JP2006002461A - Jointing method of precast concrete member - Google Patents

Jointing method of precast concrete member Download PDF

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JP2006002461A
JP2006002461A JP2004180766A JP2004180766A JP2006002461A JP 2006002461 A JP2006002461 A JP 2006002461A JP 2004180766 A JP2004180766 A JP 2004180766A JP 2004180766 A JP2004180766 A JP 2004180766A JP 2006002461 A JP2006002461 A JP 2006002461A
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precast concrete
locking hole
concrete member
joining
shaft
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JP3872802B2 (en
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Yoshifumi Yokota
恵文 横田
Hisaya Maeda
久弥 前田
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OKISOU KENSETSU KK
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OKISOU KENSETSU KK
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Abstract

<P>PROBLEM TO BE SOLVED: To make it possible to reduce the loading height at the time when transporting a precast concrete member. <P>SOLUTION: One end part of an axial reinforcement 11 embedded in a precast concrete member 10 is fixed to an embedding sleeve 14 opening to one end face of the precast concrete member and the other end is extended to the near site of the other end face of the member, and a fixing hole 15 forming unevenness at the inner face is opened at the other end face so as to go along the other end part of the axial reinforcements and joint reinforcements 13 inserted in the fixing hole are fixed to the fixing hole through a grout agent infilled in the fixing hole and protruded from the other end face of the precast concrete member, the protruded end of the joint reinforcement is inserted in the embedding sleeve of the jointing other precast concrete member and fixed by the grout agent infilled in the embedding sleeve. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

本発明は、コンクリート製の建築構造物や土木構造物の構築に用いられるプレキャストコンクリート部材の接合方法に関するものである。   The present invention relates to a method for joining precast concrete members used in the construction of concrete building structures and civil engineering structures.

コンクリート製の建築構造物や土木構造物を構築する際、壁やスラブ、あるいは、柱や梁といった構造物要素を予め工場で製作してプレキャスト化しておき、このプレキャスト化された構造物要素（以下、プレキャストコンクリート部材と称す）を、構築現場において接合することにより、コンクリート製の構造物を構築することが行なわれている。   When building a concrete building structure or civil engineering structure, structural elements such as walls, slabs, pillars and beams are manufactured in advance at the factory and precast. A concrete structure is constructed by joining precast concrete members) at a construction site.

一方、前述したようなプレキャストコンクリート部材を接合する場合、次のような方法が実施されている（特許文献１参照）。
すなわち、この接合方法は、図７および図８に示すように、接合される一方のプレキャストコンクリート部材１に埋設された軸筋２の端部を、前記プレキャストコンクリート部材１の接合面１ａから突出させておくとともに、接合される他方のプレキャストコンクリート部材３に、その接合面３ａに開口する接続スリーブ４を埋設するとともに、この接続スリーブ４に前記他方のコンクリート部材３に埋設された軸筋５の端部を固定しておき、これら両プレキャストコンクリートの接合面１ａ・３ａを、突出された軸筋２と接続スリーブ４とを嵌合させつつ突き合わせる。
ついで、前記接続スリーブ４内に、この接続スリーブ４の下端部から前記他方のプレキャストコンクリート部材３の表面に突出させられた注入管６を介してグラウト剤を充填して固化させることにより、前記接続スリーブ４を介して両軸筋２・５を一体化し、これによって、前記両プレキャストコンクリート部材１・３を接合する方法である。 On the other hand, when joining a precast concrete member as mentioned above, the following methods are implemented (refer to patent documents 1).
That is, in this joining method, as shown in FIGS. 7 and 8, the end portion of the shaft reinforcement 2 embedded in one of the precast concrete members 1 to be joined is projected from the joining surface 1 a of the precast concrete member 1. In addition, a connecting sleeve 4 that opens to the joint surface 3 a is embedded in the other precast concrete member 3 to be joined, and the end of the shaft reinforcement 5 embedded in the other concrete member 3 is embedded in the connecting sleeve 4. The parts are fixed, and the joint surfaces 1a and 3a of these two precast concretes are abutted while fitting the protruding shaft 2 and the connecting sleeve 4 together.
Then, the connection sleeve 4 is filled with a grout agent through an injection pipe 6 projected from the lower end of the connection sleeve 4 to the surface of the other precast concrete member 3 and solidified. In this method, the two axial bars 2 and 5 are integrated via the sleeve 4 and the two precast concrete members 1 and 3 are joined together.

なお、これらの図において符号７は、前記接続スリーブ４内に充填される前記グラウト剤のオーバーフロー管を示す。   In these drawings, reference numeral 7 denotes an overflow pipe of the grout agent filled in the connection sleeve 4.

実開平４−４５８０９号公報Japanese Utility Model Publication No. 4-45809

ところで、前述したようなプレキャストコンクリート部材の接合方法においては、次のような改善すべき課題が残されている。
すなわち、工場生産されるプレキャストコンクリート部材は、車両Ｔ等に積載して工場から構築現場へ搬送しなければならない。 By the way, in the joining method of the precast concrete members as described above, the following problems to be improved remain.
That is, the precast concrete member produced in the factory must be loaded on the vehicle T and transported from the factory to the construction site.

しかしながら、前述したプレキャストコンクリート部材１にあっては、その接続のために、軸筋２を接続面１ａから突出するように設けなければならないため、たとえば、プレキャストコンクリート部材１として壁を例に取ると、この壁を縦置きの状態で積載すると、図９（ａ）に示すように、プレキャストコンクリート部材１の上端部から前記主筋２が上方へ伸び、その地上高Ｈａが、道路交通法施行令２２条に規定された許可申請が不要な積載高さＨｂ（３．８ｍ）を越えてしまうことがある。
また、前記プレキャストコンクリート部材１を横積みで積載すると、図９（ｂ）に符号Ｗで示すように、前記軸筋２が車幅より外部へ突出してしまうことも想定される。
そして、縦積みの場合における積載高さを、前述した許可申請の不要な積載高さに納めるには、前記軸筋２の突出長さを短くするか、あるいは、プレキャストコンクリート部材１の高さを小さくする必要がある。
ところで、前記軸筋２の突出長さは、前記プレキャストコンクリート部材１の接合のための必要長さによって最短突出長が規制されていることから、前述したような積載高さに納めるためには、前記プレキャストコンクリート部材１の高さを低くすることによって対処しなければならない。
しかしながら、前記プレキャストコンクリート部材１の高さが低く設定されることに伴い、このプレキャストコンクリート部材１の形状が制限され、これによって、構築される構造物の設計の自由度が狭められてしまう。 However, in the precast concrete member 1 described above, for the connection, the shaft 2 must be provided so as to protrude from the connection surface 1a. When this wall is loaded in a vertically placed state, as shown in FIG. 9 (a), the main reinforcement 2 extends upward from the upper end of the precast concrete member 1, and the ground height Ha is the road traffic law enforcement order 22 The license application specified in the Article may exceed the unnecessary loading height Hb (3.8 m).
In addition, when the precast concrete member 1 is loaded horizontally, it is assumed that the shaft 2 protrudes outward from the vehicle width as indicated by a symbol W in FIG. 9B.
And in order to make the loading height in the case of the vertical stacking into an unnecessary loading height of the permission application mentioned above, shorten the protrusion length of the shaft 2 or increase the height of the precast concrete member 1. It needs to be small.
By the way, since the projection length of the shaft 2 is regulated by the required length for joining the precast concrete member 1, the shortest projection length is regulated. The precast concrete member 1 must be dealt with by reducing the height.
However, as the height of the precast concrete member 1 is set to be low, the shape of the precast concrete member 1 is limited, thereby reducing the degree of freedom in designing the structure to be constructed.

一方、図９（ａ）に破線で示すように、前記突出した軸筋２を、前記プレキャストコンクリート部材１の接合面１ａに沿うように折り曲げて積載することにより、積載高さＨｃを、前記許可申請が不要な積載高さＨｂ以下にすることが可能な場合もある。   On the other hand, as shown by a broken line in FIG. 9 (a), the protruding shaft 2 is bent and stacked along the joint surface 1a of the precast concrete member 1, thereby allowing the loading height Hc to be allowed. It may be possible to make the loading height Hb or less unnecessary for application.

しかしながら、このような対処案にあっても、適用可能なプレキャストコンクリート部材１の高さによっては、折り曲げられた軸筋２の高さが前述した許可申請が不要な積載高さＨｂを越えてしまうことがあり、全ての形状のプレキャストコンクリート部材１に適用できないという不具合がある。
また、この対処案では、積載時における軸筋２の曲げ作業や、建て付け時において前記軸筋２を直線状に戻す作業といった繁雑な作業が必要となる。
そして、これらの作業は、前記軸筋２の径が大きくなるにつれてより煩雑なものとなる。 However, even in such a countermeasure, depending on the height of the applicable precast concrete member 1, the height of the bent shaft 2 exceeds the loading height Hb that does not require the permission application described above. There is a problem that it cannot be applied to the precast concrete member 1 of all shapes.
In addition, this countermeasure requires complicated work such as bending work of the axis 2 during loading and returning the axis 2 to a straight line during installation.
These operations become more complicated as the diameter of the shaft 2 increases.

本発明は、前述した課題を解決するためになされたもので、請求項１に記載のプレキャストコンクリート部材の接合方法は、プレキャストコンクリート部材に埋設された軸筋の一端部を、前記プレキャストコンクリート部材の一方の端面に開口する埋設スリーブに固定し、前記軸筋の他端部を前記プレキャストコンクリート部材の他方の端面近傍まで延設するとともに、この軸筋の他端部に沿うように、内面に凹凸が形成された係止孔を前記他方の端面に開口させて形成し、この係止孔に挿入される接続筋を前記係止孔に充填されたグラウト剤を介して固定するとともに、前記プレキャストコンクリート部材の他方の端面から突出させておき、前記接続筋の突出端を、接続する他のプレキャストコンクリート部材の前記埋設スリーブに挿入するとともに、この埋設スリーブ内に充填されるグラウト剤によって固定することにより、前記両プレキャストコンクリート部材を接続することを特徴とする。
本発明の請求項２に記載のプレキャストコンクリート部材の接合方法は、請求項１に記載の前記係止孔と軸筋との間隔をＧとし、前記軸筋の直径をＤｊとした場合、０≦Ｇ≦１．５Ｄｊに設定されていることを特徴とする。
本発明の請求項３に記載のプレキャストコンクリート部材の接合方法は、請求項１に記載の前記係止孔の最小内径をＤｋとし、その内部に挿入される接続筋の直径をＤｓとした場合、１．２５Ｄｓ≦Ｄｋ≦１．５５Ｄｓに設定されていることを特徴とする。
本発明の請求項４に記載のプレキャストコンクリート部材の接合方法は、請求項１ないし請求項３の何れかに記載の前記係止孔の凹凸が、相互に独立した多数の内周溝によって形成されていることを特徴とする。
本発明の請求項５に記載のプレキャストコンクリート部材の接合方法は、請求項１ないし請求項３の何れかに記載の前記係止孔の凹凸が、前記係止孔の全長に亘って連続する螺旋溝によって形成されていることを特徴とする。
本発明の請求項６に記載のプレキャストコンクリート部材の接合方法は、請求項５に記載の前記プレキャストコンクリート部材の成形用型枠内の前記係止孔を形成すべき位置に、外周に螺旋溝が形成された棒体を設置しておき、前記型枠内に打設したコンクリートの凝結開始時点近傍にて前記棒体を数回転させて前記コンクリートとの付着を縁切りした後に、前記コンクリートの強度発現後に前記棒体を回転させつつ引き抜くことによって前記係止孔の凹凸を形成することを特徴とする。 The present invention has been made in order to solve the above-described problems, and the method for joining precast concrete members according to claim 1 is characterized in that one end portion of the shaft reinforcement embedded in the precast concrete member is connected to the precast concrete member. It is fixed to an embedded sleeve that opens to one end face, and the other end of the shaft reinforcement extends to the vicinity of the other end face of the precast concrete member, and the inner surface extends along the other end of the shaft reinforcement. A locking hole formed with an opening formed on the other end face, and a connecting bar inserted into the locking hole is fixed via a grout agent filled in the locking hole, and the precast concrete is fixed. It is made to project from the other end surface of the member, and the projecting end of the connecting bar is inserted into the embedded sleeve of another precast concrete member to be connected. Together, by fixing the grout agent is filled within the embedded sleeve, characterized by connecting the two precast concrete parts.
In the method for joining precast concrete members according to claim 2 of the present invention, when the interval between the locking hole and the shaft reinforcement according to claim 1 is G and the diameter of the shaft reinforcement is Dj, 0 ≦ G ≦ 1.5Dj is set.
In the joining method of the precast concrete member according to claim 3 of the present invention, when the minimum inner diameter of the locking hole according to claim 1 is Dk and the diameter of the connecting reinforcement inserted therein is Ds, 1.25 Ds ≦ Dk ≦ 1.55 Ds is set.
According to a fourth aspect of the present invention, there is provided a method for joining precast concrete members, wherein the concave and convex portions of the locking hole according to any one of the first to third aspects are formed by a plurality of independent inner peripheral grooves. It is characterized by.
According to a fifth aspect of the present invention, there is provided a precast concrete member joining method according to any one of the first to third aspects, wherein the concave and convex portions of the locking hole are continuous over the entire length of the locking hole. It is formed by a groove.
According to a sixth aspect of the present invention, there is provided a method for joining precast concrete members, wherein a spiral groove is formed on the outer periphery of the precast concrete member forming mold according to the fifth aspect at a position where the locking hole is to be formed. After the formed rod body is installed and the rod body is rotated several times in the vicinity of the setting start point of the concrete placed in the mold, the adhesion with the concrete is cut off, and then the strength of the concrete is developed. The concave and convex portions of the locking hole are formed by pulling out the rod body while rotating it later.

請求項１に記載の発明によれば、成形されたプレキャストコンクリート部材の内部に埋設される軸筋の両端部は、前記プレキャストコンクリート部材の両接合面より内側に位置させられ、その一端部が、前記プレキャストコンクリート部材に埋設されかつ一方の接合面に開口する接続スリーブに固定され、また、プレキャストコンクリート部材の、前記軸筋の他端部が、プレキャストコンクリート部材の他方の接合面近傍に位置させられ、さらに、この軸筋の他端部に沿うように、他方の接合面に開口する係止孔が形成され、この係止孔に、両プレキャストコンクリート部材の接合に用いられる接続筋が装着されるようになっている。
そして、前記接続筋は、接合を行なう際に前記係止孔に装着されるもので、したがって、工場出荷時や搬送時にあっては、プレキャストコンクリート部材の各接合面からの突出物がない。
この状態で、前記プレキャストコンクリート部材を、前記各接合面を上下にして車両等に積載した場合の積載高さは、車両の荷台高さに前記プレキャストコンクリート部材の高さを加えた高さとなり、この結果、前記プレキャストコンクリート部材の高さを、搬送時における許可申請の不要な積載高さぎりぎりまで設定することができるので、前記プレキャストコンクリート部材の寸法設定可能範囲が広がり、構築される構造物の設計の自由度が高められる。 According to the invention described in claim 1, both end portions of the shaft reinforcement embedded in the molded precast concrete member are positioned inside both joint surfaces of the precast concrete member, and one end portion thereof is It is fixed to a connection sleeve embedded in the precast concrete member and opened to one joint surface, and the other end of the shaft bar of the precast concrete member is positioned in the vicinity of the other joint surface of the precast concrete member. Further, a locking hole that opens to the other joint surface is formed along the other end of the shaft bar, and a connecting bar used for joining the two precast concrete members is attached to the locking hole. It is like that.
The connecting bars are attached to the locking holes when joining. Therefore, there are no protrusions from the joining surfaces of the precast concrete member at the time of factory shipment or transportation.
In this state, the loading height when the precast concrete member is loaded on a vehicle or the like with each joint surface up and down is a height obtained by adding the height of the precast concrete member to the loading platform height of the vehicle, As a result, the height of the precast concrete member can be set up to the limit of the loading height that does not require an application for permission at the time of transportation. Design flexibility is increased.

このようにして積載されたプレキャストコンクリート部材は、構造物の構築現場へ搬送された後、順次接合されて建て付けられるのであるが、建て付けに先立って、プレキャストコンクリート部材の係止孔内にグラウト剤を所定量充填した後に、この係止孔内に接続筋を挿入し前記グラウト剤の固化を待つ。
これによって、前記接続筋がプレキャストコンクリート部材に、その接合面から直線状に突出した状態で固定されるが、前記係止孔内面に凹凸が形成されていることにより、前記接続筋の抜け方向への強度が十分に確保され、また、接続筋に異形鉄筋や螺子鉄筋を用いることにより、この接続筋とプレキャストコンクリート部材との接続強度をさらに高めることができる。 The precast concrete members loaded in this way are transported to the construction site of the structure and then sequentially joined and built. Prior to construction, the precast concrete members are grouted in the locking holes of the precast concrete members. After filling a predetermined amount of the agent, a connecting bar is inserted into the locking hole and the solidification of the grout agent is awaited.
As a result, the connecting bars are fixed to the precast concrete member in a state of projecting linearly from the joint surface, but by forming irregularities on the inner surfaces of the locking holes, the connecting bars are pulled out. In addition, the connection strength between the connecting bar and the precast concrete member can be further increased by using a deformed bar or a screw bar as the connecting bar.

そして、前記係止孔内面の凹凸は、請求項４に記載のように、相互に独立した多数の内周溝によって形成され、また、請求項５に記載のように、前記係止孔の全長に亘って連続する螺旋溝によって形成される。   The unevenness of the inner surface of the locking hole is formed by a plurality of mutually independent inner circumferential grooves as described in claim 4, and the entire length of the locking hole as described in claim 5. It is formed by a continuous spiral groove.

一方、一対のプレキャストコンクリート部材の内、一方のプレキャストコンクリート部材の接合面から突出している接続筋を、他方のプレキャストコンクリート部材の接合面に開口されている接続スリーブ内に挿入しつつ、両プレキャストコンクリート部材を突き合わせた後、前記接続スリーブ内にグラウト剤を充填して固化させることにより、この接続スリーブおよびグラウト剤を介して前記接続筋と軸筋との接続、すなわち、一対のプレキャストコンクリート部材の接合がなされる。   On the other hand, both of the precast concrete members are inserted into the connection sleeve opened from the joint surface of the other precast concrete member while inserting the connecting bars protruding from the joint surface of the one precast concrete member. After the members are butted together, the connecting sleeve is filled with a grout agent and solidified to connect the connecting bars and the shaft bars via the connecting sleeve and the grout agent, that is, a pair of precast concrete members. Is made.

このように、プレキャストコンクリート部材の接合作業に際して、前記接続筋は、接合作業時に構築現場にて装着されるものであるから、搬送時において曲げ処理を行なう必要もなく、また、構築現場における、曲げ処理された接続筋の戻し処理を行なう必要もない。
このような処理が省略された分、本発明では、係止孔へのグラウト剤の注入処理や接続筋の挿入処理が発生するが、前者の曲げ処理作業や戻し処理作業に比して極めて簡便で、かつ、少ない労力ですむ。 As described above, when connecting the precast concrete members, the connecting bars are attached at the construction site during the joining operation, so that it is not necessary to perform a bending process at the time of transportation. There is no need to perform the process of returning the processed connecting bars.
In the present invention, the grout agent injection process and the connecting line insertion process occur in the present invention because such a process is omitted, but it is extremely simple compared to the former bending process and returning process. And with less effort.

請求項２に記載の発明によれば、前記係止孔と軸筋との間隔をＧとし、前記軸筋の直径をＤｊとした場合、０≦Ｇ≦１．５Ｄｊに設定することにより、前記係止孔の深さ、すなわち、前記接続筋の埋め込み長さを基準値（接続筋の直径の３５倍〜４０倍）とした場合、接続筋と軸筋との重ね継手の強度を好適に確保することができる。   According to the second aspect of the present invention, when the gap between the locking hole and the shaft is G, and the diameter of the shaft is Dj, by setting 0 ≦ G ≦ 1.5Dj, When the depth of the locking hole, that is, the embedding length of the connecting bar is set to a reference value (35 to 40 times the connecting bar diameter), the strength of the lap joint between the connecting bar and the shaft bar is suitably secured. can do.

請求項３に記載の発明によれば、前記係止孔の最小内径をＤｋとし、その内部に挿入される接続筋の直径をＤｓとした場合、１．２５Ｄｓ≦Ｄｋ≦１．５５Ｄｓに設定することにより、グラウト剤を介した前記接続筋とプレキャストコンクリート部材との接合強度を好適に確保することができる。   According to the third aspect of the present invention, when the minimum inner diameter of the locking hole is Dk and the diameter of the connecting bar inserted therein is Ds, 1.25Ds ≦ Dk ≦ 1.55Ds is set. Thereby, the joining strength of the said connecting reinforcement and precast concrete member through a grout agent can be ensured suitably.

請求項６に記載の発明によれば、前記プレキャストコンクリート部材の成形用型枠内の前記係止孔を形成すべき位置に、外周に螺旋溝が形成された棒体を設置しておき、前記型枠内に打設したコンクリートの凝結開始時点近傍にて前記棒体を数回転させて前記コンクリートとの付着を縁切りした後に、前記コンクリートの強度発現後に前記棒体を回転させつつ引き抜くことによって前記係止孔の凹凸を形成するようにしたから、コンクリートとの縁切りを確実に行なうとともに、コンクリートの強度発現までの間、前記係止孔の内面を棒体によって保持する。
これによって、コンクリートの強度性状に与える影響を極力抑えつつ、前記係止孔の変形を防止してその内面に形成される凹凸の寸法精度を高めることができる。
また、コンクリートの強度発現後に前記棒体を抜き取る際に、この棒体とコンクリートとの付着が既に縁切りされていることから、前記棒体の抜き取りを円滑に行なうことができる。 According to the invention of claim 6, a rod body having a spiral groove formed on the outer periphery is installed at a position where the locking hole is to be formed in the molding frame of the precast concrete member. The rod body is rotated several times in the vicinity of the setting start point of the concrete placed in the mold to cut off the adhesion with the concrete, and then pulled out while rotating the rod body after the strength expression of the concrete. Since the unevenness of the locking hole is formed, the edge with the concrete is surely cut and the inner surface of the locking hole is held by the rod until the strength of the concrete is developed.
Thereby, while suppressing the influence on the strength property of concrete as much as possible, the deformation of the locking hole can be prevented and the dimensional accuracy of the irregularities formed on the inner surface thereof can be increased.
Further, when the rod body is extracted after the strength of the concrete is developed, the adhesion between the rod body and the concrete has already been cut off, so that the rod body can be smoothly extracted.

以下、本発明の一実施形態について説明する。
なお、以下の説明中、前記の図７ないし図９と共通する部分については同一符号を用いて説明を簡略化する。 Hereinafter, an embodiment of the present invention will be described.
In the following description, the same parts as those in FIGS. 7 to 9 are denoted by the same reference numerals, and the description is simplified.

まず、本発明のプレキャストコンクリート部材の接合方法の説明に先立って、本実施形態において接合されるプレキャストコンクリート部材について説明する。
図１において符号１０は本発明の実施に用いられるプレキャストコンクリート部材としての壁パネル（図中破線で示した）を示し、内部に複数の軸筋１１と多数の補強筋１２（図示例では、主要な補強筋のみを示した）とが埋設されている。
そして、本実施形態においては、前記軸筋１１が、前記壁パネル１０の幅方向両側に２本ずつ配設されている。 First, prior to the description of the method for joining precast concrete members of the present invention, the precast concrete members joined in the present embodiment will be described.
In FIG. 1, reference numeral 10 denotes a wall panel (indicated by a broken line in the figure) as a precast concrete member used in the practice of the present invention, and a plurality of axial bars 11 and a number of reinforcing bars 12 (in the example shown in the figure, main Only the reinforcing bars are shown).
In the present embodiment, two axis bars 11 are arranged on both sides of the wall panel 10 in the width direction.

前記各軸筋１１の下端、すなわち、前記壁パネル１０の下方の接合面１０ａ側の端部には、下方に接続される壁パネル１０との接続をなす後述する接続筋１３が嵌合させられる接続スリーブ１４が固定されており、この接続スリーブ１４は、前記壁パネル１０の下方の接合面１０ａに開口させられている。   A connecting bar 13, which will be described later, is connected to the wall panel 10 to be connected to the lower end of each axis bar 11, that is, the end of the wall panel 10 on the side of the joint surface 10a. A connection sleeve 14 is fixed, and this connection sleeve 14 is opened to the joint surface 10 a below the wall panel 10.

また、前記各軸筋１１は、前記接続スリーブ１４から前記壁パネル１０の上方の接合面１０ｂへ向けて所定長さの領域において、前記接続スリーブ１４と同軸上に延設された後、これに続く所定長さの領域において、前記壁パネル１０の面方向に傾斜するように延設され、さらに、これに続く前記壁パネル１０の上方の接合面１０ｂ近傍に至る所定長さの領域において、前記接続スリーブ１４の軸線の延長線に対して平行となるように延設されている。
このように、前記軸筋１１は、前記壁パネル１０の上方の接合面１０ｂ近傍において、前記接続スリーブ１４の軸線から前記壁パネル１０の面方向に退避させられた構成となっている。 In addition, each of the axial bars 11 extends coaxially with the connection sleeve 14 in a region having a predetermined length from the connection sleeve 14 toward the joint surface 10b above the wall panel 10, and then is attached thereto. In a region of a predetermined length that continues to be inclined in the surface direction of the wall panel 10, and in a region of a predetermined length that extends to the vicinity of the joint surface 10 b above the wall panel 10 that follows this, The connecting sleeve 14 extends so as to be parallel to the extended line of the axis.
Thus, the shaft 11 is configured to be retracted in the surface direction of the wall panel 10 from the axis of the connection sleeve 14 in the vicinity of the joint surface 10 b above the wall panel 10.

そして、前記壁パネル１０の上方の接合面１０ｂ近傍で、前記軸筋１１が退避させられた部位には、前記接続スリーブ１４と同軸となる係止孔１５が、図２に詳述するように、前記接合面１０ｂに開口し、かつ、前記接合面１０ｂから所定深さＬに形成されている。
したがって、前記係止孔１５は、前記接合面１０ｂ近傍の退避させられた前記軸筋１１に沿うように形成されている。 Then, in the vicinity of the joint surface 10b above the wall panel 10, a locking hole 15 that is coaxial with the connection sleeve 14 is provided in a portion where the shaft 11 is retracted, as will be described in detail in FIG. And open to the joint surface 10b and formed to a predetermined depth L from the joint surface 10b.
Therefore, the locking hole 15 is formed along the retracted shaft 11 near the joint surface 10b.

前記係止孔１５は、図２に示すように、内周面が凹凸形状となされており、本実施形態においては、前記係止孔１５の全長に亘って連続する螺旋溝１６によって前記凹凸が形成されている。   As shown in FIG. 2, the inner surface of the locking hole 15 has an uneven shape. In the present embodiment, the unevenness is formed by a spiral groove 16 that extends over the entire length of the locking hole 15. Is formed.

前記係止孔１５の深さＬは、前記壁パネル１０を成形するコンクリートＣの設計基準強度によっても異なるが、前記接続筋１３の外径をＤｓとした場合、３０Ｄｓ〜４５Ｄｓの範囲に設定することが望ましく、前記係止孔１５の最小内径をＤｋとした場合、１．２５Ｄｓ≦Ｄｋ≦１．５５Ｄｓの範囲に設定することが望ましい。
このような係止孔１５の形状とすることにより、この係止孔１５に挿入固着される前記接続筋１３の壁パネル１０への定着を好適な状態にすることができ、また、併設される前記接続筋１３と軸筋１１との継手の強度を良好なものとすることができる。 The depth L of the locking hole 15 varies depending on the design standard strength of the concrete C forming the wall panel 10, but is set in a range of 30 Ds to 45 Ds when the outer diameter of the connecting bar 13 is Ds. Desirably, when the minimum inner diameter of the locking hole 15 is Dk, it is desirable to set it in the range of 1.25 Ds ≦ Dk ≦ 1.55 Ds.
By adopting such a shape of the locking hole 15, the connection bar 13 inserted and fixed in the locking hole 15 can be fixed to the wall panel 10 in a suitable state, and additionally provided. The strength of the joint between the connecting bar 13 and the shaft bar 11 can be improved.

ついで、前記壁パネル１０の成形用型枠装置について、図３を参照して説明する。
この図において符号１７は、前記壁パネル１０を成形するための基盤を示し、この基盤１７上に型枠１８が組み上げられており、この型枠１８の、前記係止孔１５を形成すべき位置に、この係止孔１５内面の螺旋溝１６と同一形状の螺旋突条１９ａが外周面に形成された棒体１９が止着装置２０を介して装着されている。 Next, the molding apparatus for forming the wall panel 10 will be described with reference to FIG.
In this figure, reference numeral 17 denotes a base for molding the wall panel 10, and a mold 18 is assembled on the base 17, and a position of the mold 18 where the locking hole 15 is to be formed. Further, a rod body 19 having a spiral protrusion 19a having the same shape as the spiral groove 16 on the inner surface of the locking hole 15 formed on the outer peripheral surface is mounted via a fastening device 20.

この止着装置２０は、前記型枠１８を貫通し、かつ、この型枠１８に対して回転可能に取り付けられた基体２１と、この基体２１に貫通状態で装着される支持ボルト２２と、前記基体２１を前記型枠１８に固定する複数の固定ボルト２３とによって構成されている。   The fastening device 20 includes a base 21 that penetrates the mold 18 and is rotatably attached to the mold 18, a support bolt 22 that is attached to the base 21 in a penetrating manner, A plurality of fixing bolts 23 for fixing the base 21 to the mold 18 are constituted.

前記基体２１の外周には、前記型枠１８の外面に当接させられるフランジ２１ａが一体に設けられており、前記固定ボルト２３が前記フランジ２１ａを貫通して前記型枠１８に螺着されることによって、前記基体２１が型枠１８に固定されるようになっている。   A flange 21 a that is brought into contact with the outer surface of the mold 18 is integrally provided on the outer periphery of the base body 21, and the fixing bolt 23 penetrates the flange 21 a and is screwed to the mold 18. Thus, the base 21 is fixed to the mold 18.

また、前記基体２１の前記型枠１８の外側に位置する端部には円筒部２１ｂが一体に設けられているとともに、この円筒部２１ｂには、外端部へ開口する係合溝２４が周方向に９０°の間隔で４箇所に形成されている。
そして、前記係合溝２４の内、対向する一対の係合溝２４に棒状部材Ｒを係合させることにより、前記基体２１を回転させることが可能となっている。 In addition, a cylindrical portion 21b is integrally provided at an end portion of the base body 21 located outside the mold 18, and an engagement groove 24 that opens to the outer end portion is provided around the cylindrical portion 21b. It is formed in four places at intervals of 90 ° in the direction.
The base member 21 can be rotated by engaging the rod-shaped member R with a pair of opposing engaging grooves 24 in the engaging grooves 24.

前記支持ボルト２２は、前記基体２１を貫通して前記型枠１８内に突出するようになされており、その突出端が前記棒体１９の端部に形成された螺子穴１９ｂに螺合させられることによって、この棒体１９を前記基体２１に固定するようになっている。   The support bolt 22 penetrates the base 21 and protrudes into the mold 18, and its protruding end is screwed into a screw hole 19 b formed at the end of the rod body 19. As a result, the rod 19 is fixed to the base 21.

本実施形態においては、前記棒体１９に形成されている前記螺旋突条１９ａが右螺子形状となされ、また、前記螺子穴１９ａおよび支持ボルト２２が左螺子形状となされている。   In the present embodiment, the spiral protrusion 19a formed on the rod 19 has a right-hand thread shape, and the screw hole 19a and the support bolt 22 have a left-hand thread shape.

このように、型枠１８の所定位置に棒体１９が取り付けられた型枠装置内にコンクリートＣを打設して硬化させることにより、前記壁パネル１０を形成するのであるが、前記型枠１８内に打設したコンクリートＣの凝結開始時点近傍に至った時点で、図３（ｂ）に示すように、前記固定ボルト２３を取り外して前記止着装置２０と型枠との固定状態を解除した後に、基体２１の係合溝２４に棒状部材Ｒを取り付けて、この棒状部材Ｒによって前記基体２１を或る角度の範囲内で数回往復回動させる。
このような基体２１の回動操作に伴い、この基体２１に取り付けられている前記棒体１９も、回動しつつ前記螺旋突条１９ａの傾斜に沿って軸方向に前後動し、これによって、前記棒体１９と前記コンクリートとの付着が縁切りされる。
ここで、前記コンクリートＣが凝結開始時点近傍にあるため、前述した縁切り操作に際して、コンクリートＣの性状への影響を小さく抑えるとともに、前記棒体１９の回動に追随したコンクリートＣの動きを最小限度にとどめて、これらの付着の縁切りを確実に行なうことができる。 As described above, the wall panel 10 is formed by placing and hardening the concrete C in a formwork apparatus in which the rod 19 is attached to a predetermined position of the formwork 18. When reaching the vicinity of the setting start point of the concrete C placed therein, as shown in FIG. 3B, the fixing bolt 23 is removed to release the fixing state between the fastening device 20 and the formwork. After that, a rod-shaped member R is attached to the engagement groove 24 of the base 21, and the base 21 is reciprocated several times within a certain angle range by the rod-shaped member R.
Along with the rotation operation of the base body 21, the rod body 19 attached to the base body 21 also moves back and forth in the axial direction along the inclination of the spiral protrusion 19a while rotating, Adhesion between the rod 19 and the concrete is cut off.
Here, since the concrete C is in the vicinity of the setting start point, the influence on the properties of the concrete C is suppressed to a small extent during the edge cutting operation described above, and the movement of the concrete C following the rotation of the bar 19 is minimized. Only these edges can be reliably cut off.

そして、前記コンクリートの強度発現後において、前記止着装置２０の支持ボルト２２を取り外して、この止着装置２０と前記棒体１９との連結を解除した後に、型枠装置を取り外して壁パネル１０の脱型を行なう。   After the strength of the concrete is developed, the support bolts 22 of the fastening device 20 are removed and the connection between the fastening device 20 and the bar 19 is released, and then the formwork device is removed and the wall panel 10 is removed. Demolding.

ついで、図４（ａ）に示すように、脱型した壁パネル１０の接合面１０ｂに露出している前記棒体１９の端部に、抜き取り治具２５を螺着し、この抜き取り治具２５によって、前記棒体１９を回転させることにより、この棒体１９を壁パネル１０から抜き取る。
ここで、前記抜き取り治具２５が螺着される棒体１９の螺子穴１９ｂは、左螺子形状となされていることから、右螺子形状の螺旋突条１９ａを有する前記棒体１９を抜き取り方向に確実に回転させることができる。
また、前処理によって、前記棒体１９と壁パネル１０との付着が既に縁切りされていることから、前記棒体１９を円滑に回転させて抜き取ることができ、そして、壁パネル１０には、この棒体１９を抜き取ったあとに、上方の接合面１０ｂに開口し、螺旋溝１６を有する係止孔１５が形成される。 Next, as shown in FIG. 4A, an extraction jig 25 is screwed to the end of the bar 19 exposed on the joint surface 10b of the removed wall panel 10, and the extraction jig 25 is screwed. By rotating the bar 19, the bar 19 is removed from the wall panel 10.
Here, since the screw hole 19b of the rod 19 to which the extraction jig 25 is screwed has a left screw shape, the rod 19 having the right screw-shaped spiral protrusion 19a is removed in the extraction direction. It can be rotated reliably.
In addition, since the sticking between the bar 19 and the wall panel 10 has already been cut off by the pretreatment, the bar 19 can be smoothly rotated and removed. After the rod body 19 is extracted, the locking hole 15 having an opening in the upper joint surface 10b and having the spiral groove 16 is formed.

このように成形された壁パネル１０を、図５（ａ）に示すように、車両Ｔ等に縦積みした場合、上方の接合面１０ｂからの突出物がないため、その積載高さＨｄは、前記壁パネル１０の上端部までの高さとなり、道路交通法施行令２２条に規定された許可申請が不要な積載高さＨｂ以下に抑えられる。
換言すれば、前記壁パネル１０の高さを、許可申請が不要な積載高さＨｂまで拡大することができ、その設計の自由度が高められる。
また、前記壁パネル１０を横積みにした場合にあっては、前述したように突出物がないために、図５（ｂ）に示すように、前記壁パネル１０を車両Ｔ等の幅方向の中央部に積むことができ、バランスのとれた積載が可能となる。 When the wall panel 10 formed in this way is vertically stacked on a vehicle T or the like as shown in FIG. 5 (a), there is no protrusion from the upper joint surface 10b. The height up to the upper end of the wall panel 10 is reduced to a loading height Hb or less which does not require an application for permission as defined in Article 22 of the Road Traffic Law Enforcement Ordinance.
In other words, the height of the wall panel 10 can be increased to a loading height Hb that does not require a permission application, and the degree of freedom in design is increased.
Further, when the wall panel 10 is horizontally stacked, as described above, since there is no protrusion, the wall panel 10 is arranged in the width direction of the vehicle T or the like as shown in FIG. It can be stacked in the center, enabling balanced loading.

一方、前述したように成形された壁パネル１０は、構造物の構築現場へ搬送されて建て込まれるが、この建て込みに先立って、建て込みに必要な接続筋１３を装着する必要がある。
この接続筋１３を装着するには、構築現場において、まず、図６（ａ）に示すように、前記係止孔１５の内部に所定量のグラウト剤Ｓを注入する。
これより、前記接続筋１３を前記係止孔１５内に挿入することにより、この接続筋１３によって、注入されているグラウト剤Ｓを係止孔１５の開口部へ向けて押し上げつつ、この接続筋１３を前記係止孔１５の底部まで押し込む。
このような接続筋１３の押し込み作業により、前記グラウト剤Ｓが前記螺旋溝１６内に万遍なく押し込まれ、前記接続筋１３と係止孔１５内面との隙間に、前記グラウト剤Ｓが密に充填される。
そして、前記グラウト剤Ｓの硬化によって、接続筋１３が係止孔１５に固着されるが、その固着力が、グラウト剤Ｓとの付着力と、グラウト剤Ｓと係止孔１５の螺旋溝１６や接続筋１３の突起との引っ掛かりにより強固なものとなる。 On the other hand, the wall panel 10 molded as described above is transported and built at the construction site of the structure, but prior to this building, it is necessary to attach the connecting bars 13 necessary for the building.
In order to mount the connecting bars 13, a predetermined amount of grout agent S is first injected into the locking hole 15 at the construction site, as shown in FIG.
Thus, by inserting the connecting bar 13 into the locking hole 15, the connecting bar 13 pushes the injected grout agent S toward the opening of the locking hole 15, and this connecting bar. 13 is pushed to the bottom of the locking hole 15.
By the pushing operation of the connecting bars 13, the grout agent S is uniformly pushed into the spiral groove 16, and the grout agent S is closely packed in the gap between the connecting bars 13 and the inner surface of the locking hole 15. Filled.
The connecting bars 13 are fixed to the locking holes 15 by the hardening of the grout agent S. The fixing force is the adhesion force with the grout agent S and the spiral groove 16 between the grout agent S and the locking holes 15. It becomes strong by being caught with the projection of the connecting bar 13.

接続筋１３の装着が完了した壁パネル１０は、下方に位置する壁パネル１０の上方の接合面１０ａから突出する各接続筋１３を、上方に接続される壁パネル１０の下方の接合面１０ａに開口する各接続スリーブ４に挿入しつつ両壁パネル１０・１０を上下に突き合わせた後、前記接続スリーブ４内にグラウト剤を注入して硬化させることにより、上下に接合される。   In the wall panel 10 in which the connection bars 13 are completely mounted, the connection bars 13 protruding from the upper joint surface 10a of the wall panel 10 positioned below are connected to the lower joint surface 10a of the wall panel 10 connected upward. After inserting both wall panels 10 and 10 up and down while being inserted into each connection sleeve 4 that opens, the grout agent is injected into the connection sleeve 4 and cured to be joined up and down.

このような、壁パネル１０の構築に必要な接続筋１３の装着作業も、係止孔１５へのグラウト剤Ｓの注入作業や接続筋１３の挿入作業といった簡便な作業で済む。   The mounting operation of the connecting bars 13 necessary for constructing the wall panel 10 as described above may be simple operations such as an operation of injecting the grout agent S into the locking holes 15 and an operation of inserting the connecting bars 13.

図１０は、本発明の他の実施形態を示すものである。
本実施形態においては、前記係止孔１５を形成するための棒体として、外周面に全長に亘って螺旋突条２６ａが形成された既製の螺子鉄筋２６を用いたものである。
この螺子鉄筋２６は、前記型枠１８の所定位置に形成された貫通孔１８ａを貫通して設置されており、前記型枠１８内において、この型枠１８内に設置されている補強鉄筋２７に、複数の結束線２８によって仮止めされることにより、型枠１８内部の所定位置に固定されるようになっている。 FIG. 10 shows another embodiment of the present invention.
In the present embodiment, as a rod body for forming the locking hole 15, a ready-made screw rebar 26 in which a spiral protrusion 26 a is formed over the entire length on the outer peripheral surface is used.
The screw rebar 26 is installed through a through hole 18 a formed at a predetermined position of the mold 18. In the mold 18, the screw rebar 26 is connected to a reinforcing rebar 27 installed in the mold 18. By being temporarily fixed by a plurality of binding wires 28, it is fixed at a predetermined position inside the mold 18.

本実施形態においても、前記型枠装置内に打設されたコンクリートＣが凝結開始時点近傍に至った時点で、図１０（ａ）矢印（イ）で示すように、適宜の治具を用いて、前記螺子鉄筋２６を或る角度の範囲内で数回往復回動させる。
このような螺子鉄筋２６の回動操作に伴い、この螺子鉄筋２６が、矢印（ロ）で示すように、前記螺旋突条２６ａの傾斜に沿って軸方向に前後動し、これによって、前記螺子鉄筋２６と前記コンクリートＣとの付着が縁切りされる。 Also in the present embodiment, when the concrete C placed in the formwork device reaches the vicinity of the setting start time, as shown by an arrow (A) in FIG. The screw rebar 26 is reciprocated several times within a certain angle range.
As the screw rebar 26 is rotated, the screw rebar 26 moves back and forth in the axial direction along the inclination of the spiral protrusion 26a, as indicated by an arrow (b). The adhesion between the reinforcing bars 26 and the concrete C is cut off.

そして、前記コンクリートの強度発現後において、前記螺子鉄筋２６を、図１０（ｂ）に矢印（ハ）に示すように、一方向に連続回転させることによりコンクリートＣおよび型枠１８から抜き取り、さらに、前記型枠１８を取り外して前記コンクリートＣを脱型することにより、壁パネル１０を成形する。   And after the strength expression of the concrete, the screw rebar 26 is extracted from the concrete C and the formwork 18 by continuously rotating in one direction as shown by an arrow (c) in FIG. The wall panel 10 is formed by removing the mold 18 and removing the concrete C.

このように前記螺子鉄筋２６を抜き取ったあとに、上方の接合面１０ｂに開口し、かつ螺旋溝１６を有する係止孔１５が形成される。   After extracting the screw rebar 26 in this way, the locking hole 15 having an opening in the upper joint surface 10b and having the spiral groove 16 is formed.

本実施形態においても、前述した実施形態と同様に、コンクリートＣの打設の初期段階で、このコンクリートＣと螺子鉄筋２６との付着が縁切りされていることから、コンクリートＣの性状への影響を抑えつつ縁切りすることができ、また、前記螺子鉄筋２６の抜き取りを簡便に行なうことができるととも、コンクリートＣの強度発現まで、前記係止孔１５の内面が螺子鉄筋２６によって保持されていることから、前記係止孔１５の内面が所定形状に精度よく形成される。   Also in this embodiment, since the adhesion between the concrete C and the screw rebar 26 is cut off at the initial stage of placing the concrete C as in the above-described embodiment, the influence on the properties of the concrete C is affected. The edge can be cut while restrained, the screw rebar 26 can be easily extracted, and the inner surface of the locking hole 15 is held by the screw rebar 26 until the strength of the concrete C is developed. Thus, the inner surface of the locking hole 15 is accurately formed in a predetermined shape.

本実施形態においては、既製の螺子鉄筋２６を用い、この螺子鉄筋２６を、型枠１８を貫通させるとともに、型枠装置内の補強鉄筋２７に結束線２８によって仮止めすることによって前記型枠装置内の所定位置に仮止めするようにしたことにより、前記実施形態において示した止着装置２０や抜き取り治具２５等を省くことができるという優位性がある。   In the present embodiment, an off-the-shelf screw rebar 26 is used, and the screw rebar 26 is passed through the mold 18 and is temporarily fixed to the reinforcing rebar 27 in the mold device with a binding wire 28 to thereby form the mold device. By temporarily fixing at a predetermined position, there is an advantage that the fixing device 20 and the extraction jig 25 shown in the above embodiment can be omitted.

そして、本実施形態において形成された係止孔１５にあっても、前記実施形態における係止孔１５と同様に接続筋１３の後付によって、他の壁パネル１０との接合に用いられる。   And even if it exists in the locking hole 15 formed in this embodiment, it is used for joining with the other wall panel 10 by the retrofitting of the connecting bar 13 similarly to the locking hole 15 in the said embodiment.

なお、前述した各実施形態において示した各構成部材の諸形状や寸法等は一例であって設計要求等に基づき種々変更可能である。
たとえば、前記実施形態においては、プレキャストコンクリート部材として壁パネルを例示したが、これに限られるものではなく、本発明は、梁、柱、スラブ等の、プレキャストコンクリート製の建築構造物や土木構造物の構築に用いられる構造物要素全般に適用可能である。
また、前記棒体１９は、金属や樹脂等の材料が用いられ、また、形状も中実、中空いずれの形状でも採用できる。 Note that the shapes, dimensions, and the like of the constituent members shown in the above-described embodiments are merely examples, and can be variously changed based on design requirements and the like.
For example, in the said embodiment, although the wall panel was illustrated as a precast concrete member, it is not restricted to this, This invention is a building structure and civil engineering structure made from precast concrete, such as a beam, a column, and a slab It can be applied to all structural elements used in the construction of
Further, the rod 19 is made of a material such as metal or resin, and the rod 19 can be either solid or hollow.

本発明の一実施形態に用いられるプレキャストコンクリート部材としての壁パネルを示す正面図である。It is a front view which shows the wall panel as a precast concrete member used for one Embodiment of this invention. 本発明の一実施形態を示す要部の拡大断面図である。It is an expanded sectional view of the important section showing one embodiment of the present invention. 本発明の一実施形態における壁パネルの係止孔の成形方法を説明するための要部の拡大縦断面図である。It is an expansion longitudinal cross-sectional view of the principal part for demonstrating the shaping | molding method of the locking hole of the wall panel in one Embodiment of this invention. 本発明の一実施形態における壁パネルの係止孔の成形方法を説明するための要部の拡大縦断面図である。It is an expansion longitudinal cross-sectional view of the principal part for demonstrating the shaping | molding method of the locking hole of the wall panel in one Embodiment of this invention. 本発明の一実施形態における壁パネルを車両に積載した状態を示す図である。It is a figure which shows the state which loaded the wall panel in one Embodiment of this invention in the vehicle. 本発明の一実施形態における接続筋の装着方法を説明するための要部の拡大縦断面図である。It is an expanded longitudinal cross-sectional view of the principal part for demonstrating the mounting method of the connecting reinforcement in one Embodiment of this invention. 一従来例における壁パネルの接合方法を示す正面図である。It is a front view which shows the joining method of the wall panel in one prior art example. 一従来例における壁パネルの接合方法を示す要部の拡大縦断面図である。It is an expanded longitudinal cross-sectional view of the principal part which shows the joining method of the wall panel in a prior art example. 一従来例における壁パネルを車両に積載した状態を示す図である。It is a figure which shows the state which loaded the wall panel in the prior art example in the vehicle. 本発明の他の実施形態を示すもので、係止孔の形成方法を説明するための要部の拡大縦断面図である。The other embodiment of this invention is shown and it is an expanded longitudinal cross-sectional view of the principal part for demonstrating the formation method of a locking hole.

符号の説明Explanation of symbols

１ 一方のプレキャストコンクリート
１ａ 接合面
２ 軸筋
３ 他方のプレキャストコンクリート
３ａ 接合面
４ 接続スリーブ
５ 軸筋
６ 注入管
７ オーバーフロー管
１０ 壁パネル（プレキャストコンクリート部材）
１０ａ 下方の接合面
１０ｂ 上方の接合面
１１ 軸筋
１２ 補強筋
１３ 接続筋
１４ 接続スリーブ
１５ 係止孔
１６ 螺旋溝
１７ 基盤
１８ 型枠
１８ａ 貫通孔
１９ 棒体
１９ａ 螺旋突条
１９ｂ 螺子穴
２０ 止着装置
２１ 基体
２１ａ フランジ
２１ｂ 円筒部
２２ 支持ボルト
２３ 固定ボルト
２４ 係合溝
２５ 抜き取り治具
２６ 螺子鉄筋（棒体）
２６ａ 螺旋突条
２７ 補強鉄筋
２８ 結束線
Ｃ コンクリート
Ｄｋ 係止孔の最小内径
Ｄｓ 接続筋の直径
Ｄｊ 軸筋の直径
Ｇ 係止孔と軸筋との間隔
Ｌ （係止孔の）深さ
Ｒ 棒状部材
Ｔ 車両
DESCRIPTION OF SYMBOLS 1 Precast concrete 1a Joint surface 2 Axial reinforcement 3 Other precast concrete 3a Joint surface 4 Connection sleeve 5 Axial reinforcement 6 Injection pipe 7 Overflow pipe 10 Wall panel (precast concrete member)
DESCRIPTION OF SYMBOLS 10a Lower joint surface 10b Upper joint surface 11 Axial reinforcement 12 Reinforcement reinforcement 13 Connection reinforcement 14 Connection sleeve 15 Locking hole 16 Spiral groove 17 Base 18 Formwork 18a Through-hole 19 Rod 19a Spiral protrusion 19b Screw hole 20 Fastening Device 21 Base 21a Flange 21b Cylindrical portion 22 Support bolt 23 Fixing bolt 24 Engaging groove 25 Extraction jig 26 Screw rebar (rod)
26a Spiral ridge 27 Reinforcing bar 28 Binding wire C Concrete Dk Minimum inner diameter of locking hole Ds Diameter of connecting bar Dj Diameter of shaft bar G Distance between locking hole and shaft bar L (Locking hole) depth R Rod shape Member T Vehicle

Claims (6)

プレキャストコンクリート部材に埋設された軸筋の一端部を、前記プレキャストコンクリート部材の一方の端面に開口する埋設スリーブに固定し、前記軸筋の他端部を前記プレキャストコンクリート部材の他方の端面近傍まで延設するとともに、この軸筋の他端部に沿うように、内面に凹凸が形成された係止孔を前記他方の端面に開口させて形成し、この係止孔に挿入される接続筋を前記係止孔に充填されたグラウト剤を介して固定するとともに、前記プレキャストコンクリート部材の他方の端面から突出させておき、前記接続筋の突出端を、接続する他のプレキャストコンクリート部材の前記埋設スリーブに挿入するとともに、この埋設スリーブ内に充填されるグラウト剤によって固定することにより、前記両プレキャストコンクリート部材を接続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。 One end of the shaft reinforcement embedded in the precast concrete member is fixed to an embedded sleeve opened on one end face of the precast concrete member, and the other end of the shaft reinforcement extends to the vicinity of the other end face of the precast concrete member. And, along the other end of the shaft, a locking hole having an uneven surface is formed on the other end surface, and the connecting bar to be inserted into the locking hole is While fixing through the grout agent filled in the locking hole, it is protruded from the other end surface of the precast concrete member, and the protruding end of the connecting bar is connected to the embedded sleeve of the other precast concrete member to be connected. Both the precast concrete parts are inserted and fixed by the grout agent filled in the buried sleeve. Method of joining pre-cast concrete parts, characterized in that connecting. 前記係止孔と軸筋との隙間をＧとし、前記軸筋の直径をＤｊとした場合、０≦Ｇ≦１．５Ｄｊに設定されていることを特徴とする請求項１に記載のプレキャストコンクリート部材の接合方法。 2. The precast concrete according to claim 1, wherein 0 ≦ G ≦ 1.5Dj is set, where G is a gap between the locking hole and the shaft, and Dj is a diameter of the shaft. Member joining method. 前記係止孔の最小内径をＤｋとし、その内部に挿入される接続筋の直径をＤｓとした場合、１．２５Ｄｓ≦Ｄｋ≦１．５５Ｄｓに設定されていることを特徴とする請求項１に記載のプレキャストコンクリート部材の接合方法。 2. The invention is characterized in that 1.25Ds ≦ Dk ≦ 1.55Ds is set, where Dk is a minimum inner diameter of the locking hole and Ds is a diameter of a connecting bar inserted therein. The method for joining precast concrete members as described. 前記係止孔の凹凸が、相互に独立した多数の内周溝によって形成されていることを特徴とする請求項１ないし請求項３の何れかに記載のプレキャストコンクリート部材の接合方法。 The method for joining precast concrete members according to any one of claims 1 to 3, wherein the concave and convex portions of the locking holes are formed by a plurality of mutually independent inner peripheral grooves. 前記係止孔の凹凸が、前記係止孔の全長に亘って連続する螺旋溝によって形成されていることを特徴とする請求項１ないし請求項３の何れかに記載のプレキャストコンクリート部材の接合方法。 The method for joining precast concrete members according to any one of claims 1 to 3, wherein the unevenness of the locking hole is formed by a spiral groove continuous over the entire length of the locking hole. . 前記プレキャストコンクリート部材の成形用型枠内の前記係止孔を形成すべき位置に、外周に螺旋溝が形成された棒体を設置しておき、前記型枠内に打設したコンクリートの凝結開始時点近傍にて前記棒体を数回転させて前記コンクリートとの付着を縁切りした後に、前記コンクリートの強度発現後に前記棒体を回転させつつ引き抜くことによって前記係止孔の凹凸を形成することを特徴とする請求項５に記載のプレキャストコンクリート部材の接合方法。
In the position where the locking hole is to be formed in the mold for molding the precast concrete member, a rod body having a spiral groove formed on the outer periphery is installed, and the setting of the concrete cast in the mold is started. After the rod body is rotated several times in the vicinity of the time point to cut off the adhesion with the concrete, the locking hole irregularities are formed by pulling out the rotating rod body after the concrete has developed its strength. The method for joining precast concrete members according to claim 5.
JP2004180766A 2004-06-18 2004-06-18 Method of joining precast concrete members Expired - Lifetime JP3872802B2 (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011069064A (en) * 2009-09-24 2011-04-07 Taisei Corp Joint structure of precast member, and construction method of the same
JP2016160690A (en) * 2015-03-03 2016-09-05 株式会社ピーエス三菱 Road bridge protection fence and its installation method
CN111910795A (en) * 2020-07-16 2020-11-10 徐闯 Assembled precast concrete shear wall based on steel bar sleeve

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011069064A (en) * 2009-09-24 2011-04-07 Taisei Corp Joint structure of precast member, and construction method of the same
JP2016160690A (en) * 2015-03-03 2016-09-05 株式会社ピーエス三菱 Road bridge protection fence and its installation method
CN111910795A (en) * 2020-07-16 2020-11-10 徐闯 Assembled precast concrete shear wall based on steel bar sleeve

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