JP7261658B2 - Method for joining precast concrete members - Google Patents

Method for joining precast concrete members Download PDF

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JP7261658B2
JP7261658B2 JP2019095285A JP2019095285A JP7261658B2 JP 7261658 B2 JP7261658 B2 JP 7261658B2 JP 2019095285 A JP2019095285 A JP 2019095285A JP 2019095285 A JP2019095285 A JP 2019095285A JP 7261658 B2 JP7261658 B2 JP 7261658B2
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groove
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崇晃 伊藤
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トヨタＴ＆Ｓ建設株式会社
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Description

本発明は、プレキャストコンクリート部材の接合方法に関する。 The present invention relates to a method for joining 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、両プレキャストコンクリート部材間に丸棒状のＰＣ鋼棒を、周囲に空間ができるように配設するとともに、ＰＣ鋼棒の両端に刻設した雄ねじに夫々ナットを螺着し、空間内にグラウト等の接着剤を注入し固化した後に、ＰＣ鋼棒に緊張力を付与する方法が知られている。 Conventionally, as a method for joining wall slabs and floor slabs made of precast concrete members (hereinafter also referred to as PCa members), a round PC steel bar is placed between both precast concrete members so that there is a space around them. In addition, a method is known in which a nut is screwed to each male screw engraved on both ends of a PC steel bar, and an adhesive such as grout is injected into the space and hardened, after which tension is applied to the PC steel bar. there is

特開２０１３－２８９５４号公報JP 2013-28954 A

上記のプレキャストコンクリート部材同士の接合方法において、接着剤とＰＣ鋼棒との定着力をより高めるために、ＰＣ鋼棒として、節鉄筋やねじ節鉄筋を用いることが考えられる。 In the above method of joining precast concrete members together, it is conceivable to use a nodal reinforcing bar or a threaded nodal reinforcing bar as the PC steel bar in order to further increase the fixing force between the adhesive and the PC steel bar.

しかし、節鉄筋は、軸芯を中心とする円環状の凸部が軸方向に等間隔で形成され、ねじ節鉄筋は、凸部が螺旋状に形成され、凸部には平坦な平面部が軸芯を中心として１８０度対向する位置に２カ所形成され、らせん状の凸部は、軸方向に連続して形成されていない。そのため、節鉄筋やねじ節鉄筋に外力が作用して、軸方向に伸びた場合に、凸部間の間隔が広がり、この凸部の軸方向への移動によりコンクリート部材に亀裂等が生じる虞がある。 However, nodal reinforcing bars have annular protrusions centered on the axis at equal intervals in the axial direction. Two helical protrusions are formed at positions opposed to each other by 180 degrees around the axis, and the spiral protrusions are not formed continuously in the axial direction. Therefore, when an external force acts on the nodal reinforcing bar or the threaded nodal reinforcing bar, and the bar extends in the axial direction, the interval between the convex portions widens, and the movement of the convex portions in the axial direction may cause cracks or the like in the concrete member. be.

そこで本発明は、上記のプレキャストコンクリート部材同士の接合方法より、接着剤とＰＣ鋼棒との定着力を高め、かつ、鋼棒に外力が働いて伸びた場合に、コンクリート部材に亀裂が生じにくいプレキャストコンクリート部材の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 increases the fixing force between the adhesive and the PC steel bar from the above-described method for joining precast concrete members, and when the steel bar is stretched by an external force, the concrete member is less likely to crack. It is an object of the present invention to provide a method for joining precast concrete members.

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鋼棒を配置し、該鋼棒の両端に刻設した雄ねじに夫々ナットを螺着し、両ナットの何れか一方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、 前記鋼棒は本体部を有し、該本体部の外周面には、本体部の軸芯を中心とする螺旋状の溝が複数本刻設され、各溝は、本体部の軸方向全体に亘って連続して形成され、
前記本体部における前記溝の底面積が、溝が形成されていない部分の表面積より少なくなるようにし、
前記鋼棒の周囲に空間を設けるようにして、両プレキャストコンクリート部材に渡って鋼棒を配置した後に、前記両ナットの何れか一方を締め付け回転して、前記鋼棒に緊張力を導入し、
その後、前記空間内に接着剤を充填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 arranges steel rods over precast concrete members to be joined to each other, and screw nuts to male threads engraved on both ends of the steel rods. and tightening either one of the two nuts to join the two precast concrete members, wherein the steel bar has a main body, and the outer peripheral surface of the main body has an axial center of the main body. A plurality of helical grooves are carved around the center, and each groove is continuously formed over the entire axial direction of the main body,
making the bottom area of the groove in the main body smaller than the surface area of the portion where the groove is not formed;
After arranging the steel rods over both precast concrete members so as to provide a space around the steel rods, one of the nuts is tightened and rotated to introduce tension to the steel rods,
After that, the space is filled with an adhesive.

本発明によれば、連結に用いる鋼棒における本体部の外周面に、本体部の軸芯を中心とする螺旋状の溝を複数本刻設し、各溝を、本体部の軸方向全体に亘って連続して形成し、本体部において、溝の底面積が、溝が形成されていない部分の表面積より少なくようにしたことにより、本体部がコンクリート部材内に埋設した後に、本体部の軸方向に伸びる力が作用した場合に、溝の位置が変わることなく、本体部が軸芯を中心として捩れながら軸方向に伸びることができ、溝の移動によりコンクリートが損傷することを軽減できる。 According to the present invention, a plurality of spiral grooves centering on the axis of the main body are engraved on the outer peripheral surface of the main body of the steel rod used for connection, and each groove extends along the entire axial direction of the main body. In the main body part, the bottom area of the groove is smaller than the surface area of the part where the groove is not formed. When a force extending in a direction acts, the main body part can extend in the axial direction while being twisted around the axis without changing the position of the groove, and damage to concrete due to movement of the groove can be reduced.

本発明の実施例１に係るＰＣａ壁版の接合状態を示す正面図。FIG. 2 is a front view showing a joined state of PCa wall plates according to Example 1 of the present invention. 図１の接合部における鋼棒を配置しない前の正面図。FIG. 2 is a front view of the joint of FIG. 1 before no steel bars are placed; 図２のＡ－Ａ線断面図。FIG. 3 is a cross-sectional view along the line AA of FIG. 2; 本発明の実施例１に用いる鋼棒の側面図。BRIEF DESCRIPTION OF THE DRAWINGS The side view of the steel bar used for Example 1 of this invention. 図４の横断面図。FIG. 5 is a cross-sectional view of FIG. 4; 図４の鋼棒における本体部の斜視図。The perspective view of the main-body part in the steel bar of FIG. 図２の状態において鋼棒を配置した状態の正面図。FIG. 3 is a front view of a state in which steel bars are arranged in the state of FIG. 2; 図７のＢ－Ｂ線断面図。FIG. 8 is a cross-sectional view along the line BB of FIG. 7; 図７の状態から、目地内に接着剤を注入した状態の正面図。FIG. 8 is a front view of a state in which the adhesive is injected into the joint from the state of FIG. 7; 図９の状態から、鋼棒配置用溝内に接着剤を注入した状態の正面図。FIG. 10 is a front view of a state in which the adhesive is injected into the steel rod arranging groove from the state of FIG. 9 ;

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実施例に基づいて説明する。 INDUSTRIAL APPLICABILITY The present invention can be used for mutual joining of arbitrary precast concrete members (hereinafter also referred to as PCa members). ) will be described based on an example used in the joining method.

［実施例１］
図１は接合する相互のＰＣａ壁版１，２の配置状態の正面図である。 [Example 1]
FIG. 1 is a front view of the arrangement of PCa wall plates 1 and 2 to be joined together.

図１～３に示すように、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、座堀り５と一方の接合側端面３間には、一方のＰＣａ壁版１の主体部と同厚の受圧部６が一方の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。 As shown in FIGS. 1 to 3, at a position a predetermined distance along the wall surface from one joining-side end surface 3 of one of the PCa wall plates 1 to be joined, there is one bottomed wall opening only on one wall surface 4. A counterbore 5 is formed, and a pressure-receiving portion 6 having the same thickness as the main portion of one PCa wall slab 1 is provided between the counterbore 5 and one joint side end surface 3 of the one PCa wall slab 1 . It is made of concrete integrally with the part.

受圧部６の座堀り５側面、すなわち、座堀り５における一方の接合側端面３側は、一方の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から一方の接合側端面３までの距離すなわち、受圧部６の幅をＬ１とする。 The side surface of the counterbore 5 of the pressure-receiving portion 6, that is, one joint-side end surface 3 side of the counterbore 5 is a pressure-receiving surface 7 which is a surface perpendicular to one wall surface 4 of one PCa wall slab 1. . The distance from this pressure receiving surface 7 to one joining side end face 3, that is, the width of the pressure receiving portion 6 is L1.

受圧部６には、一方の接合側端面３及び受圧面７に対して直交する方向に、鋼棒配置用溝８が形成されている。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、底部が一方のＰＣａ壁版１の壁厚の中央部より深い位置に達し、溝方向の両端が一方の接合側端面３と座堀り５に開口する有底溝に形成されている。 A steel bar arrangement groove 8 is formed in the pressure receiving portion 6 in a direction perpendicular to the one joining side end surface 3 and the pressure receiving surface 7 . The steel rod arranging groove 8 has an outer side opened to the one wall surface 4, a bottom reaching a position deeper than the central portion of the wall thickness of one PCa wall slab 1, and both ends in the groove direction being connected to one joining side end face. It is formed in a bottomed groove that opens to 3 and counterbore 5 .

更に、鋼棒配置用溝８の溝幅は、後述する鋼棒９の直径よりも大きく形成されており、後述する接着剤の充填前には、鋼棒配置用溝８内に配置される鋼棒９の周りに空間が生じるようになっている。更に、鋼棒配置用溝８の幅は、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。 Furthermore, the groove width of the steel bar arranging groove 8 is formed to be larger than the diameter of the steel bar 9, which will be described later. A space is created around the bar 9 . Further, the width of the steel rod arranging groove 8 increases from the bottom toward the one wall surface 4 .

座堀り５、受圧部６、鋼棒配置用溝８により接合部１０を構成している。接合部１０は、図１に示すように、一方のＰＣａ壁版１において、一方の接合側端面３の長手方向に沿って複数個、適宜間隔Ｌ２を有して設けられている。 A joint portion 10 is constituted by the counterbore 5 , the pressure receiving portion 6 , and the steel rod placement groove 8 . As shown in FIG. 1, on one PCa wall slab 1, a plurality of joints 10 are provided along the longitudinal direction of one joint-side end surface 3 at appropriate intervals L2.

なお、図１の一方のＰＣａ壁版１における一方の接合側端面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。 If necessary, a joint portion 10 similar to that described above is also arranged on the joint side end face on the other side (left side) of one joint side end face 3 of one PCa wall slab 1 in FIG. .

次に、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 slab 2 joined to one PCa wall slab 1 will be described.

この他方のＰＣａ壁版２における一方のＰＣａ壁版１の一方の接合側端面３と接合される他方の接合側端面３ａ側には、前記一方のＰＣａ壁版１の接合部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２参照）を中心として略対称に配置形成されている。 On the side of the other joining side end face 3a of the other PCa wall board 2, which is joined to the one joining side end face 3 of the one PCa wall board 1, a joint similar to the joining part 10 of the one PCa wall board 1 is provided. The portions 10a are arranged and formed substantially symmetrically around the joining center line X (see FIG. 2) of both PCa wall plates 1 and 2. As shown in FIG.

この接合部１０ａを構成する座堀り５ａ、受圧部６ａ、受圧面７ａ、鋼棒配置用溝８ａは、一方のＰＣａ壁版１の座堀り５、受圧部６、受圧面７、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 counterbore 5a, the pressure receiving portion 6a, the pressure receiving surface 7a, and the steel rod arranging groove 8a, which constitute the joint portion 10a, correspond to the counterbore 5, the pressure receiving portion 6, the pressure receiving surface 7, and the steel rods of one of the PCa wall slabs 1. Since it has the same structure as the placement groove 8, its description is omitted.

また、他方のＰＣａ壁版２の接合部１０ａは、図１に示すように、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。 Also, as shown in FIG. 1, the joint portions 10a of the other PCa wall slab 2 are arranged in the same number and at the same intervals as the joint portions 10 of the one PCa wall slab 1 to join the two PCa wall slabs 1 and 2 together. When arranged, the steel rod arrangement grooves 8, 8a of the joints 10, 10a are arranged such that their axial centers are aligned on the same line.

次に、両ＰＣａ壁版１，２の接合に用いるＰＣ鋼棒からなる鋼棒９について説明する。 Next, a steel bar 9 made of a PC steel bar used for joining the two PCa wall plates 1 and 2 will be described.

鋼棒９は、図４に示すように、軸方向（Ｘ－Ｘ方向）に長尺の円棒状の本体部１１を有する。本体部１１の外周面には、本体部１１の軸芯を中心とする螺旋状の溝１２が複数本形成されている。また、溝１２は、本体部１１の軸芯を中心とする周方向において、適宜間隔、本実施例においては等間隔に形成した。溝１２の数は、複数であれば任意に設定することができ、本実施例においては６本形成した。 As shown in FIG. 4, the steel bar 9 has a main body portion 11 in the shape of a circular bar elongated in the axial direction (XX direction). A plurality of spiral grooves 12 centering on the axis of the body portion 11 are formed on the outer peripheral surface of the body portion 11 . Moreover, the grooves 12 are formed at appropriate intervals, in the present embodiment, at equal intervals in the circumferential direction around the axis of the body portion 11 . The number of grooves 12 can be arbitrarily set as long as it is plural, and six grooves were formed in this embodiment.

各溝１２は、図５に示すように、底部１２ａと、底部１２ａの周方向の両側部に設けられるとともに、底部１２ａから表面に向かうほど周方向の外側に位置する側部１２ｂ，１２ｂで、横断面が略台形状となるように構成されている。 As shown in FIG. 5, each groove 12 has a bottom portion 12a and both side portions in the circumferential direction of the bottom portion 12a. It is configured such that its cross section is substantially trapezoidal.

本体部１１における底部１２ａの面積、すなわち、溝１２の底面積は、図５に示すように、本体部１１の最も外側に位置する面（溝１２以外の部分）１１ａの表面積より小さく設定されている。溝１２の深さＨは、その開口部の周方向の長さＷより小さく形成されている。また、螺旋状の溝１２における本体部１１の軸方向のピッチ（軸方向の溝１２と１２の間隔）Ｐは、本体部１１の直径Ｒより大きくなるように形成されている。 The area of the bottom portion 12a of the body portion 11, that is, the bottom area of the groove 12 is set smaller than the surface area of the outermost surface (portion other than the groove 12) 11a of the body portion 11, as shown in FIG. there is The depth H of the groove 12 is formed smaller than the length W of the opening in the circumferential direction. In addition, the axial pitch (interval between the axial grooves 12 and 12 ) P of the spiral grooves 12 in the body portion 11 is formed to be larger than the diameter R of the body portion 11 .

上記のように、溝１２は、上記従来の節鉄筋やねじ節鉄筋の凸部の高さより浅く形成されるとともに、溝１２のピッチＰは、節鉄筋やねじ節鉄筋における凸部のピッチより大きく形成されている。なお、本体部１１の直径及び軸方向の長さは任意に設定する。 As described above, the grooves 12 are formed shallower than the height of the convex portions of the conventional nodal reinforcing bars and threaded joint reinforcing bars, and the pitch P of the grooves 12 is larger than the pitch of the convex portions of the conventional nodal reinforcing bars and threaded joint reinforcing bars. formed. The diameter and axial length of the body portion 11 are set arbitrarily.

本体部１１の軸方向（Ｘ－Ｘ方向）の両端部（連結側端部）には、雄ねじ１３，１３が刻設されている。雄ねじ１３，１３のピッチは、ＪＩＳに規定された所定の間隔で形成し、そのピッチは、溝１２のピッチより細かく形成されている。 Male threads 13 , 13 are provided at both ends (connection side ends) of the main body 11 in the axial direction (XX direction). The pitch of the male screws 13 , 13 is formed at a predetermined interval defined by JIS, and the pitch is formed finer than the pitch of the groove 12 .

鋼棒９の全長は、図７，図８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Ｌ３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、鋼棒９を図７，図８に示すように、両ＰＣａ壁版１，２に渡って鋼棒配置用溝８，８ａ内に配置した際に、その両端部の雄ねじ１３，１３部が両座堀り５，５ａ内へ突出するようになっている。また、鋼棒９の両雄ねじ１３，１３の軸方向長は、後述するように、ナット１４，１４ａを所定位置に配置でき、ナット１４，１４ａの何れか一方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。 As shown in FIGS. 7 and 8, the total length of the steel bar 9 is the width L3 of the joint 20 between the PCa wall plates 1 and 2 and The width L1 of the pressure receiving portion 6 of one PCa wall plate 1 and the width L1 of the pressure receiving portion 6a of the PCa wall plate 2 of the other PCa wall plate 2 are formed longer than the total sum of the width L1, and the steel bar 9 is formed as shown in FIGS. When the PCa wall slabs 1 and 2 are placed in the steel rod placement grooves 8 and 8a, the male threads 13 and 13 at both ends of the PCa wall plates 1 and 2 protrude into the recesses 5 and 5a. there is Further, the axial length of both the male threads 13, 13 of the steel rod 9 is such that the nuts 14, 14a can be arranged at predetermined positions and a predetermined tension force can be applied to either one of the nuts 14, 14a, as will be described later. It is set to a length that can be tightened and rotated.

また、鋼棒９の一方側には、支圧板１５及びワッシャー１６が嵌合されるとともに、雄ねじ１３にナット１４が螺合され、また、他方側には、支圧板１５ａ及びワッシャー１６ａが嵌合されるとともに、雄ねじ１３にナット１４ａが螺合されるようになっている。支圧板１５，１５ａは、鋼棒配置用溝８，８ａの溝幅より大きく、受圧面７，７ａに係合する大きさに設定されている。 A pressure plate 15 and a washer 16 are fitted to one side of the steel rod 9, and a nut 14 is screwed to the male screw 13. On the other side, a pressure plate 15a and a washer 16a are fitted. A nut 14 a is screwed onto the male screw 13 . The pressure plates 15, 15a are larger than the groove widths of the steel bar arrangement grooves 8, 8a, and are set to a size that engages with the pressure receiving surfaces 7, 7a.

両ＰＣａ壁版１，２の接合側端面３，３ａには、図１に示すように、シアコッター２２が形成されている。シアコッター２２は、図１に示すように、ＰＣａ壁版１，２の上下部と、前記接合部１０，１０間、１０ａ，１０ａ間に形成されている。 Shea cotters 22 are formed on the joint side end faces 3, 3a of both PCa wall plates 1, 2, as shown in FIG. As shown in FIG. 1, the shea cotter 22 is formed between the upper and lower portions of the PCa wall plates 1 and 2 and between the joints 10 and 10 and between 10a and 10a.

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。 Next, a method for crimping and joining the two PCa wall plates 1 and 2 with the above configuration will be described.

先ず、接合する両ＰＣａ壁版１と２を図１に示すように、夫々の接合側端面３，３ａが目地幅分離間して対向するように配置して建て込む。 First, as shown in FIG. 1, both PCa wall slabs 1 and 2 to be joined are arranged and erected so that the joint side end faces 3 and 3a are opposed to each other with a joint width separation therebetween.

次に、図７，図８に示すように、一端部に支圧板１５、ワッシャー１６を嵌合し、雄ねじ１３にナット１４を螺合して備え、他端部に支圧板１５ａ、ワッシャー１６ａを嵌合し、雄ねじ１３にナット１４ａを螺合して備えた鋼棒９を、両ＰＣａ壁版１，２の両鋼棒配置用溝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。これにより、鋼棒９は、図７，図９に示すように、その周囲に空間が形成されるようにして、両コンクリート部材であるＰＣａ壁版１，２に渡って配置される。 Next, as shown in FIGS. 7 and 8, a bearing plate 15 and a washer 16 are fitted to one end, a nut 14 is screwed onto the male screw 13, and a bearing plate 15a and a washer 16a are attached to the other end. A steel bar 9 fitted with a nut 14a screwed to the male screw 13 is inserted into the steel bar arranging grooves 8.8a of both PCa wall plates 1 and 2 from the wall surface 4 side on the opening side thereof. and placed over both PCa wall slabs 1 and 2. As a result, as shown in FIGS. 7 and 9, the steel rod 9 is arranged over the PCa wall slabs 1 and 2, which are both concrete members, so as to form a space around it.

次に、図９に示すように、鋼棒９の周囲を除く目地２０内に接着剤２５を注入して充填する。 Next, as shown in FIG. 9, an adhesive 25 is injected and filled into the joint 20 excluding the periphery of the steel rod 9. Then, as shown in FIG.

この接着剤２５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、エポキシ系接着剤などの接着剤を使用でき、実施に際しては、無収縮グラウトを使用した。 As the adhesive 25, adhesives such as mortar, concrete, non-shrink grout obtained by mixing expansive material into mortar, and epoxy adhesive can be used. In practice, non-shrink grout was used.

次に、接着剤２５を養生硬化させた後、作業用トルクレンチなどの締め付け手段により、ナット１４，１４ａの何れか一方を締め付けて鋼棒９に所定の緊張力を導入する。この状態において、鋼棒９の両雄ねじ１３，１３は、両鋼棒配置用溝８．８ａ内に位置しないようになっている。 Next, after the adhesive 25 is cured and hardened, either one of the nuts 14, 14a is tightened by a tightening means such as a working torque wrench to introduce a predetermined tension to the steel rod 9. As shown in FIG. In this state, the male threads 13, 13 of the steel bar 9 are not positioned within the steel bar arranging grooves 8.8a.

次に、図１０に示すように、鋼棒配置用溝８．８ａ内に、接着剤２５と同様の接着剤２７を注入して充填する。接着剤２７は、鋼棒９の雄ねじ１３とは接触せず、雄ねじ１３が刻設されていない本体部１１のみと接触する。接着剤２７が硬化することにより、両ＰＣａ壁版１，２が、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。 Next, as shown in FIG. 10, an adhesive 27 similar to the adhesive 25 is injected and filled into the steel rod arranging grooves 8.8a. The adhesive 27 does not come into contact with the male thread 13 of the steel rod 9, but comes into contact only with the body portion 11 where the male thread 13 is not formed. By hardening the adhesive 27, both PCa wall plates 1 and 2 are joined with the predetermined axial force introduced into the steel rod 9, that is, the predetermined prestress.

鋼棒９の本体部１１の外周面に螺旋状の溝１２を形成したことにより、円棒状の鋼棒と比較して、本体部１１とコンクリート等の接着剤２７との定着力を高くすることができる。 By forming the helical groove 12 on the outer peripheral surface of the main body 11 of the steel bar 9, the fixation force between the main body 11 and the adhesive 27 such as concrete is increased as compared with a circular steel bar. can be done.

また、コンクリート部材内に鋼棒９が埋設された状態において、鋼棒９を軸方向に伸ばす力が作用し、鋼棒９が伸びた場合に、接着剤２７に対する溝１２の位置がほとんど変わることなく、本体部１１が軸芯を中心として捩れながら軸方向に伸びることができるため、本体部１１の外周面に形成された溝１２による、ＰＣａ壁版１，２への影響が軽減でき、ＰＣａ壁版１，２に亀裂等が生じるなどの破損を低減することができる。 In addition, when the steel rod 9 is embedded in the concrete member, a force that extends the steel rod 9 in the axial direction acts, and when the steel rod 9 extends, the position of the groove 12 with respect to the adhesive 27 almost changes. Since the body portion 11 can extend in the axial direction while being twisted around the axis, the influence of the grooves 12 formed on the outer peripheral surface of the body portion 11 on the PCa wall plates 1 and 2 can be reduced, and the PCa Damage such as cracks occurring in the wall plates 1 and 2 can be reduced.

そして、図１の各接合部１０において、上記と同様の作業を行い、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。 Then, at each joint 10 shown in FIG. 1, the same work as described above is performed, and both PCa wall slabs 1 and 2 are integrally connected by the prestressed concrete construction method.

そして、必要により、座堀り５，５ａをコンクリート等で埋める。 Then, if necessary, the counterbore 5, 5a is filled with concrete or the like.

なお、本発明のプレキャストコンクリート部材の接合方法は、上記実施例１のＰＣａ壁版１、２の接合以外にも、例えば、ＰＣａ床版相互、ＰＣａ屋根版相互などのプレキャストコンクリート部材同士の接合に適用することができる。 The method of joining precast concrete members of the present invention can be used for joining precast concrete members such as mutual PCa floor slabs and mutual PCa roof slabs, in addition to joining the PCa wall slabs 1 and 2 of the first embodiment. can be applied.

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、上記実施例１の座堀りの双方又は何れか一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。 It can also be used for joining PCa members such as PCa wall slabs and PCa floor slabs, PCa wall slabs and PCa roof slabs, and PCa wall slabs and PCa columns. In this case, the PC steel rod is arranged to penetrate both PCa members without providing both or either one of the counterbore of Example 1, and the male threaded portion thereof protrudes outside the PCa members to support the support. The pressure plate, washer and nut may be placed directly on the outer surface of the PCa member.

［実施例２］
上記実施例１では、ＰＣａ部材の表裏の一面に開口する鋼棒配置用溝８，８ａを設け、前記一方の壁面４側からＰＣ鋼棒を溝に挿入するようにしたが、この鋼棒配置用溝８，８ａの代りに、シース管等を用いて、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。 [Example 2]
In the first embodiment, the steel rod placement grooves 8, 8a are provided on the front and back sides of the PCa member, and the PC steel bars are inserted into the grooves from the one wall surface 4 side. Instead of the grooves 8 and 8a, a sheath tube or the like may be used to form a hole penetrating the PCa member, and the PC steel rod may be inserted from one end side of this hole.

鋼棒配置用溝８．８ａ内への接着剤２７は、支圧板１５，１５ａに雄ねじ１３を挿通する穴とは別に形成された鋼棒配置用溝８（８ａ）内と座堀り５（５ａ）内を連通する穴を通じて、座堀り５（５ａ）内から注入を行う。 The adhesive 27 in the steel bar arranging grooves 8.8a is applied inside the steel bar arranging grooves 8 (8a) and counterbore 5 ( Injection is performed from the inside of the counterbore 5 (5a) through the hole that communicates with the inside of 5a).

上記以外の構造は、前記実施例１と同様であるのでその説明を省略する。 Since the structure other than the above is the same as that of the first embodiment, the description thereof is omitted.

本実施例２においても前記実施例１と同様の作用、効果を奏する。 In the second embodiment as well, the same functions and effects as in the first embodiment are obtained.

なお、座堀り５（５ａ）の一方を設けずに、設けない座堀り５（５ａ）内に位置する鋼棒９の一部、支圧板１５、ワッシャー１６、ナット１４をプレキャストコンクリート部材内に埋設するようにしてもよい。 A part of the steel rod 9, the bearing plate 15, the washer 16, and the nut 14 located in the counterbore 5 (5a) which is not provided without providing one of the counterbore 5 (5a) are placed in the precast concrete member. may be embedded in the

１，２ プレキャストコンクリート部材
９ 鋼棒
１１ 本体部
１２ 溝
１３ 雄ねじ
１４，１４ａ ナット
２７ 接着剤 1, 2 precast concrete member 9 steel rod
REFERENCE SIGNS LIST 11 main body 12 groove 13 male screw 14, 14a nut 27 adhesive

Claims (1)

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鋼棒を配置し、該鋼棒の両端に刻設した雄ねじに夫々ナットを螺着し、両ナットの何れか一方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、 前記鋼棒は本体部を有し、該本体部の外周面には、本体部の軸芯を中心とする螺旋状の溝が複数本刻設され、各溝は、本体部の軸方向全体に亘って連続して形成され、
前記本体部における前記溝の底面積が、溝が形成されていない部分の表面積より少なくなるようにし、
前記鋼棒の周囲に空間を設けるようにして、両プレキャストコンクリート部材に渡って鋼棒を配置した後に、前記両ナットの何れか一方を締め付け回転して、前記鋼棒に緊張力を導入し、
その後、前記空間内に接着剤を充填することを特徴とするプレキャストコンクリート部材の接合方法。 Steel rods are placed over the precast concrete members to be joined together, nuts are screwed to male threads engraved on both ends of the steel rods, and either one of the two nuts is tightened to join both precast concrete members. wherein the steel bar has a main body, and a plurality of spiral grooves centered on the axis of the main body are engraved on the outer peripheral surface of the main body, and each groove is , formed continuously over the entire axial direction of the main body,
making the bottom area of the groove in the main body smaller than the surface area of the portion where the groove is not formed;
After arranging the steel rods over both precast concrete members so as to provide a space around the steel rods, one of the nuts is tightened and rotated to introduce tension to the steel rods,
A method for joining precast concrete members, characterized in that, thereafter, the space is filled with an adhesive.
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JP2013060768A (en) 2011-09-14 2013-04-04 Toyota T & S Kensetsu Kk Precast concrete floor slab and design method thereof

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JP2003138693A (en) 2001-11-01 2003-05-14 Noboru Abe Pc steel material
JP2008248648A (en) 2007-03-30 2008-10-16 Railway Technical Res Inst Concrete structure and joining method of concrete structure
JP2013060768A (en) 2011-09-14 2013-04-04 Toyota T & S Kensetsu Kk Precast concrete floor slab and design method thereof

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