JPH11158889A - Method for constructing underwater foundation - Google Patents
Method for constructing underwater foundationInfo
- Publication number
- JPH11158889A JPH11158889A JP9328133A JP32813397A JPH11158889A JP H11158889 A JPH11158889 A JP H11158889A JP 9328133 A JP9328133 A JP 9328133A JP 32813397 A JP32813397 A JP 32813397A JP H11158889 A JPH11158889 A JP H11158889A
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- underwater
- piston
- water
- substructure
- foundation
- Prior art date
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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、圧力差を利用して水中基礎構造物を
沈設する構築方法の改良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 an improved technique for constructing an underwater foundation using a pressure difference.
【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、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
水を排除することで、内部の圧力を下げて、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。In this construction method, as shown in FIG. 3, a skirt portion 2 which penetrates into the water bottom to prevent the inflow of water is provided on the outer peripheral edge of the lower end of the substructure 1, and the water in the skirt portion 2 is provided. , The internal pressure is reduced, and a pressure difference is generated between the inside and 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。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。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. However, such an underwater foundation construction method has the following technical problems.
【０００６】[0006]
【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、スカート部２の内外に作用する圧力差
を大きくすれば、貫入力も大きくなるが、沈設対象地盤
が、緩い砂地盤の場合には、図４に示すように、スカー
ト部２の内部に土砂が圧力差により廻り込む、いわゆ
る、ボイリング現象が発生する。That is, in the construction method shown in FIG. 3, if the pressure difference acting between the inside and outside of the skirt portion 2 is increased, the penetration force is increased, but the ground to be submerged is loose sandy ground. In the case of, as shown in FIG. 4, a so-called boiling phenomenon occurs in which earth and sand flow around the skirt portion 2 due to a pressure difference.
【０００７】このようなボイリング現象が発生すると、
貫入不能に陥り、必要な根入れ長が確保できず、基礎が
不安定になるだけでなく、ボイリングで盛り上った部分
は、乱されることにより強度が低下しているので、支持
力が不足するとともに、沈下量も増大するという問題が
あった。When such a boiling phenomenon occurs,
Not only is it impossible to penetrate, it is not possible to secure the necessary penetration depth, the foundation is not only unstable, but also the part that has risen by boiling has reduced strength due to being disturbed, so the bearing capacity is In addition to the shortage, there was a problem that the amount of settlement also increased.
【０００８】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、ボ
イリング現象を防ぐ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 a conventional problem, and an object of the present invention is to provide a method of constructing an underwater foundation capable of preventing a boiling phenomenon.
【０００９】[0009]
【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、前記スカ
ート部内を減圧することで、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、前記水
中基礎構造物の沈設時に、前記スカート部内の水底面に
当接するピストンを設けた。このように構成した水中基
礎の構築方法によれば、水中基礎構造物の沈設時に、ス
カート部内の水底面に当接するピストンを設けているの
で、スカート部内の土砂がピストンにより押えられ、ス
カート部の内部に土砂が圧力差により廻り込むボイリン
グ現象を防止することができる。前記ピストンは、前記
水底面に当接する押圧板と、この押圧板の上端に固設さ
れた軸部とを備え、前記軸部は、前記水中基礎構造物と
の間で相対的な上下移動が可能に設けられ、このピスト
ンの自重を前記水底面の載荷重とすることができる。こ
の構成によれば、スカート部に圧力差が作用した際に、
ピストンの浮き上がりを抑え、ボイリング現象の発生を
確実に防止することができる。前記ピストンは、前記水
底面に当接する押圧板と、この押圧板の上端に固設され
た軸部とを備え、前記軸部は、前記水中基礎構造物との
間で相対的な上下移動が可能に設けられ、前記軸部の上
端側と前記水中基礎構造物との間にジャッキを設置し、
このジャッキの付勢力により前記押圧板を前記水底面に
押圧する載荷重とすることができ、この構成によって
も、ピストンの浮き上がりを抑え、ボイリング現象の発
生を確実に防止することができる。In order to achieve the above 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. In the method of constructing an underwater foundation in which the underwater substructure is submerged in the underwater ground by reducing the pressure, a piston that is in contact with a water bottom surface in the skirt portion when the underwater substructure is submerged is provided. According to the construction method of the underwater foundation constructed as described above, when the underwater substructure is laid down, the piston abutting on the water bottom surface in the skirt portion is provided, so that the earth and sand in the skirt portion is pressed by the piston, and It is possible to prevent a boiling phenomenon in which earth and sand are swirled inside due to a pressure difference. The piston includes a pressing plate abutting on the bottom surface of the water, and a shaft fixed to an upper end of the pressing plate, and the shaft is vertically moved relative to the underwater substructure. The weight of the piston can be used as the load on the water bottom surface. According to this configuration, when a pressure difference acts on the skirt,
The lifting of the piston can be suppressed, and the occurrence of the boiling phenomenon can be reliably prevented. The piston includes a pressing plate abutting on the bottom surface of the water, and a shaft fixed to an upper end of the pressing plate, and the shaft is vertically moved relative to the underwater substructure. Is provided, a jack is installed between the upper end side of the shaft and the underwater substructure,
By the urging force of the jack, a load can be applied to press the pressing plate against the water bottom surface. With this configuration, too, the floating of the piston can be suppressed, and the occurrence of the boiling phenomenon can be reliably prevented.
【００１０】[0010]
【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
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。同図に示した水中基礎の構築方法では、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。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Preferred embodiments of the present invention will be described below in detail with reference to the accompanying drawings. FIG.
1 shows an embodiment of a method for constructing an underwater foundation according to the present invention. In the method of constructing an underwater foundation shown in the figure, an underwater foundation structure 10 is manufactured in a production yard near a submersion site, and is towed to the submersion site.
【００１１】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、円筒状の筒部１０ａと、こ
の筒部１０ａの下端に一体に形成されたスカート部１０
ｂとを備えている。The underwater substructure 10 is made of, for example, reinforced concrete, and has a cylindrical tubular portion 10a and a skirt portion 10 integrally formed at the lower end of the tubular portion 10a.
b.
【００１２】スカート部１０ｂは、筒部１０ａよりも径
大な円盤部１００ｂと、この円盤部１００ｂの下端外周
縁に下方に向けて突出形成された環状刃部１０１ｂとを
有していて、環状刃部１０１ｂの内周側に凹部１０２ｂ
が形成されている。The skirt portion 10b has a disk portion 100b having a diameter larger than that of the cylindrical portion 10a, and an annular blade portion 101b protruding downward from an outer peripheral edge of a lower end of the disk portion 100b. A concave portion 102b is formed on the inner peripheral side of the blade portion 101b.
Are formed.
【００１３】筒部１０ａおよび円盤部１００ｂの中心に
は、これらを上下方向に貫通する挿通孔１０ｃが形成さ
れ、この挿通孔１０ｃの側部には、同様に筒部１０ａお
よび円盤部１００ｂを貫通する排水孔１０ｄが形成され
ている。At the center of the cylindrical portion 10a and the disk portion 100b, there is formed an insertion hole 10c which penetrates the cylinder portion 10a and the disk portion 100b in the vertical direction. A drain hole 10d is formed.
【００１４】排水孔１０ｄの一端は、凹部１０２ｂ内に
開口し、他端側は、図示省略の減圧装置に接続されてい
る。スカート部１０ｂの環状刃部１０１ｂ内には、沈設
する際に、この環状刃部１０１ｂ内の水底面に当接する
ピストン１２が設けられている。One end of the drain hole 10d opens into the concave portion 102b, and the other end is connected to a pressure reducing device (not shown). A piston 12 is provided in the annular blade portion 101b of the skirt portion 10b, which is in contact with a water bottom surface in the annular blade portion 101b when sinking.
【００１５】ピストン１２は、例えば、鋼，硬質プラス
チック，鉄筋コンクリートなどで形成されており、環状
刃部１０１ｂの直径よりも若干小径の円盤状の押圧板１
２ａと、この押圧板１２ａの中心に垂設された軸部１２
ｂとを備え、軸部１２ｂが、水中基礎構造物１０の挿通
孔１０ｃ内に挿入されていて、軸部１２ｂは、水中基礎
構造物１０との間において、気密ないしは水密状態で、
相対的な上下方向の移動が可能に構成されている。The piston 12 is made of, for example, steel, hard plastic, reinforced concrete, or the like, and has a disk-shaped pressing plate 1 slightly smaller in diameter than the diameter of the annular blade portion 101b.
2a and a shaft portion 12 suspended from the center of the pressing plate 12a.
b, the shaft portion 12b is inserted into the insertion hole 10c of the underwater substructure 10, and the shaft portion 12b is airtight or watertight with the underwater substructure 10,
It is configured to be capable of relative vertical movement.
【００１６】このような構成の水中基礎構造物１０は、
ピストン１２を装着した状態で沈設現場まで運搬され、
スカート部１０ｂの刃部１０１ｂを水底地盤２０に着底
して、その一部が水底地盤２０内に貫入するように沈設
し、凹部１０２ｂ内に水が流入することを阻止する。The underwater substructure 10 having such a structure is as follows.
It is transported to the sinking site with the piston 12 attached,
The blade portion 101b of the skirt portion 10b is settled on the underwater ground 20, and a part thereof is sunk so as to penetrate into the underwater ground 20, thereby preventing water from flowing into the concave portion 102b.
【００１７】次いで、減圧装置を駆動して、排水孔１０
ｄを介して、凹部１０２ｂ内から水を排除することによ
り、凹部１０２ｂ内を減圧する。このとき、ピストン１
２の押圧板１２ａは、凹部１０２ｂ内の水底面に当接す
るようにセットされ、その自重により下向きの付勢力を
作用させ、この付勢力が押圧板１２ａの載荷重となる。Next, the pressure reducing device is driven to drive the drain hole 10.
The pressure inside the concave portion 102b is reduced by excluding water from the concave portion 102b through d. At this time, piston 1
The second pressing plate 12a is set so as to be in contact with the water bottom surface in the concave portion 102b, and applies a downward urging force by its own weight, and this urging force becomes a load on the pressing plate 12a.
【００１８】いまここで、凹部１０２ｂ内を減圧した時
の内圧をｐ2とし、スカート部１０ｂ内の初期水圧（静
水圧）をｐ1とすると、減圧による圧力差は、ｐ1−ｐ2
となり、この圧力差による下向きの力（ｐ1−ｐ2）×Ａ
（Ａは、スカート部内天井部面積）と水中基礎構造物１
０の浮力を除いた自重とが貫入力となって、水中基礎構
造物１０は、水底地盤２０中に徐々に沈設される。[0018] Now, where the internal pressure when the pressure inside the recess 102b and p 2, the initial water pressure in the skirt portion 10b (the hydrostatic pressure) and p 1, a pressure difference due to pressure reduction, p 1 -p 2
And the downward force due to this pressure difference (p 1 −p 2 ) × A
(A is the area of the ceiling inside the skirt) and the underwater substructure 1
The self-weight excluding the buoyancy of 0 becomes the penetration force, and the underwater substructure 10 is gradually submerged in the underwater ground 20.
【００１９】この沈設過程において、ピストン１２は、
自重により押圧板１２ａが凹部１０２ｂ内の水底面に当
接するように維持される。この場合のピストン１２の自
重に伴う付勢力の大きさｐ3は、図４に示したボイリン
グを発生させる限界水圧ｐBに対して、常時、ｐ3＞（ｐ
B×Ａ’）（Ａ’は、ピストン１２の底面積）になるよ
うに設定される。In this submerging process, the piston 12
By its own weight, the pressing plate 12a is maintained so as to abut the bottom surface in the concave portion 102b. In this case, the magnitude p 3 of the urging force due to the weight of the piston 12 is always p 3 > (p with respect to the limit hydraulic pressure p B for generating the boiling shown in FIG.
B × A ′) (A ′ is set to be the bottom area of the piston 12).
【００２０】さて、以上のようにして行われる水中基礎
の構築方法によれば、水中基礎構造物１０の沈設時に、
スカート部１０ｂ内の水底面に自重により当接するピス
トン１２を設けているので、スカート部１０ｂ内の土砂
がピストン１２の自重により押えられ、スカート部１０
ｂの内部に土砂が圧力差により廻り込むボイリング現象
を防止することができる。According to the underwater foundation construction method performed as described above, when the underwater substructure 10 is laid,
Since the piston 12 which comes into contact with the water bottom surface in the skirt portion 10b by its own weight is provided, the earth and sand in the skirt portion 10b is pressed by the own weight of the piston 12, and the skirt portion 10
It is possible to prevent the boiling phenomenon in which the earth and sand are wrapped around the inside of b by the pressure difference.
【００２１】従って、この構築方法では、圧力差ｐ1−
ｐ2を大きくして、貫入効率を向上させることができ、
しかも、必要な根入れ長が確実に確保でき、地盤を乱さ
ないため、支持力の低下や沈下量の増大といった問題が
発生しない。Therefore, in this construction method, the pressure difference p 1 −
By increasing p 2 , the penetration efficiency can be improved,
In addition, since the necessary depth of penetration can be reliably ensured and the ground is not disturbed, problems such as a decrease in supporting force and an increase in settlement amount do not occur.
【００２２】なお、この実施例のピストン１２の自重に
は、その構成材料による重量以外に、例えば、ピストン
１２の軸部１２ｂの上端側に別の部材を載置して、全体
の重量を増加させる場合も含んでいる。The weight of the piston 12 of this embodiment may be increased by adding another member to the upper end of the shaft portion 12b of the piston 12, for example, in addition to the weight of the constituent material. It also includes the case to be made.
【００２３】図２は、本発明にかかる水中基礎の構築方
法の他の実施例を示しており、上記実施例と同一もしく
は相当する部分には、同一符号を付してその説明を省略
するとともに、以下にその特徴点についてのみ説明す
る。FIG. 2 shows another embodiment of the method of constructing an underwater foundation according to the present invention. The same or corresponding parts as those in the above embodiment are denoted by the same reference numerals, and description thereof is omitted. Hereinafter, only the characteristic points will be described.
【００２４】同図に示した実施例では、ピストン１２の
軸部１２ｂの上端は、水中基礎構造物１０の筒部１０ａ
の上端面よりも上方に突出していて、突出した軸部１２
ｂの上端縁には、係止板１４が固設されている。In the embodiment shown in FIG. 1, the upper end of the shaft portion 12b of the piston 12 is connected to the cylindrical portion 10a of the underwater substructure 10.
Projecting above the upper end face of the
A locking plate 14 is fixedly provided on the upper edge of b.
【００２５】この係止板１４には、複数のジャッキ１６
が配置されていて、各ジャッキ１６の伸縮プランジャ１
６ａは、筒部１０ａの上端面に固定されている。The locking plate 14 has a plurality of jacks 16.
Are arranged, and the elastic plunger 1 of each jack 16 is
6a is fixed to the upper end surface of the cylindrical portion 10a.
【００２６】このような構成の水中基礎構造物１０は、
上記実施例と同様に、スカート部１０ｂの刃部１０１ｂ
を水底地盤２０に着底して、その一部が水底地盤２０内
に貫入するように沈設し、水が凹部１０２ｂ内に流入す
ることを阻止する。The underwater substructure 10 having such a structure is as follows.
Similarly to the above embodiment, the blade portion 101b of the skirt portion 10b
Is landed on the underwater ground 20, a part of which is sunk to penetrate into the underwater ground 20, and prevents water from flowing into the concave portion 102b.
【００２７】次いで、凹部１０２ｂ内を減圧し、このと
きに、ピストン１２の押圧板１２ａは、凹部１０２ｂ内
の水底面に当接するようにセットし、ジャッキ１６を駆
動することにより、下向きの付勢力が係止板１４を介し
てピストン１２の軸部１２ｂに作用するようにし、この
付勢力が押圧板１２ａの載荷重となる。Next, the pressure inside the concave portion 102b is reduced. At this time, the pressing plate 12a of the piston 12 is set so as to abut against the water bottom surface in the concave portion 102b, and the jack 16 is driven, whereby a downward urging force is exerted. Act on the shaft portion 12b of the piston 12 via the locking plate 14, and this urging force becomes a load on the pressing plate 12a.
【００２８】凹部１０２ｂ内を減圧した時の内圧をｐ２
とし、スカート部１０ｂ内の初期圧力をｐ1とすると、
ジャッキ１６による付勢力の大きさｐ3は、常時、ｐ3＞
（ｐB×Ａ’）になるように制御される。The internal pressure when the pressure in the recess 102b is reduced is p2
And then, if the initial pressure in the skirt portion 10b and p 1,
The magnitude p 3 of the urging force of the jack 16 is always p 3 >
(P B × A ′).
【００２９】より具体的には、圧力差と水中基礎構造物
１０の浮力を除いた自重との和である貫入力の一部が、
ジャツキ１６を介して、ピストン１２に伝達されピスト
ン１２の押圧板１２ａが地盤２０から浮上しないように
制御する。More specifically, a part of the penetration force, which is the sum of the pressure difference and the weight of the underwater substructure 10 excluding the buoyancy, is:
The force is transmitted to the piston 12 via the jack 16, and the pressing plate 12 a of the piston 12 is controlled so as not to float from the ground 20.
【００３０】つまり、水中基礎構造物１０の貫入過程に
置いては、構造物１０は、貫入に伴って下方に移動する
が、ピストン１２は、ジャッキ１６のプランジャ１６ａ
を伸長させることで現位置に維持されるとともに、構造
物１０の下方移動力の一部を、ジャッキ１６を介してピ
ストン１２に伝達し、伝達された下方移動力により、押
圧板１２ａの浮き上がりを抑える。That is, in the process of penetrating the underwater substructure 10, the structure 10 moves downward as the submerged substructure 10 penetrates.
Is maintained at the current position by extending the piston 10, and a part of the downward moving force of the structure 10 is transmitted to the piston 12 via the jack 16, and the lift of the pressing plate 12 a is raised by the transmitted downward moving force. suppress.
【００３１】このように構成した構築方法によれば、ジ
ャッキ１６の付勢力により押圧板１２ａを水底面に押圧
する載荷重としているので、スカート部１０ｂに圧力差
が作用した際に、ピストン１２の浮き上がりを抑え、ボ
イリング現象の発生を確実に防止することができる。According to the construction method configured as described above, since the urging force of the jack 16 sets the load to press the pressing plate 12a against the water bottom surface, when a pressure difference is applied to the skirt portion 10b, the piston 12 is moved. Lifting can be suppressed, and the occurrence of the boiling phenomenon can be reliably prevented.
【００３２】[0032]
【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、圧力差に
より廻り込むボイリング現象を防止することがるできの
で、圧力差を大きくして、貫入効率を向上させることが
でき、しかも、必要な根入れ長が確実に確保でき、地盤
を乱さないため、支持力の低下や沈下量の増大といった
問題が発生しない。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 the boiling phenomenon which turns around by a pressure difference can be prevented, a pressure difference can be enlarged and penetration efficiency can be improved, and moreover, necessary root Since the insertion length can be reliably ensured and the ground is not disturbed, problems such as a decrease in the bearing capacity and an increase in the settlement amount do not occur.
【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】本発明にかかる水中基礎の構築方法の他の実施
例を示す説明図である。FIG. 2 is an explanatory view showing another embodiment of the method of constructing an underwater foundation according to the present invention.
【図３】従来のサクション基礎工法の説明図である。FIG. 3 is an explanatory view of a conventional suction foundation method.
【図４】図３のサクション基礎工法の不具合を示す説明
図である。FIG. 4 is an explanatory view showing a problem with the suction foundation method shown in FIG. 3;
１０ 水中基礎構造物 １０ａ 筒部 １０ｂ スカート部 １０ｃ 挿通孔 １０ｄ 排水孔 １２ ビストン １２ａ 押圧板 １２ｂ 軸部 １４ 係止板 １６ ジャッキ ２０ 水底地盤 DESCRIPTION OF SYMBOLS 10 Underwater substructure 10a Cylindrical part 10b Skirt part 10c Insertion hole 10d Drainage hole 12 Biston 12a Press plate 12b Shaft part 14 Locking plate 16 Jack 20 Underwater ground
───────────────────────────────────────────────────── フロントページの続き (72)発明者 龍岡 文夫 三鷹市大沢４−17−12 ──────────────────────────────────────────────────の Continued on the front page (72) Inventor Fumio Tatsuoka 4-17-12 Osawa, Mitaka
Claims (3)
せて、水の流入を阻止するスカート部を設け、前記スカ
ート部内を減圧することで、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、 前記水中基礎構造物の沈設時に、前記スカート部内の水
底面に当接するピストンを設けた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 inside of the skirt portion is depressurized, whereby the underwater substructure is submerged in a submarine ground. A method for constructing an underwater foundation, comprising: providing a piston that abuts a water bottom surface in the skirt portion when the underwater foundation is laid down.
押圧板と、この押圧板の上端に固設された軸部とを備
え、 前記軸部は、前記水中基礎構造物との間で相対的な上下
移動が可能に設けられ、このピストンの自重を前記水底
面の載荷重と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 piston includes a pressing plate in contact with the bottom surface of the water, and a shaft fixed to an upper end of the pressing plate, wherein the shaft is relatively positioned between the underwater substructure and the underwater substructure. The underwater foundation construction method according to claim 1, wherein the underwater foundation is provided so as to be capable of vertical movement, and the weight of the piston is used as the load on the water bottom surface.
押圧板と、この押圧板の上端に固設された軸部とを備
え、 前記軸部は、前記水中基礎構造物との間で相対的な上下
移動が可能に設けられ、前記軸部の上端側と前記水中基
礎構造物との間にジャッキを設置し、このジャッキの付
勢力により前記押圧板を前記水底面に押圧する載荷重と
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。3. The piston includes a pressing plate abutting on the bottom surface of the water, and a shaft fixed to an upper end of the pressing plate, wherein the shaft is relatively positioned between the underwater substructure and the shaft. Is provided so as to be capable of vertical movement, a jack is installed between the upper end side of the shaft portion and the underwater substructure, and a load for pressing the pressing plate against the water bottom surface by the urging force of the jack. The method for constructing an underwater foundation according to claim 1, wherein:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP32813397A JP3440792B2 (en) | 1997-11-28 | 1997-11-28 | How to build an underwater foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP32813397A JP3440792B2 (en) | 1997-11-28 | 1997-11-28 | How to build an underwater foundation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH11158889A true JPH11158889A (en) | 1999-06-15 |
| JP3440792B2 JP3440792B2 (en) | 2003-08-25 |
Family
ID=18206869
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP32813397A Expired - Fee Related JP3440792B2 (en) | 1997-11-28 | 1997-11-28 | How to build an underwater foundation |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3440792B2 (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20160025064A (en) | 2014-08-25 | 2016-03-08 | 현대건설주식회사 | Suction foundation for pre-loading and construction method thereof |
| KR20160025065A (en) * | 2014-08-25 | 2016-03-08 | 현대건설주식회사 | Suction foundation having inner plate with adjustable inclination for alleviating problem springing from slope of seabed ground and construction method thereof |
| CN108222058A (en) * | 2018-02-14 | 2018-06-29 | 天津大学 | A kind of bucket foundation and its construction method with adjustable anti-buckling device |
| CN108643223A (en) * | 2018-05-18 | 2018-10-12 | 中交上海三航科学研究院有限公司 | The composite base structure and attaching method thereof of jacket and negative pressure bucket |
| JP2021147937A (en) * | 2020-03-23 | 2021-09-27 | 日立造船株式会社 | Suction foundation, supply device, construction method, and removal method |
-
1997
- 1997-11-28 JP JP32813397A patent/JP3440792B2/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20160025064A (en) | 2014-08-25 | 2016-03-08 | 현대건설주식회사 | Suction foundation for pre-loading and construction method thereof |
| KR20160025065A (en) * | 2014-08-25 | 2016-03-08 | 현대건설주식회사 | Suction foundation having inner plate with adjustable inclination for alleviating problem springing from slope of seabed ground and construction method thereof |
| CN108222058A (en) * | 2018-02-14 | 2018-06-29 | 天津大学 | A kind of bucket foundation and its construction method with adjustable anti-buckling device |
| CN108643223A (en) * | 2018-05-18 | 2018-10-12 | 中交上海三航科学研究院有限公司 | The composite base structure and attaching method thereof of jacket and negative pressure bucket |
| JP2021147937A (en) * | 2020-03-23 | 2021-09-27 | 日立造船株式会社 | Suction foundation, supply device, construction method, and removal method |
| WO2021193586A1 (en) * | 2020-03-23 | 2021-09-30 | 日立造船株式会社 | Suction foundation, supplying device, construction method, and removal method |
| CN115244248A (en) * | 2020-03-23 | 2022-10-25 | 日立造船株式会社 | Suction foundation, supply device, construction method, and demolition method |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3440792B2 (en) | 2003-08-25 |
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