梁と丸形断面柱との接合構法。2. The column is a concrete-filled steel tube column or concrete column having a round cross section, and the beam is a precast concrete beam into which a prestress is introduced, and the beam is mounted on a bracket fixed to a beam mounting position of the column. performed erection over placing the joint end portion, PC steel wire as tensile material is crimped by tensions previously buried the Rukoto be placed is inserted into the sheath, and the PC steel wire joint ends of the beam 2. The method according to claim 1 , wherein a filler is injected into joints between joint ends of the beams after completion.
をあけて複数本略水平方向へ平面的に見て丸形状に配置
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梁と丸形断面柱との接合構法。3. A pull stretched member is disposed in a round shape in plan view to the plurality of substantially horizontally spaced in the height direction of the joint end portion of the beam
And wherein to Rukoto, joining CONSTRUCTIONS the pre <br/> cast concrete beams and round cross-section Column according to claim 1 or 2.
なリード角でスパイラル状に１本、又は複数本を多条ネ
ジ状に配置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梁と丸形断面柱との接
合構法。4. A pull stretched member is characterized that you arranged one spirally at a moderate lead angle in the height direction of the joint end portion of the beam, or a plurality of the on multiple thread screw shape, wherein Item 1 or 2
Connection method between the mounted precast concrete beam and round section column.
着の処理を行うための欠き込みを高さ方向に予め形成
し、引張材を配置し緊張、圧着の処理を行なった後に、
前記欠き込みはモルタル等の充填材で充填し形状を整え
ることを特徴とする、請求項１〜４のいずれか一に記載
したプレキャストコンクリート梁と丸形断面柱との接合
構法。The joint end portion of 5. beams, preformed tension member were disposed tension narrows away for processing the crimp height direction
After placing the tension material and performing the tension and crimping process,
The notch is filled with filler such as mortar and shaped.
Characterized in that that, according to any one of claims 1 to 4
Joining Construction of the precast concrete beams and round cross-section columns.
ト梁の端部に埋め込まれた鉄骨材で形成されていること
を特徴とする、請求項１〜５のいずれか一に記載したプ
レキャストコンクリート梁と丸形断面柱との接合構法。Joint ends of 6. beam is characterized in that it is formed by a steel material embedded in the end of the precast concrete beam, flop <br described in any one of claims 1 to 5 /> Joint construction method of recast concrete beam and round section column.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP20958994A JP3314190B2 (en) | 1994-09-02 | 1994-09-02 | Joint construction method between precast concrete beam and round section column |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP20958994A JP3314190B2 (en) | 1994-09-02 | 1994-09-02 | Joint construction method between precast concrete beam and round section column |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0874319A JPH0874319A (en) | 1996-03-19 |
| JP3314190B2 true JP3314190B2 (en) | 2002-08-12 |
Family
ID=16575338
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP20958994A Expired - Fee Related JP3314190B2 (en) | 1994-09-02 | 1994-09-02 | Joint construction method between precast concrete beam and round section column |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3314190B2 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109024888A (en) * | 2018-08-07 | 2018-12-18 | 安徽工业大学 | Assembled PVC-FRP pipe concrete column-reinforced beam Self-resetting ring beam joint |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106948480B (en) * | 2017-03-02 | 2023-02-21 | 广州大学 | Beam column node structure and assembled house |
| CN111441469A (en) * | 2020-04-23 | 2020-07-24 | 华南理工大学 | FRP hoop node of thin-wall circular steel tube regenerated block concrete structure |
-
1994
- 1994-09-02 JP JP20958994A patent/JP3314190B2/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109024888A (en) * | 2018-08-07 | 2018-12-18 | 安徽工业大学 | Assembled PVC-FRP pipe concrete column-reinforced beam Self-resetting ring beam joint |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0874319A (en) | 1996-03-19 |
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