JP2008190175A - Joining method and joint structure of precast reinforced concrete beam members - Google Patents

Joining method and joint structure of precast reinforced concrete beam members Download PDF

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JP2008190175A
JP2008190175A JP2007024410A JP2007024410A JP2008190175A JP 2008190175 A JP2008190175 A JP 2008190175A JP 2007024410 A JP2007024410 A JP 2007024410A JP 2007024410 A JP2007024410 A JP 2007024410A JP 2008190175 A JP2008190175 A JP 2008190175A
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reinforced concrete
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JP4914236B2 (en
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Hidefumi Okumoto
Kazunori Wakamatsu
英史 奥本
和範 若松
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Takenaka Komuten Co Ltd
株式会社竹中工務店
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<P>PROBLEM TO BE SOLVED: To provide a joining method and a joint structure of precast reinforced concrete beam members shortening a construction period and excelling in workability, safety and economical efficiency. <P>SOLUTION: The mutual joint ends of the beam members 10, 11 are provided with cutout parts 10a, 11a formed by cutting out the width of the beam members in stepped shape to coincide with each other when brought close to a nearly abutting state. Beam main reinforcements 1 arranged in the beam members are exposed into the cutouts, and the tip parts of the exposed beam main reinforcements are formed in lump shape 1a. The beam members are positioned in mutually facing arrangement. In a rectangular space formed by the beam main reinforcements exposed to the cutout parts of the beam members, a connecting member 12 formed by combining reinforcements 2 having lumps 2a at both ends, in X-shape are positioned within the mutual cutout parts of the beam members, and stirrups 3 are arranged at the exposed beam main reinforcements. A hardening material is then filled in the mutual cutout parts of the beam members to integrally join the precast reinforced concrete beam members to each other. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

この発明は、プレキャスト鉄筋コンクリート(以下、PCaと略す場合がある。)梁部材同士の接合方法及び接合構造の技術分野に属する。   The present invention belongs to a technical field of a joining method and a joining structure of precast reinforced concrete (hereinafter sometimes abbreviated as PCa) beam members.
従来、PCa梁部材同士の接合方法及び接合構造は、図6A、Bに例示したように、対向するPCa梁部材a、aから突出した鉄筋b、b同士を接合して、その接合部に、後打ちコンクリート打設工事等の後工事(図示略)を行うことが一般的に行われる。ちなみに鉄筋b、b同士の接合(継手)方法には、圧接継手方法、溶接継手方法、機械式継手方法等が実施される。前記鉄筋b、b同士を接合する作業を確実に行うべく、作業容易性の観点から、PCa梁部材a、a同士の間隔Lは150cm程度確保して接合作業を行うのが一般的である(例えば、特許文献1の第1図、特許文献2の図4、及び特許文献3の図3参照)。ちなみに、図6A、Bは、PCa柱部材eの上方に複数の柱主筋cを突き出した構造形式(所謂串刺し工法等)で構築する実施例を示している。図中の符号dは、支保工を示している。   Conventionally, as illustrated in FIGS. 6A and 6B, the joining method and the joining structure between the PCa beam members are obtained by joining the reinforcing bars b and b protruding from the opposing PCa beam members a and a to each other, Generally, post-construction work (not shown) such as post-cast concrete placement work is performed. Incidentally, as a method of joining (joining) the reinforcing bars b and b, a pressure welding joint method, a weld joint method, a mechanical joint method, and the like are carried out. In order to reliably perform the work of joining the reinforcing bars b and b, from the viewpoint of workability, it is common to perform the joining work while securing an interval L between the PCa beam members a and a of about 150 cm ( For example, see FIG. 1 of Patent Document 1, FIG. 4 of Patent Document 2, and FIG. 3 of Patent Document 3. Incidentally, FIGS. 6A and 6B show an embodiment constructed in a structural form (so-called skewering method or the like) in which a plurality of column main bars c are projected above the PCa column member e. The symbol d in the figure indicates a support work.
しかしながら、上記従来のPCa梁部材a、a同士の接合方法は、PCa梁部材a、a同士の間隔を150cm程度確保する必要があるので、前記鉄筋b、b同士の継手作業終了後には、梁部材a、a同士の隙間を埋めるべく、対向するPCa梁部材a、a同士の接合部近傍にコンクリート打設用の型枠を設置し、コンクリートを打設して前記鉄筋b、b同士の継手部分とPCa梁部材a、a同士とを一体化させる大掛かりな後工事を行う必要があった。よって、工期が長期化し、不経済に過ぎるという問題があった。   However, since the conventional method of joining the PCa beam members a and a needs to secure a distance of about 150 cm between the PCa beam members a and a, after the joint work between the reinforcing bars b and b is finished, In order to fill the gap between the members a and a, a concrete casting mold is installed in the vicinity of the joint between the opposing PCa beam members a and a, and the concrete is cast to connect the reinforcing bars b and b. It was necessary to perform a large-scale post-work for integrating the portion and the PCa beam members a and a. Therefore, there was a problem that the construction period was prolonged and it was too uneconomical.
ところで、図7は、PCa梁部材a、a同士の異なる接合方法を示している。この接合方法は、一方(図示例では左側)のPCa梁部材aに水平方向にスリーブ継手fを埋設し、他方(図示例では右側)のPCa梁部材aに水平方向に鉄筋bを突設させておき、当該他方のPCa梁部材aを水平方向(図示例では左方向)に移動させて当該鉄筋bを前記スリーブ継手fの内部へ挿入して納め、当該接合部分にグラウトを充填してPCa梁部材a、a同士の接合作業を行っている(例えば、特許文献4の図3参照)。   By the way, FIG. 7 has shown the joining method from which PCa beam members a and a differ. In this joining method, a sleeve joint f is embedded horizontally in one (left side in the illustrated example) PCa beam member a, and a reinforcing bar b is projected horizontally in the other (right side in the illustrated example) PCa beam member a. The other PCa beam member a is moved in the horizontal direction (left direction in the illustrated example), the rebar b is inserted into the sleeve joint f, and the grout is filled in the joint portion. The beam members a and a are joined to each other (for example, see FIG. 3 of Patent Document 4).
この図7に係る接合方法によると、PCa梁部材a、a同士の隙間を殆ど空けることなく当該接合部分にグラウトを充填する程度の作業でPCa梁部材a、a同士を接合できる。よって、対向するPCa梁部材a、a同士の接合部近傍にコンクリート打設用の型枠を設置しコンクリートを打設する等の大掛かりな後工事は不要となり、大幅に簡略化することができるので、図6A、Bに係る接合方法と比して、後工事を簡略化させて工期の短縮を図ることができ、経済性に優れているように見える。   According to the joining method according to FIG. 7, the PCa beam members a and a can be joined to each other by an operation of filling the joint part with grout without leaving almost any gap between the PCa beam members a and a. Therefore, a large-scale post-work such as placing concrete formwork in the vicinity of the joint portion between the PCa beam members a and a facing each other and placing concrete is unnecessary, and can be greatly simplified. Compared with the joining method according to FIGS. 6A and 6B, the post-construction can be simplified to shorten the construction period, and it seems to be excellent in economic efficiency.
特開平3−212537号公報JP-A-3-212537 特開平5−340003号公報JP-A-5-340003 特開平5−86643号公報JP-A-5-86643 特開2004−346587号公報Japanese Patent Application Laid-Open No. 2004-346587
図7(例えば、特許文献4)に係る接合方法は、図6A、Bと比して、後工事を簡略化させて工期の短縮を図ることができるとは云うものの、それは、PCa梁部材aの水平方向の動きを許容する、PCa柱部材eの下方に複数の柱主筋cを突き出した構造形式(所謂逆串刺し工法、逆挿し柱等)で実施する故にほかならない。   Although the joining method according to FIG. 7 (for example, Patent Document 4) can simplify the post-construction and shorten the construction period as compared with FIGS. 6A and 6B, This is because it is carried out in a structural form (so-called reverse skewering method, reverse insertion column, etc.) in which a plurality of column main bars c are projected below the PCa column member e, which allows horizontal movement of the column.
即ち、図6A、Bに示したように、PCa柱部材eの上方に複数の柱主筋cを突き出した構造形式については、PCa梁部材aの水平方向の動きが拘束されるので、図7に係る接合方法、すなわちPCa梁部材を水平方向に移動させる接合方法は一切適用できず、依然として大掛かりな後工事を行う必要があり、工期が長期化し、不経済に過ぎるという問題は解消することができない。
また、図7に係る接合方法は、数トンもの重量のあるPCa梁部材aを水平方向に動かす必要がある上に、PCa梁部材aは、その上方のPCa柱部材eが取り付けられるまで、下方のPCa柱部材eの上面に載置されているだけの不安定な状態を余儀なくされるので、安全性の点で問題がある。さらに、図7に係る接合方法は、図中の左側のPCa梁部材aをまず位置決めした後に、右側のPCa梁部材aを位置決めする等、いずれか一方のPCa梁部材aを位置決めしなければ他方のPCa梁部材aを位置決めすることはできず、施工手順に大きな制約を受けるので、工期の長期化の一因ともなっている。
That is, as shown in FIGS. 6A and 6B, the horizontal movement of the PCa beam member a is constrained for the structure type in which a plurality of column main bars c protrude above the PCa column member e. Such a joining method, that is, a joining method in which the PCa beam member is moved in the horizontal direction cannot be applied at all, and it is still necessary to carry out a large-scale post-work, and the problem that the construction period is prolonged and too uneconomical cannot be solved. .
Further, in the joining method according to FIG. 7, it is necessary to move the PCa beam member a having a weight of several tons in the horizontal direction, and the PCa beam member a is lowered until the upper PCa column member e is attached. The PCa pillar member e is forced to be in an unstable state that is merely placed on the upper surface of the PCa column member e, which is problematic in terms of safety. Further, in the joining method according to FIG. 7, the left PCa beam member a in the drawing is first positioned, and then the right PCa beam member a is positioned. The PCa beam member “a” cannot be positioned and is greatly restricted by the construction procedure, which contributes to a longer construction period.
本発明の目的は、PCa柱部材eの下方に複数の柱主筋cを突き出した構造形式(図7参照)は勿論のこと、PCa柱部材eの上方に複数の柱主筋cを突き出した構造形式(図6A、B参照)に特に好適に実施することができ、PCa梁部材a、a同士を接合するにあたり、PCa梁部材aを水平方向に移動させる必要がなく、しかも大掛かりな後工事を簡略化させることができ、工期の短縮を実現し、施工性、安全性、及び経済性に優れた、プレキャスト鉄筋コンクリート梁部材同士の接合方法及び接合構造を提供することにある。   The object of the present invention is not only the structural form (see FIG. 7) in which a plurality of column main bars c protrudes below the PCa column member e, but also the structural form in which a plurality of column main bars c protrudes above the PCa column member e. (Refer to FIGS. 6A and B) It can be particularly preferably implemented, and it is not necessary to move the PCa beam member a in the horizontal direction when joining the PCa beam members a and a, and simplifies the large-scale post-work. An object of the present invention is to provide a joining method and a joining structure between precast reinforced concrete beam members, which can shorten the construction period and are excellent in workability, safety, and economy.
上記背景技術の課題を解決するための手段として、請求項1に記載した発明に係るプレキャスト鉄筋コンクリート梁部材同士の接合方法は、前記梁部材同士の接合端部にそれぞれ、ほぼ当接状態に近づけると一致するように梁部材の幅厚を段状に切り欠いた切り欠き部を設け、前記梁部材内に配筋した梁主筋を前記切り欠き部内へ露出させ、当該露出した梁主筋の先端部をこぶ状に形成し、当該梁部材同士をほぼ当接状態に近づけて対向配置に位置決めすること、
前記梁部材の切り欠き部に露出した梁主筋が形成する方形状の空間内に、両端部にこぶを備えた鉄筋をX字形状に組み合わせて成る連結部材を、前記梁部材同士の切り欠き部内にほぼ均等に跨る配置に位置決めすると共に、露出した梁主筋にあばら筋を配筋し、しかる後、前記梁部材同士の切り欠き部内に硬化材を充填してプレキャスト鉄筋コンクリート梁部材同士を一体的に接合することを特徴とする。
As a means for solving the above-mentioned background art, the method for joining the precast reinforced concrete beam members according to the invention described in claim 1 is substantially close to the contact state between the joint ends of the beam members. A notch part in which the width and thickness of the beam member are notched in steps is provided so as to coincide with each other, and the beam main bar arranged in the beam member is exposed into the notch part, and the tip of the exposed beam main bar is exposed. Forming in a hump shape, positioning the beam members close to each other in a substantially abutting state,
In the rectangular space formed by the main beam of the beam exposed at the notch of the beam member, a connecting member formed by combining reinforcing bars with knots at both ends in an X shape is provided in the notch of the beam members. Are positioned so as to extend almost evenly, and the stirrups are arranged in the exposed beam main bars, and then the notched portions of the beam members are filled with a hardening material so that the precast reinforced concrete beam members are integrated with each other. It is characterized by joining.
請求項2に記載した発明は、請求項1に記載したプレキャスト鉄筋コンクリート梁部材同士の接合方法において、前記梁主筋は、必要なコンクリート被り厚を設けて梁部材の上段及び下段に配筋し、方形状の少なくとも四隅に相当する配置でほぼ水平に露出させていることを特徴とする。   According to a second aspect of the present invention, in the method for joining precast reinforced concrete beam members according to the first aspect, the beam main bars are arranged at the upper and lower stages of the beam member with a necessary concrete covering thickness, It is characterized by being exposed almost horizontally in an arrangement corresponding to at least four corners of the shape.
請求項3に記載した発明は、請求項1又は2に記載したプレキャスト鉄筋コンクリート梁部材同士の接合方法において、前記あばら筋は、露出した梁主筋の片側に予め寄せて巻き掛けておき、連結部材を位置決めした後にスライドさせて所要の位置に位置決めすることを特徴とする。   According to a third aspect of the present invention, in the method for joining precast reinforced concrete beam members according to the first or second aspect, the stirrup is preliminarily moved around one side of the exposed beam main bar, and the connecting member is It is characterized by sliding after positioning and positioning to a required position.
請求項4に記載した発明に係るプレキャスト鉄筋コンクリート梁部材同士の接合構造は、前記梁部材同士の接合端部にそれぞれ、ほぼ当接状態に近づけると一致するように梁部材の幅厚を段状に切り欠いた切り欠き部が設けられ、前記梁部材内に配筋した梁主筋が前記切り欠き部内へ露出され、当該露出した梁主筋の先端部がこぶ状に形成されていること、
前記梁部材同士がほぼ当接状態に近づけて対向配置に設けられ、前記梁部材の切り欠き部に露出した梁主筋が形成する方形状の空間内に、両端部にこぶを備えた鉄筋をX字形状に組み合わせて成る連結部材が、前記梁部材同士の切り欠き部内にほぼ均等に跨る配置に位置決めされ、露出した梁主筋にあばら筋が配筋されていること、
前記梁部材同士の切り欠き部内に硬化材が充填されてプレキャスト鉄筋コンクリート梁部材同士が一体的に接合されていることを特徴とする。
In the joint structure of the precast reinforced concrete beam members according to the invention described in claim 4, the width and thickness of the beam members are stepped so as to coincide with the joint end portions of the beam members when approaching a substantially contact state. A notched portion is formed, the beam main reinforcement arranged in the beam member is exposed into the notch, and the tip of the exposed beam main reinforcement is formed in a hump shape;
Reinforcing bars with knots at both ends in a rectangular space formed by the beam main bars exposed in the notches of the beam members are provided in an opposing arrangement so that the beam members are almost in contact with each other. The connecting member formed in a letter shape is positioned so as to straddle almost evenly in the notch portion between the beam members, and the stirrup is arranged in the exposed beam main bar,
The notch part between the beam members is filled with a hardening material, and the precast reinforced concrete beam members are integrally joined to each other.
請求項5に記載した発明は、請求項4に記載したプレキャスト鉄筋コンクリート梁部材同士の接合構造において、前記梁主筋は、必要なコンクリート被り厚を設けて梁部材の上段及び下段に配筋され、方形状の少なくとも四隅に相当する配置でほぼ水平に露出されていることを特徴とする。   According to a fifth aspect of the present invention, in the joint structure of the precast reinforced concrete beam members according to the fourth aspect, the beam main bars are arranged in the upper and lower stages of the beam member with a necessary concrete covering thickness. It is characterized by being exposed almost horizontally in an arrangement corresponding to at least four corners of the shape.
請求項6に記載した発明は、請求項4又は5に記載したプレキャスト鉄筋コンクリート梁部材同士の接合構造において、前記梁主筋は、その露出した部分が、梁部材に埋設された部分に脱着式で設けられて成ることを特徴とする。   The invention described in claim 6 is the joining structure of the precast reinforced concrete beam members according to claim 4 or 5, wherein the beam main bar is provided in a removable manner in a portion where the exposed portion is embedded in the beam member. It is characterized by being made.
請求項7に記載した発明は、請求項4〜6のいずれか一に記載したプレキャスト鉄筋コンクリート梁部材同士の接合構造において、前記梁主筋の先端部に形成するこぶは、当該こぶが脱着式で設けられていること、及び/又は前記X字形状の連結部材を形成する鉄筋の両端部に備えたこぶは、当該こぶが脱着式で設けられていることを特徴とする。   According to a seventh aspect of the present invention, in the joint structure between precast reinforced concrete beam members according to any one of the fourth to sixth aspects, the hump formed at the tip of the beam main bar is provided in a detachable manner. And / or the humps provided at both ends of the reinforcing bars forming the X-shaped connecting member are characterized in that the humps are detachable.
請求項8に記載した発明は、請求項4〜7のいずれか一に記載したプレキャスト鉄筋コンクリート梁部材同士の接合構造において、前記硬化材は、コンクリート、グラウト、モルタル、樹脂モルタル、若しくはエポキシ樹脂、或いはこれらの組み合わせであることを特徴とする。   The invention described in claim 8 is the joint structure of the precast reinforced concrete beam members according to any one of claims 4 to 7, wherein the hardener is concrete, grout, mortar, resin mortar, or epoxy resin, or It is characterized by being a combination of these.
請求項1〜請求項3に係るプレキャスト鉄筋コンクリート梁部材同士の接合方法、及び請求項4〜請求項8に係るプレキャスト鉄筋コンクリート梁部材同士の接合構造によれば、PCa柱部材の下方に複数の柱主筋を突き出した構造形式(所謂逆串刺し工法、逆挿し柱、図7参照)は勿論のこと、PCa柱部材の上方に複数の柱主筋を突き出した構造形式(所謂串刺し工法、図6A、B参照)に特に好適に実施することができる。PCa梁部材10、11同士を接合するにあたり、PCa梁部材10(又は11)を水平方向に移動させる必要がなく、しかも簡易な型枠材の使用と、少量のコンクリート等の硬化材の充填により、PCa梁部材10、11同士を確実に一体的に接合することができる。よって、大掛かりな後工事を簡略化させることができ、工期の大幅な短縮を実現することができ、施工性と安全性、及び経済性に非常に優れている。
また、前記梁部材10、11同士の接合作業を一側(例えば、ベランダの内側)のみから行い得るので、ベランダ、或いはバルコニーの構築に使用されるPCa梁部材同士の接合構造に好適に実施することができる。このように、前記梁部材10、11同士は通常、ベランダ、バルコニー等の床版に確実に拘束されているので、面外変形や軸方向変形に十分に耐え得る、より強固な接合状態を実現することができる。
さらに、梁主筋1の先端部、及びX字形状の連結部材12を形成する鉄筋2の両端部にそれぞれこぶ1a、2aを設けて実施するので、せん断力を周辺のコンクリートへ効果的に伝達することができる。よって、梁主筋(鉄筋)の長さを短尺にできる。
According to the joining method of the precast reinforced concrete beam members according to claims 1 to 3 and the joining structure of the precast reinforced concrete beam members according to claims 4 to 8, a plurality of column main bars are provided below the PCa column member. Of course, the structure type (so-called reverse skewering method, reverse insertion column, see FIG. 7), as well as the structure type (so-called skewering method, see FIGS. 6A and B) where a plurality of column main bars are protruded above the PCa column member. It can be particularly preferably implemented. It is not necessary to move the PCa beam member 10 (or 11) in the horizontal direction when joining the PCa beam members 10 and 11, and by using a simple formwork material and filling a small amount of a hardening material such as concrete. The PCa beam members 10 and 11 can be reliably joined together. Therefore, a large-scale post-construction can be simplified, the construction period can be greatly shortened, and the workability, safety, and economy are excellent.
Moreover, since the joining operation | work of the said beam members 10 and 11 can be performed only from one side (for example, the inside of a veranda), it implements suitably for the joining structure of the PCa beam members used for construction of a veranda or a balcony. be able to. Thus, since the beam members 10 and 11 are normally securely restrained by a floor slab such as a veranda or a balcony, a stronger joining state that can sufficiently withstand out-of-plane deformation and axial deformation is realized. can do.
Further, since the knots 1a and 2a are provided at the tip of the beam main bar 1 and both ends of the reinforcing bar 2 forming the X-shaped connecting member 12, the shear force is effectively transmitted to the surrounding concrete. be able to. Therefore, the length of the beam main bar (rebar) can be shortened.
本発明に係るプレキャスト鉄筋コンクリート(PCa)梁部材同士の接合方法及び接合構造は、上述した発明の効果を奏するべく、以下のように実施される。   The joining method and joining structure of precast reinforced concrete (PCa) beam members according to the present invention are implemented as follows in order to achieve the effects of the invention described above.
図2と図3は、請求項1に記載した発明に係るプレキャスト鉄筋コンクリート梁の接合方法により施工した接合構造の実施例を示している。
このプレキャスト鉄筋コンクリート梁部材10、11同士の接合構造は、前記梁部材10、11同士の接合端部にそれぞれ、ほぼ当接状態に近づけると一致するように梁部材10、11の幅厚を段状に切り欠いた切り欠き部10a、11bが設けられ、前記梁部材10、11内に配筋した梁主筋1…が、前記切り欠き部10a、11a内へ露出され、当該露出した梁主筋1…の先端部がこぶ状1aに形成されている。また、前記梁部材同士10、11は、ほぼ当接状態に近づけて対向配置に設けられ、前記梁部材10、11の露出した梁主筋1…が形成する方形状の空間内に(図3C参照)、両端部にこぶ2a、2aを備えた鉄筋2、2をX字形状に組み合わせて成る連結部材12が、前記梁部材10、11同士の切り欠き部10a、11a内にほぼ均等に跨る配置に位置決めされ、露出した梁主筋1…にあばら筋3が配筋されている。さらに、前記梁部材10、11同士の切り欠き部10a、11a内に硬化材(図示の便宜上省略)が充填されてプレキャスト鉄筋コンクリート梁部材同士が一体的に接合されている(請求項4記載の発明)。
2 and 3 show an embodiment of a joint structure constructed by a precast reinforced concrete beam joining method according to the first aspect of the present invention.
The joint structure between the precast reinforced concrete beam members 10 and 11 is stepped so that the width and thickness of the beam members 10 and 11 coincide with each other when the joint ends of the beam members 10 and 11 are substantially brought into contact with each other. Notched portions 10a and 11b are formed in the beam member 10, and the beam main bars 1 arranged in the beam members 10 and 11 are exposed into the notched portions 10a and 11a, and the exposed beam main bars 1 are exposed. Is formed in a hump-like shape 1a. Further, the beam members 10 and 11 are provided so as to face each other substantially close to a contact state, and within a rectangular space formed by the exposed beam main bars 1 of the beam members 10 and 11 (see FIG. 3C). ), The connecting member 12 formed by combining the reinforcing bars 2 and 2 having the knots 2a and 2a at both ends in an X-shape is arranged so as to straddle substantially equally in the notches 10a and 11a between the beam members 10 and 11. The ribs 3 are arranged in the exposed beam main bars 1. Further, the notched portions 10a and 11a between the beam members 10 and 11 are filled with a hardener (not shown for the sake of illustration), and the precast reinforced concrete beam members are integrally joined together (the invention according to claim 4). ).
図示例に係るPCa梁部材10、11は、所謂逆梁工法に好適に使用される、梁せいに対して幅寸が小さい梁部材同士の接合構造を示しているがこれに限定されず、一般の柱梁架構に適用する幅寸が大きい(例えば、断面がほぼ正方形状の)PCa梁部材同士の接合構造にも勿論適用可能である。
また、図示例に係る梁部材10、11の幅寸は220mm程度、梁せいは750mm程度、切り欠き部10a、11aの幅寸はともに160mm程度、切り欠き長さはともに500mm程度で実施しているが、これに限定されないことは勿論である。但し、前記切り欠き長さは少なくとも500mm程度の長さを確保することが作業上好ましい。
ちなみに、前記梁部材10、11同士の接合端部の突設部は、接合作業の安全上の観点から、その端面同士が面とりされている(図中の符号4参照)。また、前記梁部材10、11に埋設して配筋した梁主筋、あばら筋等は図示の便宜上一部省略している。
The PCa beam members 10 and 11 according to the illustrated example show a joint structure of beam members having a small width with respect to the beam beam, which is preferably used in the so-called reverse beam method, but is not limited thereto. Of course, the present invention can also be applied to a joining structure of PCa beam members having a large width dimension (for example, having a substantially square cross section).
Further, the beam members 10 and 11 according to the illustrated example are about 220 mm in width, the beam is about 750 mm, the notches 10a and 11a are both about 160 mm in width, and the notch length is about 500 mm. Of course, the present invention is not limited to this. However, it is preferable in terms of work that the notch length is at least about 500 mm.
Incidentally, the projecting portions of the joining end portions of the beam members 10 and 11 are chamfered at the end surfaces from the viewpoint of safety of joining work (see reference numeral 4 in the figure). Further, for the sake of illustration, some of the beam main bars, stirrups, etc., embedded in the beam members 10 and 11 are omitted.
前記梁主筋1…は、必要なコンクリート被り厚(70mm程度)を設けて前記梁部材10、11の上段及び下段に配筋され、図3Cに示したように、方形状の少なくとも四隅に相当する配置でほぼ水平に露出させて実施している(請求項5、請求項2記載の発明)。本実施例に係る梁主筋1…は、作業容易性及び経済性の観点から、上段及び下段に2本ずつ平行配置に設けて実施しているがこれに限定されず、例えば図4Aに示したように、上段及び下段に4本ずつ平行配置に設けて実施することもできる。要するに、前記梁主筋1は、必要なコンクリート被り厚を確保し、且つ前記連結部材12を収容し得る大きさの方形状の空間部を形成することができれば、その使用本数及び配置に応じて種々のバリエーションで実施可能である。   The beam main bars 1 are provided with a necessary concrete covering thickness (about 70 mm) and are arranged in the upper and lower stages of the beam members 10 and 11, and correspond to at least four corners of a square shape as shown in FIG. 3C. The arrangement is carried out by being exposed almost horizontally (inventions according to claims 5 and 2). The beam main bars 1 according to the present embodiment are provided in parallel at the upper and lower stages from the viewpoint of workability and economy, but the present invention is not limited to this. For example, as shown in FIG. 4A Thus, it can also carry out by providing in parallel arrangement | positioning 4 each at an upper stage and a lower stage. In short, as long as the beam main reinforcing bar 1 can secure a necessary concrete covering thickness and can form a rectangular space having a size capable of accommodating the connecting member 12, various types of beams can be used depending on the number and arrangement of the beams. It is possible to implement with the variation of.
なお、本実施例に係る梁主筋1…はそれぞれ、1本の連続した梁主筋1で実施しているがこれに限定されず、その露出した部分が、梁部材10、11に埋設された部分に脱着式で設ける構成でも実施することができる(請求項6記載の発明)。例えば、図5に示したように、梁部材10(又は11)における埋設部分に相当する梁主筋1の先端部に溶接等の接合手段により接合したねじ切り溝を有するスリーブ5を埋設しておき、事後的に、端部にねじを切った露出部分に相当する梁主筋1の当該端部をねじ込むことにより一体化して実施する。その他、前記梁主筋1の先端部に溶接等の接合手段により接合した空洞部を有するスリーブを埋設しておき、事後的に、グラウト等の硬化材を充填して露出部分に相当する梁主筋1の端部を挿入して一体化して実施することもできる。   In addition, although the beam main reinforcement 1 ... which concerns on a present Example is each implemented by the one continuous beam main reinforcement 1, it is not limited to this, The exposed part is the part embed | buried in the beam members 10 and 11 The present invention can also be implemented by a structure that is detachably provided in the apparatus (invention of claim 6). For example, as shown in FIG. 5, a sleeve 5 having a threaded groove joined by a joining means such as welding at the distal end portion of the beam main reinforcing bar 1 corresponding to the buried portion of the beam member 10 (or 11) is buried. After the fact, the end portion of the beam main reinforcing bar 1 corresponding to the exposed portion where the end portion is threaded is integrated by screwing. In addition, a sleeve having a hollow portion joined by a joining means such as welding is embedded in the distal end portion of the beam main reinforcing bar 1, and after that, the beam main reinforcing bar 1 corresponding to the exposed portion is filled with a hardening material such as grout. It is also possible to carry out the integration by inserting the end portions of these.
前記梁主筋1の先端部に形成するこぶ1aの形状は、図示例では、底面を先端側に設けたほぼ半球状で実施しているが勿論これに限定されず、梁主筋1の外径(一例として16mm程度)よりも2倍程度の拡径部を有するものであれば、ほぼ角形状でもほぼ球状でも実施可能である。なお、本実施例に係るこぶ1aは梁主筋1と一体成形されているがこれに限定されず、梁主筋1の端部にねじ切り溝を設け、これにねじ切りボルトを有するこぶ1aをねじ込んで一体化して実施するなど、当該こぶを脱着式で実施することもできる(請求項7記載の発明)。   In the illustrated example, the shape of the head 1a formed at the distal end portion of the beam main reinforcing bar 1 is substantially hemispherical with the bottom surface provided on the front end side. However, the shape is not limited to this, and the outer diameter of the beam main reinforcing bar 1 ( As long as it has a diameter-expanded portion that is about twice as large as about 16 mm as an example, it can be implemented in a substantially square shape or a substantially spherical shape. The hump 1a according to the present embodiment is formed integrally with the beam main reinforcing bar 1, but the present invention is not limited thereto. A threaded groove is provided at the end of the beam main reinforcing bar 1, and the hump 1a having a threaded bolt is screwed into the hump 1a. The hump can also be carried out in a detachable manner, such as by making it into a form (the invention according to claim 7).
前記露出した梁主筋1…が形成する方形状の空間内に位置決めされるX字形状の連結部材12は、両端部にこぶ2a、2aを備えた2本の鉄筋2、2をX字形状に組み合わせて実施している。具体的に、X字形状の連結部材12を構成する個々の鉄筋2は、前記切り欠き部10a、11a内に露出した梁主筋1…に結束線(図示省略)を用いて宙吊り状態に位置決めしている。本実施例に係るX字形状の連結部材12は、個々の鉄筋2、2をフリーの状態で実施しているが、その中央部を直接溶接等の接合手段で両者を一体化したり、その中央部にプレートを介在させて溶接等の接合手段で両者を一体化して、X字形状の連結部材12を構成することもできる。なお、本実施例では、2本の鉄筋2、2を使用して連結部材12を形成しているがこれに限定されず、梁主筋1…が形成する方形状の空間スペースや要求される接合強度に応じて、例えば図4Bに示したように、4本の鉄筋2を交互にクロス状に配設して連結部材12を形成することもできる。   The X-shaped connecting member 12 positioned in a rectangular space formed by the exposed beam main reinforcing bars 1... Has two X-shaped reinforcing bars 2 and 2 each having kumps 2a and 2a at both ends. Implemented in combination. Specifically, the individual reinforcing bars 2 constituting the X-shaped connecting member 12 are positioned in a suspended state by using binding wires (not shown) to the beam main bars 1 exposed in the notches 10a and 11a. ing. In the X-shaped connecting member 12 according to the present embodiment, the individual reinforcing bars 2 and 2 are implemented in a free state, but the central portion thereof is integrated by a joining means such as direct welding or the center thereof is integrated. The X-shaped connecting member 12 can also be configured by interposing a plate in the part and integrating them with a joining means such as welding. In the present embodiment, the connecting member 12 is formed using the two reinforcing bars 2, 2. However, the present invention is not limited to this, and the rectangular space formed by the beam main bars 1, and the required joining are formed. Depending on the strength, for example, as shown in FIG. 4B, the connecting members 12 can be formed by arranging the four reinforcing bars 2 alternately in a cross shape.
ちなみに、前記鉄筋2の両端部に設けるこぶ2a、2aの形状は、既に説明した前記梁主筋1に形成するこぶ1aと同様に、図示例では、底面を先端側に設けたほぼ半球状で実施しているが勿論これに限定されず、鉄筋2の外径よりも2倍程度の拡径部を有するものであれば、ほぼ角形状でもほぼ球状でも実施可能である。また、当該こぶ2a、2aは前記鉄筋2と一体成形されているがこれに限定されず、鉄筋2の両端部にねじ切り溝を設け、これにねじ切りボルトを有するこぶ2aをねじ込んで一体化して実施するなど、当該こぶを脱着式で実施することもできる(請求項7記載の発明)。   By the way, the shape of the bumps 2a, 2a provided at both ends of the reinforcing bar 2 is substantially hemispherical with the bottom surface provided on the distal end side in the illustrated example, similar to the bump 1a formed on the beam main reinforcing bar 1 already described. However, the present invention is of course not limited to this, and the present invention can be implemented in a substantially rectangular shape or a substantially spherical shape as long as it has a diameter-expanded portion twice as large as the outer diameter of the reinforcing bar 2. Moreover, although the said humps 2a and 2a are integrally formed with the said reinforcing bar 2, it is not limited to this, The threaded groove is provided in the both ends of the reinforcing bar 2, and the hump 2a which has a threaded bolt is screwed in and integrated, and it implements. For example, the hump can be detachable (invention of claim 7).
梁部材10、11の露出した梁主筋1…の外周に巻き掛けるあばら筋3は、予め梁主筋1に所要の間隔で配筋しておくことも可能であるが、前記連結部材12の位置決め作業をスムーズに行う観点から、当該連結部材12の位置決め作業後に配筋することが好ましい。ちなみに本実施例では、後述するように、あばら筋3…を露出した梁主筋1…に巻き掛けた状態でその片側(奥側)に予め寄せておき、前記連結部材12の位置決め作業後にスライドさせて所要の位置に配筋している。勿論、前記あばら筋3…は、前記梁主筋1のこぶ1a側に予め寄せて巻き掛けておき、連結部材12を位置決めした後にスライドさせて所要の位置に位置決めすることもできる(請求項3記載の発明)。なお、本実施例に係るあばら筋3…は、梁部材10(又は11)に4本使用しているがこれに限定されず、切り欠き部10a(11a)の大きさ、梁主筋1の露出した長さに応じて適宜増減可能である。   The stirrup 3 that wraps around the outer periphery of the exposed beam main reinforcement 1 of the beam members 10 and 11 can be arranged in advance at a predetermined interval around the beam main reinforcement 1. From the viewpoint of smoothly performing the positioning, it is preferable to arrange the bars after the positioning operation of the connecting member 12. By the way, in this embodiment, as will be described later, the stirrup 3 is placed in advance on one side (back side) in a state of being wrapped around the exposed beam main rebar 1 and is slid after the connecting member 12 is positioned. The bar is placed at the required position. Of course, the stirrups 3... Can be preliminarily moved around the hump 1a side of the beam main reinforcing bar 1 and slid after the connecting member 12 is positioned to be positioned at a required position. Invention). Although four stirrups 3... According to the present embodiment are used for the beam member 10 (or 11), the present invention is not limited to this, and the size of the notch 10a (11a) and the exposure of the beam main bar 1 are used. Depending on the length, it can be appropriately increased or decreased.
また、本実施例に係る梁主筋1、及び鉄筋2は、シンプルな棒状の鉄筋で実施しているが、勿論ねじ節鉄筋等の異形鉄筋でも実施可能である。
さらに、本実施例に係る硬化材はコンクリートで実施しているが、要求される設計強度に応じてグラウト、モルタル、樹脂モルタル、若しくはエポキシ樹脂、又はこれらの組み合わせでも実施することができる(請求項8記載の発明)。
Moreover, although the beam main reinforcement 1 and the reinforcing bar 2 which concern on a present Example are implemented with the simple rod-shaped reinforcement, of course, it can implement also with deformed reinforcements, such as a screw joint reinforcement.
Furthermore, although the hardener according to the present embodiment is implemented with concrete, it can also be implemented with grout, mortar, resin mortar, or epoxy resin, or a combination thereof, depending on the required design strength. 8).
かくして、対向配置に設けた梁部材10、11の切り欠き部10a、11aに露出した梁主筋1…が形成する空間内にX字形状の連結部材12がバランス良く位置決めされ、前記梁主筋1…にあばら筋3がバランス良く配筋された状態で型枠を当てがい、前記切り欠き部10a、11aが形成する空間部内に硬化材を隙間なく充填することにより、前記プレキャスト鉄筋コンクリート梁部材10、11同士が所要の強度で一体的に接合されるのである。   Thus, the X-shaped connecting member 12 is positioned with good balance in the space formed by the beam main bars 1 exposed at the notches 10a, 11a of the beam members 10, 11 provided in the opposing arrangement, and the beam main bars 1. The precast reinforced concrete beam members 10, 11 are applied by placing a mold frame in a state where the ribs 3 are arranged in a well-balanced manner, and filling the space formed by the cutout portions 10a, 11a without any gaps. They are joined together with the required strength.
以上説明したプレキャスト鉄筋コンクリート梁部材同士の接合構造は、図1A〜Cに段階的に示したような接合方法により施工される(図1A〜C参照)。
即ち、プレキャスト鉄筋コンクリート梁部材10、11同士の接合方法は、図1Aに示したように、上記した構成の前記梁部材10、11同士を対向配置に設けて位置決めする。この際、前記あばら筋3は、露出した梁主筋1の片側(図示例では奥側)へまとめて寄せて巻き掛けておく。
前記梁部材10、11の位置決め方法は、PCa柱部材の上方に複数の柱主筋を突き出した構造形式(所謂串刺し工法、図6A、B参照)に適用する場合には、水平方向に移動させて位置決めすることはできないので、双方の前記梁部材10、11を吊り込むことにより対向配置に位置決めする。双方の前記梁部材10、11同士の間の隙間はほとんど隙間を空けないで実施できないことはないが、吊り込み作業上の観点から2cm程度の隙間を空けて実施することが好ましい。
The joint structure of the precast reinforced concrete beam members described above is constructed by a joining method as shown in steps in FIGS. 1A to 1C (see FIGS. 1A to 1C).
That is, the method for joining the precast reinforced concrete beam members 10 and 11 is as shown in FIG. 1A, in which the beam members 10 and 11 having the above-described configuration are provided in an opposing arrangement and positioned. At this time, the stirrup 3 is gathered and wound around one side (the back side in the illustrated example) of the exposed beam main reinforcement 1.
When the beam members 10 and 11 are applied to a structure type in which a plurality of column main bars protrude above the PCa column member (so-called skewering method, see FIGS. 6A and B), the beam members 10 and 11 are moved in the horizontal direction. Since it cannot be positioned, both the beam members 10 and 11 are suspended and positioned in an opposing arrangement. The gap between the two beam members 10 and 11 can hardly be carried out without leaving a gap, but it is preferable to carry out with a gap of about 2 cm from the viewpoint of suspension work.
次に、図1Bに示したように、上記した構成の連結部材12(鉄筋2)を梁主筋1へ、結束線(図示省略)を利用して、前記梁部材10、11の切り欠き部10a、11aにほぼ均等に跨るように宙吊り状態に位置決めする。前記連結部材12は、前記梁主筋1…が形成する方形状の空間部内に収まるように位置決めすることに留意する(図3C、図4A、B参照)。
続いて、露出した梁主筋1の片側(図示例では奥側)にまとめて寄せておいた4本のあばら筋3をスライドさせて、図4Cに示したように、所要の位置に位置決め(配筋)する(請求項3記載の発明)。この際、必要に応じて結束線を使用してあばら筋3を固定してもよい。
しかる後、梁部材10、11同士の下面部及び両側面部に型枠(図示省略)を当てがい、前記切り欠き部10a、11aが形成する空間部内に上方から硬化材を隙間なく充填することにより、前記プレキャスト鉄筋コンクリート梁部材10、11同士を所要の強度で一体的に接合するのである(請求項1記載の発明)。
Next, as shown in FIG. 1B, the connecting member 12 (reinforcing bar 2) having the above-described configuration is connected to the beam main reinforcing bar 1, and a notch 10a of the beam members 10, 11 is used by using a binding wire (not shown). , 11a is positioned in a suspended state so as to extend almost evenly. Note that the connecting member 12 is positioned so as to be within a rectangular space formed by the beam main bars 1 (see FIGS. 3C, 4A, and B).
Subsequently, the four stirrups 3 gathered together on one side (the back side in the illustrated example) of the exposed beam main bar 1 are slid and positioned (arranged) at a required position as shown in FIG. 4C. (Invention of claim 3). At this time, the stirrup 3 may be fixed using a binding wire as necessary.
After that, a mold (not shown) is applied to the lower surface portion and both side surface portions of the beam members 10 and 11, and the space formed by the notches 10a and 11a is filled with a hardening material from above without any gaps. The precast reinforced concrete beam members 10 and 11 are integrally joined to each other with a required strength (the invention according to claim 1).
以上に実施形態を図面に基づいて説明したが、本発明は、図示例の実施形態の限りではなく、その技術的思想を逸脱しない範囲において、当業者が通常に行う設計変更、応用のバリエーションの範囲を含むことを念のために言及する。ただし、切り欠き部10a、11aの形状、梁主筋1の本数及び配置等は、対向配置に位置決めした梁部材10、11同士の正面方向、及び平面方向から見て、ほぼ左右対称になるように実施することが良好な接合状態を実現する上で好ましい(図1〜図3参照)。   The embodiments have been described with reference to the drawings. However, the present invention is not limited to the illustrated embodiments, and design modifications and application variations that are usually made by those skilled in the art are within the scope of the technical idea of the invention. Note that it includes the range. However, the shape of the notches 10a and 11a, the number and arrangement of the beam main reinforcing bars 1 are substantially bilaterally symmetric when viewed from the front direction and the plane direction of the beam members 10 and 11 positioned in the opposed arrangement. It is preferable to implement it in order to realize a good bonded state (see FIGS. 1 to 3).
A〜Cは、本実施例に係るプレキャスト鉄筋コンクリート梁部材同士の接合方法を段階的に示した工程図である。AC is process drawing which showed in steps the joining method of the precast reinforced concrete beam members which concern on a present Example. 本実施例に係るプレキャスト鉄筋コンクリート梁部材同士の接合構造の枢要部を示した斜視図である。It is the perspective view which showed the principal part of the joining structure of the precast reinforced concrete beam members which concern on a present Example. Aは、本実施例に係るプレキャスト鉄筋コンクリート梁部材同士の接合構造の枢要部を示した平面図であり、Bは、同正面図であり、Cは、同側面図である。A is a top view which showed the principal part of the junction structure of the precast reinforced concrete beam members based on a present Example, B is the same front view, C is the same side view. Aは、梁主筋の配置のバリエーションを示した側面図であり、Bは、連結部材のバリエーションを示した側面図である。A is a side view showing a variation of the arrangement of beam main bars, and B is a side view showing a variation of the connecting member. 梁主筋を脱着式で取り付ける場合の実施例を示した断面図である。It is sectional drawing which showed the Example in the case of attaching a beam main reinforcement with a detachable type. A、Bは、従来技術に係るプレキャスト鉄筋コンクリート梁部材同士の接合構造の枢要部を示した正面図である。A and B are the front views which showed the principal part of the joining structure of the precast reinforced concrete beam members based on a prior art. 従来技術に係るプレキャスト鉄筋コンクリート梁部材同士の接合構造の枢要部を示した正面図である。It is the front view which showed the principal part of the joining structure of the precast reinforced concrete beam members which concern on a prior art.
符号の説明Explanation of symbols
1 梁主筋
1a こぶ
2 鉄筋
2a こぶ
3 あばら筋
4 面とり
5 スリーブ
10 梁部材
10a、切り欠き部
11 梁部材
11a、切り欠き部
12 連結部材
DESCRIPTION OF SYMBOLS 1 Beam main bar 1a Hump 2 Reinforcing bar 2a Hump 3 Stirrup 4 Chamfer 5 Sleeve 10 Beam member 10a, notch part 11 Beam member 11a, notch part 12 Connection member

Claims (8)

  1. プレキャスト鉄筋コンクリート梁部材同士の接合方法において、
    前記梁部材同士の接合端部にそれぞれ、ほぼ当接状態に近づけると一致するように梁部材の幅厚を段状に切り欠いた切り欠き部を設け、前記梁部材内に配筋した梁主筋を前記切り欠き部内へ露出させ、当該露出した梁主筋の先端部をこぶ状に形成し、当該梁部材同士をほぼ当接状態に近づけて対向配置に位置決めすること、
    前記梁部材の切り欠き部に露出した梁主筋が形成する方形状の空間内に、両端部にこぶを備えた鉄筋をX字形状に組み合わせて成る連結部材を、前記梁部材同士の切り欠き部内にほぼ均等に跨る配置に位置決めすると共に、露出した梁主筋にあばら筋を配筋し、しかる後、前記梁部材同士の切り欠き部内に硬化材を充填してプレキャスト鉄筋コンクリート梁部材同士を一体的に接合することを特徴とする、プレキャスト鉄筋コンクリート梁部材同士の接合方法。
    In the method of joining precast reinforced concrete beam members,
    A beam main bar arranged in the beam member by providing a notch portion in which the width and thickness of the beam member are notched in a stepped shape so as to coincide with each other at the joint end portion between the beam members so as to be almost in contact with each other. Is exposed in the notch, the tip of the exposed beam main bar is formed in a hump shape, and the beam members are positioned close to each other in a contact state,
    In the rectangular space formed by the main beam of the beam exposed at the notch of the beam member, a connecting member formed by combining reinforcing bars with knots at both ends in an X shape is provided in the notch of the beam members. Are positioned so as to extend almost evenly, and the stirrups are arranged in the exposed beam main bars, and then the notches between the beam members are filled with a hardener to integrate the precast reinforced concrete beam members together. A method for joining precast reinforced concrete beam members, characterized by joining.
  2. 前記梁主筋は、必要なコンクリート被り厚を設けて梁部材の上段及び下段に配筋し、方形状の少なくとも四隅に相当する配置でほぼ水平に露出させていることを特徴とする、請求項1に記載したプレキャスト鉄筋コンクリート梁部材同士の接合方法。   2. The beam main bar is provided with a necessary concrete covering thickness, arranged in an upper stage and a lower stage of a beam member, and exposed substantially horizontally in an arrangement corresponding to at least four corners of a square shape. The joining method of the precast reinforced concrete beam members described in 2.
  3. 前記あばら筋は、露出した梁主筋の片側に予め寄せて巻き掛けておき、連結部材を位置決めした後にスライドさせて所要の位置に位置決め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鉄筋コンクリート梁部材同士の接合方法。   3. The precast according to claim 1, wherein the stirrup is preliminarily wound around one side of the exposed beam main bar and is slid and positioned at a required position after positioning the connecting member. A method of joining reinforced concrete beam members.
  4. プレキャスト鉄筋コンクリート梁部材同士の接合構造において、
    前記梁部材同士の接合端部にそれぞれ、ほぼ当接状態に近づけると一致するように梁部材の幅厚を段状に切り欠いた切り欠き部が設けられ、前記梁部材内に配筋した梁主筋が前記切り欠き部内へ露出され、当該露出した梁主筋の先端部がこぶ状に形成されていること、 前記梁部材同士がほぼ当接状態に近づけて対向配置に設けられ、前記梁部材の切り欠き部に露出した梁主筋が形成する方形状の空間内に、両端部にこぶを備えた鉄筋をX字形状に組み合わせて成る連結部材が、前記梁部材同士の切り欠き部内にほぼ均等に跨る配置に位置決めされ、露出した梁主筋にあばら筋が配筋されていること、
    前記梁部材同士の切り欠き部内に硬化材が充填されてプレキャスト鉄筋コンクリート梁部材同士が一体的に接合されていることを特徴とする、プレキャスト鉄筋コンクリート梁部材同士の接合構造。
    In the joint structure between precast reinforced concrete beam members,
    The beam members arranged in the beam members are provided with notch portions in which the width and thickness of the beam members are notched in steps so as to coincide with each other at the joint ends of the beam members. A main bar is exposed in the notch, and a tip of the exposed beam main bar is formed in a hump shape. In the rectangular space formed by the beam main bar exposed at the notch, a connecting member formed by combining reinforcing bars with knots at both ends in an X shape is almost evenly within the notch between the beam members. Positioned in a straddling arrangement, the stirrup is arranged in the exposed beam main bar,
    A joint structure of precast reinforced concrete beam members, wherein the notched portions of the beam members are filled with a hardener and the precast reinforced concrete beam members are integrally joined.
  5. 前記梁主筋は、必要なコンクリート被り厚を設けて梁部材の上段及び下段に配筋され、方形状の少なくとも四隅に相当する配置でほぼ水平に露出されていることを特徴とする、請求項4に記載したプレキャスト鉄筋コンクリート梁部材同士の接合構造。   5. The beam main bars are arranged in upper and lower stages of a beam member with a necessary concrete covering thickness, and are exposed almost horizontally in an arrangement corresponding to at least four corners of a square shape. The joint structure of precast reinforced concrete beam members described in 2.
  6. 前記梁主筋は、その露出した部分が、梁部材に埋設された部分に脱着式で設けられて成ることを特徴とする、請求項4又は5に記載したプレキャスト鉄筋コンクリート梁部材同士の接合構造。   6. The joint structure of precast reinforced concrete beam members according to claim 4 or 5, wherein the exposed portion of the beam main reinforcing bar is detachably provided at a portion embedded in the beam member.
  7. 前記梁主筋の先端部に形成するこぶは、当該こぶが脱着式で設けられていること、及び/又は前記X字形状の連結部材を形成する鉄筋の両端部に備えたこぶは、当該こぶが脱着式で設けられていることを特徴とする、請求項4〜6のいずれか一に記載したプレキャスト鉄筋コンクリート梁部材同士の接合構造。   The hump formed at the tip of the beam main reinforcing bar is provided in a detachable manner, and / or the hump provided at both ends of the reinforcing bar forming the X-shaped connecting member is the hump. The joint structure of precast reinforced concrete beam members according to any one of claims 4 to 6, wherein the joint structure is provided in a detachable manner.
  8. 前記硬化材は、コンクリート、グラウト、モルタル、樹脂モルタル、若しくはエポキシ樹脂、或いはこれらの組み合わせであることを特徴とする、請求項4〜7のいずれか一に記載したプレキャスト鉄筋コンクリート梁部材同士の接合構造。   The joint structure of precast reinforced concrete beam members according to any one of claims 4 to 7, wherein the hardener is concrete, grout, mortar, resin mortar, epoxy resin, or a combination thereof. .
JP2007024410A 2007-02-02 2007-02-02 Method and structure for joining precast reinforced concrete beam members Expired - Fee Related JP4914236B2 (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102116073A (en) * 2011-01-07 2011-07-06 管乃彦 Plate type prefabricated part with stirrups for beams and columns preinstalled at edges and plate type prefabricated part system
CN103074941A (en) * 2012-12-24 2013-05-01 北京工业大学 Assembly type recycled concrete node with steel bar truss girders at end parts and manufacturing method thereof
JP2017025680A (en) * 2015-07-28 2017-02-02 大成建設株式会社 Connection structure of precast concrete beam end and precast concrete beam column frame

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JPH06158715A (en) * 1992-11-20 1994-06-07 Ube Ind Ltd Joint construction of precast concrete circumferential girder
JPH09105171A (en) * 1995-10-09 1997-04-22 Ando Corp Reinforcing structure of composite construction beam
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JPH06158715A (en) * 1992-11-20 1994-06-07 Ube Ind Ltd Joint construction of precast concrete circumferential girder
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JPH11256687A (en) * 1998-03-13 1999-09-21 Hatsuo Fujita Framework structure and framework construction method
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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102116073A (en) * 2011-01-07 2011-07-06 管乃彦 Plate type prefabricated part with stirrups for beams and columns preinstalled at edges and plate type prefabricated part system
CN103074941A (en) * 2012-12-24 2013-05-01 北京工业大学 Assembly type recycled concrete node with steel bar truss girders at end parts and manufacturing method thereof
CN103074941B (en) * 2012-12-24 2015-11-04 北京工业大学 Assembling regeneration concrete node and the practice of steel bar girder beam are contained in a kind of end
JP2017025680A (en) * 2015-07-28 2017-02-02 大成建設株式会社 Connection structure of precast concrete beam end and precast concrete beam column frame

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