JP2010156132A - Method for constructing prestressed concrete structure - Google Patents
Method for constructing prestressed concrete structure Download PDFInfo
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- JP2010156132A JP2010156132A JP2008334413A JP2008334413A JP2010156132A JP 2010156132 A JP2010156132 A JP 2010156132A JP 2008334413 A JP2008334413 A JP 2008334413A JP 2008334413 A JP2008334413 A JP 2008334413A JP 2010156132 A JP2010156132 A JP 2010156132A
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本発明は、プレストレストコンクリート構造物の構築方法に関し、特に、複数の基礎杭と、基礎杭の杭頭部に剛結合される底版と、底版の外周部に剛結合される円筒状の側壁とを備えた有底円筒形状のプレストレストコンクリート構造物の構築方法に関する。 The present invention relates to a method for constructing a prestressed concrete structure, and in particular, includes a plurality of foundation piles, a bottom plate rigidly coupled to a pile head of the foundation pile, and a cylindrical side wall rigidly coupled to an outer peripheral portion of the bottom plate. The present invention relates to a construction method of a prestressed concrete structure having a bottomed cylindrical shape.
一般に、ＬＮＧタンク等のタンクは、劣化等によってタンクに亀裂が生じた場合、タンンクエリア外部に内容物が漏洩するのを防止するため、タンクの外側に隣接した状態でプレストレストコンクリート構造物を設置し、内容物がプレストレストコンクリート構造物の外側に漏洩するのを防止している。 In general, when a tank such as an LNG tank cracks due to deterioration or the like, a prestressed concrete structure is installed in a state adjacent to the outside of the tank in order to prevent contents from leaking outside the tank area. The contents are prevented from leaking outside the prestressed concrete structure.
この種のプレストレストコンクリート構造物の一例として、複数の基礎杭と、基礎杭に剛結合される円板状の底版と、底版の外周部に剛結合される円筒状の側壁とによって構成した有底円筒形状のプレストレストコンクリート構造物が知られている。 As an example of this kind of prestressed concrete structure, a bottom with a plurality of foundation piles, a disk-shaped bottom plate rigidly connected to the foundation pile, and a cylindrical side wall rigidly connected to the outer periphery of the bottom plate Cylindrical prestressed concrete structures are known.
上記のような構成のプレストレストコンクリート構造物は、底版及び側壁を施工して両者を剛結合した後に、予め側壁の円周方向に埋設しておいたシース管にＰＣストランド等の緊張材を通し、この緊張材に緊張力を付与することで側壁に円周方向のプレストレス力を導入し、側壁にひび割れが生じるのを防止している。 The prestressed concrete structure having the above-described structure is constructed by installing a bottom plate and a side wall and rigidly coupling both, and then passing a tension material such as a PC strand through a sheath tube embedded in the circumferential direction of the side wall in advance. By applying tension to the tension material, circumferential prestressing force is introduced to the side wall to prevent the side wall from cracking.
しかし、上記のような構成のプレストレストコンクリート構造物は、底版と側壁とが剛結合されているため、側壁に円周方向のプレストレス力を導入した場合、底版の拘束を受けることで底版と側壁との接合部に大きな鉛直方向の曲げモーメント（側壁の鉛直断面に対する曲げモーメント）が生じてしまう。 However, in the prestressed concrete structure configured as described above, since the bottom plate and the side wall are rigidly connected, when a circumferential prestress force is introduced to the side wall, the bottom plate and the side wall are restrained by the bottom plate. A large vertical bending moment (bending moment with respect to the vertical cross section of the side wall) is generated at the joint portion.
このため、予め側壁の鉛直方向にも多数のシース管を埋設しておき、このシース管に緊張材を通して緊張力を付与することで側壁に鉛直方向のプレストレス力を導入する必要があり、側壁へのプレストレス力の導入に手間と時間と費用がかかる。 For this reason, it is necessary to embed a large number of sheath tubes in the vertical direction of the side wall in advance, and to introduce a prestressing force in the vertical direction to the side walls by applying tension to the sheath tube through a tension material. It takes time, money, and time to introduce prestressing power.
一方、底版の拘束を小さくして、底版と側壁との接合部に生じる鉛直方向の曲げモーメントを緩和するため、底版を外周部と中央部とに分割し、側壁にプレストレス力を導入した後に、底版の外周部と中央部とを接続するように構成した方法も提案されている（例えば、特許文献１参照。）。
しかし、上記のような方法にあっては、側壁に円周方向のプレストレス力を導入する際に、側壁及び底版の外周部を縮径方向にある程度は変位させることができるが、底版の外周部と基礎杭とが剛結合されているため、基礎杭の拘束により、底版と側壁との接合部に鉛直方向の曲げモーメントが生じるのは避けられず、その曲げモーメントに抵抗するプレストレス力を側壁に導入しなければならず、その作業に手間と時間と費用がかかる。 However, in the above method, when the circumferential prestressing force is introduced to the side wall, the outer side of the side wall and the bottom plate can be displaced to some extent in the direction of diameter reduction. Since the base and the pile pile are rigidly connected, it is inevitable that a vertical bending moment will be generated at the joint between the bottom plate and the side wall due to the restraint of the foundation pile. It must be introduced into the side wall, and the work is time consuming, time consuming and expensive.
本発明は、上記のような従来の問題に鑑みなされたものであって、基礎杭による拘束をなくすことで、側壁と底版との接合部に生じる鉛直方向の曲げモーメントを極めて小さくすることができ、これにより、側壁にプレストレス力を導入する際の手間と時間と費用を削減することができる、プレストレストコンクリート構造物の構築方法を提供することを目的とする。 The present invention has been made in view of the conventional problems as described above, and the vertical bending moment generated at the joint portion between the side wall and the bottom plate can be extremely reduced by eliminating the restraint by the foundation pile. Thus, an object of the present invention is to provide a method for constructing a prestressed concrete structure capable of reducing labor, time and cost when introducing prestressing force to the side wall.
上記のような課題を解決するために、本発明は、以下のような手段を採用している。
すなわち、本発明は、複数の基礎杭と、該複数の基礎杭によって支持されるとともに、前記基礎杭と剛結合される底版と、該底版の外周部に立設されるとともに、前記底版の外周部と剛結合される円筒状の側壁とを備え、前記側壁に周方向のプレストレス力が導入されるプレストレストコンクリート構造物の構築方法において、前記底版を外周部と中央部とに分割して施工し、前記外周部を施工する際に、前記外周部を支持する前記基礎杭の杭頭部と前記外周部との間に間隙を形成し、この後に、前記側壁を施工して前記外周部と剛結合し、前記側壁にプレストレス力を導入し、前記外周部が縮径方向に変位した後に、該間隙内に充填材を充填して、前記杭頭部と前記外周部とを剛結合することを特徴とする。
In order to solve the above problems, the present invention employs the following means.
That is, the present invention provides a plurality of foundation piles, a bottom plate supported by the plurality of foundation piles and rigidly coupled to the foundation pile, and an outer periphery of the bottom plate, In a construction method of a prestressed concrete structure comprising a cylindrical side wall that is rigidly coupled to a part, and a circumferential prestress force is introduced to the side wall, the bottom plate is divided into an outer peripheral part and a central part. Then, when constructing the outer periphery, a gap is formed between the pile head of the foundation pile supporting the outer periphery and the outer periphery, and then the side wall is constructed to form the outer periphery. Rigidly joins, introduces prestressing force to the side wall, and after the outer peripheral part is displaced in the direction of diameter reduction, the gap is filled with a filler to rigidly connect the pile head and the outer peripheral part. It is characterized by that.
本発明のプレストレストコンクリート構造物の構築方法によれば、底版の外周部を施工する際に、基礎杭の杭頭部と外周部との間に間隙を形成し、この後に、側壁を施工して外周部と剛結合し、この後に側壁に円周方向のプレストレス力を導入する。
この場合、基礎杭の杭頭部と底版の外周部との間には間隙が設けられているので、プレストレス力の導入時に、側壁及び底版の外周部の縮径方向への変位が基礎杭によって拘束されることがなく、底版の外周部と側壁との接合部に生じる鉛直方向の曲げモーメント（側壁の鉛直断面に対する曲げモーメント）を極めて小さくすることができる。
そして、側壁にプレストレス力を導入した後に、基礎杭の杭頭部と外周部との間の間隙内に充填材を充填することにより、基礎杭の杭頭部と底版の外周部とを剛結合することができる。
According to the construction method of the prestressed concrete structure of the present invention, when constructing the outer periphery of the bottom slab, a gap is formed between the pile head and the outer periphery of the foundation pile, and then the side wall is constructed. A rigid pre-stress force is introduced into the side wall after rigidly coupling with the outer periphery.
In this case, since a gap is provided between the pile head of the foundation pile and the outer periphery of the bottom slab, the displacement of the outer periphery of the side wall and the bottom slab in the reduced diameter direction is caused when the prestressing force is introduced. The bending moment in the vertical direction (bending moment with respect to the vertical cross section of the side wall) generated at the joint between the outer peripheral portion of the bottom plate and the side wall can be made extremely small.
After the prestressing force is introduced to the side wall, the pile head of the foundation pile and the outer peripheral portion of the bottom slab are rigidly filled by filling the gap between the pile head and the outer periphery of the foundation pile. Can be combined.
また、本発明は、前記外周部を施工する際に、前記基礎杭の杭頭部に上端が閉塞された円筒状のスペーサ部材を被嵌させ、該スペーサ部材の内面と前記基礎杭の杭頭部の外面との間に前記間隙を形成することとしてもよい。 Further, in the present invention, when the outer peripheral portion is constructed, a cylindrical spacer member whose upper end is closed is fitted on the pile head of the foundation pile, and the inner surface of the spacer member and the pile head of the foundation pile are fitted. It is good also as forming the said gap | interval between the outer surfaces of a part.
本発明のプレストレストコンクリート構造物の構築方法によれば、底版の外周部を施工する際に、基礎杭の杭頭部にスペーサ部材を被嵌させて、スペーサ部材の内面と基礎杭の杭頭部の外面との間に間隙を形成し、この状態で底版の外周部を施工して底版の外周部とスペーサ部材の外面とを剛結合し、この後に、側壁を施工して底版の外周部と剛結合し、側壁にプレストレス力を導入する。
この場合、基礎杭の杭頭部の外面とスペーサ部材の内面との間には間隙が設けられているので、プレストレス力の導入時に、側壁及び底版の外周部の縮径方向への変位が基礎杭によって拘束されることがなく、底版の外周部と側壁との接合部に生じる鉛直方向の曲げモーメント（側壁の鉛直断面に対する曲げモーメント）を極めて小さくすることができる。
そして、側壁にプレストレス力を導入した後に、基礎杭の杭頭部の外面とスペーサ部材の内面との間隙内に充填材を充填することにより、基礎杭の杭頭部の外面とスペーサ部材の内面とを剛結合することができ、基礎杭と底版の外周部とをスペーサ部材を介して剛結合することができる。
According to the prestressed concrete structure construction method of the present invention, when constructing the outer periphery of the bottom slab, the spacer member is fitted on the pile head of the foundation pile, and the inner surface of the spacer member and the pile head of the foundation pile In this state, the outer periphery of the bottom plate is constructed to rigidly connect the outer periphery of the bottom plate and the outer surface of the spacer member, and then the side wall is constructed to connect the outer periphery of the bottom plate to the outer surface of the bottom plate. It is rigidly connected and introduces prestressing force on the side wall.
In this case, a gap is provided between the outer surface of the pile head of the foundation pile and the inner surface of the spacer member. Without being restrained by the foundation pile, the vertical bending moment (bending moment with respect to the vertical cross section of the side wall) generated at the joint between the outer peripheral portion of the bottom slab and the side wall can be made extremely small.
And after introducing the prestressing force to the side wall, by filling the gap between the outer surface of the pile head of the foundation pile and the inner surface of the spacer member, the outer surface of the pile head of the foundation pile and the spacer member The inner surface can be rigidly coupled, and the foundation pile and the outer peripheral portion of the bottom slab can be rigidly coupled via the spacer member.
また、本発明において、前記スペーサ部材の内面と前記基礎杭の杭頭部の外面との間の間隙を、プレストレス力の導入による前記側壁の変位量よりも大きく設定することとしてもよい。 Moreover, in this invention, it is good also as setting the clearance gap between the inner surface of the said spacer member and the outer surface of the pile head of the said foundation pile larger than the displacement amount of the said side wall by introduction | transduction of a prestress force.
本発明のプレストレストコンクリート構造物の構築方法によれば、基礎杭の杭頭部の外面とスペーサ部材の内面との間の間隙は、プレストレス力の導入による側壁の変位量よりも大きく設定されているので、側壁にプレストレス力を導入する際に、側壁の変位が基礎杭の拘束によって妨げられるようなことはなく、側壁と底版の外周部との接合部に生じる鉛直方向の曲げモーメント（側壁の鉛直断面に対する曲げモーメント）を極めて小さくすることができる。 According to the construction method of the prestressed concrete structure of the present invention, the gap between the outer surface of the pile head of the foundation pile and the inner surface of the spacer member is set to be larger than the displacement amount of the side wall due to the introduction of the prestress force. Therefore, when prestressing force is introduced to the side wall, the displacement of the side wall is not hindered by the restraint of the foundation pile, and the vertical bending moment (side wall generated at the joint between the side wall and the outer periphery of the bottom slab is not The bending moment with respect to the vertical cross section) can be made extremely small.
さらに、本発明において、前記杭頭部の上端面と前記スペーサ部材の閉塞されている上端内面との間に、前記スペーサ部材と前記杭頭部とを水平方向に相対移動可能に支承する支承部材が介装されていることとしてもよい。 Further, in the present invention, a support member that supports the spacer member and the pile head so as to be relatively movable in a horizontal direction between the upper end surface of the pile head and the upper end inner surface of the spacer member that is closed. It is good also as being interposed.
本発明のプレストレストコンクリート構造物の構築方法によれば、スペーサ部材の閉塞されている上端内面と杭頭部の上端面との間には支承部材が介装されているので、側壁にプレストレス力を導入する際に、底版の鉛直荷重が基礎杭の杭頭部にかかった場合でも、基礎杭と底版の外周部及び側壁とを円滑に相対移動させることができる。 According to the construction method of the prestressed concrete structure of the present invention, since the support member is interposed between the upper end inner surface where the spacer member is closed and the upper end surface of the pile head, the prestressing force is applied to the side wall. When the vertical load of the bottom slab is applied to the pile head of the foundation pile, the foundation pile, the outer peripheral portion of the bottom slab, and the side wall can be smoothly moved relative to each other.
さらに、本発明において、前記スペーサ部材に、前記間隙内に充填材を注入するための注入管と、前記間隙内に該充填材を注入する際に、前記間隙から空気を排出させるための空気抜き管とが設けられていることとしてもよい。 Further, in the present invention, an injection pipe for injecting a filler into the gap into the spacer member, and an air vent pipe for discharging air from the gap when the filler is injected into the gap. And may be provided.
本発明のプレストレストコンクリート構造物の構築方法によれば、側壁にプレストレス力を導入した後に、注入管を介してスペーサ部材の内面と基礎杭の杭頭部の外面との間の間隙内に充填材を注入することにより、間隙内の空気が空気抜き管を介して外部に排出され、間隙に充填材が充填され、充填材によってスペーサ部材の内面と基礎杭の杭頭部の外面との間が剛結合され、基礎杭と底版の外周部とがスペーサ部材を介して剛結合されることになる。 According to the prestressed concrete structure construction method of the present invention, after a prestressing force is introduced into the side wall, the gap between the inner surface of the spacer member and the outer surface of the pile head of the foundation pile is filled through the injection pipe. By injecting the material, the air in the gap is discharged to the outside through the air vent pipe, the filler is filled in the gap, and the gap between the inner surface of the spacer member and the outer surface of the pile head of the foundation pile is filled by the filler. The foundation pile and the outer peripheral portion of the bottom slab are rigidly connected via the spacer member.
さらに、本発明は、前記底版の外周部と中央部との間に所定の間隙を設け、前記外周部及び前記中央部を施工した後に、前記間隙内に前記外周部と前記中央部とを一体に接合する中間部を施工することとしてもよい。 Furthermore, the present invention provides a predetermined gap between the outer peripheral portion and the central portion of the bottom plate, and after the outer peripheral portion and the central portion are constructed, the outer peripheral portion and the central portion are integrated in the gap. It is good also as constructing the intermediate part joined to.
本発明のプレストレストコンクリート構造物の構築方法によれば、側壁にプレストレス力を導入し、基礎杭と底版の外周部とを剛結合した後に、底版の外周部と中央部との間隙内に中間部を施工することにより、外周部と中央部とが中間部を介して一体に接合され、外周部と中間部と中央部とを一体化した底版が構築されることになる。この場合、中央部を外周部と並行して施工することにより、工期の短縮化を図ることができる。 According to the method for constructing a prestressed concrete structure of the present invention, after prestressing force is introduced into the side wall and the foundation pile and the outer peripheral portion of the bottom plate are rigidly connected, the intermediate is placed in the gap between the outer peripheral portion and the central portion of the bottom plate. By constructing the part, the outer peripheral part and the central part are integrally joined via the intermediate part, and a bottom plate in which the outer peripheral part, the intermediate part and the central part are integrated is constructed. In this case, the construction period can be shortened by constructing the central portion in parallel with the outer peripheral portion.
以上、説明したように、本発明のプレストレストコンクリート構造物の構築方法によれば、基礎杭の杭頭部と底版の外周部との間に間隙を設けることで、側壁にプレストレス力を導入する際に、側壁及び底版の外周部の縮径方向への変位に対する基礎杭の拘束を極めて小さくすることができる。
従って、側壁と底版との接合部に生じる鉛直方向の曲げモーメント（側壁の鉛直断面に対する曲げモーメント）を極めて小さくすることができるので、側壁に導入する鉛直方向のプレストレス力を小さくすることができ、側壁にプレストレス力を導入する際の手間、時間、費用を大幅に削減することができる。
As described above, according to the construction method of the prestressed concrete structure of the present invention, the prestressing force is introduced into the side wall by providing a gap between the pile head of the foundation pile and the outer periphery of the bottom slab. In this case, the restraint of the foundation pile against the displacement in the reduced diameter direction of the outer peripheral portion of the side wall and the bottom plate can be extremely reduced.
Accordingly, since the vertical bending moment (bending moment with respect to the vertical cross section of the side wall) generated at the joint between the side wall and the bottom plate can be extremely reduced, the vertical prestress force introduced to the side wall can be reduced. The labor, time, and cost when introducing the prestressing force on the side wall can be greatly reduced.
以下、図面を参照しながら本発明の実施の形態について説明する。
図１〜図５には、本発明によるプレストレストコンクリート構造物の構築方法の一実施の形態が示されている。図１はプレストレストコンクリート構造物を含むタンクの全体を示す概略断面図、図２は図１の部分拡大断面図、図３及び図４はプレストレストコンクリート構造物の施工手順を示す説明図、図５は図４の部分拡大図である。
Hereinafter, embodiments of the present invention will be described with reference to the drawings.
1 to 5 show an embodiment of a method for constructing a prestressed concrete structure according to the present invention. 1 is a schematic cross-sectional view showing the entire tank including a prestressed concrete structure, FIG. 2 is a partially enlarged cross-sectional view of FIG. 1, FIGS. 3 and 4 are explanatory views showing a construction procedure of the prestressed concrete structure, and FIG. It is the elements on larger scale of FIG.
図１に示すように、タンク２５は、例えば、内部にＬＮＧ等の内容物が収容される、上下端が閉塞された円筒状の金属製の内容器２６と、内容器２６の外側に隣接した状態で設けられる、外容器である有底円筒状の本実施の形態のプレストレストコンクリート構造物１とから構成されている。
なお、本実施の形態においては、プレストレストコンクリート構造物１を有底円筒状としているが、プレストレストコンクリート構造物１を内容器２６の全体を覆う上下端が閉塞された円筒状としてもよい。
As shown in FIG. 1, the tank 25 is adjacent to the outer side of the inner container 26, for example, a cylindrical metal inner container 26 in which contents such as LNG are accommodated and whose upper and lower ends are closed. It is comprised from the prestressed concrete structure 1 of this Embodiment of the bottomed cylindrical shape which is an outer container provided in the state.
In the present embodiment, the prestressed concrete structure 1 has a bottomed cylindrical shape, but the prestressed concrete structure 1 may have a cylindrical shape in which the upper and lower ends covering the entire inner container 26 are closed.
本実施の形態のプレストレストコンクリート構造物１は、図１及び図２に示すように、複数の基礎杭２と、複数の基礎杭２によって支持されるとともに、複数の基礎杭２に剛結合されるコンクリート製の円板状の底版６と、底版６の外周部７に立設されるとともに、外周部７に剛結合されるコンクリート製の円筒状の側壁１２とを備えている。 As shown in FIGS. 1 and 2, the prestressed concrete structure 1 of the present embodiment is supported by a plurality of foundation piles 2 and a plurality of foundation piles 2, and is rigidly coupled to the plurality of foundation piles 2. A disc-shaped bottom plate 6 made of concrete and a concrete cylindrical side wall 12 erected on the outer peripheral portion 7 of the bottom plate 6 and rigidly coupled to the outer peripheral portion 7 are provided.
上記のような構成のプレストレストコンクリート構造物１は、（１）「基礎杭の構築工程」、（２）「底版の外周部の構築工程」、（３）「側壁の構築工程」、（４）「側壁のプレストレス力導入工程」、（５）「底版の外周部と基礎杭との接合工程」（６）「底版の中央部の構築工程」を経て構築される。 The prestressed concrete structure 1 configured as described above includes (1) “construction process of foundation pile”, (2) “construction process of outer periphery of bottom slab”, (3) “construction process of side wall”, (4) It is constructed through “a prestressing force introduction process of the side wall”, (5) “joining process between the outer peripheral portion of the bottom slab and the foundation pile” (6) “construction process of the center part of the bottom slab”.
以下、各工程について説明する。
（１）基礎杭の構築工程
まず、図１及び図２に示すように、プレストレストコンクリート構造物１の構築場所に複数の基礎杭２を構築する。基礎杭２は、構築場所の地盤にコンクリート杭、鋼管杭等の既製杭を打ち込んで構築してもよいし、構築場所の地盤を削孔し、削孔した後にコンクリートを打設することよって構築してもよい。
Hereinafter, each step will be described.
(1) Construction process of foundation pile First, as shown in FIG.1 and FIG.2, the several foundation pile 2 is constructed in the construction place of the prestressed concrete structure 1. FIG. The foundation pile 2 may be constructed by driving ready-made piles such as concrete piles and steel pipe piles into the ground at the construction site, or by drilling the ground at the construction site and drilling the concrete after drilling. May be.
次に、図３に示すように、複数の基礎杭２のうち、底版６の外周部７を支持する基礎杭２の杭頭部３にそれぞれスペーサ部材１５を被嵌させる。
スペーサ部材１５は、上端が閉塞された円筒状の鋼管であって、基礎杭２の杭頭部３に被嵌させることにより、スペーサ部材１５の内面１７と基礎杭２の杭頭部３の外面４との間に所定の間隙１９が形成される。
Next, as shown in FIG. 3, spacer members 15 are fitted on the pile heads 3 of the foundation pile 2 that supports the outer peripheral portion 7 of the bottom slab 6 among the plurality of foundation piles 2.
The spacer member 15 is a cylindrical steel pipe whose upper end is closed, and is fitted to the pile head 3 of the foundation pile 2, whereby the inner surface 17 of the spacer member 15 and the outer surface of the pile head 3 of the foundation pile 2. A predetermined gap 19 is formed between the two.
この場合、側壁１２へのプレストレス力の導入の際に、底版６の外周部７の変位方向後方側の間隔が大きくなるように、スペーサ部材１５の内面１７と杭頭部３の内面４の間の間隙１９を設定する。 In this case, when the prestressing force is introduced into the side wall 12, the inner surface 17 of the spacer member 15 and the inner surface 4 of the pile head 3 are arranged so that the distance on the rear side in the displacement direction of the outer peripheral portion 7 of the bottom plate 6 is increased. A gap 19 is set between them.
本実施の形態においては、スペーサ部材１５の内面１７と基礎杭２の杭頭部３の外面４との間に３０〜５０ｍｍ程度の間隙１９が形成されるように、スペーサ部材１５の内径を設定している。また、基礎杭２の杭頭部３の外径をＤとした場合に、杭頭部３の底版６の外周部７への呑み込み長さが１Ｄ以上となるように、スペーサ部材１５の全長を設定している。 In the present embodiment, the inner diameter of the spacer member 15 is set so that a gap 19 of about 30 to 50 mm is formed between the inner surface 17 of the spacer member 15 and the outer surface 4 of the pile head 3 of the foundation pile 2. is doing. In addition, when the outer diameter of the pile head 3 of the foundation pile 2 is D, the total length of the spacer member 15 is set so that the squeezing length of the pile head 3 into the outer peripheral portion 7 of the bottom plate 6 is 1D or more. It is set.
スペーサ部材１５の閉塞されている上端内面１８と基礎杭２の杭頭部３の上端面５との間には支承部材２０が介装され、この支承部材２０により、底版６の鉛直荷重が基礎杭２の杭頭部３にかかった場合でも、基礎杭２に対して底版６の外周部７及び側壁１２を水平方向に円滑に相対変位させることができる。 A support member 20 is interposed between the closed upper end inner surface 18 of the spacer member 15 and the upper end surface 5 of the pile head 3 of the foundation pile 2, and the vertical load of the bottom slab 6 is supported by the support member 20. Even when applied to the pile head 3 of the pile 2, the outer peripheral portion 7 and the side wall 12 of the bottom slab 6 can be smoothly displaced relative to the foundation pile 2 in the horizontal direction.
支承部材２０としては、例えば、四フッ化エチレン樹脂等の樹脂シート、樹脂板、各種ゴムシート、ゴム板、各種の金属シート、金属板等の用いることができる。要は、基礎杭２の杭頭部３とスペーサ部材１５との間の摩擦係数を低減させることができる材質のものであればよい。
なお、スペーサ部材１５の上端内面１８と基礎杭２の杭頭部３の上端面５との間に十分な隙間が有る場合には、それらの間に支承部材２０を設ける必要はないものである。
As the support member 20, for example, a resin sheet such as ethylene tetrafluoride resin, a resin plate, various rubber sheets, a rubber plate, various metal sheets, a metal plate, or the like can be used. In short, any material that can reduce the coefficient of friction between the pile head 3 of the foundation pile 2 and the spacer member 15 may be used.
In addition, when there is sufficient clearance between the upper end inner surface 18 of the spacer member 15 and the upper end surface 5 of the pile head 3 of the foundation pile 2, it is not necessary to provide the support member 20 between them. .
スペーサ部材１５には、注入管２２と空気抜き管２１が接続され、側壁１２に円周方向のプレストレス力を導入した後に、この注入管２２と空気抜き管２１を利用してスペーサ部材１５と基礎杭２の杭頭部３との間の間隙１９内にグラウト等の充填材２３（図４及び図５参照）を充填する。注入管２２及び空気抜き管２１は、複数設けてもよい。注入管２２及び空気抜き管２１の端部は、底版６の外周部７を構築する際に設置する型枠の外方に引き出しておく。 An injection pipe 22 and an air vent pipe 21 are connected to the spacer member 15, and after introducing a circumferential prestress force to the side wall 12, the spacer member 15 and the foundation pile are utilized using the injection pipe 22 and the air vent pipe 21. A gap 19 between the two pile heads 3 is filled with a filler 23 such as grout (see FIGS. 4 and 5). A plurality of injection pipes 22 and air vent pipes 21 may be provided. The end portions of the injection tube 22 and the air vent tube 21 are drawn out of the form to be installed when the outer peripheral portion 7 of the bottom plate 6 is constructed.
（２）底版の外周部の構築工程
本実施の形態では、図３に示すように、底版６を円環状の外周部７と円板状の中央部１０とに分割して構築する。例えば、底版６の外周部７を先に構築し、次に側壁１２を構築し、側壁１２に円周方向のプレストレスを導入した後に、中央部１０を構築する。
(2) Step of constructing outer peripheral portion of bottom plate In the present embodiment, as shown in FIG. 3, the bottom plate 6 is divided and constructed into an annular outer peripheral portion 7 and a disk-shaped central portion 10. For example, the outer peripheral portion 7 of the bottom plate 6 is constructed first, then the side wall 12 is constructed, and after introducing circumferential prestress into the side wall 12, the central portion 10 is constructed.
なお、底版６の外周部７の構築と底版６の中央部１０の構築を並行して行ってもよいが、その場合には、外周部７と中央部１０との間に作業者が配筋作業等を行うのに十分な間隙を形成しておく。 The construction of the outer peripheral portion 7 of the bottom slab 6 and the construction of the central portion 10 of the bottom slab 6 may be performed in parallel, but in that case, an operator arranges a bar between the outer peripheral portion 7 and the central portion 10. A sufficient gap is formed to perform work or the like.
底版６の外周部７を構築するには、型枠を円環状に設置し、この型枠内に鉄筋を所定のパターンで配筋し、スペーサ部材１５に接続されている注入管２２及び空気抜き管２１の端部を型枠の外方に引き出し、この状態で型枠の内部にコンクリート９を打設して固化させる。 In order to construct the outer peripheral portion 7 of the bottom plate 6, a mold is installed in an annular shape, reinforcing bars are arranged in a predetermined pattern in the mold, and an injection pipe 22 and an air vent pipe connected to the spacer member 15. The end of 21 is pulled out of the formwork, and in this state, concrete 9 is placed inside the formwork and solidified.
底版６の外周部７を構築することにより、外周部７と各基礎杭２の杭頭部３に被嵌させた各スペーサ部材１５の外面とが一体に接合され、外周部７と各スペーサ部材１５の外面とが結合される。
この場合、スペーサ部材１５に接続されている注入管２２及び空気抜き管２１の端部を型枠の外方に引き出しているので、側壁１２へのプレストレス力の導入後に、注入管２２を介して間隙１９内に充填材２３を充填することができる。
By constructing the outer peripheral portion 7 of the bottom slab 6, the outer peripheral portion 7 and the outer surface of each spacer member 15 fitted to the pile head 3 of each foundation pile 2 are joined together, and the outer peripheral portion 7 and each spacer member are joined together. 15 outer surfaces are coupled.
In this case, since the end portions of the injection pipe 22 and the air vent pipe 21 connected to the spacer member 15 are pulled out to the outside of the formwork, after introducing the prestressing force to the side wall 12, A filler 23 can be filled in the gap 19.
（３）側壁の構築工程
底版６の外周部７を構築した後に、外周部７の上部に円筒状に型枠を設置し、型枠の内部に鉄筋を所定のパターンで配筋するとともに、側壁１２に円周方向のプレスト力を導入するための緊張材が挿通されたシース管（図示せず）を複数配置し、必要に応じて側壁１２に鉛直方向のプレストレス力を導入するための緊張材が挿通されたシース管（図示せず）を配置し、この状態で型枠の内部にコンクリート９を打設して固化させる。これにより、底版６の外周部７の上部に円筒状の側壁１２が剛結合された状態で構築される。
(3) Side wall construction step After constructing the outer peripheral portion 7 of the bottom plate 6, a mold is installed in a cylindrical shape on the upper portion of the outer peripheral portion 7, and reinforcing bars are arranged in a predetermined pattern inside the mold, and the side wall A plurality of sheath tubes (not shown) through which a tension material for introducing a circumferential prestressing force is inserted are arranged in 12, and a tension for introducing a vertical prestressing force to the side wall 12 as necessary. A sheath tube (not shown) through which the material is inserted is arranged, and in this state, concrete 9 is placed inside the mold and solidified. Accordingly, the cylindrical side wall 12 is constructed in a state of being rigidly coupled to the upper portion of the outer peripheral portion 7 of the bottom plate 6.
なお、側壁１２の構築は、底版６の外周部７の構築と同時に行ってもよい。その場合には、底版６の外周部７の型枠と側壁１２の型枠とを一緒に組み立て、外周部７の型枠及び側壁１２の型枠内に同時にコンクリート９を打設すればよい。 The construction of the side wall 12 may be performed simultaneously with the construction of the outer peripheral portion 7 of the bottom plate 6. In that case, the formwork of the outer peripheral portion 7 of the bottom plate 6 and the formwork of the side wall 12 are assembled together, and the concrete 9 may be simultaneously placed in the formwork of the outer peripheral portion 7 and the formwork of the side wall 12.
（４）側壁へのプレストレス力の導入工程
上記のように側壁１２を構築し、側壁１２が所定の強度を発現した後に、側壁１２の内部に埋設されているシース管に挿通された緊張材（図示せず）に、ジャッキ等を用いて緊張力を付与することにより、側壁１２に円周方向のプレストレス力を導入する。
(4) Step of introducing prestressing force into side wall After constructing the side wall 12 as described above, and after the side wall 12 has developed a predetermined strength, the tension material inserted into the sheath tube embedded in the side wall 12 A circumferential prestressing force is introduced into the side wall 12 by applying a tension force (not shown) to the side wall 12 using a jack or the like.
この場合、側壁１２に円周方向のプレストレス力を導入することにより、側壁１２は圧縮されて縮径する方向に変位し、側壁１２と一体に底版６の外周部７が縮径する方向に変位することになるが、底版６の外周部７と基礎杭２の杭頭部３とはスペーサ部材１５の内面側の間隙１９によって縁切りされた状態となっているので、基礎杭２の拘束により、側壁１２及び底版６の外周部７の底版６の径方向への変位が妨げられるようなことはない。 In this case, by introducing a prestressing force in the circumferential direction to the side wall 12, the side wall 12 is compressed and displaced in the direction of reducing the diameter, and the outer peripheral portion 7 of the bottom plate 6 is integrated with the side wall 12 in the direction of reducing the diameter. Although it will be displaced, since the outer peripheral portion 7 of the bottom slab 6 and the pile head 3 of the foundation pile 2 are in a state of being edge-cut by the gap 19 on the inner surface side of the spacer member 15, Further, the radial displacement of the bottom plate 6 of the outer peripheral portion 7 of the side wall 12 and the bottom plate 6 is not prevented.
また、スペーサ部材１５の内面側の間隙１９は、プレストレス力の導入による側壁１２及び底版６の外周部７の変位量よりも大きく設定されているので、側壁１２及び底版６の外周部７を十分に変位させることができ、側壁１２と底版６の外周部７との接合部に生じる鉛直方向の曲げモーメント（側壁１２の鉛直断面に対する曲げモーメント）を極めて小さくすることができる。 Further, the gap 19 on the inner surface side of the spacer member 15 is set to be larger than the displacement amount of the outer peripheral portion 7 of the side wall 12 and the bottom plate 6 due to the introduction of the prestressing force. The vertical bending moment (bending moment with respect to the vertical cross section of the side wall 12) generated at the joint between the side wall 12 and the outer peripheral portion 7 of the bottom plate 6 can be made extremely small.
さらに、スペーサ部材１５の上端内面１８と基礎杭２の杭頭部３の上端面５との間には支承部材２０が介装されているので、底版６の自重が基礎杭２の杭頭部３にかかった場合でも、基礎杭２に対して側壁１２及び底版６の外周部７を円滑に相対移動させることができる。 Further, since the support member 20 is interposed between the upper end inner surface 18 of the spacer member 15 and the upper end surface 5 of the pile head 3 of the foundation pile 2, the weight of the bottom plate 6 is applied to the pile head of the foundation pile 2. 3, the side wall 12 and the outer peripheral portion 7 of the bottom plate 6 can be smoothly moved relative to the foundation pile 2.
（５）底版の外周部と基礎杭との接合工程
図５に示すように、側壁１２に円周方向のプレストレス力を導入した後に、注入管２２から各スペーサ部材１５の内面側の間隙１９内にグラウト等の充填材２３を注入し、間隙１９内に充填材２３を充填して各スペーサ部材１５と各基礎杭２の杭頭部３とを結合する。この場合、注入管２２から間隙１９内に注入した充填材２３が空気抜き管２１から排出されるのを目視することにより、間隙１９内に充填材２３が充填されたか否かの確認をすることができ、各スペーサ部材１５と各基礎杭２の杭頭部３とを確実に結合することができる。
(5) Joining process between outer peripheral portion of bottom plate and foundation pile As shown in FIG. 5, after introducing a circumferential prestress force to the side wall 12, a gap 19 on the inner surface side of each spacer member 15 from the injection pipe 22. A filler 23 such as grout is poured into the gap 19 and the gap 23 is filled with the filler 23 to join the spacer members 15 and the pile heads 3 of the foundation piles 2. In this case, it is possible to confirm whether or not the filler 23 is filled in the gap 19 by visually observing that the filler 23 injected into the gap 19 from the injection pipe 22 is discharged from the air vent pipe 21. It is possible, and each spacer member 15 and the pile head 3 of each foundation pile 2 can be reliably coupled.
（６）底版の中央部の構築工程
図４に示すように、側壁１２に円周方向のプレストレス力を導入した後に、底版６の中央部１０に鉄筋を所定のパターンで配筋し、コンクリート９を打設して固化させる。これより、底版６の外周部７の内側に中央部１０を構築することができ、外周部７と中央部１０とを一体化した円板状の底版６を構築することができる。
(6) Construction process of the center part of the bottom slab As shown in FIG. 4, after introducing a prestressing force in the circumferential direction to the side wall 12, reinforcing bars are arranged in the center part 10 of the bottom slab 6 in a predetermined pattern. 9 is set and solidified. Thus, the central portion 10 can be constructed inside the outer peripheral portion 7 of the bottom plate 6, and the disc-shaped bottom plate 6 in which the outer peripheral portion 7 and the central portion 10 are integrated can be constructed.
なお、底版６の外周部７と中央部１０との間に隙間を形成し、外周部７及び中央部１０を構築した後に、外周部７と中央部１０との間の隙間内に鉄筋を配筋し、コンクリートを打設することにより、隙間内に外周部と中央部とを接続する中間部を構築するようにしてもよい。
上記のような各工程を経ることにより、有底円筒状のプレストレストコンクリート構造物１を構築することができる。
In addition, a gap is formed between the outer peripheral portion 7 and the central portion 10 of the bottom plate 6, and after the outer peripheral portion 7 and the central portion 10 are constructed, reinforcing bars are arranged in the gap between the outer peripheral portion 7 and the central portion 10. You may make it construct | assemble the intermediate part which connects an outer peripheral part and a center part in a clearance gap by stroking and placing concrete.
By passing through each process as described above, the bottomed cylindrical prestressed concrete structure 1 can be constructed.
上記のように構成した本実施の形態によるプレストレストコンクリート構造物１の構築方法にあっては、底版６を外周部７と中央部１０とに分割して構築し、底版６の外周部７に設けたスペーサ部材１５の内面側の間隙１９によって底版６の外周部７と基礎杭２の杭頭部３とを縁切りした状態とし、この状態で側壁１２に円周方向のプレストレス力を導入するように構成したので、側壁１２及び底版６の外周部７が導入するプレストレス力に応じて変位する際に、基礎杭２による拘束を受けないようにすることができる。 In the construction method of the prestressed concrete structure 1 according to the present embodiment configured as described above, the bottom plate 6 is constructed by dividing the bottom plate 6 into the outer peripheral portion 7 and the central portion 10, and is provided on the outer peripheral portion 7 of the bottom plate 6. The outer peripheral portion 7 of the bottom slab 6 and the pile head 3 of the foundation pile 2 are separated by a gap 19 on the inner surface side of the spacer member 15, and in this state, a circumferential prestress force is introduced into the side wall 12. Since it comprised in this, when it displaces according to the prestress force which the outer peripheral part 7 of the side wall 12 and the bottom plate 6 introduce | transduces, it can avoid being restrained by the foundation pile 2. FIG.
従って、側壁１２に円周方向のプレストレス力を導入した場合に、側壁１２と底版６の外周部７との接合部に生じる鉛直方向の曲げモーメント（側壁１２の鉛直断面に対する曲げモーメント）を極めて小さくすることができるので、側壁１２に導入する鉛直方向のプレストレス力を極めて小さくすることができ、側壁１２へのプレストレス力の導入に要する手間、時間、費用を大幅に削減することができる。 Accordingly, when a prestressing force in the circumferential direction is introduced into the side wall 12, the vertical bending moment (bending moment with respect to the vertical cross section of the side wall 12) generated at the joint between the side wall 12 and the outer peripheral portion 7 of the bottom plate 6 is extremely low. Since the vertical prestressing force introduced into the side wall 12 can be made extremely small, the labor, time, and cost required for introducing the prestressing force into the side wall 12 can be greatly reduced. .
なお、前記の説明においては、基礎杭２の杭頭部３にスペーサ部材１５を被嵌させることにより、基礎杭２の杭頭部３と底版６の外周部７との間に間隙１９を形成したが、スペーサ部材１５に限らず、基礎杭２の杭頭部３と底版６との間に間隙１９を形成できる周知の方法を適用してもよい。 In the above description, a gap 19 is formed between the pile head 3 of the foundation pile 2 and the outer peripheral portion 7 of the bottom plate 6 by fitting the spacer member 15 to the pile head 3 of the foundation pile 2. However, not only the spacer member 15 but also a known method that can form the gap 19 between the pile head 3 of the foundation pile 2 and the bottom slab 6 may be applied.
また、前記の説明においては、ＬＮＧ等の内容物が収容された金属製の内容器２６からの内容物の漏洩を防止する有底円筒状のプレストレストコンクリート構造物１を対象したが、これに限らず、円周方向のプレストレス力を導入するプレストレストコンクリート構造物、例えば、水タンク等にも本発明を適用してもよい。 In the above description, the bottomed cylindrical prestressed concrete structure 1 that prevents leakage of the content from the metal inner container 26 in which the content such as LNG is accommodated is targeted. The present invention may also be applied to a prestressed concrete structure that introduces a prestressing force in the circumferential direction, such as a water tank.
１ プレストレストコンクリート構造物（外容器）
２ 基礎杭 ３ 杭頭部
４ 外面 ５ 上端面
６ 底版 ７ 外周部
９ コンクリート １０ 中央部
１２ 側壁 １５ スペーサ部材
１７ 内面 １８ 上端内面
１９ 間隙 ２０ 支承部材
２１ 空気抜き管 ２２ 注入管
２３ 充填材 ２５ タンク
２６ 内容器
1 Prestressed concrete structure (outer container)
DESCRIPTION OF SYMBOLS 2 Foundation pile 3 Pile head 4 Outer surface 5 Upper end surface 6 Bottom plate 7 Outer peripheral part 9 Concrete 10 Center part 12 Side wall 15 Spacer member 17 Inner surface 18 Upper end inner surface 19 Gap 20 Bearing member 21 Air vent pipe 22 Injection pipe 23 Filler 25 Tank 26 Contents vessel
Claims (6)
前記底版を外周部と中央部とに分割して施工し、前記外周部を施工する際に、前記外周部を支持する前記基礎杭の杭頭部と前記外周部との間に間隙を形成し、この後に、前記側壁を施工して前記外周部と剛結合し、前記側壁にプレストレス力を導入し、前記外周部が縮径方向に変位した後に、該間隙内に充填材を充填して、前記杭頭部と前記外周部とを剛結合することを特徴とするプレストレストコンクリート構造物の構築方法。 A plurality of foundation piles, a bottom plate supported by the plurality of foundation piles and rigidly coupled to the foundation pile, and standing on the outer periphery of the bottom plate, and rigidly coupled to the outer periphery of the bottom plate In a construction method of a prestressed concrete structure comprising a cylindrical side wall, and a circumferential prestress force is introduced into the side wall,
The bottom slab is divided into an outer peripheral part and a central part, and when the outer peripheral part is applied, a gap is formed between the pile head of the foundation pile supporting the outer peripheral part and the outer peripheral part. After this, the side wall is constructed and rigidly connected to the outer peripheral part, a prestressing force is introduced into the side wall, and after the outer peripheral part is displaced in the diameter reducing direction, the gap is filled with a filler. A method for constructing a prestressed concrete structure, wherein the pile head and the outer periphery are rigidly coupled.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2008334413A JP5200925B2 (en) | 2008-12-26 | 2008-12-26 | Construction method of prestressed concrete structure |
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| Application Number | Priority Date | Filing Date | Title |
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| JP2008334413A JP5200925B2 (en) | 2008-12-26 | 2008-12-26 | Construction method of prestressed concrete structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2010156132A true JP2010156132A (en) | 2010-07-15 |
| JP5200925B2 JP5200925B2 (en) | 2013-06-05 |
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| Application Number | Title | Priority Date | Filing Date |
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| JP2008334413A Expired - Fee Related JP5200925B2 (en) | 2008-12-26 | 2008-12-26 | Construction method of prestressed concrete structure |
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| Country | Link |
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| JP (1) | JP5200925B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103938645A (en) * | 2014-03-14 | 2014-07-23 | 中国水电顾问集团西北勘测设计研究院有限公司 | Prefabricated concrete bearing platform with reserved foundation ring hole and reserved pile nest holes and fabricated multi-pile foundation installation method based on prefabricated concrete bearing platform with reserved foundation ring hole and reserved pile nest holes |
| JP2014167244A (en) * | 2013-02-28 | 2014-09-11 | Ohbayashi Corp | Pc tank and construction method thereof |
| KR101652837B1 (en) * | 2016-02-23 | 2016-09-01 | 주식회사 한국지오콘 | Pre-loading apparatus for construction pile and method for constructing the pile using the same |
| KR101683718B1 (en) * | 2016-04-25 | 2016-12-09 | 주식회사 한국지오콘 | Pre-loading apparatus for construction pile and method for constructing the pile using the same |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5921875A (en) * | 1982-07-27 | 1984-02-03 | 株式会社大林組 | Construction of prestressed concrete tank |
| JPS63308166A (en) * | 1987-06-10 | 1988-12-15 | 株式会社 安部工業所 | Support structure of circular treating tank |
| JPH05255940A (en) * | 1992-03-10 | 1993-10-05 | Kajima Corp | Construction method for connection section of pile and foundation slab |
| JP2000144782A (en) * | 1998-11-16 | 2000-05-26 | Shimizu Corp | Settlement preventive structure of underground structure |
| JP2005155201A (en) * | 2003-11-26 | 2005-06-16 | Geotop Corp | Pile head joint structure |
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2008
- 2008-12-26 JP JP2008334413A patent/JP5200925B2/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5921875A (en) * | 1982-07-27 | 1984-02-03 | 株式会社大林組 | Construction of prestressed concrete tank |
| JPS63308166A (en) * | 1987-06-10 | 1988-12-15 | 株式会社 安部工業所 | Support structure of circular treating tank |
| JPH05255940A (en) * | 1992-03-10 | 1993-10-05 | Kajima Corp | Construction method for connection section of pile and foundation slab |
| JP2000144782A (en) * | 1998-11-16 | 2000-05-26 | Shimizu Corp | Settlement preventive structure of underground structure |
| JP2005155201A (en) * | 2003-11-26 | 2005-06-16 | Geotop Corp | Pile head joint structure |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2014167244A (en) * | 2013-02-28 | 2014-09-11 | Ohbayashi Corp | Pc tank and construction method thereof |
| CN103938645A (en) * | 2014-03-14 | 2014-07-23 | 中国水电顾问集团西北勘测设计研究院有限公司 | Prefabricated concrete bearing platform with reserved foundation ring hole and reserved pile nest holes and fabricated multi-pile foundation installation method based on prefabricated concrete bearing platform with reserved foundation ring hole and reserved pile nest holes |
| CN103938645B (en) * | 2014-03-14 | 2016-05-04 | 中国电建集团西北勘测设计研究院有限公司 | The precast concrete cushion cap in reserved basic annular distance and stake nest hole and many pile foundations of the assembled installation method based on this cushion cap |
| KR101652837B1 (en) * | 2016-02-23 | 2016-09-01 | 주식회사 한국지오콘 | Pre-loading apparatus for construction pile and method for constructing the pile using the same |
| KR101683718B1 (en) * | 2016-04-25 | 2016-12-09 | 주식회사 한국지오콘 | Pre-loading apparatus for construction pile and method for constructing the pile using the same |
Also Published As
| Publication number | Publication date |
|---|---|
| JP5200925B2 (en) | 2013-06-05 |
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