JP2009068196A - Construction method for cofferdam wall using steel segment - Google Patents

Construction method for cofferdam wall using steel segment Download PDF

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JP2009068196A
JP2009068196A JP2007235547A JP2007235547A JP2009068196A JP 2009068196 A JP2009068196 A JP 2009068196A JP 2007235547 A JP2007235547 A JP 2007235547A JP 2007235547 A JP2007235547 A JP 2007235547A JP 2009068196 A JP2009068196 A JP 2009068196A
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ring
water
steel
temporary
wall
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JP5057223B2 (en
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Ichiro Osugi
一郎 大杉
Osamu Yoshida
▲将▼ 吉田
Yoshiyuki Hamada
良幸 濱田
Yuki Takahashi
祐基 高橋
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Toray Engineering Co Ltd
Kato Construction Co Ltd
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Toyo Construction Co Ltd
Kato Construction Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To suppress an increase in a construction period and costs, which are required for a cofferdam construction method. <P>SOLUTION: A bearing pile 24 is installed on the outside of a place for installing the cofferdam wall 10, and a hanging girder 26 is formed on the bearing pile 24. A steel segment 14 for forming a ring corresponding to one step is suspended on the hanging girder 26, and the steel segments 24 are annularly connected together on the surface of water so as to form the ring 16. The plurality of rings (16A-16D) are stacked on the surface of the water while the ring 16 is suspended, and the cofferdam wall 10 is elongated downward, so that connecting operations and cut-off operations can be facilitated. Since the cofferdam wall 10 is conveyed in the unit of the steel segment 14 to the place for installing the cofferdam wall 10, conveying operations in this case can be easily performed. A load is applied in the direction of pushing down the uppermost ring from the hanging girder 26, in the state of making the lowermost ring 16A abut on a foundation 20 on the bottom of the water. Thus, a section between the cofferdam wall 10 and the bottom of the water can be more surely sealed. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

本発明は、鋼製セグメントを用いた仮締切工法に関するものである。   The present invention relates to a temporary closing method using a steel segment.

近年、地震被害の軽減を図るべく、既存の建築物の耐震補強が進められている。ここで、橋脚の耐震補強手法として、橋脚の周囲を鋼板やコンクリートで覆うことにより、鉄筋の座屈を防止する手法が、広く採用されている。又、河川等に水没した橋脚の耐震強化工事を行う際には、橋脚の周囲を、耐震補強作業に必要な空間を残して筒状の仮締切壁で覆い、仮締切壁内の水を汲み上げることで、ドライ空間を形成する工法が用いられている。
この際に用いられる仮締切工法として、従来から、水底に鋼矢板を打設して橋脚を取り囲む工法や、浮力を制御することが可能な半割りの函体ブロックを陸上で組立てた後、船でえい航して設置場所まで運び、橋脚を挟み込むことにより、仮締切壁を設置する工法（例えば、特許文献１）が用いられている。 In recent years, seismic reinforcement of existing buildings has been promoted in order to reduce earthquake damage. Here, as a method for seismic reinforcement of the pier, a method of preventing buckling of the reinforcing bars by covering the periphery of the pier with a steel plate or concrete is widely adopted. In addition, when performing seismic strengthening work on a bridge pier that has been submerged in a river, the surrounding area of the pier is covered with a cylindrical temporary fastening wall, leaving the space necessary for the seismic reinforcement work, and the water in the temporary fastening wall is pumped up. Therefore, a method of forming a dry space is used.
As the temporary closing method used in this case, conventionally, a steel sheet pile is placed on the bottom of the water to surround the pier, and a half-cut box block that can control buoyancy is assembled on land. The construction method (for example, patent document 1) which installs a temporary cut-off wall by towing and carrying to an installation place and pinching a bridge pier is used.

特開平１０−１４７９４１号公報Japanese Patent Laid-Open No. 10-147951

しかしながら、鋼矢板を用いる仮締切工法は、河積や航路、環境への配慮が不可欠で作業の手間がかかり、工事期間や費用が多大になるものであった。一方、半割りの函体ブロックを用いる手法も、地上に箱体ブロックの製造場所を確保する必要があり、かつ、箱体の移動作業も大掛かりとなることから、工事費用の増大を避けることは困難である。
本発明は、上記課題に鑑みてなされたものであり、その目的とするところは、仮締切壁の新たな施工方法を提供することにより、仮締切工法に要する工事期間や費用の増大を抑えることにある。 However, the temporary closing method using steel sheet piles requires consideration of the river, the channel, and the environment, which requires time and effort, and increases the construction period and cost. On the other hand, the method using a half box block also needs to secure a manufacturing place for the box block on the ground, and the movement work of the box body is also large, so it is not possible to avoid an increase in construction cost Have difficulty.
This invention is made | formed in view of the said subject, The place made into the objective is suppressing the increase in the construction period and expense which a temporary closing method requires by providing the new construction method of a temporary closing wall. It is in.

（発明の態様）
以下の発明の態様は、本発明の構成を例示するものであり、本発明の多様な構成の理解を容易にするために、項別けして説明するものである。各項は、本発明の技術的範囲を限定するものではなく、発明を実施するための最良の形態を参酌しつつ、各項の構成要素の一部を置換し、削除し、又は、更に他の構成要素を付加したものについても、本願発明の技術的範囲に含まれ得るものである。 (Aspect of the Invention)
The following aspects of the present invention exemplify the configuration of the present invention, and will be described separately for easy understanding of various configurations of the present invention. Each section does not limit the technical scope of the present invention, and some of the components of each section are replaced, deleted, or further while referring to the best mode for carrying out the invention. Those to which the above components are added can also be included in the technical scope of the present invention.

（１）少なくとも一部が水没した構造物の周囲を取り囲むようにして、鋼製セグメントを複数連結して形成されるリングを複数段積み重ねることにより、前記構造物の周囲に筒状のドライ空間を形成する仮締切壁の施工方法であって、前記構造物を中心として、上端部が水上に突出するようにして支持杭を設置して、該支持杭上に吊り桁を形成し、該吊り桁に一段分のリングを形成するための鋼製セグメントを吊下げ、水上にて各鋼製セグメントを環状に連結してリングを形成し、該リングの上に積み重ねられる鋼製セグメントの高さ分だけ該リングを沈降させた後、水上にて該リングの上にセグメントを積み重ねて二段目以降のリングを形成し、かかるリングを積み重ねる工程を最下段のリングが基礎に当接するまで繰り返す仮締切壁の施工方法（請求項１）。   (1) A cylindrical dry space is formed around the structure by stacking a plurality of rings formed by connecting a plurality of steel segments so as to surround the structure where at least a part is submerged. A method for constructing a temporary cutoff wall to be formed, wherein a support pile is installed with an upper end projecting on water with the structure as a center, a suspension girder is formed on the support pile, and the suspension girder A steel segment for forming a ring for one stage is suspended, and each steel segment is connected in an annular shape on water to form a ring, and the height of the steel segments stacked on the ring After the ring is settled, segments are stacked on the ring in water to form second and subsequent rings, and the process of stacking such rings is repeated until the lowermost ring contacts the foundation. Application of The method (Claim 1).

本項に記載の鋼製セグメントを用いた仮締切壁の施工方法は、仮締切壁を設置する場所の外側に支持杭を設置して、支持杭上に吊り桁を形成する。そして、吊り桁に一段分のリングを形成するための鋼製セグメントを吊下げ、水上にて鋼製セグメントを環状に連結してリングを形成することにより、鋼製セグメントの連結作業、止水作業が容易かつ確認作業も確実となる。又、リングを吊下げながら水上で複数積み重ね、仮締切壁を下方へと延ばしていくことで、連結作業、止水作業も容易となる。又、仮締切壁を設置する場所へは、鋼製セグメント単位で搬送することから、かかる搬送作業も容易である。   In the construction method of the temporary cutoff wall using the steel segment described in this section, a support pile is installed outside the place where the temporary cutoff wall is installed, and a suspended girder is formed on the support pile. Then, the steel segment for forming a ring for one stage is suspended on the hanging girder, and the steel segment is connected in an annular shape on the water to form a ring. It is easy and confirmation work is ensured. In addition, a plurality of piles are stacked on the water while the ring is suspended, and the temporary cutoff wall is extended downward, thereby facilitating the connection work and the water stop work. Moreover, since it conveys to the place which installs a temporary cutoff wall per steel segment, this conveyance operation | work is also easy.

（２）上記（１）項において、前記リングを積み重ねる工程を最下段のリングが基礎に当接するまで繰り返した後、更に、前記吊り桁から最上段のリングを押し下げる方向へと荷重を付与する工程を含む仮締切壁の施工方法（請求項２）。
本項に記載の鋼製セグメントを用いた仮締切壁の施工方法は、最下段のリングが基礎に当接した状態で、更に、吊り桁から最上段のリングを押し下げる方向へと荷重を付与することにより、仮締切壁と基礎との間の密閉が、より確実に行われる。 (2) In the above item (1), after repeating the step of stacking the rings until the lowermost ring comes into contact with the foundation, the step of further applying a load in the direction of pushing down the uppermost ring from the hanging girder A method for constructing a temporary cutoff wall (claim 2).
The construction method of the temporary cut-off wall using the steel segment described in this section applies the load in the direction in which the lowermost ring is in contact with the foundation and further pushes down the uppermost ring from the hanging girder. Thus, the sealing between the temporary cutoff wall and the foundation is more reliably performed.

（３）前記リングの積み重ね工程において、適宜、水上にてリングの内壁に支保工を固定する工程を含む仮締切壁の施工方法（請求項３）。
本項に記載の鋼製セグメントを用いた仮締切壁の施工方法は、支保工の固定作業が容易かつ確認作業も容易である。又、仮締切壁と構造物との間に切梁を設置しなくとも、支保工により仮締切壁が補強されるので、仮締切壁の内側の作業空間が切梁に侵食されることがなく、仮締切壁による締め切り空間を小さく抑えることができる。又、巻き立てコンクリートに鋼材の埋殺しがなくなる。 (3) In the stacking step of the ring, a method for constructing a temporary cutoff wall including a step of appropriately fixing a support to the inner wall of the ring on the water (Claim 3).
In the construction method of the temporary cutoff wall using the steel segment described in this section, the fixing work of the support work is easy and the confirmation work is easy. In addition, even if a beam is not installed between the temporary wall and the structure, the temporary wall is reinforced by the support, so that the working space inside the temporary wall is not eroded by the beam. The deadline space due to the temporary deadline wall can be kept small. Moreover, the steel material is not buried in the rolled concrete.

（４）前記基礎上に水中コンクリートを打設して前記最下段のリングの受け面を構成し、該水中コンクリートにアンカーボルトを打ち込み、該アンカーボルトにより前記最下段のリングを固定する工程を含む仮締切壁の施工方法（請求項４）。
本項に記載の鋼製セグメントを用いた仮締切壁の施工方法は、基礎上に水中コンクリートを打設して最下段のリングの受け面を構成し、水中コンクリートにアンカーボルトを打ち込み、アンカーボルトにより最下段のリングを固定することで、仮締切壁の固定を確実に行うものである。しかも、前述のごとく、最下段のリングが基礎に当接した状態で、更に、吊り桁から最上段のリングを押し下げる方向へと荷重を付与することにより、仮締切壁と基礎との間の密閉がより確実に行われるものである。 (4) including a step of placing underwater concrete on the foundation to form a receiving surface of the lowermost ring, driving anchor bolts into the underwater concrete, and fixing the lowermost ring with the anchor bolts; Temporary wall construction method (Claim 4).
The construction method of the temporary cut-off wall using the steel segment described in this section consists of placing underwater concrete on the foundation to form the receiving surface of the lowermost ring, driving the anchor bolt into the underwater concrete, By fixing the lowermost ring, the temporary cutoff wall is securely fixed. Moreover, as described above, with the lowermost ring in contact with the foundation, a load is applied in a direction in which the uppermost ring is pushed down from the suspension girder, thereby sealing between the temporary cutoff wall and the foundation. Is more reliably performed.

（５）前記吊り桁に一段分のリングを形成するための鋼製セグメントを吊下げ、水上にて各鋼製セグメントを環状に連結してリングを形成する工程までに、前記リングの下面に刃口を取り付け、水底前記構造物の周囲に堆積する土砂に対し前記刃口を圧入し、前記刃口を前記基礎の深さに達するように没入させ、仮締切壁の内部で土砂に埋もれた基礎を掘出す工程を含む仮締切壁の施工方法（請求項５）。   (5) A blade is formed on the lower surface of the ring before the step of suspending a steel segment for forming a ring for one stage on the suspension girder and annularly connecting the steel segments on water to form a ring. A foundation in which a mouth is attached, the blade edge is press-fitted into the sediment deposited around the structure of the bottom of the water, the blade edge is immersed so as to reach the depth of the foundation, and the foundation is buried in the earth inside the temporary cutoff wall A method for constructing a temporary cutoff wall including a step of digging out a wall (claim 5).

本項に記載の鋼製セグメントを用いた仮締切壁の施工方法は、基礎が土砂に埋もれているような場合において、仮締切壁の設置工程と平行して基礎の掘出し作業を行うことにより、構造物の周囲に堆積する土砂を予め広範囲にわたって浚渫し、基礎を掘出しておく必要がなくなる。しかも、仮締切壁の内部で土砂に埋もれた基礎を掘出すことから、土砂の浚渫範囲も必要最小限となる。そして、構造物の基礎を掘出すことにより、基礎上への水中コンクリートの打設や、仮締切壁の固定を確実に行うものである。   The construction method of the temporary cut-off wall using the steel segment described in this section, when the foundation is buried in the earth and sand, by excavating the foundation in parallel with the installation process of the temporary cut-off wall, It is no longer necessary to preliminarily excavate the soil that accumulates around the structure over a wide area and excavate the foundation. In addition, since the foundation buried in the earth and sand is dug inside the temporary cutoff wall, the dredging range of the earth and sand is minimized. Then, by excavating the foundation of the structure, it is possible to reliably place the underwater concrete on the foundation and fix the temporary cutoff wall.

本発明はこのように構成したので、仮締切工法に要する工事期間や費用の増大を抑えることが可能となる。   Since this invention was comprised in this way, it becomes possible to suppress the increase in the construction period and expense which a temporary closing method requires.

以下、本発明を実施するための最良の形態を、添付図面に基づいて説明する。
図１、図２には、本発明の実施の形態に係る仮締切壁１０を、水中に設置された橋脚１２の周囲に施工した状態が示されている。仮締切壁１０は、図３に示される鋼製セグメント１４を複数連結して形成されるリング１６を複数段積み重ねることにより、橋脚１２の周囲に、小判型断面を有する筒状のドライ空間Ａを形成するものである。本発明の実施の形態では、鋼製セグメント１４として、図３（ａ）〜（ｃ）に示されるように、上面視で円弧状の鋼製セグメント１４Ｃと、図３（ｄ）〜（ｆ）に示されるように、上面視でＪ字状の鋼製セグメント１４Ｊと、図３（ｇ）〜（ｊ）に示されるように、上面視で直線状の鋼製セグメント１４Ｓとの、三種類が用いられている。各鋼製セグメント１４Ｃ、１４Ｊ、１４Ｓは、何れも縦リブ構造である。又、高さ方向の寸法は、設置環境に応じて適宜設定されるものであるが、一般には、使用される全ての鋼製セグメント１４Ｃ、１４Ｊ、１４Ｓの高さ方向の寸法は揃えられる。 The best mode for carrying out the present invention will be described below with reference to the accompanying drawings.
FIG. 1 and FIG. 2 show a state in which a temporary cutoff wall 10 according to an embodiment of the present invention is constructed around a pier 12 installed in water. The temporary cut-off wall 10 forms a cylindrical dry space A having an oval cross section around the pier 12 by stacking a plurality of stages of rings 16 formed by connecting a plurality of steel segments 14 shown in FIG. To form. In the embodiment of the present invention, as the steel segment 14, as shown in FIGS. 3 (a) to 3 (c), an arcuate steel segment 14C in top view, and FIGS. 3 (d) to (f). As shown in FIG. 3, there are three types of steel segments 14 </ b> J in a top view and straight steel segments 14 </ b> S in a top view as shown in FIGS. 3 (g) to 3 (j). It is used. Each of the steel segments 14C, 14J, and 14S has a vertical rib structure. Moreover, although the dimension of a height direction is suitably set according to an installation environment, generally the dimension of the height direction of all the steel segments 14C, 14J, and 14S used is arrange | equalized.

そして、各段のリング１６Ａ、１６Ｂ、１６Ｃ、１６Ｄ毎に、鋼製セグメント１４Ｃ、１４Ｊ、１４Ｓの使用箇所を変えることにより、各鋼製セグメント１４Ｃ、１４Ｊ、１４Ｓが、各段毎に交互に積み重なるようにして使用される。各鋼製セグメント１４Ｃ、１４Ｊ、１４Ｓの連結はボルトにより行われ、又、各段のリング１６Ａ、１６Ｂ、１６Ｃ、１６Ｄの連結も同様である。又、各鋼製セグメント及び各段のリングの連結面には、止水シールが施される。   Then, the steel segments 14C, 14J, and 14S are alternately stacked at each stage by changing the use location of the steel segments 14C, 14J, and 14S for each stage of the rings 16A, 16B, 16C, and 16D. Used as such. The steel segments 14C, 14J, and 14S are connected by bolts, and the connections of the rings 16A, 16B, 16C, and 16D at the respective stages are the same. Further, a water stop seal is applied to the connecting surface of each steel segment and each stage ring.

又、各段のリング１６Ａ、１６Ｂ、１６Ｃ、１６Ｄの内壁には、Ｈ鋼からなる支保工１８が固定される。なお、支保工１８の縦方向の設置間隔は、各段のリング１６Ａ、１６Ｂ、１６Ｃ、１６Ｄが受ける水圧を考慮して決定されている。そして、最下段のリング（「先端リング」ともいう。）１６Ａは、仮締切壁１０が設置される橋脚１２の基礎２０（図１の例では、フーチング）上に打設された、水中コンクリート２２上に載置される。   A support 18 made of H steel is fixed to the inner wall of each stage ring 16A, 16B, 16C, 16D. Note that the vertical installation interval of the support works 18 is determined in consideration of the water pressure received by the rings 16A, 16B, 16C, and 16D of each stage. The lowermost ring (also referred to as “tip ring”) 16A is an underwater concrete 22 placed on the foundation 20 (footing in the example of FIG. 1) of the pier 12 on which the temporary cutoff wall 10 is installed. Placed on top.

更に、仮締切壁１０の外側、又は、基礎２０の上面の面積が狭い場合等には、必要に応じ内側に、上端部が水上に突出するようにして支持杭２４が設置され、支持杭２４上に、Ｈ鋼を用いて吊り桁２６が形成されている。支持杭２４は、橋脚１２に支承された箱桁３０を避ける位置に設けられる。そして、吊り桁２６と最上段のリング１６Ｄとの間には、吊り桁２６から最上段のリング１６Ｄを押し下げる方向へと荷重を付与するための、スペーサー２８が固定されている。なお、図１に符号３２で示される部分は、後述する仮締切壁の施工作業の際に使用されるジャッキである。又、符号３４で示される部分は、ジャッキ３２と最下段のリング１６Ａとをつなぐ吊りロッドである。   Furthermore, when the area of the outer surface of the temporary cutoff wall 10 or the upper surface of the foundation 20 is small, a support pile 24 is installed on the inside so that the upper end protrudes above the water as necessary. On the top, a hanging girder 26 is formed using H steel. The support pile 24 is provided at a position that avoids the box girder 30 supported by the pier 12. A spacer 28 for applying a load in a direction to push down the uppermost ring 16D from the hanging girder 26 is fixed between the hanging girder 26 and the uppermost ring 16D. In addition, the part shown by the code | symbol 32 in FIG. 1 is a jack used in the case of the construction work of the temporary cutoff wall mentioned later. A portion indicated by reference numeral 34 is a suspension rod that connects the jack 32 and the lowermost ring 16A.

又、図４には、橋脚１２の基礎３６として、ケーソンが設けられている場合における、仮締切壁１０の設置例が示されている。図４の例のごとく、基礎３６の上面が比較的狭いような場合には、支持杭２４は川床３８に直接打設されるが、その他の構成は図１の例と同様である。   FIG. 4 shows an installation example of the temporary cutoff wall 10 when a caisson is provided as the foundation 36 of the pier 12. As in the example of FIG. 4, when the upper surface of the foundation 36 is relatively narrow, the support pile 24 is directly placed on the river bed 38, but the other configurations are the same as in the example of FIG.

ここで、図５〜図２６を参照しながら、図４に示される仮締切壁１０の施工手順を説明する。
まず、図５に示されるように、クレーン付台船４０に装備されたバイブロハンマ（例えば、６０ｋｗ級）４２を使用して、川床３８に支持杭２４を設置する。この際、支持杭２４の上端部が水上に突出するようにして、仮締切壁１０を設置する場所の外側に、通常は４本の支持杭２４を設置する。なお、基礎３６上には、予め水中コンクリート２２が打設される。 Here, the construction procedure of the temporary cutoff wall 10 shown in FIG. 4 will be described with reference to FIGS.
First, as shown in FIG. 5, the support pile 24 is installed on the river bed 38 using a vibro hammer (for example, 60 kW class) 42 equipped on the crane-equipped carriage 40. At this time, the four support piles 24 are usually installed outside the place where the temporary cutoff wall 10 is installed such that the upper end of the support pile 24 protrudes above the water. The underwater concrete 22 is placed in advance on the foundation 36.

続いて、図６に示されるように、起重機船４４を用い、支持杭２４上にＨ鋼により吊り桁２６を組み、図７に示されるように、吊り桁２６上にジャッキ３２を設置する。そして、図８に示されるように、鋼製セグメント１４を搬入し、水上にて複数の鋼製セグメント１４を連結し、先端リング１６Ａ（図９参照）を組立てる。ジャッキ３２は、後述のごとく、リング１６を沈降させて仮締切壁１０を構成するための沈設装置として機能するものであり、ウインチ（図３１、図３２参照）を用いることも可能である。   Subsequently, as shown in FIG. 6, a hoist ship 44 is used to assemble a suspension girder 26 of H steel on the support pile 24, and a jack 32 is installed on the suspension girder 26 as shown in FIG. 7. Then, as shown in FIG. 8, the steel segments 14 are carried in, the plurality of steel segments 14 are connected on the water, and the tip ring 16A (see FIG. 9) is assembled. As will be described later, the jack 32 functions as a sinking device for sinking the ring 16 to form the temporary cutoff wall 10, and a winch (see FIGS. 31 and 32) can also be used.

ここで、吊り桁２６の設置及び先端リング１６Ａの組立には、必要に応じ２つの工法が選択される。まず、比較的大きな作業スペースが確保されている場合の方法（大組架設方法）としては、図１９に示されるように、予め直線状の鋼製セグメント１４Ｓを必要数だけ連結し、これを、吊り桁２６を構成するＨ鋼２６ａにワイヤ４６で吊下げた状態で、Ｈ鋼２６ａ及び鋼製セグメント１４Ｓを一緒に設置場所まで搬入する。そして、Ｈ鋼２６ａに複数の鋼製セグメント１４Ｓを吊下げた状態のまま、Ｈ鋼２６ａを支持杭２４に固定する。   Here, two construction methods are selected as necessary for the installation of the hanging girder 26 and the assembly of the tip ring 16A. First, as a method when a relatively large work space is secured (a large assembly method), as shown in FIG. 19, a necessary number of straight steel segments 14S are connected in advance, The H steel 26 a and the steel segment 14 </ b> S are carried together to the installation location while being suspended by the wire 46 on the H steel 26 a constituting the hanging girder 26. And the H steel 26a is fixed to the support pile 24 in the state which suspended several steel segments 14S on H steel 26a.

又、図２０、図２１に示されるように、予め円弧状及びＪ字状の鋼製セグメント１４Ｃ、１４Ｊを必要数だけ連結し、これを、吊り桁２６を構成するＨ鋼２６ｂにワイヤ４６で吊下げた状態で、Ｈ鋼２６ｂ及び鋼製セグメント１４Ｃ、１４Ｊを一緒に設置場所まで搬入する。そして、Ｈ鋼２６ｂに複数の鋼製セグメント１４Ｃ、１４Ｊを吊下げた状態のまま、Ｈ鋼２６ｂを支持杭２４に固定する。その後、図２２に示されるように、水面に浮かべたフロータ４８に作業者５０が乗り込み、鋼製セグメント１４Ｓ、１４Ｃ、１４Ｊに残された、四箇所の未連結部分の連結作業を行い、先端リング１６Ａを完成させる。   As shown in FIGS. 20 and 21, a necessary number of arc-shaped and J-shaped steel segments 14 </ b> C and 14 </ b> J are connected in advance, and this is connected to the H steel 26 b constituting the suspension girder 26 with a wire 46. In the suspended state, the H steel 26b and the steel segments 14C and 14J are carried together to the installation location. And the H steel 26b is fixed to the support pile 24 with the several steel segments 14C and 14J suspended from the H steel 26b. After that, as shown in FIG. 22, an operator 50 gets on the floater 48 floating on the water surface, and performs connection work of the four unconnected portions left on the steel segments 14S, 14C, 14J, and the tip ring Complete 16A.

一方、十分な作業スペースの確保が困難な場合の方法（小組架設方法）としては、図２３に示されるように、まず、吊り桁２６を構成するＨ鋼２６ａを支持杭２４に固定し、更に、図２４に示されるように、円弧状のＨ鋼２６ｃを固定し、吊り桁２６を完成させる。その後、図２５、図２６に示されるように、鋼製セグメント１４Ｃ、１４Ｊ、１４Ｓを一つづつ搬入して吊り桁２６にワイヤ４６で吊下げる。そして、作業者５０が起重機船４４又は各鋼製セグメント１４Ｃ、１４Ｊ、１４Ｓに乗り、各鋼製セグメント１４Ｓ、１４Ｃ、１４Ｊの連結作業を行うことにより、先端リング１６Ａを完成させる。   On the other hand, as a method in the case where it is difficult to secure a sufficient working space (small assembly method), first, as shown in FIG. 23, the H steel 26a constituting the suspension girder 26 is fixed to the support pile 24, and further 24, the arc-shaped H steel 26c is fixed, and the hanging girder 26 is completed. Thereafter, as shown in FIGS. 25 and 26, the steel segments 14 </ b> C, 14 </ b> J, and 14 </ b> S are carried one by one and are suspended from the suspension girders 26 by the wires 46. And the operator 50 gets on the hoist ship 44 or each steel segment 14C, 14J, 14S, and completes the front end ring 16A by performing connection work of each steel segment 14S, 14C, 14J.

続いて、図９に示されるように、ジャッキ３２と先端リング１６Ａとを吊りロッド３４でつなぎ、先端リング１６Ａをジャッキ３２に吊下げ、ワイヤ４６（図１９〜図２６）を取り外す。そして、図１０に示されるように、水上にて先端リング１６Ａの内壁に、支保工１８を固定する。その後、ジャッキ３２を作動させて、図１１に示されるように、先端リング１６Ａの上に積み重ねられる鋼製セグメント１４の高さ分だけ、先端リング１６Ａを沈降させる。   Subsequently, as shown in FIG. 9, the jack 32 and the tip ring 16A are connected by the suspension rod 34, the tip ring 16A is suspended from the jack 32, and the wire 46 (FIGS. 19 to 26) is removed. Then, as shown in FIG. 10, a support 18 is fixed to the inner wall of the tip ring 16A on the water. Thereafter, the jack 32 is actuated, and the tip ring 16A is lowered by the height of the steel segment 14 stacked on the tip ring 16A, as shown in FIG.

ここで、ジャッキ３２は、図２７に示されるように、鉛直方向に作動する油圧ジャッキ５２と、油圧ジャッキ５２と同軸上に吊りロッド３４を軸支し、かつ、吊りロッド３４の仮止め孔３４ａにロックピン５４ａを挿入して、吊りロッド３４の鉛直方向の位置を固定するロックピンジャッキ５４とを備えている。又、油圧ジャッキ５２とロックピンジャッキ５４との間に、吊りロット３４を連結するためのロッド継ぎスペース５６が確保されている。そして、図２７、図２８に示されるように、油圧ジャッキ５２を上死点に保持した状態で、先端リング１６Ａを構成する鋼製セグメント１４の連結ナックル１４ａ及び油圧ジャッキ５２の連結ナックル５２ａに、吊りロッド３４の連結孔３４ｂを合せて、連結ピン５８を挿通することにより、吊りロッド３４を介して、先端リング１６Ａをジャッキ３２に吊下げるものである。   Here, as shown in FIG. 27, the jack 32 includes a hydraulic jack 52 that operates in the vertical direction, a suspension rod 34 that is coaxially supported by the hydraulic jack 52, and a temporary fixing hole 34 a of the suspension rod 34. And a lock pin jack 54 for inserting the lock pin 54a and fixing the position of the suspension rod 34 in the vertical direction. Further, a rod joint space 56 for connecting the suspension lot 34 is secured between the hydraulic jack 52 and the lock pin jack 54. 27 and 28, with the hydraulic jack 52 held at the top dead center, the connecting knuckle 14a of the steel segment 14 constituting the tip ring 16A and the connecting knuckle 52a of the hydraulic jack 52 are The tip ring 16 </ b> A is suspended from the jack 32 via the suspension rod 34 by inserting the connection pin 58 together with the connection hole 34 b of the suspension rod 34.

そして、油圧ジャッキ５２を上死点から下降させることにより、一段のリング分だけリング１６Ａを沈降させ、ロックピンジャッキ５４のロックピン５４ａを、吊りロッド３４の仮止め孔３４ａに挿入して、吊りロッド３４の鉛直方向の位置を固定する。この状態で、油圧ジャッキ５２を吊りロッド３４から切り離し、油圧ジャッキ５２を再び上死点に復帰させる。そして、ロッド継ぎスペース５６を利用して、別の吊りロッド３４を継ぎ足し、継ぎ足した吊りロッド３４を油圧ジャッキの連結ナックル５２ａに連結する。   Then, by lowering the hydraulic jack 52 from the top dead center, the ring 16A is settled by one stage of the ring, and the lock pin 54a of the lock pin jack 54 is inserted into the temporary fixing hole 34a of the suspension rod 34 and suspended. The position of the rod 34 in the vertical direction is fixed. In this state, the hydraulic jack 52 is disconnected from the suspension rod 34, and the hydraulic jack 52 is returned to the top dead center again. Then, using the rod joint space 56, another suspension rod 34 is added, and the added suspension rod 34 is connected to the connection knuckle 52a of the hydraulic jack.

続いて、図１２に示されるように、水上にて先端リング１６Ａの上にセグメント１４を積み重ねて、図１３に示されるように二段目のリング１６Ｂを形成し、更に、水上にて二段目のリング１６Ｂの内壁に、支保工１８を固定する。その後、ロックピンジャッキ５４のロックピン５４ａを、吊りロッド３４の仮止め孔３４ａから抜き取り、ジャッキ３２を作動させて、図１４に示されるように、一段のリング分だけ、先端リング１６Ａ及び二段目のリング１６Ｂを沈降させる。この図１２〜図１４の作業を、図１５に示されるように、先端リング１６Ａが基礎３６上に打設された水中コンクリート２２に当接するまで繰り返す。   Subsequently, as shown in FIG. 12, the segments 14 are stacked on the tip ring 16A on the water to form a second-stage ring 16B as shown in FIG. A support 18 is fixed to the inner wall of the eye ring 16B. Thereafter, the lock pin 54a of the lock pin jack 54 is removed from the temporary fixing hole 34a of the suspension rod 34, the jack 32 is operated, and as shown in FIG. The eye ring 16B is allowed to settle. The operations shown in FIGS. 12 to 14 are repeated until the tip ring 16A comes into contact with the underwater concrete 22 placed on the foundation 36 as shown in FIG.

続いて、図１６に示されるように、潜水作業により、先端リング１６Ａを水中コンクリート２２に対し固定する。なお、図２９に示されるように、先端リング１６Ａを構成する鋼製セグメント１４の下面には、止水ゴム６０及び固定用ブラケット６２が取り付けられている。そして、水中コンクリート２２に対しアンカーボルト６４を打ち込み、固定鋼材６６を固定ブラケット６２に押し当てることにより、仮締切壁１０は押し下げられ、止水ゴム６０は水中コンクリート２２に密着して弾性変形する。なお、図２９に符号６８で示される部分は、仮締切壁１０に水圧が作用することを防ぐために、仮締切壁１０の内外を連通するバルブであり、複数の鋼製セグメント１４に予め設けられている。そして、図５〜図１７までの作業は、このバルブ６８を開放した状態で行われる。   Subsequently, as shown in FIG. 16, the tip ring 16 </ b> A is fixed to the underwater concrete 22 by diving work. As shown in FIG. 29, a water stop rubber 60 and a fixing bracket 62 are attached to the lower surface of the steel segment 14 constituting the tip ring 16A. The anchor bolt 64 is driven into the underwater concrete 22 and the fixed steel material 66 is pressed against the fixed bracket 62, whereby the temporary cutoff wall 10 is pushed down, and the waterstop rubber 60 is in close contact with the underwater concrete 22 and elastically deforms. 29 is a valve that communicates the inside and outside of the temporary cutoff wall 10 in order to prevent water pressure from acting on the temporary cutoff wall 10, and is provided in advance in the plurality of steel segments 14. ing. The operations from FIG. 5 to FIG. 17 are performed with the valve 68 opened.

続いて、図１７に示されるように、吊り桁２６と最上段のリング１６Ｄとの間に、スペーサー２８が固定されることで、吊り桁２６から最上段のリング１６Ｄを押し下げる方向へと荷重が付与される。
最後に、鋼製セグメント１４に設けられたバルブ６８（図２９）を閉じ、図１８に示されるように、ポンプ７０により仮締切壁１０内部の水を排水することで、図１、図４に示されるように、橋脚１２の周囲に筒状のドライ空間Ａを形成することができる。
なお、仮締切壁１０の撤去作業は、上記各手順を逆進行させることにより行うものである。 Subsequently, as shown in FIG. 17, the spacer 28 is fixed between the hanging girder 26 and the uppermost ring 16 </ b> D, so that a load is applied in a direction in which the uppermost ring 16 </ b> D is pushed down from the hanging girder 26. Is granted.
Finally, the valve 68 (FIG. 29) provided in the steel segment 14 is closed, and the water inside the temporary cutoff wall 10 is drained by the pump 70 as shown in FIG. As shown, a cylindrical dry space A can be formed around the pier 12.
In addition, the removal operation | work of the temporary cutoff wall 10 is performed by making each said procedure reversely advance.

又、基礎が土砂に埋もれているような場合には、図３０に示されるように、先端リング１６Ａの下面に刃口７２を取り付け、水底３８の橋脚１２の周囲に堆積する土砂に対し刃口７２を圧入することで、刃口７２を基礎３６の深さに達するように没入させる。そして、仮締切壁１０の内部で土砂に埋もれた基礎３６を掘出し、水中コンクリート２２を打設する。この場合における、先端リング１６Ａを水中コンクリート２２に対し固定する手法は、図２９と同様である。   When the foundation is buried in the earth and sand, as shown in FIG. 30, the edge 72 is attached to the lower surface of the tip ring 16 </ b> A, and the edge is attached to the earth and sand accumulated around the pier 12 of the water bottom 38. By press-fitting 72, the blade edge 72 is immersed so as to reach the depth of the foundation 36. Then, the foundation 36 buried in the earth and sand is dug inside the temporary cutoff wall 10 and the underwater concrete 22 is placed. In this case, the method of fixing the tip ring 16A to the underwater concrete 22 is the same as that shown in FIG.

なお、ジャッキ３２及び吊りロッド３４を用いた沈設装置に代えて、図３１に示されるように、ウインチ７４及びワイヤ７６を用いて、沈設装置を構成することも可能である。この場合、ウインチ７４の能力に余裕を持たせることが出来ないような場合には、図３２に示されるように、複数の滑車７８にワイヤ７６を掛け回し、二台のウインチ７４及び１本のワイヤ７６で、リング１６を吊下げるように、ワイヤーリングを行うことが望ましい。   Instead of the sinking device using the jack 32 and the suspension rod 34, as shown in FIG. 31, it is also possible to configure the sinking device using a winch 74 and a wire 76. In this case, when it is not possible to provide a sufficient capacity for the winch 74, as shown in FIG. 32, the wire 76 is wound around the plurality of pulleys 78, and the two winches 74 and one It is desirable to perform the wire ring so that the ring 16 is suspended by the wire 76.

さて、上記構成をなす本発明の実施の形態によれば、次のような作用効果を得ることが可能である。まず、本発明の実施の形態に係る仮締切壁の施工方法は、少なくとも一部が水没した構造物（本発明の実施の形態では、橋脚１２。）の周囲を取り囲むようにして、鋼製セグメント１４を複数連結して形成されるリング１６を複数段積み重ねることにより、構造物１２の周囲に筒状のドライ空間Ａを形成するものである。この際に、仮締切壁１０を設置する場所の外側に支持杭２４を設置して、支持杭上２４に吊り桁２６を形成する。そして、吊り桁２６に一段分のリングを形成するための鋼製セグメント１４を吊下げ、水上にて鋼製セグメント１４を環状に連結してリング１６を形成することで、鋼製セグメント１４の連結作業、止水作業が容易かつ確認作業も確実となる。又、このリング１６を吊下げながら水上で積み重ね、仮締切壁１０を下方へと延ばしていくことで、各段のリング１６Ａ、１６Ｂ、１６Ｃ、１６Ｄの連結作業、止水作業も容易となる。又、仮締切壁１０を設置する場所へは、適宜、鋼製セグメント１４単位で搬送することが可能であり、かかる搬送作業も容易となる。   Now, according to the embodiment of the present invention configured as described above, the following operational effects can be obtained. First, a method for constructing a temporary cutoff wall according to an embodiment of the present invention includes a steel segment that surrounds the periphery of a structure (a pier 12 in the embodiment of the present invention) that is at least partially submerged. A cylindrical dry space A is formed around the structure 12 by stacking a plurality of rings 16 formed by connecting a plurality of the rings 14. At this time, the support pile 24 is installed outside the place where the temporary cutoff wall 10 is installed, and the suspension girder 26 is formed on the support pile 24. Then, the steel segment 14 for forming a ring for one stage is suspended from the hanging girder 26, and the steel segment 14 is annularly connected on the water to form the ring 16, thereby connecting the steel segments 14. Work and water stop work are easy and confirmation work is ensured. Further, the ring 16 is piled on the water while being suspended, and the temporary cutoff wall 10 is extended downward, so that the connection work and the water stop work of the respective rings 16A, 16B, 16C, and 16D are facilitated. In addition, it is possible to transport the temporary cutoff wall 10 in units of the steel segments 14 as appropriate, and the transporting operation becomes easy.

又、最下段のリング１６Ａが基礎２０、３６（水中コンクリート２２）に当接した状態で、更に、吊り桁２６から最上段のリングを押し下げる方向へと荷重を付与することにより、仮締切壁１０と基礎との間の密閉が確実に行われることとなる。かかる荷重の付与は、吊り桁２６と最上段のリング１６Ｄとの間に設置されるスペーサー２８により行われるものである。そして、仮締切壁１０は押し下げられ、止水ゴム６０が水中コンクリート２２に密着して弾性変形することで、高い水密性が得られるものとなる。なお、仮締切壁１０に浮力が作用するような場合には、スペーサー２８は、仮締切壁１０の浮き上がり防止機能も兼ねるものとなる。   In addition, with the lowermost ring 16A in contact with the foundations 20 and 36 (underwater concrete 22), by further applying a load in a direction to push down the uppermost ring from the suspension girder 26, the temporary cutoff wall 10 is applied. The sealing between the base and the foundation is surely performed. The load is applied by a spacer 28 installed between the hanging girder 26 and the uppermost ring 16D. The temporary cutoff wall 10 is pushed down, and the water-stopping rubber 60 comes into close contact with the underwater concrete 22 and elastically deforms, whereby high water tightness is obtained. In the case where buoyancy acts on the temporary cutoff wall 10, the spacer 28 also serves as a function of preventing the temporary cutoff wall 10 from being lifted.

又、リング１６の積み重ね工程において、適宜、水上にてリング１６の内壁に支保工１８を固定する工程を含むことから、支保工１８の固定作業が容易かつ確認作業も容易である。又、仮締切壁１０と橋脚１２との間に切梁を設置しなくとも、支保工１８により仮締切壁１０が補強されるので、仮締切壁１０の内側の作業空間が切梁に侵食されることがなく、仮締切壁１０による締め切り空間を小さく抑えることができる。又、巻き立てコンクリートに鋼材の埋殺しがなくなる。   In addition, the stacking process of the ring 16 includes a process of appropriately fixing the support 18 to the inner wall of the ring 16 on the water, so the fixing work of the support 18 is easy and the confirmation work is also easy. Further, even if a beam is not installed between the temporary cutoff wall 10 and the pier 12, the temporary cutoff wall 10 is reinforced by the support work 18, so that the working space inside the temporary cutoff wall 10 is eroded by the cut beam. Therefore, it is possible to suppress the space for the temporary cutoff wall 10 to be small. Moreover, the steel material is not buried in the rolled concrete.

又、基礎２０、３６上に水中コンクリート２２を打設して最下段のリング１６Ａの受け面を構成し、水中コンクリート２２にアンカーボルト６４を打ち込み、アンカーボルト６４により最下段のリング１６Ａを固定することで、仮締切壁１０の固定を確実に行うことができる。しかも、最下段のリング１６Ａが基礎上に打設された水中コンクリート２２に当接した状態で、更に、吊り桁２６から最上段のリング１６Ｄを押し下げる方向へと荷重を付与することにより、仮締切壁１０と水中コンクリート２２との間の密閉がより確実に行われることとなる。又、河川の流れや潮流の影響を受けることなく、仮締切壁１０の位置をより確実に固定することができる。   Further, the underwater concrete 22 is placed on the foundations 20 and 36 to form the receiving surface of the lowermost ring 16A, the anchor bolt 64 is driven into the underwater concrete 22, and the lowermost ring 16A is fixed by the anchor bolt 64. Thus, the temporary cutoff wall 10 can be reliably fixed. Moreover, in the state where the lowermost ring 16A is in contact with the underwater concrete 22 placed on the foundation, a load is further applied from the suspension girder 26 in the direction of pushing down the uppermost ring 16D, thereby temporarily closing. The sealing between the wall 10 and the underwater concrete 22 is more reliably performed. Moreover, the position of the temporary cutoff wall 10 can be more reliably fixed without being influenced by the flow of the river or the tide.

又、図３０に示されるように、基礎２０、３６が土砂に埋もれているような場合において、仮締切壁１０の設置工程と平行して基礎の掘出し作業を行うものであり、構造物１２の周囲に堆積する土砂を予め広範囲にわたって浚渫し、基礎２０、３６を掘出しておく必要が無い。しかも、仮締切壁１０の内部で土砂に埋もれた基礎２０、３６を掘出すことから、土砂の浚渫範囲も必要最小限となる。そして、構造物１２の基礎２０、３６を掘出すことにより、基礎２０、３６上への水中コンクリート２２の打設や、仮締切壁１０の固定を確実に行うものである。
なお、本発明の実施の形態では、小判型断面形状を有する橋脚１２の周囲に、小判型断面を有する筒状のドライ空間Ａを形成する場合について説明したが、当然に、円形又は矩形の断面形状を有する橋脚の周囲に、円形又は矩形の断面を有する筒状のドライ空間Ａを形成することも可能である。そして、各々のケースに適した鋼製セグメントを使用することで、同様の作用効果を得ることができることは、理解されるであろう。 In addition, as shown in FIG. 30, when the foundations 20 and 36 are buried in the earth and sand, the foundation is excavated in parallel with the installation process of the temporary cutoff wall 10. There is no need to scour the sediments accumulated in the surrounding area over a wide area in advance and excavate the foundations 20 and 36. In addition, since the foundations 20 and 36 buried in the earth and sand are dug inside the temporary cutoff wall 10, the dredging range of the earth and sand is minimized. Then, by digging the foundations 20 and 36 of the structure 12, the placement of the underwater concrete 22 on the foundations 20 and 36 and the fixing of the temporary cutoff wall 10 are performed reliably.
In the embodiment of the present invention, the case where the cylindrical dry space A having the oval cross section is formed around the pier 12 having the oval cross section is described. Of course, the circular or rectangular cross section is formed. It is also possible to form a cylindrical dry space A having a circular or rectangular cross section around a pier having a shape. It will be understood that similar effects can be obtained by using a steel segment suitable for each case.

本発明の実施の形態に係る鋼製セグメントを用いた仮締切工法の模式図である。It is a schematic diagram of the temporary closing method using the steel segment which concerns on embodiment of this invention. 図１に示される仮締切壁の平面図である。It is a top view of the temporary cutoff wall shown by FIG. 図１、図２に示される仮締切壁を構成する、鋼製セグメントの単体図であり、（ａ）〜（ｃ）は上面視で円弧状の鋼製セグメントの三面図、（ｄ）〜（ｆ）は上面視でＪ字状の鋼製セグメントの三面図、（ｇ）〜（ｊ）は上面視で直線状の鋼製セグメントの三面図を夫々示している。It is a single figure of the steel segment which comprises the temporary cut-off wall shown by FIG. 1, FIG. 2, (a)-(c) is a three-plane figure of an arc-shaped steel segment in top view, (d)-( f) shows three views of the J-shaped steel segment in a top view, and (g) to (j) show three views of the straight steel segment in a top view. 本発明の実施の形態に係る鋼製セグメントを用い、ケーソンの周囲に仮締切壁を設置した状態を示す模式図である。It is a schematic diagram which shows the state which used the steel segment which concerns on embodiment of this invention, and installed the temporary cutoff wall around the caisson. 図４に示される仮締切壁の、支持杭打設工程を示す説明図である。It is explanatory drawing which shows the support pile placing process of the temporary cutoff wall shown by FIG. 図５に続く、吊り桁架設工程を示す説明図である。FIG. 6 is an explanatory diagram illustrating a hanging girder erection process following FIG. 5. 図６に続く、沈設装置設置工程を示す説明図である。FIG. 7 is an explanatory diagram illustrating a sunk apparatus installation process following FIG. 6. 図７に続く、先端リング組立工程を示す説明図である。FIG. 8 is an explanatory view showing a tip ring assembly process following FIG. 7. 図８に続く、吊りロッド設置工程を示す説明図である。FIG. 9 is an explanatory diagram illustrating a hanging rod installation process following FIG. 8. 図９に続く、最下段支保工設置工程を示す説明図である。It is explanatory drawing which shows the lowest stage support installation process following FIG. 図１０に続く、一リング分沈降工程を示す説明図である。It is explanatory drawing which shows the one-ring part sedimentation process following FIG. 図１１に続く、二段目リング設置工程を示す説明図である。It is explanatory drawing which shows the 2nd step | paragraph ring installation process following FIG. 図１２に続く、支保工設置工程を示す説明図である。FIG. 13 is an explanatory diagram illustrating a support work installation process following FIG. 12. 図１３に続く、一リング分沈降工程を示す説明図である。It is explanatory drawing which shows the one-ring part sedimentation process following FIG. 図１４に続く、最上段リング設置及び橋脚基礎定着工程を示す説明図である。It is explanatory drawing which shows the uppermost ring installation and pier foundation fixing process following FIG. 図１５に続く、アンカーボルト固定工程を示す説明図である。FIG. 16 is an explanatory diagram illustrating an anchor bolt fixing process following FIG. 15. 図１６に続く、荷重付与工程を示す説明図である。It is explanatory drawing which shows the load provision process following FIG. 図１７に続く、仮締切内排水工程を示す説明図である。FIG. 18 is an explanatory view showing a drainage process in the temporary closing, following FIG. 17. 吊り桁の設置及び先端リング組立の際の、大組架設方法の第１工程を示す模式図である。It is a schematic diagram which shows the 1st process of the large assembly construction method in the case of installation of a hanging girder, and a tip ring assembly. 図１９に続く、大組架設方法の第２工程を示す模式図である。It is a schematic diagram which shows the 2nd process of the large assembly construction method following FIG. 図２０に続く、大組架設方法の第３工程を示す模式図である。It is a schematic diagram which shows the 3rd process of the large assembly construction method following FIG. 図２１に続く、大組架設方法の最終工程を示す模式図である。FIG. 22 is a schematic diagram illustrating a final step of the large assembly method following FIG. 21. 吊り桁の設置及び先端リング組立の際の、小組架設方法の第１工程を示す模式図である。It is a schematic diagram which shows the 1st process of the small assembly construction method in the case of installation of a hanging girder, and a tip ring assembly. 図２３に続く、小組架設方法の第２工程を示す模式図である。It is a schematic diagram which shows the 2nd process of the small assembly construction method following FIG. 図２４に続く、小組架設方法の第３工程を示す模式図である。It is a schematic diagram which shows the 3rd process of the small assembly construction method following FIG. 図２５に続く、小組架設方法の最終工程を示す模式図である。It is a schematic diagram which shows the last process of the small assembly construction method following FIG. 沈設装置であるジャッキの設置例を示す斜視図である。It is a perspective view which shows the example of installation of the jack which is a sunk apparatus. 図２７に示されるジャッキ及び吊りロッドを示すものであり、（ａ）は正面図、（ｂ）はジャッキの側面図である。It shows the jack and the suspension rod shown in FIG. 27, (a) is a front view, (b) is a side view of the jack. 図１６のアンカーボルト固定工程において施される、先端リングと水中コンクリート２２との固定状態を示す拡大図である。It is an enlarged view which shows the fixed state of the front-end | tip ring and the underwater concrete 22 given in the anchor bolt fixing process of FIG. 基礎が土砂に埋もれているような場合の、鋼製セグメントを用いた仮締切工法の模式図である。It is a schematic diagram of the temporary closing method using a steel segment when the foundation is buried in earth and sand. 沈設装置であるウインチの設置例を示す斜視図である。It is a perspective view which shows the example of installation of the winch which is a sunk apparatus. 図３１に示されるウインチ及びワイヤを示すものであり、（ａ）はワイヤーリングの概略図、（ｂ）はワイヤーリングの拡大図である。FIG. 32 shows the winch and the wire shown in FIG. 31, (a) is a schematic view of the wire ring, and (b) is an enlarged view of the wire ring.

符号の説明Explanation of symbols

１０：仮締切壁、１２：橋脚、 １４、１４Ｃ、１４Ｊ、１４Ｓ：鋼製セグメント、 １６、１６Ａ、１６Ｂ、１６Ｃ、１６Ｄ、１６Ｅ：リング、１８：支保工、 ２０、３６：基礎、２２：水中コンクリート、２４：支持杭、２６：吊り桁、２８：スペーサー、３２： ジャッキ、、３４：吊りロッド、４６：ワイヤ、６０：止水ゴム、６４：アンカーボルト、７０：ポンプ、７２：刃口、７４：ウインチ、７６：ワイヤ、７８：滑車   10: Temporary cutoff wall, 12: Bridge pier, 14, 14C, 14J, 14S: Steel segment, 16, 16A, 16B, 16C, 16D, 16E: Ring, 18: Supporting work, 20, 36: Foundation, 22: Underwater Concrete, 24: Support pile, 26: Suspension girder, 28: Spacer, 32: Jack, 34: Suspension rod, 46: Wire, 60: Waterproof rubber, 64: Anchor bolt, 70: Pump, 72: Blade edge, 74: winch, 76: wire, 78: pulley

Claims (5)

少なくとも一部が水没した構造物の周囲を取り囲むようにして、鋼製セグメントを複数連結して形成されるリングを複数段積み重ねることにより、前記構造物の周囲に筒状のドライ空間を形成する仮締切壁の施工方法であって、
前記構造物を中心として、上端部が水上に突出するようにして支持杭を設置して、該支持杭上に吊り桁を形成し、
該吊り桁に一段分のリングを形成するための鋼製セグメントを吊下げ、水上にて各鋼製セグメントを環状に連結してリングを形成し、
該リングの上に積み重ねられる鋼製セグメントの高さ分だけ該リングを沈降させた後、
水上にて該リングの上にセグメントを積み重ねて二段目以降のリングを形成し、
かかるリングを積み重ねる工程を最下段のリングが基礎に当接するまで繰り返すことを特徴とする仮締切壁の施工方法。 A temporary dry space is formed around the structure by stacking a plurality of rings formed by connecting a plurality of steel segments so as to surround at least a part of the submerged structure. A method for constructing a cutoff wall,
Centering on the structure, installing a support pile so that the upper end protrudes on the water, forming a hanging girder on the support pile,
A steel segment for forming a ring for one stage is hung on the suspension girder, and each steel segment is connected in an annular shape on water to form a ring,
After sinking the ring by the height of the steel segments stacked on the ring,
Stacking segments on the ring on the water to form the second and subsequent rings,
A method for constructing a temporary cutoff wall, characterized in that the process of stacking such rings is repeated until the lowermost ring contacts the foundation. 前記リングを積み重ねる工程を最下段のリングが基礎に当接するまで繰り返した後、更に、前記吊り桁から最上段のリングを押し下げる方向へと荷重を付与する工程を含むことを特徴とする請求項１記載の仮締切壁の施工方法。 2. The method according to claim 1, further comprising the step of applying a load in a direction to push down the uppermost ring from the suspension girder after repeating the step of stacking the rings until the lowermost ring contacts the foundation. The construction method of the temporary cutoff wall as described. 前記リングの積み重ね工程において、適宜、水上にてリングの内壁に支保工を固定する工程を含むことを特徴とする請求項１又は２記載の仮締切壁の施工方法。 The method for constructing a temporary cutoff wall according to claim 1, wherein the stacking step of the ring includes a step of appropriately fixing a support to the inner wall of the ring on the water. 前記基礎上に水中コンクリートを打設して前記最下段のリングの受け面を構成し、該水中コンクリートにアンカーボルトを打ち込み、該アンカーボルトにより前記最下段のリングを固定する工程を含むことを特徴とする請求項１から３のいずれか１項記載の仮締切壁の施工方法。 Placing underwater concrete on the foundation to form a receiving surface of the lowermost ring, driving anchor bolts into the underwater concrete, and fixing the lowermost ring with the anchor bolts. The construction method of the temporary cutoff wall of any one of Claim 1 to 3. 前記吊り桁に一段分のリングを形成するための鋼製セグメントを吊下げ、水上にて各鋼製セグメントを環状に連結してリングを形成する工程までに、
前記リングの下面に刃口を取り付け、
水底の前記構造物の周囲に堆積する土砂に対し前記刃口を圧入し、前記刃口を前記基礎の深さに達するように没入させ、仮締切壁の内部で土砂に埋もれた基礎を掘出す工程を含むことを特徴とする請求項１から４のいずれか１項記載の仮締切壁の施工方法。 By suspending a steel segment for forming a ring for one stage on the suspension girder, and connecting each steel segment in a ring shape on the water to form a ring,
A blade is attached to the lower surface of the ring,
The blade edge is pressed into the sediment deposited around the structure on the bottom of the water, the blade edge is immersed so as to reach the depth of the foundation, and a foundation buried in the earth and sand is dug inside the temporary cutoff wall. The method for constructing a temporary cutoff wall according to any one of claims 1 to 4, further comprising a step.
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