JP5752510B2

JP5752510B2 - Pressure bonding method for precast concrete members

Info

Publication number: JP5752510B2
Application number: JP2011165612A
Authority: JP
Inventors: 伊藤　崇晃; 崇晃伊藤
Original assignee: トヨタＴ＆Ｓ建設株式会社
Priority date: 2011-07-28
Filing date: 2011-07-28
Publication date: 2015-07-22
Anticipated expiration: 2031-07-28
Also published as: JP2013028954A

Description

本発明はプレキャストコンクリート部材の圧着接合方法に関する。 The present invention relates to a pressure bonding method for precast concrete members.

従来、プレキャストコンクリート部材（以下ＰＣａ部材ともいう）からなる壁版相互や床版相互を接合する方法として、例えば図１７〜１９に示すように、接合する一方のＰＣａ部材１０１の接合面に凹状のシアコッター１０２を形成するとともに、そのＰＣａ部材１０１内の鉄筋１０３を前記シアコッター１０２内に突出し、接合する他方のＰＣａ部材１０４に、前記シアコッター１０２、鉄筋１０３に対応するシアコッター１０５、鉄筋１０６を設け、前記両ＰＣａ部材１０１、１０４を図１７〜１９に示すように配置し、前記両鉄筋１０３，１０６間を接合筋１０７を介して溶接接合し、前記両シアコッター１０２，１０５内にグラウト等を充填し、両ＰＣａ部材１０１，１０４を接合するものが知られている。 Conventionally, as a method for joining wall slabs or floor slabs made of precast concrete members (hereinafter also referred to as PCa members), for example, as shown in FIGS. The shear cotter 102 is formed, and the reinforcing bar 103 in the PCa member 101 protrudes into the shear cotter 102, and the other PCa member 104 to be joined is provided with the shear cotter 102, the shear cotter 105 corresponding to the reinforcing bar 103, and the reinforcing bar 106, Both PCa members 101 and 104 are arranged as shown in FIGS. 17 to 19, and both the reinforcing bars 103 and 106 are welded and joined via the joining bars 107, and both the shear cotters 102 and 105 are filled with grout or the like, What joins both PCa members 101 and 104 is known.

また、硬化したＰＣａ部材に圧縮力を加えることで、そのＰＣａ部材のひび割れの調節、構造体のスリム化等の効果を発揮させるプレストレストコンクリート工法が知られている。 Further, there is known a prestressed concrete method in which by applying a compressive force to a cured PCa member, effects such as adjustment of cracking of the PCa member and slimming of the structure are exhibited.

ところで、前記壁版相互や床版相互を強固に一体化したい要望がある。
そこで、前記ＰＣａ壁版相互やＰＣａ床版相互を、前記のプレストレストコンクリート工法で強固に接合して一体化することも考えられる。 By the way, there is a desire to firmly integrate the wall slabs and floor slabs.
Therefore, it is also conceivable that the PCa wall slabs and the PCa floor slabs are firmly joined and integrated by the prestressed concrete method.

しかし、前記のプレストレストコンクリート工法は、一般に、油圧ジャッキで鉄筋を軸方向に緊張すると同時に荷重計で緊張力を計測する手法であることから、このようなプレストレストコンクリート工法は、その油圧ジャッキを用いる作業が特殊であり、作業者、建設現場監督から敬遠されやすく、かつ、大型な機器を用いることから、施工コストアップの要因ともなっている。 However, the prestressed concrete method is generally a method of measuring the tension force with a load meter while simultaneously tensioning the rebar with a hydraulic jack, so such a prestressed concrete method is an operation using the hydraulic jack. Is special, is easily avoided by workers and construction site supervisors, and uses large equipment, which increases construction costs.

そのため、ＰＣａ壁版相互やＰＣａ床版相互を簡易な施工方法で強固に一体接合できる接合方法が要望されていた。 Therefore, there has been a demand for a joining method capable of firmly and integrally joining PCa wall slabs and PCa floor slabs with a simple construction method.

そこで本発明は、前記の油圧ジャッキで緊張するプレキャストコンクリート工法を用いることなく、ＰＣａ壁版相互やＰＣａ床版相互等のＰＣａ部材相互を、ＰＣ鋼棒に備えたナットを締め付けることで強固に接合でき、かつ、この緊張力の導入を油圧ジャッキに比べて、構造、操作が簡易なトルクレンチで行え、更に、ＰＣ鋼棒に緊張力が導入されているか否かの確認が容易にできるコンクリート部材の圧着接合方法を提供することを目的とするものである。 Therefore, the present invention strongly joins PCa members such as PCa wall slabs and PCa floor slabs by tightening a nut provided on a PC steel bar, without using the precast concrete method that is tensioned by the hydraulic jack. A concrete member that can be used to introduce this tension force with a torque wrench that is simpler in structure and operation than a hydraulic jack, and that can easily check whether or not tension force has been introduced into a PC steel bar. It is an object of the present invention to provide a pressure bonding method.

前記の課題を解決するために、請求項１記載の発明は、相互に接合されるプレキャストコンクリート部材に渡ってＰＣ鋼棒を配置し、該ＰＣ鋼棒の両端に刻設した雄ねじに夫々ナットを螺着し、該一方のナットを締め付けることにより、両プレキャストコンクリート部材を接合する方法であって、
前記ＰＣ鋼棒の周囲に空間を設けるとともに、該空間から外側に前記雄ねじが突出するようにし、前記空間内に接着材を前記雄ねじと接触しないように充填し、これを硬化させて、ＰＣ鋼棒を前記接着材により前記プレキャストコンクリート部材に付着させた後、
前記一方のナットを締め付け回転して、前記ＰＣ鋼棒に緊張力を導入し、この緊張力の導入により前記接着材による付着を切断して両プレキャストコンクリート部材相互を圧着接合することを特徴とするものである。
In order to solve the above-mentioned problems, the invention according to claim 1 is characterized in that a PC steel bar is arranged over precast concrete members to be joined to each other, and nuts are respectively attached to male screws engraved at both ends of the PC steel bar. It is a method of joining both precast concrete members by screwing and tightening the one nut,
Rutotomoni a space is provided around the PC steel bars, as the external thread on the outer side protrudes from the space, wherein the adhesive material is filled so as not to contact with the male screw in the space, by curing this, PC After attaching a steel bar to the precast concrete member with the adhesive,
The nut is tightened and rotated to introduce a tension force to the PC steel rod, and the adhesion due to the adhesive is cut by introducing the tension force, and the two precast concrete members are pressure-bonded to each other. Is.

請求項２記載の発明は、前記請求項１記載の発明において、前記締め付け回転する一方のナットとは反対側の他方のナットを、前記ＰＣ鋼棒が接着材により接着された状態において、プレキャストコンクリート部材との間に空隙を設けて配置しておくことを特徴とするものである。 The invention according to claim 2 is the precast concrete according to the invention according to claim 1, wherein the other nut opposite to the one nut rotating and tightening is connected to the PC steel bar with the adhesive. It is characterized by providing a gap between the members.

請求項３記載の発明は、請求項１又は２記載の発明において、相互に接合させるプレキャストコンクリート部材に、夫々の接合側端面との間に受圧部を設けて座堀りを形成し、前記受圧部に、前記座堀りの開口側面と同一面側が開口するＰＣ鋼棒配置用溝を形成し、前記ＰＣ鋼棒を、前記ＰＣ鋼棒配置用溝内に、その開口側から挿入して配置することを特徴とするものである。 The invention according to claim 3 is the invention according to claim 1 or 2, wherein the precast concrete members to be bonded to each other are provided with pressure receiving portions between the respective joint side end faces to form a seat digging, and the pressure receiving PC steel rod placement groove that is open on the same side as the opening side surface of the pocket hole is formed in the part, and the PC steel rod is inserted into the PC steel rod placement groove from the opening side. It is characterized by doing.

本発明によれば、ＰＣ鋼棒を接着材によりＰＣａ部材に接着した状態で一方のナットを締め付け回転するため、締め回転の初期にはＰＣ鋼棒及び他方のナットが供回りせず、ＰＣ鋼棒に軸方向への緊張力が導入される。そして、更に一方のナットを締め付け回転すると、ＰＣ鋼棒の伸長と断面縮小により接着材が切断され、ＰＣ鋼棒の緊張力（軸力）が増大し、両ＰＣａ部材が相互に強固に接合される。そのため、前記一方のナットをトルクレンチで回転することで両ＰＣａ部材を強固に接合できる。更に、ナットのトルク量とＰＣ鋼棒の軸力との関係を予め定めておき、必要な軸力をトクルレンチによるトルク量で管理することができ、所望の軸力で接合できる。したがって、前記従来の荷重計付き油圧ジャッキによる緊張力導入方法に比べて、緊張作業の管理が容易で、かつ、施工コストの低減を図ることができる。 According to the present invention, since one nut is tightened and rotated in a state where the PC steel bar is bonded to the PCa member with the adhesive, the PC steel bar and the other nut are not rotated at the initial stage of the tightening rotation. Axial tension is introduced into the bar. When one nut is further tightened and rotated, the adhesive material is cut by the expansion and reduction of the cross section of the PC steel rod, the tension (axial force) of the PC steel rod is increased, and both PCa members are firmly joined to each other. The Therefore, both PCa members can be firmly joined by rotating the one nut with a torque wrench. Furthermore, the relationship between the torque amount of the nut and the axial force of the PC steel rod is determined in advance, and the necessary axial force can be managed by the torque amount by the torque wrench and can be joined with a desired axial force. Therefore, compared with the conventional tension force introducing method using the hydraulic jack with a load meter, the tension work can be easily managed and the construction cost can be reduced.

請求項２記載の発明によれば、ＰＣ鋼棒への緊張作業が行われていない状態では他方のナットが空隙により空回転でき、ＰＣ鋼棒へ所定の軸力を導入すると接着材が切断されてＰＣ鋼棒が縮小し、他方のナットがＰＣａ部材側へ圧着し、手操作による該ナット或いはそのワッシャー等の回転ができなくなる。そのため、この他方のナットやそのワッシャー等が回転しないことを手操作で確認することにより、ＰＣ鋼棒の緊張力導入をトルクコントロールにより行った場合でも、確実に緊張力がＰＣ鋼棒全体に伝わっていることが確認できる。 According to the invention described in claim 2, in the state where the tension work to the PC steel bar is not performed, the other nut can be idled by the gap, and when the predetermined axial force is introduced to the PC steel bar, the adhesive is cut. As a result, the PC steel bar shrinks and the other nut is crimped to the PCa member side, so that the nut or its washer cannot be rotated manually. Therefore, by manually confirming that the other nut or its washer does not rotate, even if the tension force of the PC steel rod is introduced by torque control, the tension force is reliably transmitted to the entire PC steel rod. Can be confirmed.

請求項３記載の発明によれば、ＰＣ鋼棒の配置が容易に行える。 According to invention of Claim 3, arrangement | positioning of PC steel bar can be performed easily.

本発明の実施例を示すもので、ＰＣａ壁版の接合状態を示す正面図。The front view which shows the Example of this invention and shows the joining state of PCa wall slab. 図１の一方のＰＣａ壁版を接合側端面より見たＨ−Ｈ側面図。The HH side view which looked at one PCa wall slab of FIG. 1 from the joining side end surface. 図１の接合部とＰＣ鋼棒の斜視図。The perspective view of the junction part of FIG. 1, and a PC steel rod. 図１の接合部におけるＰＣ鋼棒を配置しない前の正面図。The front view before arrange | positioning the PC steel bar in the junction part of FIG. 図４のＩ−Ｉ線断面図。II sectional view taken on the line of FIG. 図５のＪ−Ｊ線断面図。JJ sectional view taken on the line of FIG. 図４の状態においてＰＣ鋼棒を配置した正面図。The front view which has arrange | positioned the PC steel bar in the state of FIG. 図７のＫ−Ｋ線断面図。KK sectional drawing of FIG. 図８のＬ−Ｌ線断面図。LL sectional view taken on the line of FIG. 図７の状態において接着材を充填した正面図。The front view which filled the adhesive material in the state of FIG. 図１０のＭ−Ｍ線断面図。The MM sectional view taken on the line of FIG. 図１０における他方のナット部を示す拡大正面図。The enlarged front view which shows the other nut part in FIG. 図１２のＮ−Ｎ線断面図。NN sectional view taken on the line of FIG. 図１１のＰ−Ｐ線断面図。The PP sectional view taken on the line of FIG. 直径９．２ｍｍのＰＣ鋼棒におけるトルクと軸力の関係を示す図。The figure which shows the relationship between the torque and axial force in PC steel bar of diameter 9.2mm. 直径１３ｍｍのＰＣ鋼棒におけるトルクと軸力の関係を示す図。The figure which shows the relationship between the torque in a 13 mm diameter PC steel rod, and axial force. 従来の接合方法を示す正面図。The front view which shows the conventional joining method. 図１７に示すＰＣａ壁版の接合側端面より見た図。The figure seen from the joining side end surface of the PCa wall slab shown in FIG. 図１７の接合部を示す拡大正面図。The enlarged front view which shows the junction part of FIG.

本発明は、任意のプレキャストコンクリート部材（以下ＰＣａ部材ともいう）相互の接合に用いることができるもので、以下において、壁式プレキャスト鉄筋コンクリート造建物におけるプレキャストコンクリート製の壁版（以下ＰＣａ壁版ともいう）の接合方法に用いた図１乃至図１６の実施例に基づいて説明する。 The present invention can be used to join arbitrary precast concrete members (hereinafter also referred to as PCa members). In the following description, a precast concrete wall slab (hereinafter also referred to as a PCa wall slab) in a wall-type precast reinforced concrete building is used. 1) to FIG. 16 used in the joining method of FIG.

図１は接合する相互のＰＣａ壁版１，２の配置状態の正面図、図２は図１のＨ−Ｈ線から見た一方のＰＣａ壁版１の接合端面を示す図、図３は接合部とＰＣ鋼棒の斜視図である。 1 is a front view of the arrangement state of the mutual PCa wall slabs 1 and 2 to be joined, FIG. 2 is a diagram showing a joining end face of one PCa wall slab 1 as viewed from the line HH in FIG. 1, and FIG. It is a perspective view of a part and a PC steel rod.

接合する一方のＰＣａ壁版１の一方の接合側端面３から壁面に沿って所定量離れた位置には、一方の壁面４のみに開口する一方の有底の座堀り５が形成されており、該座堀り５と前記接合側端面３間には、該ＰＣａ壁版１の主体部と同厚の受圧部６がＰＣａ壁版１の主体部と一体にコンクリートで設けられている。該受圧部６の前記座堀り５側面、すなわり、座堀り５における前記接合側端面３側は、ＰＣａ壁版１の一方の壁面４と直交する面からなる受圧面７になっている。この受圧面７から接合側端面３までの距離すなわち、受圧部６の幅をＬ１とする。 One bottomed countersink 5 that opens only on one wall surface 4 is formed at a position that is a predetermined distance away from one joining side end surface 3 of one PCa wall slab 1 to be joined along the wall surface. A pressure receiving portion 6 having the same thickness as that of the main portion of the PCa wall slab 1 is integrally formed with concrete between the main portion of the PCa wall slab 1 and the joint-side end face 3. The side surface of the pressure-receiving portion 6, that is, the side of the joint-side end surface 3 in the floor-hole 5 is a pressure-receiving surface 7 composed of a surface orthogonal to one wall surface 4 of the PCa wall slab 1. Yes. The distance from the pressure receiving surface 7 to the joining side end surface 3, that is, the width of the pressure receiving portion 6 is L1.

前記受圧部６には、前記接合側端面３及び前記受圧面７に対して直交する方向に、ＰＣ鋼棒配置用溝８が形成されている。該ＰＣ鋼棒配置用溝８は、その外側が前記一方の壁面４に開口し、底部がＰＣａ壁版１の壁厚の中央部より深い位置に達し、溝方向の両端が前記接合側端面３と座堀り５に開口する有底溝に形成されている。更に、該ＰＣ鋼棒配置用溝８の溝幅は、後述するＰＣ鋼棒９の直径よりも大きく形成されており、後述する接着材の充填前には、該溝８内に配置されるＰＣ鋼棒９の周りに空間が生じるようになっている。更に、溝幅は、図６に示すように、底部から一方の壁面４方向に至るにつれて拡径している。 In the pressure receiving portion 6, a PC steel rod arranging groove 8 is formed in a direction orthogonal to the joining side end surface 3 and the pressure receiving surface 7. The outer side of the PC steel rod arranging groove 8 is open to the one wall surface 4, the bottom part reaches a position deeper than the center part of the wall thickness of the PCa wall slab 1, and both ends in the groove direction are the joining side end face 3. It is formed in a bottomed groove that opens to the pit 5. Furthermore, the groove width of the PC steel rod arrangement groove 8 is formed to be larger than the diameter of the PC steel rod 9 described later, and the PC arranged in the groove 8 before filling with the adhesive material described later. A space is formed around the steel bar 9. Further, as shown in FIG. 6, the groove width is increased in diameter from the bottom toward the one wall surface 4.

前記の座堀り５、受圧部６、ＰＣ鋼棒配置用溝８により接合部１０を構成している。該接合部１０は、図１，２に示すように、ＰＣ壁版１において、接合側端面３の長手方向に沿って複数個、適宜間隔Ｌ４を有して設けられている。図の実施例では、ＰＣａ壁厚が１３０ｍｍ、ＰＣａ壁高さ２６０９ｍｍで前記間隔Ｌ４を約４００ｍｍとした。該接合部１０の個数、大きさ、間隔は任意に設定する。 The joint portion 10 is constituted by the above-described counterbore 5, the pressure receiving portion 6, and the PC steel rod arrangement groove 8. As shown in FIGS. 1 and 2, a plurality of the joint portions 10 are provided in the PC wall slab 1 along the longitudinal direction of the joint side end face 3 with an appropriate interval L4. In the illustrated embodiment, the PCa wall thickness is 130 mm, the PCa wall height is 2609 mm, and the distance L4 is about 400 mm. The number, size, and interval of the joints 10 are arbitrarily set.

なお、図１のＰＣａ壁版１における接合側端面３に対する他方の側（左側）の接合側端面側にも、必要により前記と同様の接合部１０が前記と同様に配置される。 In addition, the joint part 10 similar to the above is arrange | positioned similarly to the above as needed also on the joint side end surface side of the other side (left side) with respect to the joint side end surface 3 in PCa wall slab 1 of FIG.

次に、前記一方のＰＣａ壁版１に対して接合される他方のＰＣａ壁版２について説明する。 Next, the other PCa wall plate 2 joined to the one PCa wall plate 1 will be described.

この他方のＰＣａ壁版２における前記一方のＰＣａ壁版１の接合側端面３と接合される接合側端面３ａ側には、前記一方のＰＣａ壁版１の前記接合部１０と同様の接合部１０ａが両ＰＣａ壁版１と２の接合中心線Ｘ（図４参照）を中心として略対称に配置形成されている。 In the other PCa wall slab 2, a joint part 10 a similar to the joint part 10 of the one PCa wall slab 1 is provided on the joint side end face 3 a side to be joined to the joint side end face 3 of the one PCa wall slab 1. Are arranged symmetrically about the joint center line X (see FIG. 4) of both PCa wall slabs 1 and 2.

この接合部１０ａを構成する座堀り５ａ、受圧部６ａ、受圧面７ａ、ＰＣ鋼棒配置用溝８ａは、前記の一方のＰＣａ壁版１の座堀り５、受圧部６、受圧面７、ＰＣ鋼棒配置用溝８と同一構造であるため、その説明は省略する。 The facing hole 5a, the pressure receiving portion 6a, the pressure receiving surface 7a, and the PC steel rod placement groove 8a constituting the joint portion 10a are formed in the floor hole 5, the pressure receiving portion 6, and the pressure receiving surface 7 of the one PCa wall slab 1 described above. Since it has the same structure as the PC steel rod arrangement groove 8, its description is omitted.

また、前記他方のＰＣａ壁版２の接合部１０ａは、図１に示すように、前記一方のＰＣａ壁版１の接合部１０と同数、同間隔で形成配置され、両ＰＣａ壁版１，２を接合配置した際に、両接合部１０，１０ａの両ＰＣ鋼棒配置用溝８，８ａが、夫々の軸芯が同一線上に位置するように配置されている。 Further, as shown in FIG. 1, the joint portion 10a of the other PCa wall slab 2 is formed and arranged at the same number and at the same interval as the joint portion 10 of the one PCa wall slab 1. When both are joined, the PC steel rod placement grooves 8, 8a of the joints 10, 10a are arranged so that their axial centers are located on the same line.

次に、前記両ＰＣａ壁版１，２の接合に用いるＰＣ鋼棒９について説明する。
ＰＣ鋼棒９は、一般に使用される丸鋼棒のＰＣ鋼棒を使用するもので、例えば、ＪＩＳＧ３１０９の丸鋼棒に規定されるＡ種２号、Ｂ種１号，２号、Ｃ種１号等、引張強度１０３０Ｎ／ｍｍ^２以上、伸び５％以上のものを使用する。また、該ＰＣ鋼棒９は所望の直径のものを使用し、その両端部には、雄ねじ９ａ，９ａが刻設され、このＰＣ鋼棒９の全長は、図７〜９に示すように、両ＰＣａ壁版１，２を接合位置に配置した状態において、両ＰＣａ壁版１，２間の目地２０の幅Ｌ２と、一方のＰＣａ壁版１の受圧部６の幅Ｌ１と、他方のＰＣａ壁版２の受圧部６ａの幅Ｌ１の総合計よりも長く形成され、該ＰＣ鋼棒９を図７〜９に示すように、両ＰＣａ壁版１，２に渡ってＰＣ鋼棒配置用溝８，８ａ内に配置した際に、その両端部の雄ねじ９ａ，９ａ部が両座堀り５，５ａ内へ突出するようになっている。なお、該ＰＣ鋼棒の全長は、実施に際し、約４００ｍｍのものを使用した。また、ＰＣ鋼棒９の両雄ねじ９ａ，９ａの軸方向長は、後述するように、他方のナット１３ａを所定位置に配置でき、一方のナット１３を所定の緊張力を導入できる位置まで締め回転できる長さに設定されている。 Next, the PC steel bar 9 used for joining the PCa wall slabs 1 and 2 will be described.
The PC steel bar 9 uses a generally used round steel bar PC steel bar, for example, Class A No. 2, Class B No. 1, No. 2, Class C 1 specified for JIS G3109 round steel bar. No., etc., having a tensile strength of 1030 N / mm ² or more and an elongation of 5% or more. In addition, the PC steel rod 9 has a desired diameter, and male screws 9a and 9a are engraved at both ends thereof, and the total length of the PC steel rod 9 is as shown in FIGS. In a state where the two PCa wall plates 1 and 2 are arranged at the joining position, the width L2 of the joint 20 between the two PCa wall plates 1 and 2, the width L1 of the pressure receiving portion 6 of one PCa wall plate 1, and the other PCa The PC steel bar 9 is formed longer than the total sum of the widths L1 of the pressure receiving portions 6a of the wall plate 2, and the PC steel bar 9 is disposed on both PCa wall plates 1 and 2 as shown in FIGS. When arranged in 8, 8a, the male threads 9a, 9a at both ends project into the both sides 5, 5a. The total length of the PC steel rod was about 400 mm in practice. The axial length of both male screws 9a, 9a of the PC steel rod 9 is such that, as will be described later, the other nut 13a can be placed at a predetermined position, and one nut 13 is tightened to a position where a predetermined tension can be introduced. The length is set as possible.

また、前記ＰＣ鋼棒９の一方側には、支圧板１１及びワッシャー１２が嵌合されるとともに、雄ねじ９ａにナット１３が螺合され、また、他方側には、支圧板１１ａ及びワッシャー１２ａが嵌合されるとともに、雄ねじ９ａにナット１３ａが螺合されるようになっている。前記支圧板１１，１１ａは、前記ＰＣ鋼棒配置用溝８，８ａの溝幅より大きく、前記受圧面７，７ａに係合する大きさに設定されている。 Further, a support plate 11 and a washer 12 are fitted to one side of the PC steel rod 9, and a nut 13 is screwed to the male screw 9a, and a support plate 11a and a washer 12a are connected to the other side. The nut 13a is screwed onto the male screw 9a. The pressure bearing plates 11 and 11a are set to have a size larger than the groove width of the PC steel rod arranging grooves 8 and 8a and engage with the pressure receiving surfaces 7 and 7a.

前記両ＰＣａ壁版１，２の接合側端面３，３ａには、図１，２に示すように、シアコッター３０が形成されている。該シアコッター３０は、図１，２に示すように、ＰＣａ壁版の上下部と、前記接合部１０，１０間、１０ａ，１０ａ間に形成されている。 As shown in FIGS. 1 and 2, a shear cotter 30 is formed on the joining side end surfaces 3 and 3 a of the PCa wall slabs 1 and 2. As shown in FIGS. 1 and 2, the shear cotter 30 is formed between the upper and lower portions of the PCa wall plate and between the joint portions 10 and 10 and 10 a and 10 a.

次に、前記の構成による両ＰＣａ壁版１，２の圧着接合方法について説明する。
先ず、接合する両ＰＣａ壁版１と２を図１に示すように、夫々の接合端面３，３ａが目地分離間して対向するように配置して建て込む。 Next, a method for crimping and joining the two PCa wall plates 1 and 2 having the above-described configuration will be described.
First, as shown in FIG. 1, the two PCa wall plates 1 and 2 to be joined are arranged and built so that the respective joining end faces 3 and 3a face each other during joint separation.

次に、図７〜９に示すように、一端部に支圧板１１、ワッシャー１２を嵌合し、雄ねじ９ａにナット１３を螺合して備え、他端部に支圧板１１ａ、ワッシャー１２ａを嵌合し、雄ねじ９ａにナット１３ａを螺合して備えたＰＣ鋼棒９を、両ＰＣａ壁版１，２の両ＰＣ鋼棒配置用溝８．８ａ内に、その開口側の壁面４側から挿入し、両ＰＣａ壁版１，２に渡って配置する。 Next, as shown in FIGS. 7 to 9, the support plate 11 and the washer 12 are fitted to one end, the nut 13 is screwed to the male screw 9a, and the support plate 11a and the washer 12a are fitted to the other end. Then, the PC steel rod 9 provided by screwing the nut 13a to the male screw 9a is inserted into the PC steel rod arrangement grooves 8.8a of both PCa wall plates 1 and 2 from the wall surface 4 side on the opening side. Insert and place over both PCa wall slabs 1,2.

また、このＰＣ鋼棒９の配置状態は、例えば、図７，８のナット締付け側である左側の支圧板１１とワッシャー１２とナット１３は相互に接触するとともに、支圧板１１が受圧面７に接触し、また、確認側である右側の支圧板１１ａは受圧面７ａに接触し、この支圧板１１ａとワッシャー１２ａとは所定量Ｌ３分離間させて空隙ｄを設け、このワッシャー１２ａとナット１３ａとは接触した状態とする。なお、前記の所定量Ｌ３の空隙ｄは、受圧面７ａとナット１３ａ間に設けられていればよく、受圧面７ａと支圧板１１ａ間又はワッシャー１２ａとナット１３ａ間において設けてもよい。すなわち、ナット１３ａは空転するように若干緩められている。 Further, the PC steel rod 9 is arranged in such a manner that, for example, the left bearing plate 11, washer 12 and nut 13 on the nut tightening side in FIGS. 7 and 8 are in contact with each other, and the bearing plate 11 is placed on the pressure receiving surface 7. The right support plate 11a on the confirmation side is in contact with the pressure receiving surface 7a. The support plate 11a and the washer 12a are separated by a predetermined amount L3 to provide a gap d. The washer 12a and the nut 13a Is in contact. The gap d having the predetermined amount L3 may be provided between the pressure receiving surface 7a and the nut 13a, or may be provided between the pressure receiving surface 7a and the bearing plate 11a or between the washer 12a and the nut 13a. That is, the nut 13a is slightly loosened so as to idle.

また、前記の空隙ｄの所定量Ｌ３は、後述のように、充填された接着材の硬化によりＰＣ鋼棒９が固定された状態において、ナット１３ａを若干空回転できて、ナット１３ａが締め忘れられていることが確認できる程度に設定するもので、例えば、所定量Ｌ３を０．５ｍｍ程度とする。 In addition, the predetermined amount L3 of the gap d is such that the nut 13a can be slightly idled and the nut 13a is forgotten to be tightened when the PC steel rod 9 is fixed by hardening of the filled adhesive, as will be described later. For example, the predetermined amount L3 is set to about 0.5 mm.

前記により、図７，８の左側のナット１３が締め付け用ナットとなり、右側のナット１３ａが確認用ナットとなっている。 As described above, the nut 13 on the left side in FIGS. 7 and 8 serves as a tightening nut, and the nut 13a on the right side serves as a confirmation nut.

次に、前記ＰＣ鋼棒９の配置状態において、目地２０の前後開口部、ＰＣ鋼棒配置用溝８，８ａにおける、ＰＣ鋼棒９部を除く開口部を、図示しない適宜閉塞手段（型枠等）で塞ぎ、目地２０の上端開口部から接着材４０を注入し、接着材４０を図１０〜１４に示すように、目地２０とＰＣ鋼棒配置用溝８，８ａ内に充填し、接着材４０を、ＰＣ鋼棒配置用溝８，８ａ内のＰＣ鋼棒９の周面とＰＣａ壁版１，２における受圧部６，６ａに付着させる。 Next, in the arrangement state of the PC steel rod 9, the front and rear openings of the joint 20 and the openings other than the PC steel rod 9 in the PC steel rod arrangement grooves 8, 8a are appropriately closed (not shown). Etc.), the adhesive 40 is injected from the upper end opening of the joint 20, and the adhesive 40 is filled into the joint 20 and the PC steel rod placement grooves 8, 8a as shown in FIGS. The material 40 is adhered to the circumferential surface of the PC steel rod 9 in the PC steel rod arrangement grooves 8 and 8a and the pressure receiving portions 6 and 6a in the PCa wall slabs 1 and 2.

この接着材４０としては、モルタル、コンクリート、モルタルに膨張材を混入した無収縮グラウト、エポキシ系接着材などの接着材を使用でき、実施に際しては、無収縮グラウトを使用した。 As the adhesive 40, an adhesive such as mortar, concrete, a non-shrink grout in which an expansion material is mixed in mortar, and an epoxy adhesive can be used, and a non-shrink grout was used in the implementation.

次に、前記の接着材４０を養生硬化させた後、前記閉塞手段を外す。これにより、前記ＰＣ鋼棒９と両ＰＣａ壁版１，２は硬化した接着材４０により接着される。この接着材４０の硬化状態において、前記他方のナット（確認用ナット）１３ａを、ワッシャー１２ａが作業者の手で回転できる程度に緩めておく。例えば、ワッシャー１２ａと支圧板１１ａとの間に、前記所定量Ｌ３分の空隙ｄができるようにする。この所定量Ｌ３は、例えば０．５ｍｍ以下とする。 Next, after the adhesive 40 is cured and cured, the blocking means is removed. As a result, the PC steel bar 9 and both PCa wall plates 1 and 2 are bonded together by the hardened adhesive 40. In the cured state of the adhesive 40, the other nut (confirmation nut) 13a is loosened to such an extent that the washer 12a can be rotated by the operator's hand. For example, a gap d corresponding to the predetermined amount L3 is formed between the washer 12a and the bearing plate 11a. The predetermined amount L3 is, for example, 0.5 mm or less.

次に、作業者が図示しない作業用トルクレンチのナット係合部を一方の座堀り５を通じて一方の締め付け用のナット１３に係合し、該トルクレンチを手操作で締め作動して、一方のナット１３を、設定されたトルク量まで回転し、ＰＣ鋼棒９に緊張力を導入する。このトルクレンチとしては、あらかじめ、締め付けたいトルクを目盛りで設定しておき、カチンという感触と音で締め付けトルクが分かるシグナル式トルクレンチや、負荷されているトルクを目盛りで読み取る直読式トルクレンチなどを用いることができる。 Next, the operator engages a nut engaging portion of a working torque wrench (not shown) with one tightening nut 13 through one of the pockets 5 and manually tightens the torque wrench, The nut 13 is rotated to a set amount of torque, and tension is introduced into the PC steel bar 9. For this torque wrench, set the torque you want to tighten on the scale beforehand, and use a signal type torque wrench that can be used to determine the tightening torque with a click and feel, or a direct-reading type torque wrench that reads the applied torque on the scale. Can be used.

前記の緊張力が導入されると、ＰＣ鋼棒９が引き伸ばされるとともに、該ＰＣ鋼棒９の断面積が減少する。この断面積の減少現象は、ＰＣ鋼棒９の一方のナット１３側から他方のナット１３ａ側へ進み、この断面の減少により、ＰＣ鋼棒９の表面と接着材４０との付着が、一方のナット１３側から他方のナット１３ａ側に順次切れる。 When the tension is introduced, the PC steel bar 9 is stretched and the cross-sectional area of the PC steel bar 9 is reduced. This reduction in the cross-sectional area proceeds from one nut 13 side of the PC steel bar 9 to the other nut 13a side, and due to this reduction in cross section, the adhesion of the surface of the PC steel bar 9 and the adhesive 40 is Cut sequentially from the nut 13 side to the other nut 13a side.

このようにして、全体の付着が切れ、デボンド状態になると、引き伸ばされたＰＣ鋼棒９は、その復元力により軸方向に縮小し、ＰＣ鋼棒９とともに他方のナット１３ａ、ワッシャー１２ａが受圧面７ａ側へ移動する。 Thus, when the whole adhesion is cut and the debonded state is reached, the stretched PC steel rod 9 is reduced in the axial direction by its restoring force, and the other nut 13a and washer 12a are joined to the pressure receiving surface together with the PC steel rod 9. Move to the 7a side.

このとき、前記ＰＣ鋼棒９の伸長量よりも前記空隙ｄのＬ３を小さく、例えば、ＰＣ鋼棒９の伸長量を０．５ｍｍよりも大きくし、空隙ｄの所定量Ｌ３を０．５ｍｍ以下とすることにより、前記のＰＣ鋼棒９の復元力による縮小により、ナット１３ａが受圧面７ａ側へ移動し、ナット１３ａ、ワッシャー１２ａ、支圧板１１ａが相互に圧着し、かつ、支圧板１１ａが受圧面７ａに圧着する。 At this time, L3 of the gap d is smaller than the extension amount of the PC steel rod 9, for example, the extension amount of the PC steel rod 9 is larger than 0.5 mm, and the predetermined amount L3 of the gap d is 0.5 mm or less. By doing so, the nut 13a moves to the pressure receiving surface 7a side due to the reduction due to the restoring force of the PC steel rod 9, and the nut 13a, the washer 12a, the bearing plate 11a are pressed against each other, and the bearing plate 11a is Crimp to the pressure-receiving surface 7a.

この圧着状態で更に、一方のナット１３を前記トルクレンチで締め方向に回転し、更に、ＰＣ鋼棒９に軸方向の緊張力（軸力）を導入する。 In this crimped state, one nut 13 is further rotated in the tightening direction with the torque wrench, and axial tension (axial force) is introduced into the PC steel rod 9.

この一方のナット１３の回転に際しては、他方のナット１３ａが受圧面７ａ側へ圧着されるため、ＰＣ鋼棒９と他方のナット１３ａが一方のナット１３の締め回転と供回りすることはなく、ナット１３の回転により、ＰＣ鋼棒９に更に大きい緊張力（軸力）が導入される。この緊張力はトルク量の増大につれて増大する。 When the one nut 13 is rotated, the other nut 13a is pressure-bonded to the pressure receiving surface 7a side, so that the PC steel rod 9 and the other nut 13a do not rotate together with the tightening rotation of the one nut 13, Due to the rotation of the nut 13, a greater tension (axial force) is introduced into the PC steel bar 9. This tension increases as the amount of torque increases.

トルク量が任意に定めた所定値に達すると、トクルレンチの回転操作を終了し、一方のナット１３の回転を停止し、トルク導入作業を終了する。 When the amount of torque reaches a predetermined value, the rotation operation of the torque wrench is terminated, the rotation of one nut 13 is stopped, and the torque introduction operation is terminated.

これにより、ＰＣ鋼棒９に所定の軸力が導入され、一方のＰＣａ壁版１の受圧部６と他方のＰＣａ壁板１ａの受圧部６ａ、すなわち、両ＰＣａ壁版１，２が、ＰＣ鋼棒９に導入された前記の所定の軸力、すなわち、所定のプレストレスで接合される。 As a result, a predetermined axial force is introduced into the PC steel bar 9, and the pressure receiving portion 6 of one PCa wall plate 1 and the pressure receiving portion 6a of the other PCa wall plate 1a, that is, both PCa wall plates 1 and 2 are connected to the PC. It joins with the said predetermined axial force introduced into the steel bar 9, ie, a predetermined prestress.

そして、図１の各接合部１０において、前記の締め付け作業を行い、両ＰＣａ壁版１，２をプレストレストコンクリート工法で一体に連結する。 And in each joint part 10 of FIG. 1, the said fastening operation | work is performed and both PCa wall slabs 1 and 2 are integrally connected by the prestressed concrete construction method.

また、各接合部１０のうち前記のトルクレンチによる緊張力導入作業を忘れた接合部１０には、その接合部１０における他方のナット１３ａ側に前記の所定量Ｌ３分の隙間ｄが残存したままであるため、そのワッシャー１２ａやナット１３ａは空転可能状態にある。 In addition, among the joints 10, the joints 10 that have forgotten the tension introduction work by the torque wrench remain with the gap d corresponding to the predetermined amount L3 on the other nut 13 a side of the joints 10. Therefore, the washer 12a and the nut 13a are idle.

そのため、作業者が各ワッシャー１２ａやナット１３ａが回転するか否かを手で確認することにより、ワッシャー１２ａやナット１３ａが回転すれば、軸力導入がされておらず、また、回転しなければ軸力導入されていることが分り、ＰＣ鋼棒９の緊張力導入をトルクコントロールにより行った場合でも、確実に緊張力がＰＣ鋼棒全体に伝わっているか否かの確認ができる。これにより、ＰＣ鋼棒９の緊張力導入の管理が容易に行える。 Therefore, if the operator manually checks whether or not each washer 12a or nut 13a rotates, if the washer 12a or nut 13a rotates, axial force is not introduced, and if it does not rotate. It can be seen that the axial force is introduced, and even when the tension force of the PC steel rod 9 is introduced by torque control, it can be confirmed whether or not the tension force is transmitted to the entire PC steel rod. Thereby, management of the tension | tensile_strength introduction | transduction of PC steel bar 9 can be performed easily.

そして、緊張力導入作業後、必要により、座堀り５，５ａをコンクリート等で埋める。
次に、前記の導入トルク量と導入軸力との関係及び接着材の切断時期等について説明する。 Then, after the tension introduction work, if necessary, the pockets 5 and 5a are filled with concrete or the like.
Next, the relationship between the introduction torque amount and the introduction axial force, the cutting timing of the adhesive, and the like will be described.

一般に、ねじとトルクと軸力の関係式は次の公式で表わされる。
Ｔ＝Ｆ_１｛ｄ２／２（μ／ｃｏｓα＋ｔａｎβ）＋μｎ・ｄｎ／２｝・・・（１）
Ｔ：締付トルク［Ｎ・ｍ］、Ｆ１：軸力［Ｎ］、ｄ２：有効径［ｍｍ］、ｄｎ：座部有効径、μ：ねじ部摩擦係数、μｎ：座部摩擦係数、α：ねじれの半角（ＩＳＯねじ３０°）、β：リード角（ｔａｎβ）
実施に用いる９．２ｍｍのＰＣ鋼棒と、これに螺合するナットを用い、そのＰＣ鋼棒の雄ねじにナットを螺合し、このナットを締め回転して、その締付トルクとＰＣ鋼棒の軸力（導入力）の関係を、上記（１）式より求めた結果、図１５に示す破線（予測値）Ａの結果が得られた。 In general, the relational expression of screw, torque and axial force is expressed by the following formula.
T = F ₁ {d2 / 2 (μ / cos α + tan β) + μn · dn / 2} (1)
T: tightening torque [N · m], F1: axial force [N], d2: effective diameter [mm], dn: seat effective diameter, μ: screw friction coefficient, μn: seat friction coefficient, α: Half angle of twist (ISO screw 30 °), β: Lead angle (tan β)
9.2mm PC steel rod used for implementation and a nut screwed into this, screw the nut into the male screw of the PC steel rod, tighten this nut and rotate, the tightening torque and PC steel rod As a result of obtaining the relationship of the axial force (introduction force) from the above equation (1), the result of the broken line (predicted value) A shown in FIG. 15 was obtained.

次に、前記と同様の直径が９．２ｍｍのＰＣ鋼棒とナットを用い、本発明の前記実施例のＰＣａ壁版の接合方法、すなわち、コンクリート部材とＰＣ鋼棒９との間に接着材４０を充填し、他方のナット１３ａをＬ３分離間し、一方のナット１３を締め付け回転して接合する方法において、ナット１３の回転トルクと、ＰＣ鋼棒９の軸力（導入力）を実験により測定した結果、図１５の実線（実験値）Ｂの結果が得られた。 Next, a PC steel bar and a nut having a diameter of 9.2 mm similar to the above are used, and the PCa wall slab joining method of the embodiment of the present invention, that is, an adhesive between the concrete member and the PC steel bar 9 is used. 40, the other nut 13a is separated by L3, and the one nut 13 is fastened and rotated to join. The rotation torque of the nut 13 and the axial force (introduction force) of the PC steel rod 9 are experimentally determined. As a result of the measurement, the result of the solid line (experimental value) B in FIG. 15 was obtained.

この予測値Ａと実験値Ｂを対比すると、実験値Ｂでは、トルク導入の開始（Ｃ点）から所定のトルク値（Ｄ点）までは、軸力は発生しなかった。これは、ＰＣ鋼棒９と接着材４０との間の摩擦力により軸力は発生しなかったと考えられる。 When this predicted value A is compared with the experimental value B, in the experimental value B, no axial force was generated from the start of torque introduction (point C) to a predetermined torque value (point D). This is considered that the axial force was not generated by the frictional force between the PC steel bar 9 and the adhesive 40.

更に、ナット１３を回転してトルクを増大させると、ＰＣ鋼棒９が引き伸ばされるとともに断面積の縮小により接着材４０が切断され、他方のナット１３ａが受圧面７ａ側に圧着されて、軸力が増大し、その後、実験値Ｂのトルクと軸力の関係は、前記予測値Ａのトルクと軸力との関係と略同様になった。 Further, when the nut 13 is rotated to increase the torque, the PC steel rod 9 is stretched and the adhesive 40 is cut by reducing the cross-sectional area, and the other nut 13a is crimped to the pressure receiving surface 7a side, so that the axial force After that, the relationship between the torque of the experimental value B and the axial force became substantially the same as the relationship between the torque of the predicted value A and the axial force.

そこで、直径９．２ｍｍのＰＣ鋼棒を用いる場合には、軸力約２０ｋＮ以上に対応する約４０Ｎｍ以上の任意のトルクで締め付ければよく、実施に際しては、約７１（Ｎｍ）のトルクで約２８（ｋＮ）の軸力で接合するようにした。 Therefore, when using a 9.2 mm diameter PC steel rod, it may be tightened with an arbitrary torque of about 40 Nm or more corresponding to an axial force of about 20 kN or more. It was made to join by the axial force of 28 (kN).

また、直径が１３ｍｍのＰＣ鋼棒とナットを用いる場合は、図１６の破線Ｅの予測値となる。一方実験値は実線Ｆとなった。この場合には、ＰＣ鋼棒９と接着材４０との間の摩擦力により軸力が発生しないトルク値はＧ点であった。 Further, when a PC steel bar and a nut having a diameter of 13 mm are used, the predicted value is a broken line E in FIG. On the other hand, the experimental value is a solid line F. In this case, the torque value at which no axial force is generated by the frictional force between the PC steel bar 9 and the adhesive 40 is the G point.

更に、ナットを回転してトルクを増大させると、接着材４０が切断され、実験値Ｆのトルクと軸力の関係は、前記予測値Ｅのトルクと軸力との関係と略同様になった。 Further, when the torque is increased by rotating the nut, the adhesive 40 is cut, and the relationship between the torque of the experimental value F and the axial force is substantially the same as the relationship between the torque of the predicted value E and the axial force. .

そこで、直径１３ｍｍのＰＣ鋼棒を用いる場合には、軸力約４０ｋＮ以上に対応する約１００Ｎｍ以上の任意のトルクで締め付ければよく、実施に際しては、約２１４（Ｎｍ）のトルクで約６３（ｋＮ）の軸力で接合するようにした。 Therefore, in the case of using a 13 mm diameter PC steel bar, it may be tightened with an arbitrary torque of about 100 Nm or more corresponding to an axial force of about 40 kN or more. It was made to join by the axial force of kN).

また、ＰＣ鋼棒の直径は、接合箇所により異なり、前記の直径９．２ｍｍ、１３ｍｍ以外に１７ｍｍ、２３ｍｍ等を使用することができ、これらのものについても、これらの予測値と実験値から前記のようにトルク値を定める。 In addition, the diameter of the PC steel bar varies depending on the joint location, and in addition to the above-mentioned diameters of 9.2 mm and 13 mm, 17 mm, 23 mm, etc. can be used. The torque value is determined as follows.

なお、ＰＣ鋼棒９の配置は、前記実施例とは左右反対にして、右側のナットを締め付け用ナットとし、左側のナットを確認用としてもよい。 The arrangement of the PC steel bars 9 may be reversed from the left and right embodiments, with the right nut being a tightening nut and the left nut being for confirmation.

以上のようであるから、前記の実施例によれば、次のような効果を奏する。
ＰＣ鋼棒が接着材によりＰＣａ部材に接着されているので、ナット１３の回転初期において、ＰＣ鋼棒とナット１３ａが供回りすることがなく、ＰＣ鋼棒への緊張力の導入が確実に行える。 As described above, according to the above embodiment, the following effects can be obtained.
Since the PC steel bar is bonded to the PCa member by the adhesive, the PC steel bar and the nut 13a are not rotated at the initial stage of rotation of the nut 13, and the tension force can be reliably introduced to the PC steel bar. .

ＰＣ鋼棒への緊張力の導入が、トルクレンチで行えるため、従来の荷重計付き油圧ジャッキを用いるものに比べて、作業が容易で、かつ、施工コストの低減を図ることができる。 Since the tension force can be introduced into the PC steel bar with a torque wrench, the work is easier and the construction cost can be reduced as compared with a conventional method using a hydraulic jack with a load meter.

確認用ナット側を緩めた状態で接着材の充填及びＰＣ鋼棒に緊張力付与の作業を行い、所定の緊張力付与後は確認用ナット側のワッシャー、ナットがＰＣ部材側に圧接して回転しないようにしたので、この回転の有無を確認することで、ＰＣ鋼棒の緊張力導入の有無を確認することができ、緊張力の導入をトルクコントロールにより行っても、確実に緊張力がＰＣ鋼棒全体に伝わっていることの確認が容易にできる。 With the confirmation nut loosened, fill the adhesive and apply tension to the PC steel rod. After applying the specified tension, the washer and nut on the confirmation nut are pressed against the PC member and rotated. By checking the presence / absence of this rotation, it is possible to confirm the presence / absence of the introduction of the tension of the PC steel bar. It is easy to confirm that it is transmitted to the entire steel bar.

また、ＰＣ鋼棒配置用溝８，８ａを設けることにより、ＰＣ鋼棒９の配置が容易に行える。 Further, the PC steel rod 9 can be easily arranged by providing the PC steel rod arranging grooves 8, 8a.

なお、本発明は上記の実施例の外、以下の実施例にも適用できる。
例えば、ＰＣａ床版相互、ＰＣａ屋根版相互を前記の方法で接合してもよい。 The present invention can be applied to the following embodiments in addition to the above embodiments.
For example, the PCa floor slabs and the PCa roof slabs may be joined by the above method.

また、その他の、ＰＣａ壁版とＰＣａ床版相互、ＰＣａ壁版とＰＣａ屋根版相互、ＰＣａ壁版とＰＣａ柱相互等のＰＣａ部材相互の接合に用いることができる。この場合において、前記実施例の座堀りの双方又は１方を設けることなく、ＰＣ鋼棒を両ＰＣａ部材に貫通して配置し、その雄ねじ部をＰＣａ部材の外側に突出させ、支圧板、ワッシャー、ナットを、ＰＣａ部材の外面に直接配置してもよい。 In addition, it can be used for bonding between PCa members such as PCa wall slab and PCa floor slab, PCa wall slab and PCa roof slab, PCa wall slab and PCa column. In this case, without providing both or one of the boreholes of the above embodiment, the PC steel rods are arranged to penetrate both PCa members, and the male thread portion protrudes outside the PCa member, The washer and nut may be arranged directly on the outer surface of the PCa member.

また、前記実施例では、ＰＣａ部材の表裏の一面に開口するＰＣ鋼棒配置用溝を設け、前記一面側からＰＣ鋼棒を溝に挿入するようにしたが、このＰＣ鋼棒配置用溝の代りに、ＰＣａ部材を貫通する穴とし、この穴の一端側からＰＣ鋼棒を挿通してもよい。 Moreover, in the said Example, although the PC steel rod arrangement | positioning groove | channel opened on one surface of the PCa member was provided and the PC steel rod was inserted in the groove | channel from the said one surface side, Instead, a hole penetrating the PCa member may be used, and a PC steel rod may be inserted from one end side of the hole.

１，２プレキャストコンクリート部材
３，３ａ接合側端面
５，５ａ座堀り
６，６ａ受圧部
８，８ａＰＣ鋼棒配置用溝
９ＰＣ鋼棒
９ａ雄ねじ
１３，１３ａナット
４０接着材 DESCRIPTION OF SYMBOLS 1, 2 Precast concrete member 3, 3a Joining side end surface 5, 5a Counter boring 6, 6a Pressure receiving part 8, 8a PC steel rod arrangement groove 9 PC steel rod 9a Male thread 13, 13a Nut 40 Adhesive

Claims

PC steel rods are arranged across precast concrete members to be joined to each other, nuts are respectively screwed into male screws engraved on both ends of the PC steel rods, and one of the nuts is tightened, whereby both precast concrete members are A method of joining
Rutotomoni a space is provided around the PC steel bars, as the external thread on the outer side protrudes from the space, wherein the adhesive material is filled so as not to contact with the male screw in the space, by curing this, PC After attaching a steel bar to the precast concrete member with the adhesive,
The nut is tightened and rotated to introduce a tension force to the PC steel rod, and the adhesion due to the adhesive is cut by introducing the tension force, and the two precast concrete members are pressure-bonded to each other. Pressure bonding method for precast concrete members.

The other nut opposite to the one nut rotating and tightening and rotating is arranged with a gap between the PC steel bar and the precast concrete member in a state where the PC steel bar is bonded by an adhesive. The press-bonding method for precast concrete members according to claim 1.

PC steel in which pre-cast concrete members to be joined to each other are provided with pressure receiving portions between the respective joint side end faces to form a seat digging, and the pressure receiving portion is open on the same side as the opening side surface of the seat digging 3. The pressure bonding of the precast concrete member according to claim 1 or 2, wherein a rod arranging groove is formed, and the PC steel rod is inserted and arranged in the PC steel rod arranging groove from the opening side. Joining method.