JPH11158886A - Method for constructing underwater foundation - Google Patents
Method for constructing underwater foundationInfo
- Publication number
- JPH11158886A JPH11158886A JP32815297A JP32815297A JPH11158886A JP H11158886 A JPH11158886 A JP H11158886A JP 32815297 A JP32815297 A JP 32815297A JP 32815297 A JP32815297 A JP 32815297A JP H11158886 A JPH11158886 A JP H11158886A
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- Japan
- Prior art keywords
- underwater
- pressure
- substructure
- foundation
- skirt portion
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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Abstract
Description
【０００１】[0001]
【発明の属する技術分野】この発明は、水中基礎の構築
方法に関し、特に、水中基礎の沈設設置後においても、
基礎に作用する圧力差を有効に利用する技術に関するも
のである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing an underwater foundation, and more particularly, to a method for constructing an underwater foundation even after the foundation is installed.
The present invention relates to a technique for effectively utilizing a pressure difference acting on a foundation.
【０００２】[0002]
【従来の技術】水中に基礎を構築する際に、杭基礎の場
合は、押し込み力として打撃や振動などの機械力を利用
することができるが、例えば、大型の海岸や海洋構造物
のような大水深基礎では、このような機械力により、基
礎構造物を沈設することが困難になる。2. Description of the Related Art When constructing a foundation in water, in the case of a pile foundation, mechanical force such as impact or vibration can be used as a pushing force. In a deep water foundation, such mechanical force makes it difficult to lay the foundation structure.
【０００３】そこで、このような大水深基礎の構築方法
の一つとして、スカート部を有する基礎構造物を、圧力
差（サクション）を利用して、水底地盤中に沈設するサ
クション基礎工法と呼ばれている構築方法がある。[0003] Therefore, as one of the methods for constructing such a deep water foundation, a so-called suction foundation method in which a foundation structure having a skirt portion is submerged in the underwater ground using a pressure difference (suction) is called. There is a construction method.
【０００４】この構築方法は、例えば、図３に示すよう
に、基礎構造物１の下端外周縁に、水底に貫入させて、
水の流入を阻止するスカート部２を設け、このスカート
部２内の圧力を下げて、スカート部２の内外に圧力差を
発生させて、基礎構造物１を沈設する。[0004] In this construction method, for example, as shown in FIG.
A skirt portion 2 for preventing inflow of water is provided, and the pressure in the skirt portion 2 is reduced to generate a pressure difference between the inside and the outside of the skirt portion 2 to sink the substructure 1.
【０００５】この構築方法は、比較的施工が容易で、十
分に水底地盤中に根入れされた基礎は、滑動，転倒，引
き抜きに対する抵抗も著しく増大するという長所があ
る。This construction method has an advantage that the construction is relatively easy, and a foundation sufficiently buried in the underwater ground has a remarkable increase in resistance to sliding, falling and pulling out.
【０００６】しかしながら、このような水中基礎の構築
方法には、以下に説明する技術的な課題があった。However, such an underwater foundation construction method has the following technical problems.
【０００７】[0007]
【発明が解決しようとする課題】すなわち、図３に示し
た構築方法では、沈設対象地盤が、軟弱な場合には、貫
入は、容易に行えるが、基礎地盤の強度が不足している
ので、沈設設置後に水平力が作用した際に、支持力不足
により、基礎の不均一な沈下や傾斜が発生し易い。That is, in the construction method shown in FIG. 3, when the ground to be submerged is soft, the penetration can be easily performed, but the strength of the foundation ground is insufficient. When horizontal force acts after installation, uneven foundation and inclination of the foundation are likely to occur due to insufficient supporting force.
【０００８】この結果、この種の工法の適用が、例え
ば、構造物の変形がかなり許容できる防波堤や海上プラ
ットフォームなどに限られていた。As a result, the application of this type of construction method has been limited to, for example, breakwaters and offshore platforms where the deformation of structures can be considerably tolerated.
【０００９】本発明は、このような従来の問題点に鑑み
てなされたものであって、その目的とするところは、基
礎地盤の強度が不足している場合でも、沈設設置後の不
均一な沈下や傾斜を抑制することで、施工の適用範囲を
拡大することができる水中基礎の構築方法を提供するこ
とにある。The present invention has been made in view of such conventional problems, and an object of the present invention is to provide a non-uniform structure after subsidence installation even when the strength of the foundation ground is insufficient. An object of the present invention is to provide a method of constructing an underwater foundation capable of expanding the applicable range of construction by suppressing settlement and inclination.
【００１０】[0010]
【課題を解決するための手段】上記目的を達成するため
に、本発明は、水中基礎構造物の下端に、水底に貫入さ
せて、水の流入を阻止するスカート部を設け、バラスト
荷重やサクション荷重などの荷重により前記水中基礎構
造物を水底地盤中に沈設する水中基礎の構築方法におい
て、前記スカート部内に、水の透過を許容し、土砂の透
過を阻止するとともに、水底地盤に荷重を伝達する非圧
縮性のフイルター材を設け、前記水中基礎構造物の沈設
設置後に、前記スカート部内を減圧するようにした。こ
の構成によれば、沈設設置後において、水中基礎構造物
には、スカート部内を減圧することにより、静水圧より
も大きな圧力差が作用しているので、地震や波力，潮力
などの水平方向の力が作用した際に、引き抜きに対する
抵抗が大きくなり、不均一な沈下や傾斜を低減すること
ができる。前記スカート部内の減圧は、前記水中基礎構
造物の沈設後の初期ないしは直後に、当該水中基礎構造
物の荷重よりも大きな差圧が加わる圧力とし、この後
に、より低い圧力に設定することができる。この構成に
よれば、水中基礎構造物の沈設後の初期ないしは直後
に、当該水中基礎構造物の荷重よりも大きな差圧が加わ
る圧力に減圧するので、この減圧によりフィター材を介
して水底地盤が過圧密状態になり、地盤の間隙比が低下
して、この後に、より低い圧力に戻すと、その後の沈下
量を抑制することができる。本発明の構築方法では、前
記スカート部内に隔壁を設けて複数の隔室に区画し、区
画された隔室毎の内部圧力を個別に減圧することができ
る。この構成によれば、減圧の大きさを隔室毎に調整す
ることで、沈設設置後の水中基礎構造物の姿勢を制御す
ることができる。In order to achieve the above-mentioned object, the present invention provides a skirt portion at the lower end of an underwater substructure, which penetrates into the bottom of the water to prevent the inflow of water, thereby providing ballast load and suction. In a method for constructing an underwater foundation in which the underwater substructure is submerged in a submarine ground by a load such as a load, the permeation of water is prevented in the skirt portion, the transmission of sediment is prevented, and the load is transmitted to the submarine ground. A non-compressible filter material is provided to reduce the pressure inside the skirt after the submerged substructure is installed. According to this configuration, a pressure difference larger than the hydrostatic pressure acts on the underwater substructure by reducing the pressure in the skirt portion after the submerged installation, so that the horizontal force such as an earthquake, a wave force, and a tidal force is applied. When a directional force is applied, resistance to pulling out increases, and uneven settlement and inclination can be reduced. The reduced pressure in the skirt portion is a pressure at which a pressure difference greater than the load of the underwater substructure is applied immediately after or immediately after the submerged substructure is deposited, and thereafter, a lower pressure can be set. . According to this configuration, the pressure is reduced to a pressure at which a differential pressure greater than the load of the underwater substructure is applied, at the initial stage or immediately after the submersible substructure is laid, and the depressurization causes the underwater ground via the filter material. Over-consolidation occurs, the gap ratio of the ground decreases, and when the pressure is thereafter returned to a lower value, the subsequent settlement can be suppressed. According to the construction method of the present invention, a partition can be provided in the skirt to divide the compartment into a plurality of compartments, and the internal pressure of each compartment can be individually reduced. According to this configuration, the posture of the underwater substructure after the subsidence is installed can be controlled by adjusting the magnitude of the decompression for each compartment.
【００１１】[0011]
【発明の実施の形態】以下、本発明の好適な実施の形態
について、添付図面に基づいて詳細に説明する。図１お
よび図２は、本発明にかかる水中基礎の構築方法の一実
施例を示している。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Preferred embodiments of the present invention will be described below in detail with reference to the accompanying drawings. 1 and 2 show one embodiment of a method for constructing an underwater foundation according to the present invention.
【００１２】同図は、水中基礎構造物１０の沈設終了時
点の状態を示しており、水中基礎構造物１０は、沈設現
場の近傍の製作ヤードで製造され、沈設現場まで曳航運
搬される。FIG. 1 shows a state at the time when the submersible substructure 10 has been submerged. The submersible substructure 10 is manufactured in a production yard near the submerged site and is towed to the submerged site.
【００１３】水中基礎構造物１０は、例えば、鉄筋コン
クリート製のものであって、角形の筒部１２と、この筒
部１２の下端に一体に形成されたスカート部１４とを備
えている。The underwater substructure 10 is made of, for example, reinforced concrete, and includes a rectangular tube portion 12 and a skirt portion 14 integrally formed at a lower end of the tube portion 12.
【００１４】スカート部１４は、筒部１２よりも大きな
面積の角形上版部１４ａと、この角形上版部１４ａの下
端外周縁に、下方に向けて突出形成された角形刃部１４
ｂと、角形上版部１４ａの下面に突設された格子状の隔
壁１４ｃとを有していて、角形刃部１４ｂの内周側が、
下端が開口した多数の隔室１６1〜１６nに区画されい
る。The skirt portion 14 has a rectangular upper plate portion 14a having a larger area than the cylindrical portion 12, and a rectangular blade portion 14 formed on the outer peripheral edge of the lower end of the rectangular upper plate portion 14a so as to project downward.
b, and a grid-shaped partition wall 14c protruding from the lower surface of the rectangular upper plate portion 14a, and the inner peripheral side of the rectangular blade portion 14b is
Lower end is partitioned into a number of compartments 16 1 ~ 16 n which is open.
【００１５】各隔室１６1〜１６nには、その開口を閉塞
するようにして非圧縮性のフィルター材１７が充填され
ている。このフィルター材１７は、水の透過を許容し、
土砂の透過を阻止するとともに、水底地盤に荷重を伝達
するものであって、例えば、透水コンクリート版，透水
レンガ，砕石を充填した透水材などで構成する。Each of the compartments 16 1 to 16 n is filled with an incompressible filter material 17 so as to close its opening. This filter material 17 allows water to permeate,
It blocks the permeation of earth and sand and transmits a load to the underwater ground, and is made of, for example, a permeable concrete plate, a permeable brick, a permeable material filled with crushed stone, or the like.
【００１６】各隔室１６1〜１６nには、個別に排水管１
８1〜１８nが連通設置され、各排水管１８1〜１８nは、
筒部１２および角形上版部１４ａを上下方向に貫通する
ように延長設置されている。Each of the compartments 16 1 to 16 n is individually provided with a drain pipe 1.
8 1 to 18 n are communicated and installed, and each drain pipe 18 1 to 18 n is
It is installed so as to extend vertically through the cylindrical portion 12 and the rectangular upper plate portion 14a.
【００１７】各排水管１８1〜１８nが筒部１２から突出
した部分には、それぞれ圧力センサ２０1〜２０nと制御
弁２２1〜２２nとが直列接続されていて、各排水管１８
1〜１８nの端部は、減圧装置２４に接続されている。[0017] In a portion the drainage pipe 18 1 ~ 18 n is protruded from the cylindrical portion 12, respectively a pressure sensor 20 1 to 20 n and the control valve 22 1 through 22 n are not connected in series, each discharge pipe 18
The ends of 1 to 18 n are connected to a decompression device 24.
【００１８】一方、スカート部１４の角形上版部１４ａ
の上面に各角部には、角形上版部１４ａの傾斜角度を検
出する傾斜計２６が設置されている。圧力センサ２０1
〜２０nと傾斜計２６は、水面上に設置される制御装置
２８に接続されていて、制御装置２８は、これらの出力
信号を受けて、制御弁２２1〜２２nの開閉を行うこと
で、各隔室１６1〜１６nの圧力を個別に制御する。On the other hand, the square upper plate portion 14a of the skirt portion 14
An inclinometer 26 for detecting the inclination angle of the rectangular upper plate portion 14a is provided at each corner on the upper surface of the device. Pressure sensor 20 1
To 20 n and inclinometer 26, which is connected to a control device 28 which is installed on the water surface, the control unit 28, by receiving the output signals, opening and closing of the control valve 22 1 through 22 n , controls the pressure in each compartment 16 1 ~ 16 n individually.
【００１９】このような構成の水中基礎構造物１０は、
沈設現場まで運搬された後、スカート部１４の角形刃部
１４ｂおよび隔壁１４ｃを水底地盤に着底させ、その一
部が水底地盤内に貫入するように沈設し、各隔室１６1
〜１６n内に水の流入が阻止されるようにする。The underwater substructure 10 having such a structure is as follows.
After being transported to sinking site, a rectangular blade portion 14b and the partition wall 14c of the skirt portion 14 is bottom landing to the sea bed soil, and sinking as a part thereof penetrates into the sea bed soil, each compartment 16 1
Water is prevented from flowing into 内 16 n .
【００２０】次いで、減圧装置２４を駆動して、排水管
１８1〜１８nを介して、各隔室１６1〜１６n内を減圧す
ることで、構造物１０にサクション荷重を作用させるこ
とにより沈設する。Next, the pressure reducing device 24 is driven to reduce the pressure in each of the compartments 16 1 to 16 n through the drain pipes 18 1 to 18 n , thereby applying a suction load to the structure 10. Sink.
【００２１】なお、本発明の場合には、水中基礎構造物
１０の沈設手段は、サクション荷重に限ることはなく、
例えば、バラスト荷重や自重による沈設や、これらの組
合せであってもよい。In the case of the present invention, the means for submerging the underwater substructure 10 is not limited to the suction load.
For example, it may be settled by ballast load or own weight, or a combination thereof.
【００２２】水中基礎構造物１０のスカート部１４が水
底地盤中の所定深度まで貫入すると、構造物１０の沈設
が終了する。本実施例では、水中基礎構造物１０の沈設
設置終了後に各隔室１６1〜１６n内の圧力を減圧する。When the skirt portion 14 of the underwater substructure 10 penetrates to a predetermined depth in the underwater ground, the subsidence of the substructure 10 ends. In this embodiment, reducing the pressure of the respective compartment 16 within one ~ 16 n after sinking the installation end of the underwater foundation 10.
【００２３】いまここで、減圧した時の各隔室１６1〜
１６n内の内圧をｐ2i（ ｉ＝１〜ｎ）とし、スカート
部１４の角形上版１４ａに作用する圧力をｐ1（静水
圧，スカート内部の初期水圧）とすると、減圧による圧
力差は、ｐ1−ｐ2i（ ｉ＝１〜ｎ）となり、これがサ
クション荷重となって、水中基礎構造物１０に作用して
いる。Here, each of the compartments 16 1 to 16 1 when the pressure is reduced is set.
Assuming that the internal pressure within 16 n is p 2i (i = 1 to n) and the pressure acting on the square upper plate 14 a of the skirt portion 14 is p 1 (hydrostatic pressure, initial water pressure inside the skirt), the pressure difference due to the reduced pressure is , P 1 -p 2i (i = 1 to n), and this is the suction load acting on the underwater substructure 10.
【００２４】この場合、各隔室１６1〜１６nには、フイ
ルター材１７が充填された状態になっているので、減圧
しても水底地盤の土砂を吸い上げることはない。In this case, since each of the compartments 16 1 to 16 n is filled with the filter material 17, even if the pressure is reduced, the sediment on the underwater ground will not be sucked up.
【００２５】このようにして、沈設設置後の水中基礎構
造物１０の隔室１６1〜１６n内の圧力を減圧すると、構
造物１０には、静水圧よりも大きな圧力差が作用するこ
とになり、地震や波力，潮力などの水平方向の力が作用
した際に、引き抜きに対する抵抗が大きくなり、不均一
な沈下や傾斜を抑制することができる。As described above, when the pressure in the compartments 16 1 to 16 n of the submerged substructure 10 after installation is reduced, a pressure difference larger than the hydrostatic pressure acts on the structure 10. Therefore, when a horizontal force such as an earthquake, a wave force, or a tidal force acts, the resistance against pulling out increases, and uneven settlement and inclination can be suppressed.
【００２６】このような隔室１６1〜１６n内の減圧状態
は、沈設設置後に常時一定の減圧状態に保つこと以外
に、水中基礎構造物１０の沈設後の初期ないしは直後
に、水中基礎構造物１０の荷重よりも大きな差圧が加わ
る圧力とし、この後に、より低い圧力に設定することが
できる。The depressurized state in the compartments 16 1 to 16 n is such that, besides keeping the depressurized state always constant after the installation, the underwater substructure is initially or immediately after the submerged substructure 10 is submerged. A pressure at which a differential pressure larger than the load of the object 10 is applied, and thereafter, a lower pressure can be set.
【００２７】このような減圧状態にすると、水中基礎構
造物１０の荷重よりも大きな差圧を作用させた際に、こ
の差圧がフィター材１７を介して水底地盤に伝達される
ことで過圧密状態になり、過圧密状態にすると、地盤の
間隙比が低下し、この後に、より低い圧力に戻すと、そ
の後の沈下量を大幅に抑制することができる。In such a decompressed state, when a differential pressure larger than the load of the underwater substructure 10 is applied, this differential pressure is transmitted to the underwater ground via the filter material 17, resulting in overconsolidation. When the state is over-consolidated, the gap ratio of the ground decreases, and thereafter, when the pressure is returned to a lower level, the amount of settlement after that can be greatly suppressed.
【００２８】また、本実施例の場合には、制御装置２８
により区画された隔室１６1〜１６n毎に内部圧力を制御
することもできる。この制御に当たっては、傾斜計２６
と圧力センサ２０1〜２０nの検出信号が制御装置２８に
入力され、例えば、スカート部１４の角形上版１４ｂの
一方が過剰に沈下して傾斜していると、その方向に位置
する隔室内の圧力を上げて、差圧を小さくすると、不均
一な沈下が無くなり、水中基礎構造物１０の姿勢を制御
することもできる。In the case of the present embodiment, the control device 28
It is also possible to control the internal pressure for each of the compartments 16 1 to 16 n partitioned by. In this control, the inclinometer 26
The detection signal of the pressure sensor 20 1 to 20 n are input to the controller 28, for example, if one of the rectangular upper plate 14b of the skirt portion 14 is inclined excessively sinking, the cell located in that direction When the differential pressure is reduced by increasing the pressure of the above, uneven settlement is eliminated, and the attitude of the underwater substructure 10 can also be controlled.
【００２９】なお、上記実施例では、水中基礎構造物１
０のスカート部１４に、隔壁１４ｃで区画された複数の
隔室１６1〜１６nを設けた場合を例示したが、本発明の
実施は、この構成に限定されることはなく、隔室を全く
設けない水中基礎構造物にも適用することができる。In the above embodiment, the underwater substructure 1
Although the case where the plurality of compartments 16 1 to 16 n partitioned by the partition 14 c are provided in the skirt portion 14 of the 0 is exemplified, the embodiment of the present invention is not limited to this configuration. It can also be applied to underwater substructures that are not provided at all.
【００３０】[0030]
【発明の効果】以上、実施例で詳細に説明したように、
本発明にかかる水中基礎の構築方法によれば、沈設設置
後に傾斜や不均一な沈下が抑制されるので、構造物の変
形が許容されるものだけでなく、広範囲の用途に採用す
ることができる。As described above in detail in the embodiments,
ADVANTAGE OF THE INVENTION According to the construction method of the underwater foundation concerning this invention, since inclination and uneven settlement are suppressed after subsidence installation, not only the thing to which the deformation | transformation of a structure is tolerated but it can be employ | adopted for a wide use. .
【図１】本発明にかかる水中基礎の構築方法の一実施例
を示す説明図である。FIG. 1 is an explanatory view showing one embodiment of a method of constructing an underwater foundation according to the present invention.
【図２】図１のＡ−Ａ線断面図である。FIG. 2 is a sectional view taken along line AA of FIG.
【図３】従来のサクション基礎工法の施工状態の説明図
である。FIG. 3 is an explanatory view of a construction state of a conventional suction foundation method.
１０ 水中基礎構造物 １２ 筒部 １４ スカート部 １４ａ 角形上版部 １４ｂ 刃部 １４ｃ 隔壁 １７ フィルター材 １６1〜１６n 隔室 １８1〜１８n 排水管 ２０1〜２０n 圧力センサ ２２1〜２２n 制御弁 ２４ 減圧装置 ２６ 傾斜計 ２８ 制御装置10 underwater substructure 12 cylindrical portion 14 skirt portion 14a rectangular upper plate portion 14b blade portion 14c partition wall 17 the filter material 16 1 ~ 16 n compartment 18 1 ~ 18 n drain pipe 20 1 to 20 n pressure sensor 22 1 through 22 n Control valve 24 pressure reducing device 26 inclinometer 28 control device
フロントページの続き (72)発明者 龍岡 文夫 三鷹市大沢４−17−12Continued on the front page (72) Inventor Fumio Tatsuoka 4-17-12 Osawa, Mitaka City
Claims (3)
せて、水の流入を阻止するスカート部を設け、バラスト
荷重やサクション荷重などの荷重により前記水中基礎構
造物を水底地盤中に沈設する水中基礎の構築方法におい
て、 前記スカート部内に、水の透過を許容し、土砂の透過を
阻止するとともに、水底地盤に荷重を伝達する非圧縮性
のフイルター材を設け、 前記水中基礎構造物の沈設設置後に、前記スカート部内
を減圧することを特徴とする水中基礎の構築方法。A skirt portion is provided at a lower end of an underwater substructure to penetrate into a water bottom to prevent inflow of water, and the underwater substructure is submerged in a submarine ground by a load such as a ballast load or a suction load. In the method of constructing an underwater foundation to be provided, in the skirt portion, an incompressible filter material for transmitting a load to the underwater ground is provided while allowing water to permeate and preventing earth and sand from permeating. A method for constructing an underwater foundation, wherein the inside of the skirt portion is depressurized after the subsidence installation.
礎構造物の沈設後の初期ないしは直後に、当該水中基礎
構造物の荷重よりも大きな差圧が加わる圧力とし、この
後に、より低い圧力に設定することを特徴とする請求項
１記載の水中基礎の構築方法。2. The reduced pressure in the skirt portion is a pressure at which a differential pressure larger than the load of the underwater substructure is applied immediately after or immediately after the submerged substructure is laid, and thereafter, the pressure is reduced to a lower pressure. The underwater foundation construction method according to claim 1, wherein the underwater foundation is set.
隔室に区画し、区画された隔室毎の内部圧力を個別に減
圧することを特徴とする請求項１または２記載の水中基
礎の構築方法。3. The underwater foundation according to claim 1, wherein a partition is provided in the skirt portion to divide the compartment into a plurality of compartments, and the internal pressure of each compartment is individually reduced. How to build.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP32815297A JP3603193B2 (en) | 1997-11-28 | 1997-11-28 | How to build an underwater foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP32815297A JP3603193B2 (en) | 1997-11-28 | 1997-11-28 | How to build an underwater foundation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH11158886A true JPH11158886A (en) | 1999-06-15 |
| JP3603193B2 JP3603193B2 (en) | 2004-12-22 |
Family
ID=18207074
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP32815297A Expired - Fee Related JP3603193B2 (en) | 1997-11-28 | 1997-11-28 | How to build an underwater foundation |
Country Status (1)
| Country | Link |
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| JP (1) | JP3603193B2 (en) |
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| JP2002121754A (en) * | 2000-10-13 | 2002-04-26 | Ohbayashi Corp | Method for constructing underwater foundation |
| KR100986667B1 (en) * | 2008-03-17 | 2010-10-08 | (주)대우건설 | A construction system of the suction pile |
| JP2011111887A (en) * | 2009-11-27 | 2011-06-09 | Sany Electric Co Ltd | Support leg and mobile offshore work platform |
| JP2015507111A (en) * | 2012-02-10 | 2015-03-05 | ユニバーサル ファウンデーション アクティーゼルスカブ | Method for installing foundation on the seabed and the above seabed foundation |
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| JP2002121754A (en) * | 2000-10-13 | 2002-04-26 | Ohbayashi Corp | Method for constructing underwater foundation |
| KR100986667B1 (en) * | 2008-03-17 | 2010-10-08 | (주)대우건설 | A construction system of the suction pile |
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| JP2015507111A (en) * | 2012-02-10 | 2015-03-05 | ユニバーサル ファウンデーション アクティーゼルスカブ | Method for installing foundation on the seabed and the above seabed foundation |
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| JP2016529426A (en) * | 2013-08-28 | 2016-09-23 | エムエイチアイ ヴェスタス オフショア ウィンド エー／エス | Method for installing offshore wind turbine foundation and template used to install offshore wind turbine foundation |
| US10100482B2 (en) | 2013-08-28 | 2018-10-16 | Mhi Vestas Offshore Wind A/S | Method of installing an offshore foundation and template for use in installing an offshore foundation |
| JP2018193823A (en) * | 2017-05-22 | 2018-12-06 | 株式会社大林組 | Method for installing suction foundation, and installation management device for suction foundation |
| JP2019203314A (en) * | 2018-05-24 | 2019-11-28 | 株式会社大林組 | Suction foundation structure |
| JP2020016073A (en) * | 2018-07-25 | 2020-01-30 | 日立造船株式会社 | Suction foundation and installation method of the same |
| JP2023003461A (en) * | 2021-06-24 | 2023-01-17 | Ｊｆｅスチール株式会社 | Improved structure of existing wharf and construction method of the improved structure |
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