JP4698491B2 - Temporary closing method and structure of underwater structure - Google Patents

Temporary closing method and structure of underwater structure Download PDF

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JP4698491B2
JP4698491B2 JP2006159250A JP2006159250A JP4698491B2 JP 4698491 B2 JP4698491 B2 JP 4698491B2 JP 2006159250 A JP2006159250 A JP 2006159250A JP 2006159250 A JP2006159250 A JP 2006159250A JP 4698491 B2 JP4698491 B2 JP 4698491B2
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等 中山
裕之 小池
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鹿島建設株式会社
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本発明は水中構造物の仮締切工法及び構造に関し、とくに橋脚、基礎杭等の水中構造物を周囲の水から一時的に締め切る仮締切工法及び構造に関する。   The present invention relates to a temporary closing method and structure of an underwater structure, and more particularly to a temporary closing method and structure for temporarily closing an underwater structure such as a pier and a foundation pile from surrounding water.

沿岸域や河川内に構築された橋脚、基礎杭等の水中構造物を調査・補修・耐震補強等する場合に、周囲の水を一時的に締め切り、構造物の回りにドライな作業空間を創り出すため、構造物の外周を囲む仮締切工が必要となる。このような水中の仮締切工として従来から、水中構造物の外周の水底に鋼矢板を同心状に2列で打ち込み、その間に土砂を詰めて止水効果及び剛性を高めた二重締切工が用いられている。しかし二重締切工は、鋼矢板の設置・解体作業に手間がかかり、橋脚等のように上空(空頭)制限がある場合には鋼矢板の施工が難しくなり、比較的広い面積を占有するので水上交通等の妨げとなり得る等の問題がある。良好な止水効果が得られ、しかも設置・解体作業が簡単な仮締切工法の開発が求められている。   When investigating, repairing, or seismically reinforcing underwater structures such as bridge piers and foundation piles constructed in coastal areas and rivers, temporarily close off the surrounding water and create a dry work space around the structure. For this reason, a temporary closing work surrounding the outer periphery of the structure is required. Conventionally, as such underwater temporary closing work, a double closing work has been conducted in which steel sheet piles are driven concentrically into the bottom of the outer periphery of the underwater structure in two rows, and earth and sand are packed between them to increase the water stop effect and rigidity. It is used. However, double deadlines require time and labor for installation and dismantling of steel sheet piles. If there are restrictions on the sky (empty head) such as bridge piers, construction of steel sheet piles becomes difficult and occupies a relatively large area. There are problems such as hindrance to water traffic. There is a demand for the development of a temporary closing method that provides a good water-stopping effect and that is easy to install and dismantle.

これに対し特許文献1は、図5(A)に示すように、橋脚等の水中構造物1の基礎(フーチング)5に複数の定着アンカー(アンカーボルト)40の一端を定着し、水中構造物1の鉛直方向及び周方向に沿って相互に連結可能な複数のプレキャストパネル30を定着アンカー40に挿通させながら水中構造物1の基礎5上に積層連結し、定着アンカー40にプレストレス力を導入して積層連結したプレキャストパネル30を基礎5と一体化することにより仮締切工を構築する方法を開示している。プレキャストパネル30は、例えば同図(C)に示すように構造物1を囲む環状断面を等角度間隔で分割した形状のものであり、円弧状に湾曲したスキンプレート31と、スキンプレート31の周方向両端と中央部分に固定された縦梁32と、スキンプレート31及び縦梁32の上下方向両端に固定された横梁33a、33bとを有する。横梁33a、33bには定着アンカー40を挿通させる挿通孔35を穿つ。   On the other hand, as shown in FIG. 5 (A), Patent Document 1 fixes one end of a plurality of anchors (anchor bolts) 40 to a foundation (footing) 5 of an underwater structure 1 such as a bridge pier and the like. A plurality of precast panels 30 that can be connected to each other along the vertical direction and the circumferential direction of 1 are stacked on the foundation 5 of the underwater structure 1 while being inserted into the anchor 40, and prestressing force is introduced to the anchor 40 Thus, a method of constructing a temporary closing work by integrating the precast panel 30 laminated and connected with the foundation 5 is disclosed. The precast panel 30 has, for example, a shape in which an annular cross section surrounding the structure 1 is divided at equal angular intervals as shown in FIG. Longitudinal beams 32 fixed to both ends and the center of the direction, and horizontal beams 33a and 33b fixed to both ends of the skin plate 31 and the vertical beams 32 in the vertical direction. The horizontal beams 33a and 33b are provided with insertion holes 35 through which the fixing anchors 40 are inserted.

図5(A)の仮締切工を組み立てる際は、先ず基礎5の頂面に所要間隔を隔てて複数の定着アンカー40の下端をそれぞれ貫入固設したのち、複数のプレキャストパネル30を水面上で水中構造物1を囲むように環状に組み立て、その内周面と構造物1の外周面との間にリング状の支保工21を取り付ける。隣接するプレキャストパネル30の間には適当な止水 シール材を介在させ、更に縦梁32の凹部36、凸部37を相互に嵌合させて仮締切工の水密性を確保する。次に環状に組み立てた下段のプレキャストパネル30を水中に吊り下げ、その上段側に同様な方法でプレキャストパネル30を組み立てて順次積層する。上下のプレキャストパネル30の間にも適当な止水シール材を介在させて水密性を確保する。また、同図(B)に示すように最下段のプレキャストパネル30の下横梁33bの外側端には、基礎5の側面に沿って下方に延びるスカート部42を設ける。最下段プレキャストパネル30が基礎5の近傍に到達した段階で、各段のプレキャストパネル30の挿通孔35に定着アンカー40を挿通すると共に、最下段のスカート部42と基礎5の上面及び側面との間に注入管44経由で止水モルタル20aを打設して仮締切工の水密性を確保する。図示例の最下段プレキャストパネル30には、スカート部42と共に、スカート部42の背面側の補強プレート43と、モルタルの内側への流出を防止する可撓性部材41とが設けられている。   When assembling the temporary closing work shown in FIG. 5 (A), first, the lower ends of a plurality of anchoring anchors 40 are respectively penetrated and fixed on the top surface of the foundation 5 at a required interval, and then a plurality of precast panels 30 are placed on the water surface. A ring-shaped support 21 is attached between the inner peripheral surface of the underwater structure 1 and the outer peripheral surface of the structure 1. An appropriate water sealing material is interposed between the adjacent precast panels 30, and the concave portion 36 and the convex portion 37 of the vertical beam 32 are fitted to each other to ensure the water tightness of the temporary closing work. Next, the lower-stage precast panel 30 assembled in an annular shape is suspended in water, and the precast panel 30 is assembled on the upper stage side by the same method and sequentially stacked. An appropriate water-stop sealant is also interposed between the upper and lower precast panels 30 to ensure watertightness. Further, as shown in FIG. 4B, a skirt portion 42 extending downward along the side surface of the foundation 5 is provided at the outer end of the lower horizontal beam 33b of the lowermost precast panel 30. When the lowermost precast panel 30 reaches the vicinity of the foundation 5, the fixing anchor 40 is inserted into the insertion hole 35 of each stage of the precast panel 30, and the lowermost skirt portion 42 and the upper and side surfaces of the foundation 5 are connected. In the meantime, the water-stopping mortar 20a is placed through the injection pipe 44 to secure the watertightness of the temporary closing work. The lowermost precast panel 30 in the illustrated example is provided with a reinforcing plate 43 on the back side of the skirt portion 42 and a flexible member 41 that prevents the mortar from flowing out to the inside, together with the skirt portion 42.

図5(A)において、複数段に積層したプレキャストパネル30は、その間に挿通された定着アンカー40と、構造物1の外周面との間に多段状に設置されたリング状の支保工21とにより、基礎5と一体化されて安定する。基礎5と一体化した仮締切工が完成した後その内部を排水し、水中構造物1の周囲にドライな作業空間を創り出して水中構造部1の改修作業等を行う。改修作業の終了後は、仮締切工内に水を導入し、組み立て時と逆の順序で仮締切工の解体・撤去を行う。図5(A)は水中構造物1の基礎5の頂端面上にアンカー40を定着しているが、特許文献2が開示するように、基礎5の周縁の水底にアンカー40を定着し、基礎5より大径の仮締切工を構築する工法も提案されている。特許文献1及び2の仮締切工によれば、従来の二重締切工に比し、設置・解体作業の簡単化、迅速化を図ることが期待できる。   5A, a precast panel 30 laminated in a plurality of stages includes a fixing anchor 40 inserted between them and a ring-shaped support 21 installed in a multistage manner between the outer peripheral surface of the structure 1. Therefore, it is integrated with the foundation 5 and stabilized. After the temporary closing work integrated with the foundation 5 is completed, the interior is drained, a dry work space is created around the underwater structure 1 and the underwater structure portion 1 is repaired. After the repair work is completed, water is introduced into the temporary closing work, and the temporary closing work is disassembled and removed in the reverse order of assembly. In FIG. 5A, the anchor 40 is fixed on the top end surface of the foundation 5 of the underwater structure 1. However, as disclosed in Patent Document 2, the anchor 40 is fixed on the bottom of the periphery of the foundation 5, and the foundation is fixed. A construction method for constructing a temporary closing work with a diameter larger than 5 has also been proposed. According to the temporary closing work of Patent Documents 1 and 2, it can be expected that the installation and dismantling work can be simplified and speeded up as compared with the conventional double closing work.

特開平11−117316号公報JP-A-11-117316 特開2004−316133号公報JP 2004-316133 A 特開2005−042480号公報Japanese Patent Laid-Open No. 2005-042480 特開平11−117315号公報JP-A-11-117315 特許第3668177号公報Japanese Patent No. 3668177

しかし、特許文献1及び2の仮締切工は複数段のプレキャストパネル30を定着アンカー40により一体化しているため、周囲の水からせん断方向の力が加わるとプレキャストパネル30の相互間に漏水の原因となるズレを生じるおそれがある。プレキャストパネル30の挿通孔35の口径と定着アンカー40の太さとの間には挿通のためのクリアランスが必要であり、このクリアランスがズレの一因となる。この場合、プレキャストパネル30の内周面と構造物1の外周面との間に設置する支保工21の数を増やすことで、プレキャストパネル30のズレ防止が期待できる。ただし、支保工21の数を増やすと仮締切工内部の作業空間が狭くなり、改修作業等の支障となり得る。   However, since the temporary closing work in Patent Documents 1 and 2 integrates a plurality of precast panels 30 with fixing anchors 40, if a shearing force is applied from surrounding water, the cause of water leakage between the precast panels 30 is caused. There is a risk of misalignment. A clearance for insertion is required between the diameter of the insertion hole 35 of the precast panel 30 and the thickness of the fixing anchor 40, and this clearance causes a deviation. In this case, an increase in the number of supporters 21 installed between the inner peripheral surface of the precast panel 30 and the outer peripheral surface of the structure 1 can be expected to prevent the precast panel 30 from being displaced. However, when the number of support works 21 is increased, the work space inside the temporary closing work is narrowed, which may hinder repair work and the like.

特許文献3は、図5(D)に示すように、プレキャストパネル30の上横梁33a及び下横梁33bに相互に嵌合する嵌合部38(図示例では、凹部38aと凸部38b)を設け、その嵌合部38a、38bの嵌合によりプレキャストパネル30の相互間のズレを防止する方法を提案している。しかし、同図のように嵌合部38を設けるためにはプレキャストパネル30の厚さ(横梁33a、33bの幅)を大きくする必要があり、パネル30の厚さが増大すると仮締切工内部の作業空間が圧迫されて狭くなってしまう。改修作業に十分なスペースを確保するためには、周囲の水の圧力に対して良好な止水性を維持できると共に内側に広い空間を確保できる仮締切工の開発が必要である。   As shown in FIG. 5D, Patent Document 3 includes a fitting portion 38 (in the illustrated example, a concave portion 38a and a convex portion 38b) that are fitted to the upper horizontal beam 33a and the lower horizontal beam 33b of the precast panel 30. In addition, a method for preventing a shift between the precast panels 30 by fitting the fitting portions 38a and 38b is proposed. However, in order to provide the fitting portion 38 as shown in the figure, it is necessary to increase the thickness of the precast panel 30 (the width of the cross beams 33a and 33b). If the thickness of the panel 30 increases, The work space is compressed and narrows. In order to secure a sufficient space for the renovation work, it is necessary to develop a temporary closing work that can maintain a good water-stopping property against the pressure of the surrounding water and can secure a wide space inside.

そこで本発明の目的は、内側に広い空間を確保できる水中構造物の仮締切工法及び構造を提供することにある。   Therefore, an object of the present invention is to provide a temporary closing method and structure for an underwater structure that can secure a wide space inside.

図1及び図3の実施例を参照するに、本発明による水中構造物の仮締切工法は、水中構造物1を周囲の水から一時的に締め切る仮締切工法において、構造物1の水底基礎5の外径より大きな内径を有し且つ水底3から仮締切高さhに水密に積み上げ可能な複数段の筒状枠体10、11を設け、最下段の枠体10の内周面に仮締切高さhの柱材17の群を下端部が揃うように結合したうえで最下段枠体10及び柱材17を構造物基礎5の周縁の平坦な水底3上に沈設し(図3(C)参照)、沈設した枠体10の内周面と構造物基礎5の外周面との間の樋状溝に水中不分離コンクリート20を充填して柱材17の群をその中に根固めし(図3(D)参照)、上段の各枠体11を最下段枠体10上に積み上げると共にその内周面に柱材17の群を結合したのち(図3(E)参照)、積み上げた枠体10、11の内部を排水してなるものである(図3(F)参照)。 1 and 3, the underwater structure temporary closing method according to the present invention is a temporary closing method for temporarily closing the underwater structure 1 from the surrounding water. A plurality of cylindrical frame bodies 10 and 11 having an inner diameter larger than the outer diameter and capable of being stacked in a watertight manner from the bottom 3 to a temporary cutoff height h are provided, and a temporary cutoff is provided on the inner peripheral surface of the lowermost frame 10 After joining the group of column members 17 having a height h so that their lower ends are aligned, the lowermost frame member 10 and the column member 17 are set on the flat bottom 3 of the structure foundation 5 (FIG. 3 (C ))), Filling the saddle-shaped groove between the inner peripheral surface of the frame 10 and the outer peripheral surface of the structure foundation 5 with underwater non-separable concrete 20 to solidify the group of column members 17 therein. (Refer to FIG. 3 (D)), the upper frames 11 are stacked on the lowermost frame 10, and the group of column members 17 are joined to the inner peripheral surface (see FIG. 3 (E)). Those obtained by draining the inside of the frame 10, 11 up (see Fig. 3 (F)).

また図1の実施例を参照するに、本発明による水中構造物の仮締切構造は、水中構造物1を周囲の水から一時的に締め切る仮締切構造において、構造物1の水底基礎5の外径より大きな内径を有し且つ水底3から仮締切高さhに水密に積み上げ可能な複数段の筒状枠体10、11、最下段の枠体10の内周面に下端部が揃うように結合された仮締切高さhの柱材17の群、最下段枠体10の内周面と構造物基礎5の外周面との間の樋状溝に充填して柱材17の群をその中に根固めする水中不分離コンクリート20、及び最下段枠体10上に積み上げる上段の各枠体11の内周面を柱材17の群に結合する結合具16(図2(C)参照)を備えてなるものである。 Referring also to the embodiment of FIG. 1, the underwater structure temporary closing structure according to the present invention is a temporary closing structure in which the underwater structure 1 is temporarily closed from the surrounding water. The lower end portion is aligned with the inner peripheral surface of the multi-stage cylindrical frames 10 and 11 and the lowermost frame 10 that have an inner diameter larger than the diameter and can be stacked in a watertight manner from the bottom 3 to the temporary cutoff height h. combined group of pillar 17 of the provisional deadline height h, and a group of column member 17 is filled in the gutter-shaped groove between the inner and outer circumferential surfaces of the structure foundation 5 of the lowermost frame 10 that coupler 16 that binds to a group of roots hardened to that water nondisjunction concrete 20, and the inner peripheral surface of the column member 17 in the upper of each frame 11 to stack on the bottom frame 10 (FIG. 2 (C) referred to in ).

好ましくは、複数段の各枠体10及び11をそれぞれ、周方向に分割された複数の枠片10a、10b及び11a、11bの水密な連結により組み立てる(図4(D)参照)。また、最下段の枠体10の沈設前に、構造物基礎5の外周面に最下段枠体10を沈設するための拡径ブラケット6の群を取り付けることが望ましい(図4(C)及び図3(A)参照)。更に好ましくは、図2(B)に示すように、最下段の筒状枠体10及び各柱材17の下端部にそれぞれコンクリート20の充填高さの埋込枠体14及び埋込柱材18をボルト15、19で接合し、一時的な締切りの開放時にボルト15、19の接合の解除により枠体10及び柱材17を撤去可能とする。   Preferably, each of the plurality of frame bodies 10 and 11 is assembled by watertight connection of a plurality of frame pieces 10a, 10b and 11a, 11b divided in the circumferential direction (see FIG. 4D). Further, before the lowermost frame 10 is set, it is desirable to attach a group of diameter-enlarged brackets 6 for setting the lowermost frame 10 to the outer peripheral surface of the structure foundation 5 (FIG. 4C and FIG. 3 (A)). More preferably, as shown in FIG. 2 (B), the lowermost cylindrical frame 10 and the lower end of each column member 17 are embedded frame 14 and embedded column member 18 having a filling height of concrete 20, respectively. Are joined by bolts 15 and 19, and the frame body 10 and the column member 17 can be removed by releasing the joining of the bolts 15 and 19 when the temporary cutoff is released.

本発明による水中構造物の仮締切工法及び構造は、構造物1の水底基礎5の外径より大きな内径を有する筒状枠体10、11の最下段枠体10を、その内周面に下端部が揃うように仮締切高さhの柱材17の群を結合したうえで構造物基礎5の周縁の水底3上に沈設し、沈設した最下段枠体10の内周面と構造物基礎5の外周面との間の樋状溝に水中不分離コンクリート20を充填して柱材17の群をその中に根固めしたのち、上段の各枠体11を最下段枠体10上に順次積み上げると共にその内周面に各柱材17を結合して仮締切高さhの仮締切工を構築するので、次の顕著な効果を奏する。 The underwater structure temporary closing method and structure according to the present invention is such that the lowermost frame 10 of the cylindrical frames 10, 11 having an inner diameter larger than the outer diameter of the bottom 5 of the structure 1 is provided at the lower end on the inner peripheral surface thereof. After joining a group of column members 17 having a temporary cut-off height h so that the parts are aligned, they are sunk on the bottom 3 of the bottom of the structure foundation 5, and the inner peripheral surface of the laid bottom frame 10 and the structure foundation 5 After filling the groove-like groove between the outer peripheral surface 5 with underwater non-separable concrete 20 and solidifying the group of pillars 17 therein , the upper frames 11 are sequentially placed on the lower frame 10. As the stacks are stacked and the column members 17 are joined to the inner peripheral surface thereof to construct a temporary closing work with a temporary closing height h, the following remarkable effects are obtained.

(イ)各柱材17が水中不分離コンクリート20中にしっかりと埋め込まれて根固め工が強固であるため、枠体10、11自体の補強が最小限で済み、支保工21も最小限で足りるので、枠体10、11の内側に十分広い作業空間を確保できる。
(ロ)また、各枠体10、11をコンクリート20中にしっかりと根固めした柱材17の群と結合するので、枠体10、11(及びそれらの枠片10a、10b及び11a、11b)の相互間に漏水の原因となるズレが生じにくく、周囲の水の圧力に拘らず良好な止水性を確保できる。
(ハ)最下段枠体10及び各柱材17の下端部にそれぞれ埋込枠体14及び埋込柱材18をボルト接合しておけば、仮締切の開放時にボルト接合の解除により枠体10及び柱材17の撤去が容易となり、撤去した枠体10及び柱材17の再利用を図ることも可能となる。 (C) If the embedded frame body 14 and the embedded column material 18 are bolted to the lowermost frame body 10 and the lower end of each column material 17, respectively, the frame body 10 is released by releasing the bolt joint when the temporary deadline is opened. And the pillar material 17 can be easily removed, and the removed frame body 10 and the pillar material 17 can be reused.
(ニ)構造物1の基礎外周面に拡径ブラケット6を取り付け、その上に最下段枠体10を沈設することにより、仮締切工の安定化を図ると共に水平精度を高めることができる。 (D) By attaching the diameter-expanding bracket 6 to the outer peripheral surface of the foundation of the structure 1 and submerging the lowermost frame body 10 on it, the temporary deadline work can be stabilized and the horizontal accuracy can be improved.
(ホ)また、水底3が軟弱地盤であっても、水底3又は拡径ブラケット6の下方に砕石等を敷均して支持基盤を形成したうえで最下段枠体10を沈設することにより、仮締切工の沈下量を小さく抑えることができる。 (E) Even if the water bottom 3 is soft ground, crushed stones or the like are spread under the water bottom 3 or the diameter-expanding bracket 6 to form a support base, and then the lowermost frame body 10 is sunk. The amount of subsidence of the temporary deadline can be kept small. (I) Since each pillar material 17 is firmly embedded in the underwater non-separable concrete 20 and the rooting work is strong, the reinforcement of the frames 10 and 11 itself is minimal, and the support work 21 is also minimal Therefore, a sufficiently large working space can be secured inside the frames 10 and 11. (I) Since each pillar material 17 is firmly embedded in the underwater non-separable concrete 20 and the rooting work is strong, the reinforcement of the frames 10 and 11 itself is minimal, and the support work 21 is also minimal therefore, a sufficiently large working space can be secured inside the frames 10 and 11.
(B) Since each frame 10, 11 is coupled to a group of pillars 17 firmly rooted in concrete 20, the frames 10, 11 (and their frame pieces 10a, 10b and 11a, 11b) Misalignment that causes water leakage between them is less likely to occur, and good water stoppage can be ensured regardless of the pressure of the surrounding water. (B) Since each frame 10, 11 is coupled to a group of pillars 17 firmly rooted in concrete 20, the frames 10, 11 (and their frame pieces 10a, 10b and 11a, 11b) Misalignment that causes water leakage between them is less likely to occur, and good water stoppage can be ensured regardless of the pressure of the surrounding water.
(C) If the embedded frame body 14 and the embedded column material 18 are bolted to the lowermost frame 10 and the lower ends of the column members 17, respectively, the frame body 10 is released by releasing the bolt connection when the temporary fastening is released. In addition, the removal of the column material 17 is facilitated, and the removed frame 10 and the column material 17 can be reused. (C) If the embedded frame body 14 and the embedded column material 18 are bolted to the lowermost frame 10 and the lower ends of the column members 17, respectively, the frame body 10 is released by releasing the bolt connection when the temporary fasteners is released. In addition, the removal of the column material 17 is facilitated, and the removed frame 10 and the column material 17 can be reused.
(D) By attaching the diameter-enlarged bracket 6 to the foundation outer peripheral surface of the structure 1 and sinking the lowermost frame body 10 thereon, the temporary closing work can be stabilized and the horizontal accuracy can be improved. (D) By attaching the diameter-enlarged bracket 6 to the foundation outer peripheral surface of the structure 1 and sinking the lowermost frame body 10 similarly, the temporary closing work can be stabilized and the horizontal accuracy can be improved.
(E) Even if the water bottom 3 is soft ground, by placing a crushed stone or the like below the water bottom 3 or the enlarged diameter bracket 6 to form a support base, The amount of subsidence during temporary closing can be reduced. (E) Even if the water bottom 3 is soft ground, by placing a crushed stone or the like below the water bottom 3 or the enlarged diameter bracket 6 to form a support base, The amount of subsidence during temporary closing can be reduced.

図1は、例えば図4(A)に示すような水上橋桁2の橋脚等の水中構造物1に本発明を適用した実施例を示す。図示例の構造物1の下端には上部工の荷重を水底地盤に伝えるための小判形断面の基礎(フーチング)5が設けられ、図4(B)に示すように基礎5の周囲には止水のための鋼管矢板4が設けられている。例えば同図(A)に浚渫域3aとして示すように、構造物基礎5の頂端部が現れるまで水底3を浚渫し、その基礎5の周縁の平坦な水底3上に仮締切工を沈設する。望ましくは同図(C)に示すように、基礎5の外周面(鋼管矢板4の外面)に複数の拡径ブラケット6を取り付け、そのブラケット6の下方及び周囲に砕石等を敷均して支持基盤7を形成し(同図(D)参照)、ブラケット6及び支持基盤7上に仮締切工を沈設する。拡径ブラケット6を設置することで仮締切工の水平を確実にとることができ、支持基盤7を設けることで仮締切工の沈下を小さく抑えることができる。ただし、水底基礎5の外径が十分大きい場合は、基礎5の頂端面上に本発明の仮締切工を設置することも可能である。   FIG. 1 shows an embodiment in which the present invention is applied to an underwater structure 1 such as a bridge pier of a water bridge girder 2 as shown in FIG. At the lower end of the structure 1 in the illustrated example, a foundation (footing) 5 having an oval cross section for transmitting the load of the superstructure to the bottom ground is provided, and is stopped around the foundation 5 as shown in FIG. A steel pipe sheet pile 4 for water is provided. For example, as shown in FIG. 3A as a dredged area 3a, the bottom 3 is dredged until the top end of the structure foundation 5 appears, and a temporary cut-off work is set on the flat bottom 3 of the foundation 5. Desirably, as shown in FIG. 5C, a plurality of enlarged diameter brackets 6 are attached to the outer peripheral surface of the foundation 5 (the outer surface of the steel pipe sheet pile 4), and crushed stones are spread and supported below and around the bracket 6. A base 7 is formed (see FIG. 4D), and a temporary cut-off work is set on the bracket 6 and the support base 7. By installing the diameter-enlarged bracket 6, the level of the temporary closing work can be ensured, and by providing the support base 7, the settlement of the temporary closing process can be kept small. However, when the outer diameter of the bottom foundation 5 is sufficiently large, it is also possible to install the temporary closing work of the present invention on the top end surface of the foundation 5.

図示例の仮締切工は、水底3から仮締切高さhに水密に積み上げ可能な筒状の下段枠体10及び上部枠体11と、下段枠体10の内周面に結合した仮締切高さhの複数の柱材17と、水底3(又はブラケット6)に沈設した下段枠体10の内周面と構造物基礎5の外周面との間に充填して各柱材17の下端部を定着させる水中不分離コンクリート20と、下段枠体10上に積み上げた上段枠体11の内周面を各柱材17に結合する結合具16とを有する。以下、図示例を参照して上下2段の枠体10、11を用いた仮締切工について説明するが、本発明は枠体10、11を3段以上とした場合にも適用可能である。   The temporary cut-off in the illustrated example has a temporary cut-off height coupled to a cylindrical lower frame 10 and an upper frame 11 that can be stacked in a watertight manner from the bottom 3 to a temporary cut-off height h, and an inner peripheral surface of the lower frame 10. A plurality of pillar members 17 having a length h, and the lower end portion of each pillar member 17 filled between the inner peripheral surface of the lower frame 10 and the outer peripheral surface of the structure foundation 5 set in the bottom 3 (or bracket 6) And an underwater non-separable concrete 20 and a coupler 16 that couples the inner peripheral surface of the upper frame 11 stacked on the lower frame 10 to each column member 17. Hereinafter, the temporary closing process using the upper and lower frames 10 and 11 will be described with reference to the illustrated example. However, the present invention is also applicable to the case where the frames 10 and 11 have three or more stages.

下段枠体10及び上段枠体11はそれぞれ構造物基礎5の断面とほぼ相似形の筒状構造物であり、基礎5の外径より所要径wだけ大きい内径を有する。枠体10、11の内径を基礎5の外径より所要径wだけ大きくすることにより、基礎5の周縁の水底3上に仮締切工を沈設した際に、図2(B)に示すように、下段枠体10の内周面と構造物基礎5の外周面との間にコンクリート20を充填する所要径wの環状の樋状溝を形成することができる。構造物1の上空に橋桁2等がある場合は、図4(D)に示すように、各枠体10、11を周方向に分割された2以上の枠片10a、10b及び11a、11bにより構成し、それらの枠片10a、10b及び11a、11bを水密に連結して構造物1を囲う枠体10、11を形成する。   Each of the lower frame body 10 and the upper frame body 11 is a cylindrical structure substantially similar to the cross section of the structure foundation 5, and has an inner diameter larger than the outer diameter of the foundation 5 by a required diameter w. When the inner diameter of the frames 10 and 11 is made larger than the outer diameter of the foundation 5 by a required diameter w, when a temporary closing work is set on the water bottom 3 on the periphery of the foundation 5, as shown in FIG. An annular bowl-shaped groove having a required diameter w for filling the concrete 20 can be formed between the inner peripheral surface of the lower frame 10 and the outer peripheral surface of the structure foundation 5. When there is a bridge girder 2 etc. over the structure 1, as shown in FIG. 4 (D), each frame 10, 11 is divided into two or more frame pieces 10a, 10b and 11a, 11b divided in the circumferential direction. These frame pieces 10a, 10b and 11a, 11b are connected in a watertight manner to form frame bodies 10, 11 surrounding the structure 1.

各柱材17は上述した所要径w以下の幅と仮締切高さhとを有し、下段枠体10の内周面に、下段枠体10及び各柱材17の下端部(底端)が揃うように結合する。各柱材17の下端部を下段枠体10の下端部と揃えることにより、下段枠体10と共に各柱材17を構造物基礎5の周縁に沈設した際に、上述した所要径wの樋状溝内に各柱材17を位置付け、樋状溝内へのコンクリート20の充填により各柱材17を根固めすることができる。ただし、下段枠体10の下端部と各柱材17の下端部とは厳密に同一レベルでなくてよく、各柱材17の確実な根固めが可能であれば、図2(B)に示すように下段枠体10の下端部を各柱材17の下端部より若干突出させてもよい。下段枠体10の下端部を各柱材17の下端部より下向きに突出させることにより、各柱材17の根固めコンクリート20中への埋込深さは小さくなるが、後述するスタットジベル等の接合金具8を設置するスペースを各柱材17の下方に確保することができる。   Each column 17 has a width equal to or less than the required diameter w described above and a temporary cutoff height h, and the lower frame 10 and the lower end (bottom end) of each column 17 on the inner peripheral surface of the lower frame 10. Combine so that they are aligned. By aligning the lower end of each column 17 with the lower end of the lower frame 10, when the column 17 together with the lower frame 10 is sunk around the periphery of the structure foundation 5, the bowl shape having the required diameter w described above. Each column member 17 can be positioned in the groove, and each column member 17 can be solidified by filling the bowl-shaped groove with the concrete 20. However, the lower end portion of the lower frame body 10 and the lower end portion of each column member 17 do not have to be exactly the same level, and if each column member 17 can be firmly solidified, it is shown in FIG. In this way, the lower end portion of the lower frame 10 may be slightly protruded from the lower end portions of the column members 17. By projecting the lower end portion of the lower frame 10 downward from the lower end portion of each column member 17, the embedding depth of each column member 17 into the solidified concrete 20 is reduced. A space for installing the joint fitting 8 can be secured below each column member 17.

また各柱材17は、下段枠体10上に上段枠体11を積み上げた後、図2(C)に示すように、結合具16により上段枠体11の内周面に結合される。枠体10、11は複数の柱材17と結合することで剛性が得られるので、図5に示す従来のプレキャストパネル30に比し薄くすることができ、枠体自体の補強は最小限に抑えることができる。例えば図2(B)及び同図(C)に示すように、枠体10、11を比較的薄いスキンプレートの内周面に複数段の周方向梁材(断面H型のリング材)12を一体的に設けたシンプルな構造とすることができる。また柱材17もH鋼とし、しっかりと根固めされた柱材17をボルト等の結合具16で枠体10、11の周方向梁材12と結合することにより、枠体10、11の内側に十分広い作業空間を確保しつつ、枠体10、11の各枠片10a、10b及び11a、11bをしっかりと固定してズレを防ぐことができる。   Each column member 17 is joined to the inner peripheral surface of the upper frame 11 by a coupler 16 as shown in FIG. 2C after the upper frame 11 is stacked on the lower frame 10. Since the frames 10 and 11 are combined with a plurality of pillars 17 to obtain rigidity, the frames 10 and 11 can be made thinner than the conventional precast panel 30 shown in FIG. 5, and the reinforcement of the frame itself is minimized. be able to. For example, as shown in FIG. 2 (B) and FIG. 2 (C), the frames 10 and 11 are provided with a plurality of circumferential beam members (ring members with an H-shaped cross section) 12 on the inner peripheral surface of a relatively thin skin plate. A simple structure can be provided integrally. Also, the column material 17 is also made of H steel, and the solid material of the column material 17 is joined to the circumferential beam material 12 of the frame members 10 and 11 by means of a bolt 16 or the like. In addition, the frame pieces 10a, 10b and 11a, 11b of the frame bodies 10, 11 can be firmly fixed to prevent displacement while securing a sufficiently large working space.

図示例の仮締切工は、筒状枠体10、11と構造物1との間に支保工21を設けている。ただし本発明の仮締切工は、しっかりと根固めされた複数の柱材17に枠体10、11を結合しているので、支保工21の数は最小限に抑えることができ、従来の仮締切工に比し枠体10、11の内側で場所をとらない支保工21とすることができる。また、従来の仮締切工ではプレキャストパネル30の設置直後に支保工21を設置して安定させる必要があり、支保工21の設置作業を仮締切工からの排水前に水中で行わなければならなかったのに対し、本発明の仮締切工では枠体10、11が比較的安定しているので、仮締切工からの排水時又は排水後に支保工21を設置すれば足り、支保工21の設置作業の容易化も図れる。   The temporary closing work in the illustrated example is provided with a support 21 between the cylindrical frames 10 and 11 and the structure 1. However, in the temporary closing work of the present invention, since the frames 10 and 11 are joined to the plurality of pillar members 17 firmly fixed, the number of support works 21 can be minimized, and the conventional temporary work is reduced. Compared to the deadline work, the support work 21 does not take up space inside the frames 10 and 11. In addition, in the conventional temporary closing, it is necessary to install and stabilize the support 21 immediately after the precast panel 30 is installed, and the installation work of the support 21 must be performed in water before draining from the temporary closing. On the other hand, since the frame bodies 10 and 11 are relatively stable in the temporary closing work of the present invention, it is sufficient to install the supporting work 21 when draining from the temporary closing work or after draining. The work can be facilitated.

図3は、水中構造物1の周囲の巻き立て部25(図1参照)に耐震補強を施すため、構造物1の外周に図1の仮締切工を設置する作業の流れ図を示す。以下、同図を参照して本発明の仮締切工法を説明する。図3(A)及び同図(B)は、仮締切工の設置準備作業を示す。先ず同図(A)に示すように水中構造物1の基礎周囲の水底3を浚渫し、構造物基礎5の頂端部分の外周面(図示例では鋼管矢板4の外側面)に複数の拡径ブラケット6を環状に配置して取り付ける(図4(C)参照)。基礎外周面上における拡径ブラケット6の取り付け位置は、上述した根固めコンクリート20を充填する樋状溝の深さを規定するので、各柱材17が根固めできるコンクリート埋設深さを考慮して定める。図中の符号28はブラケット6の取り付け作業を行う潜水士を示す。また構造物1の上方の橋桁2に、クレーン搭載船27a等を用いて、筒状枠体10、11の吊り下げ作業用の吊り下げ装置26(電動チェーンブロック等)を設置する。   FIG. 3 shows a flow chart of the work of installing the temporary closing work shown in FIG. 1 on the outer periphery of the structure 1 in order to provide seismic reinforcement to the winding part 25 (see FIG. 1) around the underwater structure 1. Hereinafter, the temporary closing method of the present invention will be described with reference to FIG. FIG. 3A and FIG. 3B show installation preparation work for a temporary closing work. First, as shown in FIG. 1A, the bottom 3 around the foundation of the underwater structure 1 is dredged, and a plurality of diameters are increased on the outer peripheral surface (the outer surface of the steel pipe sheet pile 4 in the illustrated example) of the top of the structure foundation 5. The bracket 6 is annularly arranged and attached (see FIG. 4C). Since the mounting position of the enlarged-diameter bracket 6 on the outer peripheral surface of the foundation stipulates the depth of the ridge-like groove filling the above-described concrete reinforced concrete 20, the concrete burying depth at which each column 17 can be reinforced is taken into consideration. Determine. Reference numeral 28 in the figure indicates a diver who performs the mounting operation of the bracket 6. In addition, a suspension device 26 (such as an electric chain block) for suspending the cylindrical frames 10 and 11 is installed on the bridge girder 2 above the structure 1 using a crane-mounted ship 27a and the like.

次に図3(B)に示すように、構造物基礎5周囲の拡張ブラケット6の下方及び周囲に砕石等の基盤材7aを投入して敷均し、仮締切工を沈設する水平な支持基盤7を形成する(図4(D)参照)。また、上述した樋状溝内に打設する根固めコンクリート20と構造物基礎5との確実な結合を得るため、図2(A)に示すように、コンクリート20と接する基礎外周面に予めスタッドジベル等の結合金具8及び止水材9を取り付けておくことができる。スタッドジベル8は、水中で打設するコンクリート20と基礎外周面との間のせん断抵抗を高める作用を果たす。止水材9の一例は、一般の水中では溶解せず強アルカリ性のコンクリート20内でのみ溶解する包袋(例えばポリ乳酸繊維製)に封入された改質ベントナイトである。   Next, as shown in FIG. 3 (B), a horizontal support base on which a base material 7a such as crushed stone is placed and placed below and around the extension bracket 6 around the structure base 5 and a temporary closing work is laid down. 7 is formed (see FIG. 4D). In addition, in order to obtain a reliable connection between the concrete foundation 20 to be placed in the above-described bowl-shaped groove and the structure foundation 5, a stud is previously placed on the outer peripheral surface of the foundation in contact with the concrete 20, as shown in FIG. A joint fitting 8 such as a gibber and a water stop material 9 can be attached. The stud gibber 8 functions to increase the shear resistance between the concrete 20 placed in water and the outer peripheral surface of the foundation. An example of the water blocking material 9 is modified bentonite enclosed in a sachet (for example, made of polylactic acid fiber) that does not dissolve in ordinary water but dissolves only in the strongly alkaline concrete 20.

構造物基礎5の周囲に水平な支持基盤7を形成したのち、図3(C)に示すように、内周面に柱材17が結合された下段枠片10a、10bをそれぞれ吊り下げ装置26により吊り下げ、水上又は水面部において両者を水密に連結して水中構造物1を囲む下段枠体10を組み立てる。そのような柱材17が結合された枠片10a、10bは、例えば構造物1の近くの適当なボックス船又は地上において、仮締切工の設置準備作業と並行して組み立て、艤装台船27cを用いて水中構造物1の近傍まで曳航することができる。図示例では、一対の枠片10a、10bをそれぞれ4台の吊り下げ装置26に吊り下げ、両枠片10a又は10bの連結部13a、13bをボルト接合することで両者を水密に連結している(図4(D)参照)。例えば図2(D)に示すように、枠体10aの両端に取り付けた連結用アングル部材13aと、枠体10bの両端の取り付けた連結用アングル部材13bとを、パッキン又はコーキング材13cを挟み込んだうえでボルト13dで結合することにより、水密に結合された下段枠体10を組み立てる。組み立てた下段枠体10は、吊り下げ装置26により位置合わせしながら水底3の拡径ブラケット6及び支持基盤7上に沈設する。必要に応じて、沈設後の下段枠体10の外側にも基盤材7aを追加補充的に投入して仮締切工の安定を増強することができる。   After the horizontal support base 7 is formed around the structure base 5, as shown in FIG. 3C, the lower frame pieces 10a and 10b each having the column member 17 coupled to the inner peripheral surface thereof are suspended. And the lower frame 10 surrounding the underwater structure 1 is assembled by water-tightly connecting them both on the water or on the water surface. The frame pieces 10a, 10b to which such column members 17 are coupled are assembled, for example, on an appropriate box ship near the structure 1 or on the ground, in parallel with the installation preparation work of the temporary cutoff, and the outfitting table ship 27c is assembled. It can be used to tow near the underwater structure 1. In the illustrated example, the pair of frame pieces 10a and 10b are suspended from four suspension devices 26, respectively, and the connecting portions 13a and 13b of both the frame pieces 10a or 10b are bolted together so that they are connected in a watertight manner. (See FIG. 4D). For example, as shown in FIG. 2 (D), a coupling or caulking material 13c is sandwiched between a connecting angle member 13a attached to both ends of the frame 10a and a connecting angle member 13b attached to both ends of the frame 10b. Then, the lower frame 10 joined in a watertight manner is assembled by coupling with bolts 13d. The assembled lower frame 10 is set on the diameter-enlarged bracket 6 and the support base 7 of the bottom 3 while being aligned by the suspension device 26. If necessary, the base material 7a can be additionally supplied to the outside of the lower frame body 10 after the installation to enhance the stability of the temporary closing process.

図3(D)は、支持基盤7上に沈設した下段枠体10の内周面と構造物基礎5の外周面との間の樋状溝に水中不分離コンクリート20を充填する作業を示す。例えば、橋桁2上のコンクリートポンプ車等から打設管20aを水底3まで延ばし、艤装台船27d上のクレーン等で補助しつつ、潜水士28の誘導によりコンクリート20を打設する。コンクリート20の充填により各柱材17の根固めが完了した後、同図(E)に示すように、上段枠片11a、11bを水上又は水面部において水密に連結して水中構造物1を囲む上段枠体11を組み立て、組み立てた上段枠体11を吊り下げ装置26で位置合わせしながら下段枠体10上に積み上げ、下段枠体10及び複数の柱材17と水密に結合する。上段枠体11の組立作業及びその連結部13の構造は、上述した下段枠片10の組立作業及び連結部13の構造(図2(D)参照)と同様である。例えば図2(C)に示すように、下段枠体10の上端部に取り付けた連結用アングル部材29aと、上段枠体11の下端部に取り付けた連結用アングル部材29bとを、パッキン又はコーキング材29cを挟み込んだうえでボルト29dで結合することにより、下段枠体10と上段枠体11とを水密に連結する。その後、各柱材17を上段枠体11の内周面に設けた周方向梁材12とボルト等の結合具16により結合する。   FIG. 3D shows an operation of filling the underwater non-separable concrete 20 into the bowl-shaped groove between the inner peripheral surface of the lower frame body 10 and the outer peripheral surface of the structure base 5 set on the support base 7. For example, the concrete pipe 20a is extended from the concrete pump car or the like on the bridge girder 2 to the bottom 3 and the concrete 20 is placed by the guidance of the diver 28 while assisting with a crane or the like on the outfitting table ship 27d. After the solidification of the pillars 17 is completed by filling the concrete 20, the upper frame pieces 11a and 11b are connected in a watertight manner on the surface of the water or on the surface of the water to surround the underwater structure 1 as shown in FIG. The upper frame body 11 is assembled, and the assembled upper frame body 11 is stacked on the lower frame body 10 while being aligned by the suspension device 26, and is joined to the lower frame body 10 and the plurality of column members 17 in a watertight manner. The assembly operation of the upper frame 11 and the structure of the connecting portion 13 are the same as the assembly operation of the lower frame piece 10 and the structure of the connecting portion 13 (see FIG. 2D). For example, as shown in FIG. 2C, a connecting angle member 29a attached to the upper end of the lower frame 10 and a connecting angle member 29b attached to the lower end of the upper frame 11 are packed or caulked. The lower frame body 10 and the upper frame body 11 are connected to each other in a watertight manner by interposing 29c and then connecting with the bolts 29d. Thereafter, each column member 17 is coupled to the circumferential beam member 12 provided on the inner circumferential surface of the upper frame 11 by a coupling 16 such as a bolt.

上段枠体11を下段枠体10上に積み上げて各柱材17と結合したのち、図3(F)に示すように、積み上げた枠体10、11の内部を排水してドライな作業環境を作る。排水作業は、支保工21の設置位置まで水位を低下させるステップと、その設置位置の枠体10、11と水中構造物1との間に支保工21を設置するステップとを、繰り返しながら段階的に行うことができる。図示例の支保工21は、構造物1の巻き立て部25に圧接する空洞付き切梁受け金具(特許文献5の切梁連結具を参照)22と、枠体10、11に結合するブラケット24と、両者の間のジャッキ23とを有する(図1参照)。このような支保工21を、排水時又は排水直後に枠体10、11と水中構造物1との間に架け渡す。排水の完了後、ドライな作業空間内に必要な足場等を組んで構造物1のRC巻き立て補強作業を開始する。 After the upper frame 11 is stacked on the lower frame 10 and joined to each column member 17, as shown in FIG. 3 (F), the stacked frames 10 and 11 are drained to create a dry working environment. create. The drainage work is a step-by-step process in which the step of lowering the water level to the installation position of the support work 21 and the step of installing the support work 21 between the frames 10 and 11 and the underwater structure 1 at the installation position are repeated. Can be done. The support 21 in the illustrated example includes a hollow cut-beam bracket (see the cut-beam coupler in Patent Document 5) 22 that press- contacts the winding part 25 of the structure 1, and a bracket 24 that is coupled to the frames 10 and 11. And a jack 23 between them (see FIG. 1). Such a support work 21 is bridged between the frames 10 and 11 and the underwater structure 1 at the time of drainage or immediately after drainage. After the drainage is completed, the RC winding reinforcement work for the structure 1 is started by assembling necessary scaffolds in the dry work space.

本発明の仮締切工は、巻き立て補強作業等の完了後に、上述した図3(A)〜(F)と逆の順序で根固めコンクリート20と共に解体・撤去することができる。また図2(B)に示すように、下段枠体10及び各柱材17の下端部にそれぞれコンクリート20の充填高さの埋込枠体14及び埋込柱材18をボルト(及びナット)15、19で接合し、ボルト15、19の接合の解除(ナットの解除)により下段枠体10及び各柱材17を根固めコンクリート20から撤去することも可能である。この場合、埋込枠体14及び埋込柱材18は根固めコンリート20と共に構造物基礎5の周縁に放置されるが、構造物1の構造上の問題となることはない。ボルト15、19の接合解除で枠体10、11及び柱材17を撤去可能とすることにより本発明の仮締切工の撤去作業の容易化を図ると共に、撤去した枠体10、11及び柱材17の再利用を図ることも可能となる。   The temporary closing work of the present invention can be disassembled and removed together with the reinforced concrete 20 in the reverse order of the above-described FIGS. Further, as shown in FIG. 2 (B), an embedded frame 14 and an embedded column 18 having a filling height of concrete 20 are respectively bolted (and nuts) 15 to the lower ends of the lower frame 10 and the columns 17. 19, and the lower frame 10 and the respective column members 17 can be removed from the concrete 20 by releasing the connection of the bolts 15 and 19 (release of the nut). In this case, the embedded frame body 14 and the embedded column member 18 are left together with the root hardening concrete 20 at the periphery of the structure base 5, but this does not cause a structural problem of the structure 1. By making it possible to remove the frames 10 and 11 and the pillar material 17 by releasing the bolts 15 and 19, the removal work of the temporary closing work of the present invention is facilitated, and the removed frame bodies 10 and 11 and the pillar material are removed. It is also possible to reuse 17 items.

こうして本発明の目的である「内側に広い作業空間を確保できる水中構造物の仮締切工法及び構造」が達成できる。 In this way, the “temporary closing method and structure of an underwater structure capable of securing a wide working space on the inside”, which is the object of the present invention, can be achieved.

本発明構造の一実施例の説明図である。 It is explanatory drawing of one Example of this invention structure. 図1の実施例の楕円部IIB及び楕円部IICの拡大断面図である。 It is an expanded sectional view of the ellipse part IIB and the ellipse part IIC of the Example of FIG. 本発明工法の一実施例の流れ図である。 It is a flowchart of one Example of this invention construction method. 水中構造物の基礎外周面に取り付ける拡径ブラケット群の説明図である。 It is explanatory drawing of the enlarged diameter bracket group attached to the foundation outer peripheral surface of an underwater structure. 従来の水中構造物の仮締切工法の説明図である。 It is explanatory drawing of the temporary closing method of the conventional underwater structure.

符号の説明Explanation of symbols

1…水中構造物(橋脚) 1a…アンカー
2…橋桁 3…水底
3a…浚渫域 4…鋼管矢板
5…構造物基礎 6…拡径ブラケット
7…支持基盤(砕石層) 7a…基盤材(砕石)
8…接合金具(スタッドジベル) 9…止水材
10…下段筒状枠体 10a、10b…分割枠片
11…上段筒状枠体 11a、11b…分割枠片
12…周方向梁材(リング材) 13…連結部(シール部)
14…埋込枠体 15…ボルト
16…結合具 17…柱材
18…埋込柱材 19…ボルト
20…水中不分離コンクリート 20a…打設管
21…支保材(切梁) 22…空洞付き切梁受け金具
23…ジャッキ 24…ブラケット23 ... Jack 24 ... Bracket
25…巻き立て部 26…吊り下げ装置(チェーンブロック) 25… Winding part 26… Suspension device (chain block)
27…台船 28…潜水士27 ... pontoon 28 ... diver
29…連結部 30…プレキャストパネル29… Connecting part 30… Precast panel
31…スキンプレート 32…縦梁31… Skin plate 32… Vertical beam
33a、33b…横梁 34…縦リブ33a, 33b ... Horizontal beam 34 ... Vertical rib
35…挿通孔 36…凹部35 ... Insertion hole 36 ... Recess
37…凸部 38…嵌合部37 ... Convex part 38 ... Fitting part
39…横シール材 40…アンカーボルト39… Horizontal sealing material 40… Anchor bolt
41…可撓性部材 42…スカート部41 ... Flexible member 42 ... Skirt
43…補強プレート 44…注入管h…仮締切高さ w…所要径1 ... Underwater structure (pier) 1a ... Anchor 2 ... Bridge girder 3 ... Water bottom 43 ... Reinforcing plate 44 ... Injection pipe h ... Temporary deadline height w ... Required diameter 1 ... Underwater structure (pier) 1a ... Anchor 2 ... Bridge girder 3 ... Water bottom
3a… Area 4… Steel sheet pile 5… Structure foundation 6… Expansion bracket 7… Support base (crushed stone layer) 7a… Base material (crushed stone) 3a… Area 4… Steel sheet pile 5… Structure foundation 6… Expansion bracket 7… Support base (crushed stone layer) 7a… Base material (crushed stone)
8 ... Joint fitting (stud gibber) 9 ... Water stop material 8 ... Joint fitting (stud gibber) 9 ... Water stop material
10 ... Lower cylindrical frame 10a, 10b ... Divided frame piece 10 ... Lower cylindrical frame 10a, 10b ... Divided frame piece
11 ... Upper cylindrical frame 11a, 11b ... Divided frame piece 11 ... Upper cylindrical frame 11a, 11b ... Divided frame piece
12… Circumferential beam material (ring material) 13… Connecting part (seal part) 12… Circumferential beam material (ring material) 13… Connecting part (seal part)
14 ... Embedded frame 15 ... Bolt 14 ... Embedded frame 15 ... Bolt
16 ... Connector 17 ... Column 16 ... Connector 17 ... Column
18 ... Embedded pillar material 19 ... Bolt 18 ... Embedded pillar material 19 ... Bolt
20… Unseparable concrete underwater 20a… Placed pipe 20… Unseparable concrete underwater 20a… Placed pipe
21 ... Support material (cut beam) 22 ... Cavity bracket with hollow 21 ... Support material (cut beam) 22 ... Cavity bracket with hollow
23 ... Jack 24 ... Bracket 23 ... Jack 24 ... Bracket
25 ... Rewinding part 26 ... Hanging device (chain block) 25 ... Rewinding part 26 ... Hanging device (chain block)
27 ... Boat 28 ... Dive 27 ... Boat 28 ... Dive
29 ... Connector 30 ... Precast panel 29 ... Connector 30 ... Precast panel
31… Skin plate 32… Vertical beam 31… Skin plate 32… Vertical beam
33a, 33b ... Horizontal beam 34 ... Vertical rib 33a, 33b ... Horizontal beam 34 ... Vertical rib
35 ... Insertion hole 36 ... Recess 35 ... Insertion hole 36 ... Recess
37… Convex part 38… Fitting part 37… Convex part 38… Fitting part
39… Horizontal seal material 40… Anchor bolt 39… Horizontal seal material 40… Anchor bolt
41 ... Flexible member 42 ... Skirt 41 ... Flexible member 42 ... Skirt
43 ... Reinforcement plate 44 ... Injection tube h ... Temporary cutoff height w ... Required diameter 43 ... Reinforcement plate 44 ... Injection tube h ... Temporary cutoff height w ... Required diameter

Claims (8)

  1. 水中構造物を周囲の水から一時的に締め切る仮締切工法において、前記構造物の水底基礎の外径より大きな内径を有し且つ水底から仮締切高さに水密に積み上げ可能な複数段の筒状枠体を設け、最下段の枠体の内周面に前記仮締切高さの柱材の群を下端部が揃うように結合したうえで最下段枠体及び柱材を前記構造物基礎周縁の平坦な水底上に沈設し、沈設した枠体内周面と前記構造物基礎の外周面との間の樋状溝に水中不分離コンクリートを充填して柱材群をその中に根固めし、上段の各枠体を最下段枠体上に積み上げると共にその内周面に柱材群を結合したのち、積み上げた枠体内部を排水してなる水中構造物の仮締切工法。 In the temporary closing method for temporarily closing an underwater structure from the surrounding water, a multi-stage cylindrical shape having an inner diameter larger than the outer diameter of the water bottom foundation of the structure and capable of being water-tightly stacked from the water bottom to the temporary closing height. A frame is provided, and a group of column members having the above-mentioned temporary cutoff height is joined to the inner peripheral surface of the lowermost frame so that the lower ends thereof are aligned, and then the lowermost frame and column are attached to the periphery of the structure foundation. Sinking on a flat bottom of the water, filling the saddle-shaped groove between the inner peripheral surface of the frame and the outer peripheral surface of the structure foundation with underwater non-separable concrete to solidify the column group in it , A temporary closing method for an underwater structure in which each frame is stacked on the lowermost frame and a group of pillars is joined to the inner peripheral surface, and then the stacked frame is drained.
  2. 請求項1の仮締切工法において、前記複数段の各枠体をそれぞれ、周方向に分割された複数の枠片の水密な連結により組み立ててなる水中構造物の仮締切工法。 The temporary closing method according to claim 1, wherein each of the plurality of frames is assembled by watertight connection of a plurality of frame pieces divided in the circumferential direction.
  3. 請求項1又は2の仮締切工法において、前記最下段の枠体の沈設前に、前記構造物基礎の外周面に前記最下段の枠体を沈設するための拡径ブラケット群を取り付けてなる水中構造物の仮締切工法。 3. The underwater construction method according to claim 1, wherein, before the lowermost frame body is set, an enlarged bracket group for setting the lowermost frame body is attached to an outer peripheral surface of the structure foundation. Temporary deadline construction method.
  4. 請求項1から3の何れかの仮締切工法において、前記最下段の筒状枠体及び各柱材の下端部にそれぞれ前記コンクリートの充填高さの埋込枠体及び柱材をボルト接合し、前記一時的な締切りの開放時にボルト接合の解除により枠体及び柱材を撤去可能としてなる水中構造物の仮締切工法。 In the temporary closing method according to any one of claims 1 to 3, bolting the embedded frame body and the column material having a filling height of the concrete to the lowermost cylindrical frame body and the lower end portion of each column material, respectively. A temporary closing method for an underwater structure in which the frame and the column can be removed by releasing the bolt joint when the temporary closing is released.
  5. 水中構造物を周囲の水から一時的に締め切る仮締切構造において、前記構造物の水底基礎の外径より大きな内径を有し且つ水底から仮締切高さに水密に積み上げ可能な複数段の筒状枠体、最下段の前記枠体の内周面に下端部が揃うように結合された前記仮締切高さの柱材の群、前記最下段の枠体内周面と前記構造物基礎の外周面との間の樋状溝に充填して前記柱材群をその中に根固めする水中不分離コンクリート、及び前記最下段枠体上に積み上げる上段の各枠体の内周面を柱材群に結合する結合具を備えてなる水中構造物の仮締切構造。 In a temporary closing structure for temporarily closing an underwater structure from surrounding water, a multi-stage cylindrical shape having an inner diameter larger than the outer diameter of the water bottom foundation of the structure and capable of being watertightly stacked from the water bottom to a temporary closing height. A frame body, a group of column members of the temporary cutoff height coupled so that lower ends thereof are aligned with an inner peripheral surface of the lowermost frame body, an inner peripheral surface of the lowermost frame body, and an outer peripheral surface of the structure foundation trough-shaped groove is filled into you root solidifying said column member groups therein water nondisjunction concrete, and column member groups the inner peripheral surface of each frame body of the upper stacking the bottom frame on the body between the A temporary closing structure for an underwater structure provided with a coupler that is coupled to the underwater structure.
  6. 請求項5の仮締切構造において、前記複数段の各枠体をそれぞれ、周方向に分割された複数の枠片の水密な連結により組み立てたものとしてなる水中構造物の仮締切構造。 6. The temporary closing structure according to claim 5, wherein each of the plurality of frames is assembled by watertight connection of a plurality of frame pieces divided in the circumferential direction.
  7. 請求項5又は6の仮締切構造において、前記構造物基礎の外周面に前記最下段の枠体を沈設するための拡径ブラケット群を取り付けてなる水中構造物の仮締切構造。 The temporary closing structure for an underwater structure according to claim 5 or 6, wherein an enlarged-diameter bracket group for attaching the lowermost frame body is attached to an outer peripheral surface of the structure foundation.
  8. 請求項5から7の何れか仮締切構造において、前記最下段の筒状枠体及び各柱材の下端部にそれぞれ前記コンクリートの充填高さの埋込枠体及び柱材をボルト接合してなる水中構造物の仮締切構造。 The temporary closing structure according to any one of claims 5 to 7, wherein the embedded frame body and the column material having a filling height of the concrete are bolted to the lowermost cylindrical frame body and the lower end portions of the column materials, respectively. Temporary deadline structure for underwater structures.
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CN108396754A (en) * 2018-04-08 2018-08-14 中交路桥建设有限公司 A kind of floating construction method for spelling steel cofferdam and its lower water of suspention
CN109797759A (en) * 2019-01-18 2019-05-24 中铁大桥局集团第五工程有限公司 A kind of bionical precast-boxed cofferdam of sea scar and its construction method
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CN109797759A (en) * 2019-01-18 2019-05-24 中铁大桥局集团第五工程有限公司 A kind of bionical precast-boxed cofferdam of sea scar and its construction method
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CN110512522A (en) * 2019-07-31 2019-11-29 中铁大桥局集团有限公司 A kind of compartment method and structure for steel boxed cofferdam large volume back cover

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