JP5117022B2

JP5117022B2 - Method and structure for joining precast reinforced concrete beam members

Info

Publication number: JP5117022B2
Application number: JP2006252391A
Authority: JP
Inventors: 裕次石川; 博之上田; 信行柳澤; 清志小倉; 栄作河合
Original assignee: Takenaka Corp
Current assignee: Takenaka Corp
Priority date: 2006-09-19
Filing date: 2006-09-19
Publication date: 2013-01-09
Anticipated expiration: 2026-09-19
Also published as: JP2008075257A

Description

この発明は、プレキャスト鉄筋コンクリート（以下適宜、ＰＣａという。）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 between precast reinforced concrete (hereinafter, appropriately referred to 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８Ａ、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用いられ、前記鉄筋ｂ、ｂ同士を接合する作業を確実に行うべく、作業上の観点から、ＰＣａ梁部材ａ、ａ同士の間隔Ｌを１５０ｃｍ程度確保して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８Ａ、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. 8A and 8B, the joining method and joining structure between PCa beam members are obtained by joining the reinforcing bars b and b protruding from the opposing PCa beam members a and a, and post-coating the joints. Generally, post-construction work (not shown) such as concrete placement work is performed. Incidentally, the method of joining (joining) the reinforcing bars b and b includes a pressure welding joint method, a welded joint method, a mechanical joint method, and the like. From this point of view, it is common to secure the interval L between the PCa beam members a and a by about 150 cm (for example, FIG. 1 of Patent Document 1, FIG. 4 of Patent Document 2, and Patent Document 3). (See FIG. 3). Incidentally, FIGS. 8A and 8B show an embodiment constructed by 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、前記従来のＰＣａ梁部材ａ、ａ同士の接合方法は、作業上の観点から、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は、梁部材ａ、ａ同士の間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 an interval between the PCa beam members a and a of about 150 cm from the viewpoint of work, the joint between the rebars b and b is necessary. After completion of the work, in order to fill the gap between the beam members a, a, a concrete placement mold is placed in the vicinity of the joint portion between the PCa beam members a, a facing each other, and the concrete is cast. It was necessary to perform a large-scale post-construction work for integrating the joint portion between the reinforcing bars b and b 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９は、ＰＣａ梁部材ａ、ａ同士の異なる接合方法を示している。この技術は、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. 9 has shown the joining method from which PCa beam members a and a differ. In this technique, 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. Then, 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 stored, and the joint portion is filled with grout to form the PCa beam. The members a and a are joined to each other (for example, see FIG. 3 of Patent Document 4).

この図９に係る技術によると、ＰＣａ梁部材ａ、ａ同士の間隔を殆ど空けることなく当該接合部分（隙間）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８Ａ、Ｂに係る技術と比して、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 technique according to FIG. 9, the PCa beam members a and a can be joined to each other by an operation of filling the joint portion (gap) with grout with almost no space 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 technique according to FIGS. 8A and 8B, 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９（例えば、特許文献４）に係る技術は、図８Ａ、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 technique according to FIG. 9 (for example, Patent Document 4) can simplify the post-construction and shorten the work period as compared with FIGS. 8A and 8B, This is because it is implemented 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.

即ち、図８Ａ、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９に係る技術、すなわちＰＣａ梁部材を水平方向に移動させる技術は一切適用できず、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９に係る技術は、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. 8A and 8B, the horizontal movement of the PCa beam member a is constrained with respect to the structural form in which a plurality of column main bars c protrude above the PCa column member e. Such a technique, that is, a technique of moving the PCa beam member in the horizontal direction cannot be applied at all, and it is still necessary to perform a large-scale post-work, and the problem that the construction period becomes long and is too uneconomical cannot be solved. Further, in the technique according to FIG. 9, the left PCa beam member a is first positioned and then the right PCa beam member a is positioned. Since the PCa beam member a cannot be positioned and is greatly restricted by the construction procedure, it also contributes to the lengthening of the 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９参照）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８Ａ、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ことなく大掛かりな後工事を飛躍的に簡略化させることができ、工期の短縮を実現し、施工性、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 in which a plurality of column main bars c protrudes below the PCa column member e (see FIG. 9), but also the structure type in which a plurality of column main bars c protrudes above the PCa column member e. (Refer to FIGS. 8A and 8B) It can be particularly preferably carried out, and when joining the PCa beam members a and a, the large-scale post-work is greatly simplified without moving the PCa beam members a in the horizontal direction. 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 and economy.

上記従来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、梁筋とあばら筋をすべて内蔵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であって、前記梁部材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スリット状に切り欠いた空洞部を形成すると共に、当該空洞部の両側壁にも前記梁筋とあばら筋をすべて内蔵しておき、前記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、
前記一致したスリット状に切り欠いた空洞部内へ、Ｘ字形状を形成する鉄筋と棒状鉄筋、又はＸ字形状を形成する鉄筋と当該鉄筋を取り囲む形状の矩形状鉄筋から成る連結部材を挿入し、前記梁部材の外面から必要な被り厚を確保して双方の前記梁部材間にほぼ均等に跨るように位置決めし、しかる後、前記スリット状に切り欠いた空洞部内に硬化材を充填することのみで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 problems of the above prior art, the method for joining precast reinforced concrete beam members according to the invention described in claim 1 is a method for joining precast reinforced concrete beam members having all the built-in beam bars and stirrups. Each of the joint ends of the beam member is formed with a slit portion that is notched in a slit-like shape that comes close to being brought into close contact with each other, and the beam streaks and the streaks are also formed on both side walls of the cavity portion. All of them are built in, and the beam members are positioned close to each other so as to be almost in contact with each other.
Inserting a connecting member consisting of a reinforcing bar and a bar-shaped reinforcing bar forming an X-shape, or a reinforcing bar forming an X-shaped shape and a rectangular reinforcing bar surrounding the reinforcing bar into the hollow part cut out in the matched slit shape, It is necessary to secure the necessary covering thickness from the outer surface of the beam member and position it so as to extend almost evenly between the two beam members, and then only fill the hollow material cut out in the slit shape with a hardening material. The precast reinforced concrete beam members are integrally joined with each other.

請求項２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、梁筋とあばら筋をすべて内蔵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であって、前記梁部材の接合端部にはそれぞれ、ほぼ当接状態に近づけると一致するスリット状に切り欠いた空洞部が形成されていると共に、当該空洞部の両側壁にも前記梁筋とあばら筋がすべて内蔵されていること、
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、前記一致したスリット状に切り欠いた空洞部内に、Ｘ字形状を形成する鉄筋と棒状鉄筋、又はＸ字形状を形成する鉄筋と当該鉄筋を取り囲む形状の矩形状鉄筋から成る連結部材が挿入され、前記梁部材の外面から必要な被り厚を確保して双方の前記梁部材間にほぼ均等に跨るように位置決めされていること、
前記スリット状に切り欠いた空洞部内に硬化材が充填されることのみで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。 The joint structure between the precast reinforced concrete beam members according to the invention described in claim 2 is a joint structure between the precast reinforced concrete beam members including all the beam bars and stirrups. A cavity cut out in a slit shape that coincides with a state of being almost in contact with the hollow portion is formed , and both the beam stirrup and the stirrup are incorporated in both side walls of the cavity ,
Reinforcing bars and rod-shaped reinforcing bars that form an X-shape, or reinforcing bars that form an X-shape in a hollow portion that is provided in an opposing arrangement so that the beam members are almost brought into contact with each other. And a connecting member composed of a rectangular reinforcing bar that surrounds the reinforcing bar is inserted, and a necessary covering thickness is secured from the outer surface of the beam member so as to be positioned almost evenly between the beam members. ,
The precast reinforced concrete beam members are integrally joined to each other only by filling a hardened material in the cavity cut out in the slit shape.

請求項３に記載した発明は、請求項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構造において、前記梁部材の接合端部に設けられるスリット状に切り欠いた空洞部は、鉛直方向に細長い形状で、梁部材の上面を開口して形成されていること、或いは水平方向に細長い形状で、少なくとも梁部材の一側面を開口して形成されていることを特徴とする。 According to a third aspect of the present invention, in the joint structure between the precast reinforced concrete beam members according to the second aspect, the cavity cut out in a slit shape provided at the joint end portion of the beam member has a shape elongated in the vertical direction. in, that it is formed by opening the upper surface of the beam member, or an elongated shape in the horizontal direction, characterized in that it is formed by opening one side of at least the beam member.

請求項４に記載した発明は、請求項２又は３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、前記梁部材の接合端部に設けられるスリット状に切り欠いた空洞部は、所要の間隔でほぼ平行に複数形成されていることを特徴とする。 According to a fourth aspect of the present invention, in the joint structure between the precast reinforced concrete beam members according to the second or third aspect, the cavity notched in a slit shape provided at the joint end of the beam member has a required interval. And a plurality of them are formed substantially in parallel.

請求項５に記載した発明は、請求項２〜４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、前記梁部材の接合端部には、スリット状に切り欠いた空洞部を直交する方向に貫通孔が設けられ、同貫通孔には棒状部材が挿入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 between the precast reinforced concrete beam members according to any one of the second to fourth aspects, a hollow portion notched in a slit shape is formed at the joint end portion of the beam member. A through hole is provided in an orthogonal direction, and a rod-shaped member is inserted into the through hole.

請求項６に記載した発明は、請求項２〜５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、グラウト、モルタル、或いはコンクリートであることを特徴とする。 The invention described in claim 6 is the joint structure of precast reinforced concrete beam members according to any one of claims 2 to 5 , wherein the hardener is grout, mortar, or concrete.

請求項１〜請求項６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９参照）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８Ａ、Ｂ参照）に特に好適に実施することができ、ＰＣａ梁部材１、１同士を接合するにあたり、ＰＣａ梁部材１を水平方向に移動させることなく、鋼板等の簡易な型枠材の使用、及び少量のグラウト等の硬化材４の充填により、ＰＣａ梁部材１、１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飛躍的に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るので、施工性、及び経済性に非常に優れている。 According to the joining method and joining structure of precast reinforced concrete beam members according to claims 1 to 6 , a structure type (so-called reverse skewering method, reverse insertion column, figure) in which a plurality of column main bars protrude below the PCa column member 9), of course, the present invention can be particularly preferably 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. 8A and B). When joining the PCa beam members 1, 1, without moving the PCa beam members 1 in the horizontal direction, by using a simple formwork material such as a steel plate and filling a small amount of a hardening material 4 such as grout. Can be reliably joined together. Therefore, large-scale post-construction can be dramatically simplified, and the construction period can be greatly shortened. Therefore, the construction and economy are excellent.

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１〜図３は、請求項２に記載したプレキャスト鉄筋コンクリート梁（ＰＣａ梁）部材同士の接合構造を示している。このプレキャスト鉄筋コンクリート梁部材１、１同士の接合構造は、梁筋１０とあばら筋１１をすべて内蔵したプレキャスト鉄筋コンクリート梁部材１、１同士の接合構造であって、前記梁部材１の接合端部にはそれぞれ、ほぼ当接状態に近づけると一致するスリット状に切り欠いた空洞部２が形成されていると共に、当該空洞部２の両側壁にも前記梁筋１０とあばら筋１１がすべて内蔵されている。また、前記梁部材１、１同士がほぼ当接状態に近づけて対向配置に設けられ、前記一致したスリット状に切り欠いた空洞部２、２内に、Ｘ字形状を形成する鉄筋３ａと棒状鉄筋３ｂ、又はＸ字形状を形成する鉄筋３ａと当該鉄筋を取り囲む形状の矩形状鉄筋３ｃから成る連結部材３が挿入され、前記梁部材１、１の外面から必要な被り厚を確保して双方の前記梁部材１、１間にほぼ均等に跨るように位置決めされている。さらに、前記スリット状に切り欠いた空洞部２、２内に硬化材４が充填されることのみでプレキャスト鉄筋コンクリート梁部材１、１同士が一体的に接合されている（請求項２記載の発明）。 1 to 3 show a joint structure of precast reinforced concrete beam (PCa beam) members described in claim 2. The joint structure between the precast reinforced concrete beam members 1 and 1 is a joint structure between the precast reinforced concrete beam members 1 and 1 in which all the beam bars 10 and the stirrup bars 11 are built. Each of the hollow portions 2 is formed in a slit-like shape that is substantially coincident when approaching the contact state, and the beam bars 10 and the streaks 11 are all built in both side walls of the hollow portion 2. . In addition, the beam members 1 and 1 are provided in an opposing arrangement so as to be almost in contact with each other, and the reinforcing bars 3a and rods that form an X shape are formed in the hollow portions 2 and 2 that are notched in the matched slit shape. A connecting member 3 consisting of a reinforcing bar 3b or a reinforcing bar 3a that forms an X-shape and a rectangular reinforcing bar 3c that surrounds the reinforcing bar is inserted to secure the necessary covering thickness from the outer surfaces of the beam members 1, 1. The beam members 1 and 1 are positioned so as to substantially evenly straddle. Furthermore, the precast reinforced concrete beam members 1 and 1 are integrally joined together only by filling the hollow portions 2 and 2 cut into the slit shape with the hardening material 4 (the invention according to claim 2). .

図１〜図３に係るＰＣａ梁部材１は、所謂逆梁工法に使用される幅寸が小さい梁部材同士１、１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。ちなみに、図示例に係る梁部材１の幅寸は１８０ｍｍ程度、梁せいは７５０ｍｍ程度、スリット状の空洞部２の幅寸は６０ｍｍ程度、奥行きは６９５ｍｍ程度、深さは７００ｍｍ程度で実施している。また、図中の符号１０は、梁筋、符号１１は、あばら筋を示している。以下の実施例についても同様の技術的思想とする。 The PCa beam member 1 according to FIGS. 1 to 3 shows a joining structure of beam members 1 and 1 having a small width used in a so-called reverse beam method, but is not limited to this, and a general column beam frame is used. 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). Incidentally, the width of the beam member 1 according to the illustrated example is about 180 mm, the beam is about 750 mm, the width of the slit-shaped cavity 2 is about 60 mm, the depth is about 695 mm, and the depth is about 700 mm. . Moreover, the code | symbol 10 in a figure has shown the beam line, and the code | symbol 11 has shown the stirrup. The same technical idea applies to the following embodiments.

前記梁部材１の接合端部に同端部の当接面を開口して設けられるスリット状に切り欠いた空洞部２は、図２に示したように、鉛直方向に細長い形状で、前記連結部材３を外部から挿入可能とするべく、梁部材１の上面を開口して実施されている（請求項２記載の発明）。 As shown in FIG. 2, the cavity 2 cut out in the shape of a slit provided by opening the contact surface of the beam member 1 at the joint end of the beam member 1 has an elongated shape in the vertical direction, and the connection In order to allow the member 3 to be inserted from the outside, the upper surface of the beam member 1 is opened (invention of claim 2).

前記硬化材４は、グラウト４で実施しているが、充填部位の形状、大きさ、或いは要求される設計強度に応じてモルタル、樹脂モルタル、エポキシ樹脂、若しくはコンクリート、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６記載の発明）。以下の実施例についても同様の技術的思想とする。 Although the said hardening material 4 is implemented with grout 4, it implements also with mortar, resin mortar, an epoxy resin, concrete, or these combination according to the shape of a filling site | part, a magnitude | size, or the design strength requested | required. (Invention of claim 6 ). The same technical idea applies to the following embodiments.

前記連結部材３は、本実施例では、Ｘ字形状を形成する鉄筋３ａと棒状鉄筋３ｂとから成る。前記鉄筋３ａは、ほぼＳ字形状の横向き配置とし、これを組み合わせることによりＸ字形状のクロス鉄筋を形成している。ちなみに、本実施例では、計４本の鉄筋３ａを２本ずつに分けて、平面方向に見ると（図１Ａ参照）、隣接する配置で組み合わせて、正面方向に見ると（図１Ｂ参照）、左右対称な所謂ダブルクロス状に形成して実施している。前記棒状鉄筋３ｂは、前記鉄筋３ａから成るＸ字形状のクロス鉄筋を上下から挟むような形態で、上下に２本ずつ隣接して設けられている。 The connecting member 3, in this embodiment, Ru consists a reinforcing bar 3a and the rod-shaped reinforcing bars 3b which form the X-shape. The reinforcing bars 3a are arranged in an approximately S-shaped lateral direction and are combined to form an X-shaped cross reinforcing bar. By the way, in this embodiment, when the total four reinforcing bars 3a are divided into two pieces and viewed in the plane direction (see FIG. 1A), they are combined in an adjacent arrangement and viewed in the front direction (see FIG. 1B). It is implemented by forming a so-called double-cross shape that is symmetrical. The bar-shaped reinforcing bars 3b are provided adjacent to each other in the vertical direction in such a manner that an X-shaped cross reinforcing bar composed of the reinforcing bars 3a is sandwiched from above and below.

なお、前記連結部材３を構成する鉄筋３ａ、或いは棒状鉄筋３ｂは、丸鋼鉄筋のほか、たて節鉄筋やねじ節鉄筋等の異形鉄筋を適宜選択して適用している。また、前記鉄筋３ａ、棒状鉄筋３ｂの使用本数はともに４本に限定されるものでなく、前記梁部材１やスリット状に切り欠いた空洞部２の大きさ（特に幅寸）、及び要求される設計強度に応じて適宜増減可能である。本実施例に係る前記鉄筋３ａと棒状鉄筋３ｂとを組み合わせた連結部材３の高さは６００ｍｍ程度で実施されているが、前記スリット状に切り欠いた空洞部２内に十分に収まり、且つ前記梁部材１の外面から必要な被り厚さを確保可能な高さであれば、特に限定されない。更に、前記連結部材３を構成する鉄筋３ａ及び棒状鉄筋３ｂは、外部からスリット状に切り欠いた空洞部２内へ、その形態を確保して挿入し易くするべく、予め適切な部位で結束線（図示省略）により結束（拘束）しておくことが作業上好ましい。 The reinforcing bar 3a or the bar-shaped reinforcing bar 3b constituting the connecting member 3 is applied by appropriately selecting a deformed reinforcing bar such as a vertical reinforcing bar or a threaded reinforcing bar in addition to a round steel reinforcing bar. Further, the number of the reinforcing bars 3a and the bar-like reinforcing bars 3b used is not limited to four, but the size (particularly the width dimension) of the beam member 1 and the hollow portion 2 cut out in a slit shape and required. It can be appropriately increased or decreased according to the design strength. The height of the connecting member 3 in combination with said reinforcing bars 3a and the rod-shaped reinforcing bar 3b of the present embodiment has been implemented in order 600 mm, fit sufficient to cut out the cavity 2 in the slit-shaped, and the The height is not particularly limited as long as the necessary covering thickness can be secured from the outer surface of the beam member 1 . Furthermore, the reinforcing bar 3a and the bar-shaped reinforcing bar 3b constituting the connecting member 3 are previously bound at an appropriate portion in order to ensure their form and facilitate insertion into the cavity 2 cut out in a slit shape from the outside. It is preferable in terms of work to bind (restrain) by (not shown).

かくして、対向配置に位置決めされた梁部材１、１同士の一致したスリット状に切り欠いた空洞部２内へ外部から連結部材３が挿入され、同連結部材３を構成する下側の棒状鉄筋３ｂが、前記空洞部２の底面上に設置することにより当該連結部材３が位置決めされた状態で、前記空洞部２内に前記硬化材４が隙間なく充填（充満）されることのみで、前記プレキャスト鉄筋コンクリート梁部材１、１同士が一体的に接合され、最終的には、梁部材１、１の上面が面一に仕上げ処理されたプレキャスト鉄筋コンクリート梁構造が構築されるのである。 Thus, the connecting member 3 is inserted from the outside into the cavity 2 cut out in the shape of a slit in which the beam members 1 are positioned to face each other, and the lower bar-shaped reinforcing bar 3b constituting the connecting member 3 is inserted. However, when the connecting member 3 is positioned by being installed on the bottom surface of the cavity 2, the hardened material 4 is filled (filled) in the cavity 2 without a gap , and thus the precast is performed. The reinforced concrete beam members 1 and 1 are joined together, and finally, a precast reinforced concrete beam structure in which the upper surfaces of the beam members 1 and 1 are finished to be flush with each other is constructed.

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、下記する方法により施工される。即ち、プレキャスト鉄筋コンクリート梁部材１、１同士の接合方法は、ＰＣａ梁部材１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スリット状に切り欠いた前記空洞部２を形成しておき、前記梁部材１、１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。 The joint structure of the precast reinforced concrete beam members described above is constructed by the method described below. That is, in the joining method of the precast reinforced concrete beam members 1 and 1, the cavity 2 notched in a slit shape is formed at the joining end portion of the PCa beam member 1 so as to be substantially close to the contact state. The beam members 1, 1 are positioned close to each other so as to approach each other.

ちなみに、このＰＣａ梁部材１、１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８Ａ、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ＰＣａ梁部材１、１を吊り込むことにより対向配置に位置決めする。双方のＰＣａ梁部材１、１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、構造設計上、及び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。以下の実施例についても同様の技術的思想とする。 Incidentally, the positioning method of the PCa beam members 1 and 1 is applied in a horizontal direction when applied to a structural type in which a plurality of column main bars protrude above the PCa column member (so-called skewering method, see FIGS. 8A and B). Since it cannot be moved and positioned, both PCa beam members 1 and 1 are hung and positioned in an opposing arrangement. The gap between the two PCa beam members 1 and 1 can hardly be carried out without leaving a gap, but it is possible to carry out with a gap of about 2 cm from the viewpoint of structural design and suspension work. preferable. The same technical idea applies to the following embodiments.

次に、一致したスリット状に切り欠いた空洞部２内へ、Ｘ字形状に形成した鉄筋３ａと棒状鉄筋３ｂとから成る連結部材３を、上方から、前記空洞部２の両内側面に沿って下向きに挿入し、双方の梁部材１、１間にほぼ均等に跨るように位置決めする（図３参照）。 Next, the connecting member 3 composed of the reinforcing bar 3a and the bar-shaped reinforcing bar 3b formed in an X shape is inserted into the hollow part 2 cut out in a matching slit shape , from above, along both inner side surfaces of the hollow part 2. Then, they are inserted downward and positioned so as to straddle between both beam members 1 and 1 almost evenly (see FIG. 3).

前記連結部材３を前記空洞部２内へ位置決めする手法として、前記棒状鉄筋３ｂを前記空洞部２の底面上に載置し、以下順に、鉄筋３ａ、棒状鉄筋３ｂを空洞部２内へ挿入して位置決めする方法もあるが、上記したように、鉄筋３ａ及び棒状鉄筋３ｂを結束線等の拘束部材で予め形態を整えてから一度に挿入して位置決めする方法が作業上好ましい。以下の実施例についても同様の技術的思想とする。 As a method for positioning the connecting member 3 in the cavity 2, the bar-shaped reinforcing bar 3 b is placed on the bottom surface of the cavity 2, and the reinforcing bar 3 a and the bar-shaped reinforcing bar 3 b are inserted into the cavity 2 in the following order. However, as described above, the method in which the reinforcing bar 3a and the bar-shaped reinforcing bar 3b are previously arranged with a restraining member such as a binding wire and then inserted and positioned at a time is preferable in terms of work. The same technical idea applies to the following embodiments.

しかる後、前記スリット状に切り欠いた空洞部２内にグラウト等の硬化材４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のである（請求項１記載の発明）。 After that, the precast reinforced concrete beam members are integrally joined by filling the cavity 2 cut out in the slit shape with a hardening material 4 such as grout or the like (the invention according to claim 1).

したがって、このプレキャスト鉄筋コンクリート梁部材同士の接合方法、及び同方法により構築した接合構造によれば、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９参照）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８Ａ、Ｂ参照）に特に好適に実施することができ、ＰＣａ梁部材１、１同士を接合するにあたり、ＰＣａ梁部材１を水平方向に移動させることなく、鋼板等の簡易な型枠材の使用、及び少量のグラウト等の硬化材４の充填により、ＰＣａ梁部材１、１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飛躍的に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るので、施工性、及び経済性に非常に優れている。 Therefore, according to the joining method of the precast reinforced concrete beam members and the joining structure constructed by the same method, a structure type in which a plurality of column main bars protrude below the PCa column member (so-called reverse skewering method, reverse insertion column, figure 9), of course, the present invention can be particularly preferably 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. 8A and B). When joining the PCa beam members 1, 1, without moving the PCa beam members 1 in the horizontal direction, by using a simple formwork material such as a steel plate and filling a small amount of a hardening material 4 such as grout. Can be reliably joined together. Therefore, large-scale post-construction can be dramatically simplified, and the construction period can be greatly shortened. Therefore, the construction and economy are excellent.

図４と図５は、請求項２に記載したプレキャスト鉄筋コンクリート梁（ＰＣａ梁）部材同士の接合構造の異なる実施例を示している。この実施例２に係る接合構造は、上記実施例１と比して、前記連結部材３を構成する部材、及び梁部材１にほぼ水平な貫通孔が設けられていることが主に相違する。 FIGS. 4 and 5 show different embodiments of the joint structure of the precast reinforced concrete beam (PCa beam) members described in claim 2. The joining structure according to the second embodiment is mainly different from the first embodiment in that a substantially horizontal through hole is provided in the member constituting the connecting member 3 and the beam member 1.

すなわち、この実施例２に係るプレキャスト鉄筋コンクリート梁部材１、１同士の接合構造は、前記梁部材１の接合端部にはそれぞれ、ほぼ当接状態に近づけると一致するスリット状に切り欠いた空洞部２が形成されている。また、前記梁部材１の接合端部には、スリット状に切り欠いた空洞部２を直交する方向に貫通孔５が設けられている。
前記梁部材１、１同士がほぼ当接状態に近づけて対向配置に設けられ、一致したスリット状に切り欠いた空洞部２、２内に、Ｘ字形状を形成する鉄筋３ａと当該鉄筋３ａ…を取り囲む形状の矩形状鉄筋３ｃから成る連結部材３’が挿入され、双方の梁部材１、１間にほぼ均等に跨るように位置決めされている。また、前記貫通孔５内には棒状鉄筋、或いはボルト・ナット等の棒状部材６が挿入されている（請求項５記載の発明）。
前記棒状部材６が挿入された後の貫通孔５内にグラウト等の硬化材４が充填され、前記スリット状に切り欠いた空洞部２、２内にグラウト等の硬化材４が充填されることのみで、プレキャスト鉄筋コンクリート梁部材１、１同士が一体的に接合されている（以上、請求項２記載の発明）。 That is, in the joint structure of the precast reinforced concrete beam members 1 and 1 according to the second embodiment, the cavity end portions that are notched in a slit shape coincident with the joint end portions of the beam member 1 when they are almost brought into contact with each other. 2 is formed . In addition, a through hole 5 is provided in the joining end portion of the beam member 1 in a direction perpendicular to the cavity 2 cut out in a slit shape.
The beam members 1 and 1 are arranged in an opposed arrangement so as to be almost in contact with each other, and a rebar 3a that forms an X shape in the hollow portions 2 and 2 that are notched in a matching slit shape , and the rebar 3a. It is inserted coupling member 3 'made of a rectangular rebar 3c shape surrounding the has been positioned so as to straddle substantially equal between both the beam members 1, 1. Further, a rod-like member such as a rod-like reinforcing bar or a bolt / nut is inserted into the through-hole 5 (the invention according to claim 5).
The rod-shaped member 6 stiffeners 4 grout or the like is filled in the through hole 5 after being inserted, Rukoto cured material 4 grout or the like is filled in the slit shape notched cavity 2,2 Only, the precast reinforced concrete beam members 1 and 1 are integrally joined (the invention according to claim 2).

前記梁部材１の接合端部に同端部の当接面を開口して設けられるスリット状に切り欠いた空洞部２は、図４に示したように、上記実施例１と同様に、鉛直方向に細長い形状で、前記連結部材３を外部から挿入可能とするべく、梁部材１の上面を開口して実施されている（請求項２記載の発明）。 As shown in FIG. 4, the cavity 2 notched in a slit shape provided by opening the contact surface of the beam member 1 at the joint end of the beam member 1 is vertical as in the first embodiment. The beam member 1 has an elongated shape in the direction, and the upper surface of the beam member 1 is opened so that the connecting member 3 can be inserted from the outside (the invention according to claim 2).

前記梁部材１の接合端部に設けられる貫通孔５は、同貫通孔５に挿入する棒状部材６が、前記連結部材３を位置決めする（拘束する）のに好適な部位に設けられる。本実施例では、前記空洞部２内に位置決めする連結部材３の直上位置及び直下位置に所要の間隔を開けて平行に複数本挿入して実施している。ちなみに、図示例では、各梁部材１の接合端部の上端部に４本、下端部に４本設けて実施しているが、前記梁部材１やスリット状に切り欠いた空洞部２の大きさ等に応じて適宜増減可能である。 The through hole 5 provided at the joint end of the beam member 1 is provided at a portion suitable for positioning (restraining) the connecting member 3 by the rod-like member 6 inserted into the through hole 5. In this embodiment, a plurality of parallel members are inserted in parallel at a predetermined interval at a position immediately above and a position immediately below the connecting member 3 positioned in the cavity 2. Incidentally, in the illustrated example, four beams are provided at the upper end of the joint end of each beam member 1 and four are provided at the lower end. However, the size of the beam member 1 and the hollow portion 2 cut out in a slit shape is provided. The number can be appropriately increased or decreased according to the degree.

前記連結部材３’を構成するＸ字形状を形成する鉄筋３ａは、上記実施例１と同様に、ほぼＳ字形状の横向き配置とし、これを組み合わせることによりＸ字形状の左右対称なクロス鉄筋を形成している。前記矩形状鉄筋３ｃは、前記クロス鉄筋を取り囲むような形態で、２本を重ね合わせるような形態で実施している。 The reinforcing bars 3a forming the X-shape constituting the connecting member 3 ′ are arranged in a substantially S-shaped lateral direction as in the first embodiment, and by combining them, an X-shaped left-right symmetric cross reinforcing bar is formed. Forming. The rectangular reinforcing bar 3c is implemented in such a manner that two bars are overlapped with each other so as to surround the cross reinforcing bar.

なお、前記連結部材３を構成する鉄筋３ａ、或いは矩形状鉄筋３ｃは、丸鋼鉄筋のほか、たて節鉄筋やねじ節鉄筋等の異形鉄筋を適宜選択して適用している。また、前記鉄筋３ａ、矩形状鉄筋３ｃの使用本数はともに２本に限定されるものでなく、前記梁部材１やスリット状に切り欠いた空洞部２の大きさ（特に幅寸）、及び要求される設計強度に応じて適宜増減可能である。本実施例に係る前記鉄筋３ａと矩形状鉄筋３ｃとを組み合わせた連結部材３’の高さは６００ｍｍ程度で実施されているが、前記スリット状に切り欠いた空洞部２内に十分に収まり、且つ前記梁部材１の外面から必要な被り厚さを確保可能な高さであれば、特に限定されないことは上記実施例１で説明した通りである。更に、前記連結部材３’を構成する鉄筋３ａ及び矩形状鉄筋３ｃは、外部からスリット状に切り欠いた空洞部２内へ、その形態を確保して挿入し易くするべく、予め適切な部位で結束線（図示省略）により結束（拘束）しておくことが作業上好ましいことも上記実施例１と同様である。 The reinforcing bar 3a or the rectangular reinforcing bar 3c constituting the connecting member 3 is applied by appropriately selecting a deformed reinforcing bar such as a vertical reinforcing bar or a threaded reinforcing bar in addition to a round steel reinforcing bar. Further, the number of the reinforcing bars 3a and the rectangular reinforcing bars 3c used is not limited to two, but the size (particularly the width dimension) of the beam member 1 and the hollow portion 2 cut out in a slit shape and the requirements. It can be appropriately increased or decreased according to the designed strength. The height of the connecting member 3 ′ combining the reinforcing bar 3a and the rectangular reinforcing bar 3c according to the present embodiment is about 600 mm, but is sufficiently accommodated in the cavity 2 cut out in the slit shape, As described in the first embodiment, the height is not particularly limited as long as the necessary covering thickness can be secured from the outer surface of the beam member 1 . Further, the reinforcing bar 3a and the rectangular reinforcing bar 3c constituting the connecting member 3 'are previously set at appropriate portions in order to ensure their form and facilitate insertion into the cavity 2 cut out in a slit shape from the outside. As in the first embodiment, it is preferable in terms of work to bind (restrain) with a binding wire (not shown).

かくして、対向配置に位置決めされた梁部材１、１同士について、外部から、前記貫通孔５を利用して棒状部材６が挿入される共に、一致したスリット状に切り欠いた空洞部２内へ連結部材３’が挿入されて位置決めされた状態で、前記空洞部２内、及び前記棒状部材６が挿入された後の貫通孔５内に前記硬化材４が隙間なく充填（充満）されることのみで、前記プレキャスト鉄筋コンクリート梁部材１、１同士が一体的に接合され、最終的には、梁部材１、１の上面が面一に仕上げ処理されたプレキャスト鉄筋コンクリート梁構造が構築されるのである。 Thus, with respect to the beam members 1 and 1 positioned in the opposing arrangement, the rod-like member 6 is inserted from the outside using the through-hole 5 and connected to the hollow portion 2 that is notched into a matching slit shape. Only when the member 3 ′ is inserted and positioned, the hardened material 4 is filled (filled) in the hollow portion 2 and in the through hole 5 after the rod-like member 6 is inserted. Thus, the precast reinforced concrete beam members 1 and 1 are joined together, and finally, a precast reinforced concrete beam structure in which the upper surfaces of the beam members 1 and 1 are finished to be flush with each other is constructed.

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、下記する方法により施工される。即ち、プレキャスト鉄筋コンクリート梁部材１、１同士の接合方法は、ＰＣａ梁部材１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スリット状に切り欠いた前記空洞部２を形成しておき、前記梁部材１、１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。一致したスリット状に切り欠いた空洞部２内へ、前記梁部材１に設けた下側の貫通孔５を利用して棒状部材６を直交方向に水平に挿入する。次に、Ｘ字形状を形成する鉄筋３ａと矩形状鉄筋３ｃから成る連結部材３’を、上方から、前記空洞部２の両内側面に沿って下向きに挿入して前記棒状部材６、６、…上に載置し、前記梁部材１の外面から必要な被り厚を確保して双方の梁部材１、１間にほぼ均等に跨るように位置決めする。つづいて、前記梁部材１に設けた上側の貫通孔５を利用して棒状部材６を直交方向に水平に挿入して、前記連結部材３の上下方向の動きを拘束する。しかる後、前記スリット状に切り欠いた空洞部２、及び前記貫通孔５内にグラウト等の硬化材４を充填することのみで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のである（請求項１記載の発明）。 The joint structure of the precast reinforced concrete beam members described above is constructed by the method described below. That is, in the joining method of the precast reinforced concrete beam members 1 and 1, the cavity 2 notched in a slit shape is formed at the joining end portion of the PCa beam member 1 so as to be substantially close to the contact state. The beam members 1, 1 are positioned close to each other so as to approach each other. The rod-like member 6 is horizontally inserted in the orthogonal direction into the hollow portion 2 cut out in the matched slit shape by using the lower through hole 5 provided in the beam member 1. Next, a connecting member 3 ′ composed of a reinforcing bar 3 a and a rectangular reinforcing bar 3 c forming an X shape is inserted downward along both inner side surfaces of the hollow portion 2 from above, and the rod-shaped members 6, 6, ... Are placed on top of each other, and a necessary covering thickness is secured from the outer surface of the beam member 1 so that the beam members 1 and 1 are positioned substantially evenly. Subsequently, the rod-like member 6 is horizontally inserted in the orthogonal direction using the upper through-hole 5 provided in the beam member 1 to restrain the vertical movement of the connecting member 3. Thereafter, the precast reinforced concrete beam members are joined together by only filling the cavity 2 cut out in the slit shape and the hardening material 4 such as grout into the through hole 5 (Claim 1). Described invention).

したがって、このプレキャスト鉄筋コンクリート梁部材同士の接合方法、及び同方法により構築した接合構造によれば、上記実施例１と同様の作用効果を奏することに加えて、前記連結部材３’を強固に拘束できるので、硬化材４の充填作業を速やかに行い得る利点がある。 Therefore, according to the joining method of the precast reinforced concrete beam members and the joining structure constructed by the same method, in addition to the same effects as the first embodiment, the connecting member 3 ′ can be firmly restrained. Therefore, there exists an advantage which can perform the filling operation | work of the hardening material 4 rapidly.

図６と図７は、請求項２に記載したプレキャスト鉄筋コンクリート梁（ＰＣａ梁）部材同士の接合構造の異なる実施例を示している。この実施例３に係る接合構造は、上記実施例２と比して、前記梁部材１の形状（梁の幅寸が、８００ｍｍ程度、梁せいが、４００ｍｍ程度の扁平梁）、及びスリット状に切り欠いた空洞部２と貫通孔５を設ける部位（方向）が主に相違する。 FIGS. 6 and 7 show different embodiments of the joint structure of the precast reinforced concrete beam (PCa beam) members described in claim 2. Compared with the second embodiment, the joint structure according to the third embodiment has a shape of the beam member 1 (a flat beam having a beam width of about 800 mm and a beam width of about 400 mm) and a slit shape . The part (direction) where the cutout cavity 2 and the through hole 5 are provided is mainly different.

すなわち、この実施例３に係るプレキャスト鉄筋コンクリート梁部材１、１同士の接合構造は、前記梁部材１の接合端部にはそれぞれ、ほぼ当接状態に近づけると一致するスリット状に切り欠いた空洞部２’が水平方向に細長い形状で、（少なくとも）梁部材１の一側面を開口して形成されている（請求項３記載の発明）。また、前記梁部材１の接合端部には、スリット状に切り欠いた空洞部２’を直交する方向（鉛直方向）に貫通孔５’が設けられている。
前記梁部材１、１同士がほぼ当接状態に近づけて対向配置に設けられ、一致したスリット状に切り欠いた空洞部２’、２’内に、Ｘ字形状を形成する鉄筋３ａと当該鉄筋３ａ…を取り囲む形状の矩形状鉄筋３ｃから成る連結部材３’が挿入され、前記梁部材１の外面から必要な被り厚を確保して双方の梁部材１、１間にほぼ均等に跨るように位置決めされている。また、前記貫通孔５内には棒状部材６が挿入されている（請求項５記載の発明）。なお、本実施例では、前記棒状部材６を２本使用しているが、勿論１本でも実施可能である。
前記棒状部材６が挿入された後の貫通孔５内にグラウト等の硬化材４が充填され、前記スリット状に切り欠いた空洞部２’、２’内にグラウト等の硬化材４が充填されることのみで、プレキャスト鉄筋コンクリート梁部材１、１同士が一体的に接合されている（以上、請求項２記載の発明）。 That is, in the joint structure of the precast reinforced concrete beam members 1 and 1 according to the third embodiment, the cavity end portions that are notched in the shape of slits that coincide with the joint end portions of the beam member 1 when they are almost brought into contact with each other. 2 ′ has an elongated shape in the horizontal direction, and is formed by opening (at least) one side surface of the beam member 1 (the invention according to claim 3). Further, a through hole 5 ′ is provided in the joining end portion of the beam member 1 in a direction (vertical direction) perpendicular to the cavity 2 ′ cut out in a slit shape.
Reinforcing bars 3a that form X-shapes in the hollow portions 2 'and 2' that are provided in an opposing arrangement so that the beam members 1 and 1 are almost brought into contact with each other and are notched in a matching slit shape , and the reinforcing bars 3a... A connecting member 3 ′ composed of a rectangular reinforcing bar 3c that surrounds the beam member 3a is inserted, and a necessary covering thickness is secured from the outer surface of the beam member 1 so that the beam members 1 and 1 are almost evenly spanned. Is positioned. Further, a rod-like member 6 is inserted into the through hole 5 (the invention according to claim 5). In the present embodiment, the two rod-like members 6 are used, but of course, one can be implemented.
The through hole 5 after the rod-like member 6 is inserted is filled with a hardening material 4 such as grout, and the hollow parts 2 ′ and 2 ′ notched in the slit shape are filled with the hardening material 4 such as grout. By doing so, the precast reinforced concrete beam members 1 and 1 are integrally joined (the invention according to claim 2 above).

また、この実施例３に係るスリット状に切り欠いた空洞部２’は、各梁部材１に鉛直方向に所要の間隔でほぼ平行に２箇所形成して実施されているが、当該空洞部２’を設ける数は、梁せいに応じて適宜増減可能である。また、前記スリット状に切り欠いた空洞部２’は、図示例のように、梁部材１の一側面を開口して実施する場合に限らず、梁部材１の側面を水平方向に貫通してその両側面を開口する形態で実施してもよい。 In addition, the cavity 2 ′ cut out into a slit shape according to the third embodiment is formed by forming two portions in the beam member 1 substantially in parallel at a predetermined interval in the vertical direction. The number of 'can be increased or decreased as appropriate according to the beam. In addition, the cavity 2 ′ cut out in the slit shape is not limited to the case where the side surface of the beam member 1 is opened as shown in the illustrated example, and the side surface of the beam member 1 penetrates in the horizontal direction. You may implement in the form which opens the both sides | surfaces.

前記梁部材１の接合端部に設けられる貫通孔５を設ける部位、及び個数、前記連結部材３’の構成部材に関する説明は、上記実施例２と同様であるので割愛する。 Since the description about the site | part which provides the through-hole 5 provided in the junction edge part of the said beam member 1, the number, and the structural member of the said connection member 3 'is the same as that of the said Example 2, it omits.

かくして、対向配置に位置決めされた梁部材１、１同士について、外部から、前記貫通孔５を利用して棒状部材６が挿入される共に、一致したスリット状に切り欠いた空洞部２’内へ連結部材３’が挿入されて位置決めされた状態で、前記空洞部２’内、及び前記棒状部材６が挿入された後の貫通孔５内に前記硬化材４が隙間なく充填（充満）されることのみで、前記プレキャスト鉄筋コンクリート梁部材１、１同士が一体的に接合され、最終的には、梁部材１、１の上面が面一に仕上げ処理されたプレキャスト鉄筋コンクリート梁構造が構築されるのである。 Thus, the rod members 6 are inserted from the outside using the through holes 5 between the beam members 1 and 1 positioned to face each other, and into the hollow portion 2 ′ cut out in a matching slit shape. With the connecting member 3 ′ inserted and positioned, the hardened material 4 is filled (filled) in the cavity 2 ′ and the through-hole 5 after the rod-like member 6 is inserted without a gap. In this way , the precast reinforced concrete beam members 1 and 1 are integrally joined to each other, and finally, a precast reinforced concrete beam structure in which the upper surfaces of the beam members 1 and 1 are finished to be flush with each other is constructed. .

したがって、このプレキャスト鉄筋コンクリート梁部材同士の接合方法、及び同方法により構築した接合構造によれば、上記実施例２と同様の作用効果を奏するのである。ちなみに、この実施例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構造の接合方法は、上記実施例２をほぼ同様であるので、その説明を割愛する。 Therefore, according to the joining method of the precast reinforced concrete beam members and the joining structure constructed by the same method, the same effects as those of the second embodiment can be obtained. Incidentally, since the joining method of the joining structure of the precast reinforced concrete beam members according to the third embodiment is substantially the same as the second embodiment, the description thereof is omitted.

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。 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.

例えば、本実施例では、前記連結部材３、３’の構成については、図示例に限定されず、様々なバリエーションで実施できる。特に、Ｘ字形状を形成する鉄筋３ａは、図示例のように、ほぼＳ字形状の横向き配置を組み合わせた構成に限定されず、Ｘ字形状の交差する部位に鋼板を配置し、この鋼板に複数本（例えば、２本又は４本）の鉄筋を溶接してＸ字形状に形成して実施する等、様々なバリエーション実施可能である。その他、本実施例のように、各梁部材１に設けるスリット状に切り欠いた空洞部２の寸法はともに一致させること、前記連結部材３、３’は、正面方向、及び平面方向から見て、ほぼ左右対称配置になるように実施することが良好な構造設計を実現する上で好ましい。 For example, in the present embodiment, the configuration of the connecting members 3 and 3 ′ is not limited to the illustrated example, and can be implemented in various variations. In particular, the reinforcing bar 3a forming the X-shape is not limited to the configuration in which the substantially S-shaped lateral arrangement is combined as shown in the illustrated example, and the steel plates are arranged at the intersecting portions of the X-shape. Various variations such as welding by forming a plurality of (for example, two or four) reinforcing bars to form an X shape are possible. In addition, as in this embodiment, the dimensions of the cavity 2 notched in the slit shape provided in each beam member 1 are made to coincide with each other, and the connecting members 3 and 3 ′ are seen from the front direction and the plane direction. In order to realize a good structural design, it is preferable to carry out a substantially symmetrical arrangement.

Ａは、実施例１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、同側断面図である。A is the top view which showed the principal part of the junction structure of the precast reinforced concrete beam members which concern on Example 1, B is the same front view, C is the same sectional side view. 実施例１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分解斜視図である。It is the disassembled perspective view which showed the principal part of the joining structure of the precast reinforced concrete beam members which concern on Example 1. FIG. 実施例１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 Example 1. FIG. 実施例２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分解斜視図である。It is the disassembled perspective view which showed the principal part of the joining structure of the precast reinforced concrete beam members which concern on Example 2. FIG. 実施例２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 Example 2. FIG. 実施例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構造の枢要部を示した分解斜視図である。It is the disassembled perspective view which showed the principal part of the joining structure of the precast reinforced concrete beam members which concern on Example 3. FIG. 実施例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 Example 3. FIG. 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梁部材
２、２’ スリット状に切り欠いた空洞部
３、３’ 連結部材
３ａ鉄筋
３ｂ棒状鉄筋
３ｃ矩形状鉄筋
４硬化材
５貫通孔
６棒状部材 DESCRIPTION OF SYMBOLS 1 Beam member 2, 2 ' Hollow part 3, 3' notched in slit shape Reinforcing bar 3b Bar-shaped reinforcing bar 3c Rectangular reinforcing bar 4 Hardened material 5 Through-hole 6 Bar-shaped member

Claims

梁筋とあばら筋をすべて内蔵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であって、
前記梁部材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スリット状に切り欠いた空洞部を形成すると共に、当該空洞部の両側壁にも前記梁筋とあばら筋をすべて内蔵しておき、前記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、
前記一致したスリット状に切り欠いた空洞部内へ、Ｘ字形状を形成する鉄筋と棒状鉄筋、又はＸ字形状を形成する鉄筋と当該鉄筋を取り囲む形状の矩形状鉄筋から成る連結部材を挿入し、前記梁部材の外面から必要な被り厚を確保して双方の前記梁部材間にほぼ均等に跨るように位置決めし、しかる後、前記スリット状に切り欠いた空洞部内に硬化材を充填することのみで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。 A method of joining pre-cast reinforced concrete beam members to each other with a built all beams muscle and stirrups,
Each of the joint ends of the beam member is formed with a cavity cut out in a slit shape that coincides with being almost in contact with the beam member, and both the beam stirrup and the stirrup are incorporated in both side walls of the cavity. The beam members are positioned close to each other in a substantially abutting state,
Inserting a connecting member consisting of a reinforcing bar and a bar-shaped reinforcing bar forming an X-shape, or a reinforcing bar forming an X-shaped shape and a rectangular reinforcing bar surrounding the reinforcing bar into the hollow part cut out in the matched slit shape, It is necessary to secure the necessary covering thickness from the outer surface of the beam member and position it so as to extend almost evenly between the two beam members, and then only fill the hollow material cut out in the slit shape with a hardening material. A method for joining precast reinforced concrete beam members, wherein the precast reinforced concrete beam members are joined together.

梁筋とあばら筋をすべて内蔵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であって、
前記梁部材の接合端部にはそれぞれ、ほぼ当接状態に近づけると一致するスリット状に切り欠いた空洞部が形成されていると共に、当該空洞部の両側壁にも前記梁筋とあばら筋がすべて内蔵されていること、
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、前記一致したスリット状に切り欠いた空洞部内に、Ｘ字形状を形成する鉄筋と棒状鉄筋、又はＸ字形状を形成する鉄筋と当該鉄筋を取り囲む形状の矩形状鉄筋から成る連結部材が挿入され、前記梁部材の外面から必要な被り厚を確保して双方の前記梁部材間にほぼ均等に跨るように位置決めされていること、
前記スリット状に切り欠いた空洞部内に硬化材が充填されることのみで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。 It is a joint structure between precast reinforced concrete beam members with all built-in beams and stirrups,
Each of the joining end portions of the beam members is formed with a hollow portion that is cut out in a slit shape that coincides with a state close to a contact state, and the beam streaks and the streaks are also formed on both side walls of the hollow portion. All built-in ,
Reinforcing bars and rod-shaped reinforcing bars that form an X-shape, or reinforcing bars that form an X-shape in a hollow portion that is provided in an opposing arrangement so that the beam members are almost brought into contact with each other. And a connecting member composed of a rectangular reinforcing bar that surrounds the reinforcing bar is inserted, and a necessary covering thickness is secured from the outer surface of the beam member so as to be positioned almost evenly between the beam members. ,
The joint structure of precast reinforced concrete beam members, wherein the precast reinforced concrete beam members are integrally joined only by filling the hollow portion cut out in the slit shape with a hardening material.

前記梁部材の接合端部に設けられるスリット状に切り欠いた空洞部は、鉛直方向に細長い形状で、梁部材の上面を開口して形成されていること、或いは水平方向に細長い形状で、少なくとも梁部材の一側面を開口して形成されていることを特徴とする、請求項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構造。 The cavity cut out in the slit shape provided at the joint end of the beam member is formed in an elongated shape in the vertical direction, with the upper surface of the beam member opened, or in the elongated shape in the horizontal direction, at least The joint structure of precast reinforced concrete beam members according to claim 2, wherein one side surface of the beam members is opened.

前記梁部材の接合端部に設けられるスリット状に切り欠いた空洞部は、所要の間隔でほぼ平行に複数形成されていることを特徴とする、請求項２又は３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 precast reinforced concrete beam member according to claim 2 or 3, wherein a plurality of hollow portions notched in a slit shape provided at a joining end portion of the beam member are formed substantially in parallel at a required interval. Bonding structure between each other.

前記梁部材の接合端部には、スリット状に切り欠いた空洞部を直交する方向に貫通孔が設けられ、同貫通孔には棒状部材が挿入されていることを特徴とする、請求項２〜４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 through-hole is provided in the joining end portion of the beam member in a direction orthogonal to the cavity cut out in a slit shape, and a rod-like member is inserted into the through-hole. The joint structure of the precast reinforced concrete beam members described in any one of -4.

前記硬化材は、グラウト、モルタル、樹脂モルタル、エポキシ樹脂、若しくはコンクリート、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２〜５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 2 to 5, wherein the hardener is grout, mortar, resin mortar, epoxy resin, concrete, or a combination thereof. .