JP2007205077A - Temporary coffering method - Google Patents

Temporary coffering method Download PDF

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JP2007205077A
JP2007205077A JP2006026767A JP2006026767A JP2007205077A JP 2007205077 A JP2007205077 A JP 2007205077A JP 2006026767 A JP2006026767 A JP 2006026767A JP 2006026767 A JP2006026767 A JP 2006026767A JP 2007205077 A JP2007205077 A JP 2007205077A
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sheet pile
steel sheet
wall
temporary
foundation
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JP4793634B2 (en
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Tsunehisa Noguchi
恒久 野口
Atsushi Fujita
藤田　　淳
Ryuta Yamada
隆太 山田
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Shimizu Construction Co Ltd
Shimizu Corp
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Shimizu Construction Co Ltd
Shimizu Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To reduce cost without manufacturing a special temporary coffering member. <P>SOLUTION: A temporary cofferdam 1 provided to surround a bridge pier is provided with a coffering wall 20 formed by annularly connecting a plurality of steel sheet piles 21, and a foot protection part which fixes the lower end of the coffering wall 20 onto a footing of the bridge pier 10. First and second sheet pile units 22, 23 formed by circumferentially dividing the coffering wall 20 are respectively assembled beforehand on a pontoon 50 and held to the pontoon 50. The sheet pile units 22, 23 are respectively sunk into predetermined places, and the first and second sheet pile units 22, 23 are joined to each other in the water to form the coffering wall 20. The footing and the coffering wall 20 are fixed through a consolidating material to form the foot protection part. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、水中構造物の耐震補強工事などに採用される仮締め切り工法に関する。   The present invention relates to a temporary closing method employed in seismic reinforcement work for underwater structures.

従来、河川や港湾内にある橋脚などの水中構造物が地震などにより被害を受ける場合に備えて、耐震補強を施す工事が実施されている。この耐震補強方法として、鋼板を水中構造物の周囲を覆うようにして組み立て、鋼板と水中構造物との間にモルタルを充填して補強構造を構築する方法がある。ところが、このような鋼板を巻き付ける方法では、水に接している鋼板が腐食するという欠点があった。そのため、水中構造物の外周に拡径するようにコンクリートを打設（コンクリート巻き立て）する施工が多くなっている。この場合、水中構造物の周囲に仮締め切りを設置し、この仮締め切りの内側の水を抜いて施工場所を確保する必要があり、その仮締め切りの施工として長尺の鋼矢板を台船上に搭載した圧入機によって打設する方法が用いられていた。
しかし、例えば橋脚の上部に橋桁があり水面から桁下までの高さに制限がある場合には、鋼矢板の長さを短くし、溶接により継ぎ足しながら打設することになり、時間がかかり、工期が長くなるといった問題があった。そこで、施工の効率化を目的とした仮締め切り工法として、例えば特許文献１及び特許文献２に開示されているものがある。
特許文献１及び特許文献２は、予め工場などで製作した鋼製や鉄筋コンクリート製のプレキャストパネル（セグメント）を橋脚の周囲に環状に組み立てることで仮締め切り壁を構築するものである。これらのパネル同士の接合はボルトなどによって組み立てることができるため、組立作業が簡易となり、施工の効率化を図ることができる。
特開２００４−３１６１３３号公報 特許第３０６５９２７号公報 Conventionally, construction to provide seismic reinforcement has been carried out in case an underwater structure such as a pier in a river or a harbor is damaged by an earthquake. As this seismic reinforcement method, there is a method in which a steel plate is assembled so as to cover the periphery of the underwater structure, and a reinforcing structure is constructed by filling mortar between the steel plate and the underwater structure. However, such a method of winding a steel plate has a drawback that the steel plate in contact with water corrodes. Therefore, there is an increasing number of constructions in which concrete is placed (concrete winding) so as to expand the diameter of the underwater structure. In this case, it is necessary to install a temporary deadline around the underwater structure, drain the water inside the temporary deadline, and secure a construction site. A long steel sheet pile is mounted on the carriage as a temporary deadline. A method of placing with a press-fitting machine was used.
However, for example, when there is a bridge girder at the top of the pier and there is a limit on the height from the water surface to the bottom of the girder, the length of the steel sheet pile will be shortened and it will be cast while being added by welding, which takes time. There was a problem that the construction period was long. Therefore, as a temporary closing method for the purpose of improving the efficiency of construction, for example, there are those disclosed in Patent Document 1 and Patent Document 2.
Patent Document 1 and Patent Document 2 construct a temporary cutoff wall by assembling steel or reinforced concrete precast panels (segments) manufactured in advance at a factory or the like around a bridge pier. Since joining of these panels can be assembled with a volt | bolt etc., an assembly operation becomes simple and it can aim at the efficiency of construction.
JP 2004-316133 A Japanese Patent No. 30659927

しかしながら、特許文献１及び特許文献２の仮締め切り工法では、水中構造物の大きさに合わせた特殊な仮締め切り部材（パネル、セグメント）を製作して使用することになり、これらの製作コストが大きくなるといった問題があった。   However, in the temporary closing method of Patent Document 1 and Patent Document 2, a special temporary closing member (panel, segment) matched to the size of the underwater structure is manufactured and used, and the manufacturing cost thereof is large. There was a problem of becoming.

本発明は、上述する問題点に鑑みてなされたもので、特殊な仮締め切り部材を製作することなく、コストの低減が図れる仮締め切り工法を提供することを目的とする。   The present invention has been made in view of the above-described problems, and an object of the present invention is to provide a temporary closing method that can reduce costs without producing a special temporary closing member.

上記目的を達成するため、本発明に係る仮締め切り工法は、複数の鋼矢板を環状に連結させてなる締切壁と、締切壁の下端部を橋脚などの水中構造物の基礎上に固定させる根固め部とが設けられた仮締め切りによって水中構造物の外周を取り囲む仮締め切り工法であって、締切壁を周方向に分割させてなる矢板ユニットを予め台船上で組み立て、矢板ユニットを台船に保持させ、矢板ユニットの各々を基礎上に沈下させ、矢板ユニット同士を水中接合して締切壁を形成し、基礎と締切壁とを固結材を介して固定させて根固め部を形成させるようにしたことを特徴としている。
本発明では、鋼矢板からなる締切壁の上端部を台船に保持させることで、鋼矢板の大半を水中に沈めた状態で、締切壁を沈下箇所に運搬して基礎上に設置することができる。このため、長尺の鋼矢板であっても、従来のように圧入機を使用して鋼矢板を打設する場合と比較して水面より上方に高く突出させることなく締切壁を施工することができる。したがって、桁下のように高さが制限される施工箇所であっても問題なく鋼矢板を使用した仮締め切りを実施できる。 In order to achieve the above object, the temporary closing method according to the present invention includes a cutting wall formed by annularly connecting a plurality of steel sheet piles, and a root for fixing the lower end of the cutting wall on a foundation of an underwater structure such as a bridge pier. A temporary deadline method that surrounds the outer periphery of an underwater structure with a temporary deadline provided with a hardened part. A sheet pile unit that divides the deadline wall in the circumferential direction is pre-assembled on the barge, and the sheet pile unit is held on the barge. Each sheet pile unit is sunk on the foundation, the sheet pile units are joined together underwater to form a cut-off wall, and the foundation and cut-off wall are fixed via a binder to form a rooted part. It is characterized by that.
In the present invention, by holding the upper end of the cutting sheet wall made of steel sheet piles on the carriage, the cutting wall can be transported to the settlement site and installed on the foundation with most of the steel sheet piles submerged in water. it can. For this reason, even if it is a long steel sheet pile, it is possible to construct a cutoff wall without protruding higher than the water surface compared to the case where a steel sheet pile is driven using a press-fitting machine as in the past. it can. Therefore, even if it is a construction location where height is restricted like a underarm, the temporary deadline which uses a steel sheet pile can be implemented without a problem.

また、本発明に係る仮締め切り工法では、根固め部は、締切壁を基礎上に載置させた状態で、締切壁の下端部を取り囲むようにして基礎上に型枠体を固定させ、型枠体の内側に固結材を充填させることが好ましい。
本発明では、型枠内に充填した固結材に締切壁の下端部を埋設させることで根固め部が止水構造となり、締切壁の内側を水抜きして水中構造物の周囲に作業領域を確保することができる。 Further, in the temporary closing method according to the present invention, in the state where the clamping wall is placed on the foundation, the mold fixing body is fixed on the foundation so as to surround the lower end of the clamping wall, and the mold is fixed. It is preferable to fill the inside of the frame with a caking material.
In the present invention, the bottom end portion of the cut-off wall is embedded in the consolidated material filled in the formwork to form a water-stop structure, and the inside of the cut-off wall is drained to work around the underwater structure. Can be secured.

また、本発明に係る仮締め切り工法では、矢板ユニットの鋼矢板は、台船に脱着可能に固定させた第一鋼矢板と、第一鋼矢板に沿わせて沈下可能に設けた第二鋼矢板とからなり、矢板ユニットを沈下させるときに、先に第二鋼矢板を第一鋼矢板に沿わせて沈下させて基礎に固定し、第一鋼矢板を台船より切り離した後、沈下させた第二鋼矢板に沿わせて第一鋼矢板を沈下させることが好ましい。
本発明では、第一及び第二鋼矢板を、夫々が固定されている側の鋼矢板に案内させて沈下させることができる。このため、基礎上の所定の沈下位置に締切壁を精度よく設置することができる。 Moreover, in the temporary closing method according to the present invention, the steel sheet pile of the sheet pile unit is a first steel sheet pile fixed to the carriage so as to be detachable, and a second steel sheet pile provided so as to be able to sink along the first steel sheet pile. When the sheet pile unit was sunk, the second steel sheet pile was first sunk along the first steel sheet pile and fixed to the foundation, and after the first steel sheet pile was cut off from the carriage, it was sunk. It is preferable to sink the first steel sheet pile along the second steel sheet pile.
In the present invention, the first and second steel sheet piles can be guided and lowered by the steel sheet piles on the side to which the first and second steel sheet piles are fixed. For this reason, the cutoff wall can be accurately installed at a predetermined subsidence position on the foundation.

本発明の仮締め切り工法によれば、従来のように圧入機を使用して鋼矢板を打設する場合と比較して水面より上方に高く突出させることなく締切壁を施工することができる。このため、例えば橋桁の桁下のように水面上において高さ制限がある施工箇所であっても、既製品の鋼矢板を使用して仮締め切りを設置することができる。したがって、特殊な仮締め切りの部材を製作することがなく、鋼矢板を転用して使用することができることからコストを低減することができる。   According to the temporary closing method of the present invention, it is possible to construct a cutting wall without projecting the steel sheet pile higher than the water surface as compared with the conventional case where a steel sheet pile is driven using a press-fitting machine. For this reason, even if it is a construction location where there is a height restriction on the water surface, for example, under a bridge girder, a temporary deadline can be installed using a ready-made steel sheet pile. Therefore, it is possible to divert and use the steel sheet pile without producing a special provisional deadline member, thereby reducing the cost.

以下、本発明の仮締め切り工法の実施の形態について、図１乃至図１０に基づいて説明する。
図１は本発明の実施の形態による仮締め切り工法の概要を示す立断面図、図２は図１に示すＡ−Ａ線矢視図、図３は仮締め切りの設置状態を上方からみた図、図４は第一及び第二矢板ユニットの接合部を示す平面図、図５は仮締め切りの根固め部を示す立断面図、図６は図５に示す根固め部のＢ−Ｂ線断面図、図７、図８は矢板ユニットの設置工程を示す説明図、図９（ａ）〜（ｃ）は仮締め切りの施工工程を示す図、図１０（ａ）〜（ｃ）は同じく施工工程を示す図であって、図９（ｃ）に続く図である。 Hereinafter, an embodiment of a temporary closing method according to the present invention will be described with reference to FIGS. 1 to 10.
FIG. 1 is an elevation sectional view showing an outline of a temporary closing method according to an embodiment of the present invention, FIG. 2 is a view taken along the line AA shown in FIG. 1, and FIG. FIG. 4 is a plan view showing the joint portion of the first and second sheet pile units, FIG. 5 is a sectional elevation view showing the root fastening portion of the temporary deadline, and FIG. 6 is a sectional view taken along the line BB of the root fastening portion shown in FIG. 7 and 8 are explanatory diagrams showing the installation process of the sheet pile unit, FIGS. 9A to 9C are diagrams showing the construction process of the temporary deadline, and FIGS. 10A to 10C are the same construction process. It is a figure shown, Comprising: It is a figure following FIG.9 (c).

図１に示すように、本実施の形態による仮締め切り工法は、橋梁の橋脚１０（水中構造物）の周囲にコンクリート２（図１に示す二点鎖線）を打設する耐震補強工事に採用され、橋脚１０の外周を仮締め切り１によって取り囲み、その内部を排水して水のない作業領域Ｒを確保するものである。
橋脚１０は、周知のとおり道路などの橋桁１１を下方より支持し、水底Ｇの地盤中に杭１２と共に下部側が埋設された平面視四角形状（図２参照）のフーチング１３（基礎）と、フーチング１３の上部に一体に構築された柱状の橋脚本体部１４とからなる。橋脚本体部１４の断面積は、フーチング１３の断面積より小さくなるように構成されている。 As shown in FIG. 1, the temporary closing method according to the present embodiment is used for seismic reinforcement work in which concrete 2 (two-dot chain line shown in FIG. 1) is placed around a bridge pier 10 (underwater structure). The outer periphery of the pier 10 is surrounded by the temporary cut-off 1 and the interior is drained to ensure a work area R without water.
As is well known, the bridge pier 10 supports a bridge girder 11 such as a road from below, and has a square footing 13 (foundation) in plan view (see FIG. 2) in which the lower side is buried together with a pile 12 in the ground of the bottom G, and a footing. 13 and a columnar pier main body 14 constructed integrally with the upper part of 13. The cross-sectional area of the pier body 14 is configured to be smaller than the cross-sectional area of the footing 13.

図３に示すように、仮締め切り１は、所定長さの複数の鋼矢板２１、２１、・・・を周方向に平面視四角形状の環状に連結させてなる締切壁２０と、締切壁２０をフーチング１３上に固定させる根固め部３０（図１参照）と、この締切壁２０を橋脚本体部１４に支持させる支保工４０とから概略構成されている。   As shown in FIG. 3, the provisional deadline 1 includes a plurality of steel sheet piles 21, 21,... Having a predetermined length connected in a circumferentially rectangular shape in a plan view, and a cutoff wall 20. 1 is fixed to the footing 13 and a support 40 for supporting the cutoff wall 20 on the pier body 14 is schematically constituted.

図４に示すように、締切壁２０を構成する鋼矢板２１は、既製品の鋼矢板が使用され、その形状は断面略コの字形状をなしていてその両側縁部が外側にカール状に湾曲した継手部２１ａ、２１ａが形成されたものである。連結する隣り合う鋼矢板２１、２１同士は、互いに対向させ且つ水平方向にずらして夫々の継手部２１ａ、２１ａを重ね合わせるようにして係合されている。
そして、図３に示すように、締切壁２０は、周方向に略同等の大きさに二分割され、平面視略コの字型状をなす第一矢板ユニット２２と第二矢板ユニット２３とで構成されている。図４に示すように、第一及び第二矢板ユニット２２，２３は、夫々の端部２２ａ、２３ａを接近させ、その端部２２ａ、２３ａをプレート２４、２５によって挟み込み、溶接させることで止水接合されている。ここで、この接合箇所を接合部Ｔとする。 As shown in FIG. 4, the steel sheet pile 21 constituting the cutoff wall 20 is a ready-made steel sheet pile, and the shape thereof is substantially U-shaped in cross section, and both side edges are curled outward. Curved joint portions 21a and 21a are formed. The adjacent steel sheet piles 21 and 21 to be connected are engaged with each other so as to oppose each other and shift in the horizontal direction so that the respective joint portions 21a and 21a overlap each other.
As shown in FIG. 3, the cut-off wall 20 is divided into two substantially equal sizes in the circumferential direction, and includes a first sheet pile unit 22 and a second sheet pile unit 23 that are substantially U-shaped in plan view. It is configured. As shown in FIG. 4, the first and second sheet pile units 22, 23 have their ends 22 a, 23 a approached, the ends 22 a, 23 a are sandwiched between plates 24, 25, and welded. It is joined. Here, let this joint location be the joint T.

次に、締切壁２０とフーチング１３との根固め部３０について図面に基づいて説明する。
図５及び図６に示すように、根固め部３０は、締切壁２０をフーチング１３上に載置させた状態で、締切壁２０の下端部２０ａを取り囲むようにして断面略Ｌ型のＬ型長尺部材３１、３１（型枠体）をフーチング１３の上面に固定させている。Ｌ型長尺部材３１は、一端面３１ａがアンカー３４によってフーチング１３に固定され、他端面３１ｂがフーチング１３に対して略直交するように立設した状態で配設されている。アンカー３４は、Ｌ型長尺部材３１の長手方向（締切壁２０の設置方向）に所定間隔をもって打設されている。
締切壁２０は、締切壁２０の外側面２０ｂとＬ型長尺部材３１との間にクサビ状の係止部材３３が上方から押し込まれることで、Ｌ型長尺部材３１に固定されている。そして、Ｌ型長尺部材３１、３１同士に挟まれた空間には、締切壁２０の下端部２０ａを埋設するようにしてモルタルなどの固結材３２が充填されている。 Next, the root fixing portion 30 between the cutoff wall 20 and the footing 13 will be described with reference to the drawings.
As shown in FIGS. 5 and 6, the root hardening portion 30 is an L shape having a substantially L-shaped cross section so as to surround the lower end portion 20 a of the cutoff wall 20 in a state where the cutoff wall 20 is placed on the footing 13. The long members 31 and 31 (formwork) are fixed to the upper surface of the footing 13. The L-shaped long member 31 is disposed in a state where one end surface 31 a is fixed to the footing 13 by an anchor 34 and the other end surface 31 b is erected so as to be substantially orthogonal to the footing 13. The anchors 34 are driven at predetermined intervals in the longitudinal direction of the L-shaped long member 31 (installation direction of the cutoff wall 20).
The cutoff wall 20 is fixed to the L-shaped long member 31 by a wedge-shaped locking member 33 being pushed from above between the outer surface 20 b of the cutoff wall 20 and the L-shaped long member 31. A space sandwiched between the L-shaped long members 31 and 31 is filled with a consolidation material 32 such as mortar so as to embed the lower end portion 20a of the cutoff wall 20.

図３に示すように、支保工４０は、締切壁２０の内面に略水平方向に固定された腹起し材４１と、腹起し材４１と橋脚本体部１４とを連結する切梁材４２と、同じく腹起し材４１と橋脚本体部１４とを連結する補助部材４３とからなる。なお、切梁材４２にジャッキ４２ａを設け、腹起し材４１と橋脚本体部１４との間を突っ張った状態にしておく。
そして、図１に示すように、支保工４０は、締切壁２０の上下方向の複数の箇所に設けられている。これらを上方より第一支保工４０Ａ，第二支保工４０Ａ・・・とし、総称して支保工４０とする。 As shown in FIG. 3, the support work 40 includes a belly raising member 41 fixed to the inner surface of the cutoff wall 20 in a substantially horizontal direction, and a beam member 42 connecting the belly raising member 41 and the pier body 14. And an auxiliary member 43 that connects the erection material 41 and the pier main body portion 14 together. In addition, the jack 42a is provided in the beam member 42, and it is made the state which stretched between the erection material 41 and the pier main-body part 14. FIG.
As shown in FIG. 1, the support works 40 are provided at a plurality of locations in the vertical direction of the cutoff wall 20. These are referred to as a first support 40A, a second support 40A,...

次に、上述したように構成される仮締め切り１の施工について、橋脚１の耐震補強工も含めて図面に基づいて説明する。
先ず、準備施工として、図示しないバックホウなどを搭載した浚渫船を用いてフーチング１３の表面が露出するように浚渫を行なうと共に、フーチング３の表面の清掃をしておく（図１参照）。また、橋脚本体部１４の所定箇所には、第一支保工４０Ａを取り付けておく。
図３、図７に示すように、仮締め切り１の施工には台船５０が使用される。そして、台船５０を曳航し、橋桁１１（図２参照）のないところで固定ワイヤー（図示省略）などによって台船５０を固定しておく。そして、この台船５０の一方の側面５０ａには、台船５０上で組み立てた第一矢板ユニット２２（或いは第二矢板ユニット２３）を保持しておくための保持機構６０を設置しておく。
図３に示すように、この保持機構６０は、各第一及び第二矢板ユニット２２，２３の外周側を保持するようにＨ型鋼材などを平面視略コの字形状に組み合わせて構成され、その開口側をなす保持部６０ｂを台船５０の反対側に向けて配置されている（図７、図８参照）。そして、締切壁２０を橋脚１０の周囲に設置する前に、予め台船５０上で第一矢板ユニット２２を組み立てておく。 Next, the construction of the temporary deadline 1 configured as described above will be described based on the drawings including the seismic reinforcement work of the pier 1.
First, as preparatory work, dredging is performed using a dredger equipped with a backhoe (not shown) so that the surface of the footing 13 is exposed, and the surface of the footing 3 is cleaned (see FIG. 1). In addition, a first support 40A is attached to a predetermined portion of the pier body 14.
As shown in FIGS. 3 and 7, a trolley 50 is used for the construction of the temporary deadline 1. Then, the trolley 50 is towed, and the trolley 50 is fixed by a fixing wire (not shown) or the like where there is no bridge girder 11 (see FIG. 2). A holding mechanism 60 for holding the first sheet pile unit 22 (or the second sheet pile unit 23) assembled on the carriage 50 is installed on one side surface 50a of the carriage 50.
As shown in FIG. 3, the holding mechanism 60 is configured by combining an H-shaped steel material or the like in a substantially U shape in plan view so as to hold the outer peripheral side of each of the first and second sheet pile units 22 and 23. The holding portion 60b that forms the opening side is disposed facing the opposite side of the carriage 50 (see FIGS. 7 and 8). Then, before installing the cutoff wall 20 around the pier 10, the first sheet pile unit 22 is assembled on the carriage 50 in advance.

ここで、図３に示すように、第一矢板ユニット２２（第二矢板ユニット２３についても同様）の組み立てる方法について説明する。
第一矢板ユニット２２は、予め保持機構６０に脱着可能に固定させてなる第一鋼矢板２１Ａ（図３に示す係止部材７１（後述）が固着された鋼矢板）と、第一鋼矢板２１Ａの継手部２１ａに沿わせて沈下させる第二鋼矢板２１Ｂとが適宜配置されている。ここで、これら第一鋼矢板２１Ａと第二鋼矢板２１Ｂとの配列は、例えば図３に示すように第一鋼矢板２１Ａ、２１Ａ同士の間に３〜５枚の第二鋼矢板２１Ｂ・・・を設けた配列となっている。
そして、図７及び図８に示すように、先に第一鋼矢板２１Ａ（本実施の形態では８枚設置）のみを、前記第一鋼矢板２１Ａ、２１Ａ同士の間に複数の第二鋼矢板２１Ｂ・・・を配置できるように保持機構６０の上端部６０ａの所定の位置に固定する。その固定方法は、切欠部７１ａを有した係止部材７１を第一鋼矢板２１Ａの台船５０側の端面に固着させておき、この切欠部７１ａを保持機構６０の上端部６０ａに引っ掛けるようにして係止部材７１を保持機構６０に係止させる。なお、この係止が外れないように、レバーブロックなどの第一締付具７２を使用して第一鋼矢板２１Ａと保持機構６０を、係止部材７１が保持機構６０の上端部６０ａに係止する方向に締め付けて固定しておく。 Here, as shown in FIG. 3, a method of assembling the first sheet pile unit 22 (the same applies to the second sheet pile unit 23) will be described.
The first sheet pile unit 22 has a first steel sheet pile 21A (a steel sheet pile to which a locking member 71 (described later) shown in FIG. 3 is fixed) and a first steel sheet pile 21A fixed in advance to the holding mechanism 60 in a detachable manner. A second steel sheet pile 21B that is allowed to sink along the joint portion 21a is appropriately disposed. Here, the arrangement of the first steel sheet pile 21A and the second steel sheet pile 21B is, for example, as shown in FIG. 3, 3-5 second steel sheet piles 21B between the first steel sheet piles 21A, 21A.・ It is an arrangement with
As shown in FIGS. 7 and 8, only the first steel sheet pile 21A (eight in the present embodiment is installed) first, a plurality of second steel sheet piles between the first steel sheet piles 21A, 21A. 21B is fixed at a predetermined position of the upper end portion 60a of the holding mechanism 60 so that 21B can be arranged. The fixing method is such that the locking member 71 having the notch portion 71a is fixed to the end surface of the first steel sheet pile 21A on the side of the carriage 50, and the notch portion 71a is hooked on the upper end portion 60a of the holding mechanism 60. Thus, the locking member 71 is locked to the holding mechanism 60. Note that the first steel sheet pile 21 </ b> A and the holding mechanism 60 are engaged using the first fastener 72 such as a lever block, and the locking member 71 is engaged with the upper end portion 60 a of the holding mechanism 60 so that this locking is not released. Tighten in the direction to stop and fix.

続いて、前記第一鋼矢板２１Ａ、２１Ａ同士の間に、各継手部２１ａを差し込ませるようにして所定枚数の第二鋼矢板２１Ｂ・・・を配置させる。このとき、鋼矢板２１の夫々の下端が揃うように設置する（図９（ａ）参照）。ここで、隣り合う鋼矢板２１同士が上下方向にずれないようにボルトなどのズレ止め部材７５（図８参照）によって仮に固定しておく。
また、図８に示すように、鋼矢板２１の下部側にフック７３を取り付け、そのフック７３にレバーブロックなどの第二締付具７４の一端７４ａを取り付け、その他端７４ｂに上述したＬ型長尺部材３１の上端部３１ｃを吊った状態で取り付けておく。ここまでの工程が、第一矢板ユニット２２の組み立て工程であり、このように、鋼矢板２１からなる第一及び第二矢板ユニット２２、２３の上端部を台船５０に保持させることで、鋼矢板２１の大半を水中に沈めた状態で、締切壁２０を沈下箇所に運搬させることができる（図９（ａ）参照）。 Subsequently, a predetermined number of second steel sheet piles 21B are arranged between the first steel sheet piles 21A, 21A so that the joint portions 21a are inserted. At this time, it installs so that each lower end of the steel sheet pile 21 may align (refer Fig.9 (a)). Here, the steel sheet piles 21 adjacent to each other are temporarily fixed by a displacement preventing member 75 such as a bolt (see FIG. 8) so as not to be displaced in the vertical direction.
Further, as shown in FIG. 8, a hook 73 is attached to the lower side of the steel sheet pile 21, one end 74a of a second fastener 74 such as a lever block is attached to the hook 73, and the L-shaped length described above is attached to the other end 74b. The upper end 31c of the scale member 31 is attached in a suspended state. The process so far is the assembly process of the first sheet pile unit 22, and thus the upper end portions of the first and second sheet pile units 22, 23 made of the steel sheet pile 21 are held by the carriage 50, so that With the majority of the sheet pile 21 submerged in water, the cutoff wall 20 can be transported to the subsidence location (see FIG. 9A).

次に、図９（ｂ）に示すように、台船５０を移動して、組み立てた第一矢板ユニット２２を桁下の所定の沈設箇所まで移動する。そして、第二鋼矢板２１Ｂを仮吊りしているズレ止め部材７５（図８参照）を切断し、第二鋼矢板２１Ｂを第一鋼矢板２１Ａに沿わせてフーチング１３上に沈下させ、第二鋼矢板２１Ｂと腹起し材４１とをボルトなどで接続して固定する（図３参照）。その後、図９（ｃ）に示すように、係止部材７１及び第一締付具７２（図８参照）を取り外し、第一鋼矢板２１Ａを前記沈下させた第二鋼矢板２１Ｂに沿わせて橋脚１０のフーチング１３上に沈下させ、第一鋼矢板２１Ａと腹起し４１をボルトなどで接続して固定する（図３参照）。このように沈下させることで、フーチング１３上の所定位置に第一及び第二鋼矢板２１Ａ，２１Ｂを精度よく設置することができる。   Next, as shown in FIG. 9B, the carriage 50 is moved, and the assembled first sheet pile unit 22 is moved to a predetermined installation position under the girder. Then, the slip prevention member 75 (see FIG. 8) temporarily suspending the second steel sheet pile 21B is cut, and the second steel sheet pile 21B is sunk on the footing 13 along the first steel sheet pile 21A. The steel sheet pile 21B and the erection material 41 are connected and fixed with a bolt or the like (see FIG. 3). Then, as shown in FIG.9 (c), the locking member 71 and the 1st fastener 72 (refer FIG. 8) are removed, and the 1st steel sheet pile 21A is made to follow the 2nd steel sheet pile 21B which sunk. It sinks on the footing 13 of the pier 10 and connects and fixes the first steel sheet pile 21A and the flank 41 with a bolt or the like (see FIG. 3). By sinking in this manner, the first and second steel sheet piles 21A and 21B can be accurately installed at predetermined positions on the footing 13.

続いて、図５、図６に示すように、アンカー３４によりＬ型長尺部材３１の一端面３１ａをフーチング１３に固定し、図８に示す第二締付具７４によって鋼矢板２１をフーチング１３側に引き寄せるように締め付け、Ｌ型長尺部材３１と鋼矢板２１との隙間に係止部材３３を押し込んで第一矢板ユニット２２を固定する。そして、鋼矢板２１が動かないことを確認して台船５０が桁下の外方に離脱する。   Subsequently, as shown in FIGS. 5 and 6, the one end surface 31 a of the L-shaped long member 31 is fixed to the footing 13 by the anchor 34, and the steel sheet pile 21 is footed 13 by the second fastener 74 shown in FIG. 8. The first sheet pile unit 22 is fixed by pressing the locking member 33 into the gap between the L-shaped long member 31 and the steel sheet pile 21. Then, after confirming that the steel sheet pile 21 does not move, the carriage 50 is disengaged outwardly under the girder.

次に、図９（ｃ）及び図１０（ａ）に示すように、第二矢板ユニット２３を第一矢板ユニット２２に接合できるように、第一矢板ユニット２２の場合と同様の手順でフーチング１３上に設置する。そして、第一及び第二矢板ユニット２２、２３同士の接合部Ｔは、プレート２４、２５（図４参照）によって挟持させた状態で水中溶接により接合される。次いで、図５、図６に示すように、根固め部３０のＬ型長尺部材３１、３１同士に挟まれた空間に固結材３２を充填し、締切壁２０の下端部２０ａがフーチング１３に対して液密に固着される（図１０（ｂ）参照）。
その後、図１０（ｃ）に示すように、締切壁２０内を排水ポンプ８０によって水抜きして作業領域Ｒを確保し、二段目の第二支保工４０Ｂを設置する。そして、締切壁２０内の作業領域Ｒにおいて型枠（図示省略）を組み立ててコンクリート２（図１に示す二点鎖線）を打設して耐震補強が構築される。 Next, as shown in FIG. 9C and FIG. 10A, the footing 13 is performed in the same procedure as that of the first sheet pile unit 22 so that the second sheet pile unit 23 can be joined to the first sheet pile unit 22. Install on top. And the junction part T of the 1st and 2nd sheet pile units 22 and 23 is joined by underwater welding in the state clamped by the plates 24 and 25 (refer FIG. 4). Next, as shown in FIGS. 5 and 6, the space sandwiched between the L-shaped long members 31, 31 of the root fixing portion 30 is filled with the caking material 32, and the lower end portion 20 a of the cut-off wall 20 is the footing 13. The liquid is firmly fixed to the liquid (see FIG. 10B).
Then, as shown in FIG.10 (c), the inside of the cutoff wall 20 is drained with the drainage pump 80, the work area | region R is ensured, and the 2nd stage 2nd support work 40B is installed. Then, in the work area R in the cut-off wall 20, a formwork (not shown) is assembled, and concrete 2 (two-dot chain line shown in FIG. 1) is placed to construct earthquake-proof reinforcement.

コンクリート２の構築が完成した後、締切壁２０内に注水すると共に、設置した第一及び第二支保工４０Ａ，４０Ｂを撤去する（図１参照）。そして、台船５０に鋼矢板２１（締切壁２０）を固定し、根固め部３０と接続されている鋼矢板２１を適当な箇所で切断して切り離し、鋼矢板２１及び根固め部３０を撤去し、台船５０を桁下から移動する。
なお、上述した仮締め切り１の締切壁２０の上端位置は、海や河川などの最高水位より高い位置となるようにすることは言うまでもない。 After the construction of the concrete 2 is completed, water is poured into the cutoff wall 20 and the installed first and second supporters 40A and 40B are removed (see FIG. 1). And the steel sheet pile 21 (cutting wall 20) is fixed to the carriage 50, the steel sheet pile 21 connected with the root consolidation part 30 is cut | disconnected and cut | disconnected in an appropriate location, and the steel sheet pile 21 and the root consolidation part 30 are removed. Then, the carriage 50 is moved from the bottom of the girder.
In addition, it cannot be overemphasized that the upper end position of the deadline wall 20 of the temporary deadline 1 mentioned above shall be a position higher than the highest water level, such as the sea and a river.

上述した本実施の形態による仮締め切り工法では、従来のように圧入機を使用して鋼矢板を打設する場合と比較して水面より上方に高く突出させることなく締切壁２０を施工することができる。このため、橋桁１１の桁下のように水面上において高さ制限がある施工箇所であっても、既製品の鋼矢板２１を使用して仮締め切り１を設置することができる。したがって、特殊な仮締め切りの部材を製作することがなく、鋼矢板２１を転用して使用することができることからコストを低減することができる。   In the temporary closing method according to the present embodiment described above, it is possible to construct the cutoff wall 20 without protruding higher than the surface of the water as compared with the conventional case where a steel sheet pile is driven using a press-fitting machine. it can. For this reason, even if it is a construction location where there is a height restriction on the water surface, such as under the bridge girder 11, the temporary deadline 1 can be installed using the ready-made steel sheet pile 21. Accordingly, the steel sheet pile 21 can be diverted and used without producing a special provisional deadline member, thereby reducing the cost.

以上、本発明による仮締め切り工法の実施の形態について説明したが、本発明は上記の実施の形態に限定されるものではなく、その趣旨を逸脱しない範囲で適宜変更可能である。
例えば、本実施の形態では締切壁２０を二分割にしているが、分割数はこれに限定されることはなく、例えば平面視四角形状の各辺毎に４つに分割してもかまわない。
また、本実施の形態のように締切壁２０は平面視四角形状であることに限定されず、例えば平面視で円形、多角形などであってもよい。
さらに、本実施の形態では第一鋼矢板２１Ａを台船５０の保持機構６０に仮固定する方法として切欠部７１ａを有した係止部材７１を設けているが、このような固定方法に限定されることはない。要は第二鋼矢板２１Ｂが第一鋼矢板２１Ａに案内されて略鉛直に沈下できるように第一鋼矢板２１Ａが固定されていればよいのである。 As mentioned above, although embodiment of the temporary closing method by this invention was described, this invention is not limited to said embodiment, In the range which does not deviate from the meaning, it can change suitably.
For example, in the present embodiment, the cutoff wall 20 is divided into two parts, but the number of divisions is not limited to this, and for example, it may be divided into four parts for each side of the square shape in plan view.
Further, the cutoff wall 20 is not limited to a square shape in plan view as in the present embodiment, and may be, for example, a circle or a polygon in plan view.
Furthermore, in the present embodiment, the locking member 71 having the notch portion 71a is provided as a method for temporarily fixing the first steel sheet pile 21A to the holding mechanism 60 of the carriage 50, but is limited to such a fixing method. Never happen. In short, it is only necessary that the first steel sheet pile 21A is fixed so that the second steel sheet pile 21B is guided by the first steel sheet pile 21A and can sink substantially vertically.

本発明の実施の形態による仮締め切り工法の概要を示す立断面図である。It is a sectional elevation which shows the outline | summary of the temporary closing method by embodiment of this invention. 図１に示すＡ−Ａ線矢視図である。It is an AA arrow directional view shown in FIG. 仮締め切りの設置状態を上方からみた図である。It is the figure which looked at the installation state of a temporary deadline from the upper part. 第一及び第二矢板ユニットの接合部を示す平面図である。It is a top view which shows the junction part of a 1st and 2nd sheet pile unit. 仮締め切りの根固め部を示す立断面図である。It is an elevation sectional view showing the root tightening part of a temporary deadline. 図５に示す根固め部のＢ−Ｂ線断面図である。FIG. 6 is a cross-sectional view of the root hardening portion shown in FIG. 5 taken along the line BB. 矢板ユニットの設置工程を示す説明図である。It is explanatory drawing which shows the installation process of a sheet pile unit. 矢板ユニットの設置工程を示す説明図である。It is explanatory drawing which shows the installation process of a sheet pile unit. （ａ）〜（ｃ）は仮締め切りの施工工程を示す図である。(A)-(c) is a figure which shows the construction process of a temporary deadline. （ａ）〜（ｃ）は同じく施工工程を示す図であって、図９（ｃ）に続く図である。(A)-(c) is a figure which similarly shows a construction process, Comprising: It is a figure following FIG.9 (c).

符号の説明Explanation of symbols

１ 仮締め切り
１０ 橋脚（水中構造物）
１３ フーチング（基礎）
１４ 橋脚本体部
２０ 締切壁
２１ 鋼矢板
２１Ａ 第一鋼矢板
２１Ｂ 第二鋼矢板
２２ 第一矢板ユニット
２３ 第二矢板ユニット
３０ 根固め部
３１ Ｌ型長尺部材（型枠体）
３２ 固結材
４０ 支保工
５０ 台船
６０ 保持機構


1 Temporary deadline 10 Pier (underwater structure)
13 Footing (basic)
DESCRIPTION OF SYMBOLS 14 Pier body part 20 Cut-off wall 21 Steel sheet pile 21A 1st steel sheet pile 21B 2nd steel sheet pile 22 1st sheet pile unit 23 2nd sheet pile unit 30 Rooting part 31 L-shaped elongate member (form frame)
32 Solidified material 40 Support work 50 Cargo ship 60 Holding mechanism


Claims (3)

複数の鋼矢板を環状に連結させてなる締切壁と、該締切壁の下端部を橋脚などの前記水中構造物の基礎上に固定させる根固め部とが設けられた仮締め切りによって前記水中構造物の外周を取り囲む仮締め切り工法であって、
前記締切壁を周方向に分割させてなる矢板ユニットを予め台船上で組み立て、前記矢板ユニットを前記台船に保持させ、
前記矢板ユニットの各々を前記基礎上に沈下させ、前記矢板ユニット同士を水中接合して締切壁を形成し、
前記基礎と前記締切壁とを固結材を介して固定させて根固め部を形成させるようにしたことを特徴とする仮締め切り工法。 The underwater structure is provided by a temporary cut-off provided with a cutoff wall formed by annularly connecting a plurality of steel sheet piles, and a rooting portion for fixing a lower end portion of the cutoff wall on a foundation of the underwater structure such as a bridge pier. A temporary closing method surrounding the outer periphery of
Assembling a sheet pile unit obtained by dividing the cut-off wall in the circumferential direction in advance on a table ship, holding the sheet pile unit on the table ship,
Each of the sheet pile units is sunk on the foundation, the sheet pile units are joined together underwater to form a cutoff wall,
A temporary closing method characterized in that the foundation and the cutoff wall are fixed via a caking material to form a root-clamping portion. 前記根固め部は、前記締切壁を前記基礎上に載置させた状態で、前記締切壁の下端部を取り囲むようにして前記基礎上に型枠体を固定させ、前記型枠体の内側に前記固結材を充填させるようにしたことを特徴とする請求項１に記載の仮締め切り工法。   In the state in which the cut-off wall is placed on the foundation, the root-fixing portion fixes the mold body on the foundation so as to surround the lower end portion of the cut-off wall, and the inside of the mold frame The temporary closing method according to claim 1, wherein the consolidated material is filled. 前記矢板ユニットの前記鋼矢板は、前記台船に脱着可能に固定させた第一鋼矢板と、該第一鋼矢板に沿わせて沈下可能に設けた第二鋼矢板とからなり、
前記矢板ユニットを沈下させるときに、先に前記第二鋼矢板を前記第一鋼矢板に沿わせて沈下させて前記基礎に固定し、前記第一鋼矢板を前記台船より切り離した後、前記沈下させた前記第二鋼矢板に沿わせて前記第一鋼矢板を沈下させるようにしたことを特徴とする請求項１又は２に記載の仮締め切り工法。 The steel sheet pile of the sheet pile unit consists of a first steel sheet pile fixed to the carriage so as to be detachable, and a second steel sheet pile provided so as to be able to sink along the first steel sheet pile,
When the sheet pile unit is sunk, the second steel sheet pile is first sunk along the first steel sheet pile and fixed to the foundation, and the first steel sheet pile is cut off from the carriage, The temporary closing method according to claim 1 or 2, wherein the first steel sheet pile is allowed to sink along the second steel sheet pile that has been lowered.
JP2006026767A 2006-02-03 2006-02-03 Temporary deadline construction method Active JP4793634B2 (en)

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JP2011084940A (en) * 2009-10-15 2011-04-28 Ihi Amtec Co Ltd Method of repairing bridge pier structure
CN102852094A (en) * 2012-08-31 2013-01-02 中交第二航务工程局有限公司 Construction method for prefabricating composite structure of pier mounting plate pile under open marine environment
CN102877420A (en) * 2012-11-06 2013-01-16 中铁二十二局哈尔滨铁路建设集团有限责任公司 Construction method of large tube well fixed point precipitation, sealing bottom free concrete and steel sheet pile cofferdam deepwater bearing platform
CN102943482A (en) * 2012-11-07 2013-02-27 中交第二航务工程局有限公司 Prefabricate abutment pre-tightening type sealing up cofferdam
CN103397648A (en) * 2013-08-12 2013-11-20 中铁二局股份有限公司 Cofferdam reinforced concrete secondary bottom-sealing construction method of steel pouring jacket with bottom
CN103882878A (en) * 2014-03-21 2014-06-25 北京工业大学 Method for constructing combined type steel sheet pile cofferdam for abrupt slope hard rock river bed deepwater bearing platform
CN104196042A (en) * 2014-08-15 2014-12-10 中国建筑第六工程局有限公司 Steel sheet pile cofferdam structure construction method
CN105220703A (en) * 2015-09-11 2016-01-06 安徽省公路桥梁工程有限公司 A kind of sand flat enclosure-type deep water construction method under weighing apparatus method condition based on returning
CN106013192A (en) * 2016-06-15 2016-10-12 中铁港航局集团有限公司 Method of constructing cofferdam after integrally lowering multiple layers of inner bracings of steel sheet pile cofferdam
CN106545023A (en) * 2016-11-25 2017-03-29 南京东至南工程技术有限公司 For the steel cofferdam device and method that bridge pier is reinforced under water
CN106884434A (en) * 2017-01-20 2017-06-23 湖北省路桥集团有限公司 The parameterization design method of circular Double-Wall Steel Boxed Cofferdam
CN108442395A (en) * 2018-05-14 2018-08-24 中铁八局集团第二工程有限公司 Latch steel pipe pile cofferdam construction method
CN109056763A (en) * 2018-09-17 2018-12-21 中交公局海威工程建设有限公司 Combined type cofferdam structure and underwater work platform
CN109653226A (en) * 2019-01-02 2019-04-19 中铁大桥局集团有限公司 A kind of cofferdam structure based on the double steel sheet pile of core filling type
CN110735397A (en) * 2019-09-11 2020-01-31 保利长大工程有限公司 Construction method of large bearing platform on inclined river bed surface
CN111335171A (en) * 2020-03-13 2020-06-26 山东省公路桥梁建设有限公司 Construction method of steel trestle
CN111997076A (en) * 2020-08-27 2020-11-27 河北省水利科学研究院 Rapid temporary cofferdam construction method
CN112064658A (en) * 2020-08-14 2020-12-11 中铁大桥局集团有限公司 Adjustable bottom bulkhead of deepwater cofferdam and construction method thereof
CN113863339A (en) * 2021-09-29 2021-12-31 中国建筑第八工程局有限公司 River blocking and intercepting structure in river channel and construction method thereof
CN114575333A (en) * 2022-03-22 2022-06-03 中交二公局第二工程有限公司 Construction method for inserting and driving locking steel pipe pile bedrock
CN114875842A (en) * 2022-05-27 2022-08-09 中交第二航务工程局有限公司 Lower cross beam construction method of adjacent hydraulic auxiliary structure steel pouring jacket
CN114908808A (en) * 2022-04-24 2022-08-16 武汉市市政建设集团有限公司 Leakage stopping device and method for leakage of deep water cofferdam bottom sealing concrete

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Publication number Priority date Publication date Assignee Title
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CN102912809B (en) * 2012-11-06 2014-12-10 中铁大桥局股份有限公司 Construction method for bearing platform with bottom surface in hard impervious bed
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Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11117316A (en) * 1997-10-09 1999-04-27 Ohbayashi Corp Temporary cofferdam structure
JPH11256587A (en) * 1998-03-09 1999-09-21 Kajima Corp Cofferdam construction method for reinforcing bridge pier
JP2003232044A (en) * 2002-02-07 2003-08-19 Ohbayashi Corp Cofferdam closure method
JP2005350904A (en) * 2004-06-09 2005-12-22 Ohbayashi Corp Cofferdam structure and cofferdam construction method

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11117316A (en) * 1997-10-09 1999-04-27 Ohbayashi Corp Temporary cofferdam structure
JPH11256587A (en) * 1998-03-09 1999-09-21 Kajima Corp Cofferdam construction method for reinforcing bridge pier
JP2003232044A (en) * 2002-02-07 2003-08-19 Ohbayashi Corp Cofferdam closure method
JP2005350904A (en) * 2004-06-09 2005-12-22 Ohbayashi Corp Cofferdam structure and cofferdam construction method

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JP2011084940A (en) * 2009-10-15 2011-04-28 Ihi Amtec Co Ltd Method of repairing bridge pier structure
CN102852094A (en) * 2012-08-31 2013-01-02 中交第二航务工程局有限公司 Construction method for prefabricating composite structure of pier mounting plate pile under open marine environment
CN102852094B (en) * 2012-08-31 2015-03-18 中交第二航务工程局有限公司 Construction method for prefabricating composite structure of pier mounting plate pile under open marine environment
CN102877420A (en) * 2012-11-06 2013-01-16 中铁二十二局哈尔滨铁路建设集团有限责任公司 Construction method of large tube well fixed point precipitation, sealing bottom free concrete and steel sheet pile cofferdam deepwater bearing platform
CN102943482A (en) * 2012-11-07 2013-02-27 中交第二航务工程局有限公司 Prefabricate abutment pre-tightening type sealing up cofferdam
CN103397648A (en) * 2013-08-12 2013-11-20 中铁二局股份有限公司 Cofferdam reinforced concrete secondary bottom-sealing construction method of steel pouring jacket with bottom
CN103882878A (en) * 2014-03-21 2014-06-25 北京工业大学 Method for constructing combined type steel sheet pile cofferdam for abrupt slope hard rock river bed deepwater bearing platform
CN103882878B (en) * 2014-03-21 2016-06-08 北京工业大学 A kind of hard rock riverbed, abrupt slope deep water cushion cap combined steel sheeting cofferdam constructional method
CN104196042A (en) * 2014-08-15 2014-12-10 中国建筑第六工程局有限公司 Steel sheet pile cofferdam structure construction method
CN105220703A (en) * 2015-09-11 2016-01-06 安徽省公路桥梁工程有限公司 A kind of sand flat enclosure-type deep water construction method under weighing apparatus method condition based on returning
CN105220703B (en) * 2015-09-11 2017-01-18 安徽省公路桥梁工程有限公司 Enclosing type deepwater platform construction method based on condition of sand backfilling balance method
CN106013192A (en) * 2016-06-15 2016-10-12 中铁港航局集团有限公司 Method of constructing cofferdam after integrally lowering multiple layers of inner bracings of steel sheet pile cofferdam
CN106545023A (en) * 2016-11-25 2017-03-29 南京东至南工程技术有限公司 For the steel cofferdam device and method that bridge pier is reinforced under water
CN106884434B (en) * 2017-01-20 2021-04-13 湖北省路桥集团有限公司 Parameterization design method of circular double-wall steel cofferdam
CN106884434A (en) * 2017-01-20 2017-06-23 湖北省路桥集团有限公司 The parameterization design method of circular Double-Wall Steel Boxed Cofferdam
CN108442395A (en) * 2018-05-14 2018-08-24 中铁八局集团第二工程有限公司 Latch steel pipe pile cofferdam construction method
CN109056763A (en) * 2018-09-17 2018-12-21 中交公局海威工程建设有限公司 Combined type cofferdam structure and underwater work platform
CN109653226A (en) * 2019-01-02 2019-04-19 中铁大桥局集团有限公司 A kind of cofferdam structure based on the double steel sheet pile of core filling type
CN110735397A (en) * 2019-09-11 2020-01-31 保利长大工程有限公司 Construction method of large bearing platform on inclined river bed surface
CN111335171A (en) * 2020-03-13 2020-06-26 山东省公路桥梁建设有限公司 Construction method of steel trestle
CN112064658B (en) * 2020-08-14 2021-10-19 中铁大桥局集团有限公司 Adjustable bottom bulkhead of deepwater cofferdam and construction method thereof
CN112064658A (en) * 2020-08-14 2020-12-11 中铁大桥局集团有限公司 Adjustable bottom bulkhead of deepwater cofferdam and construction method thereof
CN111997076A (en) * 2020-08-27 2020-11-27 河北省水利科学研究院 Rapid temporary cofferdam construction method
CN113863339A (en) * 2021-09-29 2021-12-31 中国建筑第八工程局有限公司 River blocking and intercepting structure in river channel and construction method thereof
CN114575333A (en) * 2022-03-22 2022-06-03 中交二公局第二工程有限公司 Construction method for inserting and driving locking steel pipe pile bedrock
CN114908808A (en) * 2022-04-24 2022-08-16 武汉市市政建设集团有限公司 Leakage stopping device and method for leakage of deep water cofferdam bottom sealing concrete
CN114875842A (en) * 2022-05-27 2022-08-09 中交第二航务工程局有限公司 Lower cross beam construction method of adjacent hydraulic auxiliary structure steel pouring jacket

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