JP2001317060A - Construction method for underwater foundation - Google Patents
Construction method for underwater foundationInfo
- Publication number
- JP2001317060A JP2001317060A JP2000135448A JP2000135448A JP2001317060A JP 2001317060 A JP2001317060 A JP 2001317060A JP 2000135448 A JP2000135448 A JP 2000135448A JP 2000135448 A JP2000135448 A JP 2000135448A JP 2001317060 A JP2001317060 A JP 2001317060A
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- Japan
- Prior art keywords
- skirt portion
- ground
- underwater
- bottom plate
- skirt
- 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
工法に関し、特に、水深の浅い個所で、サクション荷重
を有効に利用して水中基礎を構築することができる構築
工法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 of constructing an underwater foundation, and more particularly to a method of constructing an underwater foundation in a shallow place by effectively utilizing a suction load.
【０００２】[0002]
【従来の技術】水中に基礎構造物を構築する際に、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 structure underwater, in the case of a pile foundation, mechanical force such as impact or vibration can be used as a pushing force. In such a deep water foundation, it is difficult to lay the foundation structure due to such mechanical force.
【０００３】そこで、このような大水深基礎構造物の構
築工法の一つとして、スカート部を有するケーソンを、
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 construction methods of such a deep water foundation structure, a caisson having a skirt portion is used.
There is a construction method called a suction foundation method of submerging underwater using the pressure difference (suction).
【０００４】この構築方法は、筒状のケーソン本体の下
端外周に、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、スカート部の先端側を水底地盤中に貫入
させた状態で、スカート部内の水を排除することで、ス
カート部の内外に圧力差を発生させて、ケーソンを水底
地盤中に沈設する。In this construction method, a skirt portion is provided on the outer periphery of the lower end of a cylindrical caisson body so as to penetrate into the water bottom to prevent the inflow of water, and the leading end side of the skirt portion penetrates into the underwater ground. By removing the water in the skirt, a pressure difference is generated between the inside and the outside of the skirt, and the caisson is submerged in the underwater ground.
【０００５】ところで、このようなサクション基礎工法
で水中基礎を構築する際に、基礎の設置個所の水深が浅
い場合や、支持層の上部に軟弱層が、深く堆積してい
て、水深が浅くなっている場合には、以下に説明する技
術的な課題があった。When constructing an underwater foundation by such a suction foundation method, when the foundation is installed at a shallow water depth, or when a soft layer is deeply deposited on the upper part of the support layer, the water depth becomes shallow. If so, there were technical issues described below.
【０００６】[0006]
【発明が解決しようとする課題】すなわち、スカート部
とケーソン本体とを一体化させてケーソンを構築する
と、水深が浅いので、設置現場まで曳航することが困難
になるし、曳航できたとしても、水底地盤上に設置する
ことが難しい。That is, if the caisson is constructed by integrating the skirt portion and the caisson body, it is difficult to tow to the installation site because the water depth is shallow, and even if it can be towed, It is difficult to install on the underwater ground.
【０００７】また、スカート部には、サクション荷重を
加えるために、底版をその内周側に形成するが、サクシ
ョン荷重によりスカート部を水底地盤中に貫入させる際
には、通常、底版が水底地盤の上面に近接した位置まで
貫入させることができる。A bottom plate is formed on the inner peripheral side of the skirt portion in order to apply a suction load. When the skirt portion penetrates into the underwater ground by the suction load, the bottom plate is usually provided with the bottom plate. Can be penetrated to a position close to the upper surface of the.
【０００８】ところが、支持層の上部に軟弱層が、深く
堆積していて、水深が浅くなっている場合には、スカー
ト部の先端が支持層に到達するようにすると、底版の形
成位置が、スカート部の先端よりも高い位置になる。However, when the soft layer is deeply deposited on the support layer and the water depth is shallow, if the tip of the skirt reaches the support layer, the formation position of the bottom plate becomes It will be higher than the tip of the skirt.
【０００９】底版をスカート部の高い位置に設けると、
水深が浅いため、底版が水面上に突出して、サクション
力を作用させることができなくなるという問題があっ
た。When the bottom plate is provided at a high position of the skirt portion,
Since the water depth is shallow, the bottom plate protrudes above the water surface, and there is a problem that the suction force cannot be applied.
【００１０】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、水
深の浅い個所において、サクション荷重を有効に利用し
て設置することができる水中基礎の構築工法を提供する
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 enable installation at a shallow place by effectively utilizing a suction load. An object of the present invention is to provide an underwater foundation construction method.
【００１１】[0011]
【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、サクション荷重を加えて水底地盤に沈設
する基礎の構築工法において、水中基礎構造物の主体と
なるケーソン躯体を、水底地盤中に先端側が貫入される
スカート部と、その上部側に連なるケーソン本体とに分
割し、前記スカート部を前記水底地盤上に沈設した後
に、前記スカート部で囲繞された水底地盤を掘削した後
に、前記スカート部と底版とで隔成した隔成部内の排水
を行なうことで、前記スカート部にサクション荷重を加
えて、その先端側を前記水底地盤中に貫入させるように
した。このように構成した基礎の構築工法によれば、水
中基礎構造物の主体となるケーソン躯体を、水底地盤中
に先端側が貫入されるスカート部と、その上部側に連な
るケーソン本体とに分割し、それぞれの長さが短くなる
ので、水深が浅くても、施工現場までの曳航および水底
地盤上への設置が、容易に行なえる。また、スカート部
で囲繞された水底地盤を掘削した後に、スカート部にサ
クション荷重を加えて、その先端側を水底地盤中に貫入
させるので、掘削量に応じて、スカート部と底版とで隔
成した隔成部内の水底地盤の上面の深度が低下するの
で、掘削とサクション荷重の印加とを交互に繰り返すこ
とにより、スカート部の先端側に底版を設けても、深い
深度までスカート部を貫入させることができる。さら
に、スカート部で囲繞された水底地盤を掘削した後に、
スカート部にサクション荷重を加えて、その先端側を水
底地盤中に貫入させるので、掘削量に応じて、スカート
部に加わる圧力差が大きくなる。前記底版は、前記スカ
ート部に着脱可能に設け、前記サクション荷重を加える
際に、前記底版を脱着した状態で、前記水底地盤の掘削
土砂を掘削排土装置で排出することができる。前記底版
は、前記スカート部に予め一体に形成し、前記水底地盤
の掘削土砂を前記底版を貫通する排土配管を備えた掘削
排土装置で排出することができる。前記底版は、開閉自
在な開口部を設けて前記スカート部に予め一体に形成
し、前記開口部を解放した状態で、前記水底地盤の掘削
土砂を排土装置で排出することができる。In order to achieve the above object, the present invention relates to a method of constructing a foundation to be submerged in a submerged ground by applying a suction load to a caisson body which is a main component of an underwater substructure. After dividing the skirt portion into which the tip side penetrates into the ground and a caisson main body connected to the upper side thereof, and submerging the skirt portion on the underwater ground, excavating the underwater ground surrounded by the skirt portion By draining the inside of the separating portion separated by the skirt portion and the bottom plate, a suction load is applied to the skirt portion so that the distal end of the skirt portion penetrates into the underwater ground. According to the construction method of the foundation constructed in this way, the caisson body that is the main body of the underwater substructure is divided into a skirt part whose tip side penetrates into the underwater ground and a caisson body that continues to the upper side, Since each length is short, even if the water depth is shallow, towing to the construction site and installation on the underwater ground can be easily performed. In addition, after excavating the underwater ground surrounded by the skirt, a suction load is applied to the skirt to penetrate the tip side into the underwater ground, so that the skirt and the bottom slab are separated according to the amount of excavation. Since the depth of the upper surface of the underwater ground in the separated sediment decreases, the excavation and the application of the suction load are alternately repeated, so that even if the bottom plate is provided on the tip side of the skirt, the skirt penetrates to a deep depth be able to. Furthermore, after excavating the underwater ground surrounded by the skirt,
Since a suction load is applied to the skirt portion so that the tip side penetrates into the underwater ground, the pressure difference applied to the skirt portion increases according to the excavation amount. The bottom plate is detachably provided on the skirt portion, and when the suction load is applied, the excavated earth and sand on the undersea ground can be discharged by an excavation discharging device in a state where the bottom plate is detached. The bottom plate may be formed integrally with the skirt portion in advance, and the excavated earth and sand of the underwater ground may be discharged by an excavation discharging device provided with a discharging pipe penetrating the bottom plate. The bottom plate is provided with an openable and closable opening and is formed integrally with the skirt in advance, and in a state where the opening is released, excavated earth and sand in the undersea ground can be discharged by a discharging device.
【００１２】[0012]
【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、本発明にかかる基礎の構築工法の第１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 a first embodiment of a foundation construction method according to the present invention.
【００１３】同図に示した水中基礎の構築工法では、水
中基礎構造物の主体となるケーソン躯体１０は、両端が
開口した筒状に形成されていて、水底地盤１２中に先端
側が貫入されるスカート部１４と、スカート部１４の側
に連結されるケーソン本体１６とに分割されている。In the construction method of the underwater foundation shown in FIG. 1, the caisson body 10 which is the main body of the underwater foundation is formed in a tubular shape with both ends open, and the tip side penetrates into the underwater ground 12. It is divided into a skirt portion 14 and a caisson main body 16 connected to the skirt portion 14 side.
【００１４】スカート部１４の内周面には、後述するプ
レート状の底版１８が係止される環状の係止突起２０が
設けられている。本実施例の場合には、ケーソン躯体１
０は、上下方向で同じ径の筒形に形成され、その全長を
略半分に分割した長さでスカート部１４とケーソン本体
１６とに分割されている。On the inner peripheral surface of the skirt portion 14, there is provided an annular locking projection 20 for locking a plate-shaped bottom plate 18, which will be described later. In the case of this embodiment, the caisson skeleton 1
Numeral 0 is formed into a cylindrical shape having the same diameter in the vertical direction, and is divided into a skirt portion 14 and a caisson main body 16 with a length obtained by dividing the entire length into approximately half.
【００１５】なお、ケーソン躯体１０の形状は、このよ
うな形状に限ることはなく、例えば、スカート部１４の
径が、ケーソン本体１６よりも大きくなっていて、ケー
ソン躯体１０の全体形状が概略凸状のものであってもよ
いし、また、複数の円筒形を、外周の一部が相互に密着
するように組合わせ配置した形状であってもよい。The shape of the caisson body 10 is not limited to such a shape. For example, the diameter of the skirt portion 14 is larger than that of the caisson body 16, and the entire shape of the caisson body 10 is substantially convex. The shape may be a shape in which a plurality of cylindrical shapes are combined and arranged so that a part of the outer periphery is in close contact with each other.
【００１６】ケーソン躯体１０のスカート部１４および
ケーソン本体１６,底版１８は、例えば、構築現場近傍
のドックなどで製作され、構築現場まで曳航運搬され
る。ケーソン躯体１０が構築現場まで曳航されると、ま
ず、スカート部１４が水底地盤１２上に沈設され、その
上端上にケーソン本体１６が連結設置される。なお、本
実施例では、スカート部１４を沈設した後に、その上端
にケーソン本体１６を連結設置するが、例えば、スカー
ト部１４の全長が比較的長い場合には、スカート部１４
を、後述するように、所定長さだけサクション力により
水底地盤１２中に貫入させた後に、ケーソン本体１６を
連結するようにしてもよい。The skirt portion 14, the caisson body 16, and the bottom plate 18 of the caisson body 10 are manufactured, for example, at a dock near the construction site, and are towed to the construction site. When the caisson body 10 is towed to the construction site, first, the skirt portion 14 is sunk on the underwater ground 12, and the caisson body 16 is connected and installed on the upper end thereof. In this embodiment, the caisson body 16 is connected to the upper end of the skirt portion 14 after the skirt portion 14 is sunk. For example, when the entire length of the skirt portion 14 is relatively long,
As described later, the caisson body 16 may be connected after penetrating into the underwater ground 12 by a suction force by a predetermined length as described later.
【００１７】ケーソン本体１６の連結設置が終了する
と、スカート部１４で囲繞された水底地盤１２ａの土砂
を掘削排土装置２２により掘削排土する。本実施例の掘
削排土装置２２は、作業船２４に搭載されたクレーン２
６に吊りさけ支持されたグラブバケット２８とから構成
されている。When the connection and installation of the caisson body 16 are completed, the earth and sand on the underwater ground 12a surrounded by the skirt portion 14 is excavated and discharged by the excavation and discharge device 22. The excavating and discharging apparatus 22 of the present embodiment includes a crane 2 mounted on a work boat 24.
And a grab bucket 28 suspended from and supported by the glove 6.
【００１８】掘削排土装置２２によりスカート部１４で
囲繞された水底地盤１２ａが所定の深さだけ掘り下げら
れると、図２に示すように、スカート部１４内に底版１
８が設置される。When the underwater ground 12a surrounded by the skirt portion 14 is dug down to a predetermined depth by the excavating and discharging device 22, as shown in FIG.
8 is installed.
【００１９】本実施例の場合には、底版１８は、スカー
ト部１４の内周に設けられている係止突起２０上に外周
縁が載るように、着脱自在に設置され、底版１８が係止
突起１２に設置されると、スカート部１４で囲繞された
水底地盤１２ａの上部側が、底版１８により水密状態に
隔成される。In the case of the present embodiment, the bottom plate 18 is detachably mounted such that the outer peripheral edge rests on a locking projection 20 provided on the inner periphery of the skirt portion 14, and the bottom plate 18 is locked. When installed on the protrusion 12, the upper side of the underwater ground 12 a surrounded by the skirt portion 14 is separated in a watertight state by the bottom plate 18.
【００２０】底版１８には、これを貫通するようにし
て、排水管３０が取付けられていて、排水管３０の上端
側は、海面上に延設されている。このような底版１８の
設置が完了すると、排水管３０の上端側に排水ポンプな
どを設置して、スカート部１４と底版１８とで隔成した
隔成部３２内の排水を行なう。A drain pipe 30 is attached to the bottom plate 18 so as to penetrate the bottom slab 18, and the upper end side of the drain pipe 30 is extended on the sea surface. When the installation of the bottom slab 18 is completed, a drain pump or the like is installed on the upper end side of the drain pipe 30 to drain the water in the separating portion 32 separated by the skirt portion 14 and the bottom slab 18.
【００２１】このような排水を継続すると、隔成部３２
内の圧力が低下し、スカート部１４には、底版１８と水
面上との水深差に対応したサクション荷重が作用し、こ
れに伴なうサクション力を受けて、スカート部１４を含
むケーソン躯体１０が水底地盤１２中に沈降していく。When such drainage is continued, the separation section 32
Of the caisson body 10 including the skirt portion 14 is subjected to a suction load corresponding to the difference in water depth between the bottom plate 18 and the surface of the water. Sinks into the underwater ground 12.
【００２２】そして、底版１８が掘削された水底地盤１
２ａの面に近接すると、排水を停止して、底版１８を脱
着して、実質的に図１の状態に戻し、再び掘削排土装置
２２により、スカート部１４で囲繞された部分の水底地
盤１２ａを掘削排土し、底版１８を設置して、サクショ
ン荷重によりケーソン躯体１０をさらに沈降させる。Then, the undersea ground 1 from which the bottom slab 18 has been excavated
When approaching the surface 2a, the drainage is stopped, the bottom plate 18 is attached and detached, and the state is substantially returned to the state shown in FIG. Is excavated, the bottom plate 18 is installed, and the caisson frame 10 is further settled by the suction load.
【００２３】以後は、同様の工程を複数回繰り返すこと
により、スカート部１４を水底地盤１２の所定深度まで
貫入させると、水中基礎構造物の構築が終了する。な
お、この場合、スカート部１４を順次水底地盤１２中に
貫入した際には、ケーソン躯体１０のケーソン本体１６
上には、図２に示すように、ケーソン本体１６と同じ形
状の打継ぎケーソン２９を、必要に応じて、現場施工な
いしは予め製作したプレキャスト製品を順次連結形成す
る。Thereafter, by repeating the same process a plurality of times, the skirt portion 14 is made to penetrate to the predetermined depth of the underwater ground 12, and the construction of the underwater substructure is completed. In this case, when the skirt portion 14 sequentially penetrates into the underwater ground 12, the caisson body 16 of the caisson body 10
As shown in FIG. 2, a connecting caisson 29 having the same shape as the caisson main body 16 is formed on the upper side, and if necessary, pre-cast products manufactured on-site or pre-manufactured.
【００２４】さて、以上のようにして行う水中基礎の構
築工法によれば、ケーソン躯体１０は、スカート部１４
とケーソン本体１６とに分割されているので、これらを
一体に設けた場合よりも、それぞれの長さが短くなるの
で、水深が浅い海域でも容易に曳航することができる。According to the underwater foundation construction method performed as described above, the caisson skeleton 10 is
And the caisson body 16 are divided into smaller lengths than in the case where they are integrally provided, so that the tow can be easily towed even in a shallow water area.
【００２５】また、本実施例の構築工法では、スカート
部１４で囲繞された水底地盤１２ａを掘削した後に、ス
カート部１４にサクション荷重を加えて、その先端側を
水底地盤１２中に貫入させるので、掘削量に応じて、ス
カート部１４と底版１８とで隔成した隔成部３２内の水
底地盤１２ａの上面の深度が低下するので、掘削とサク
ション荷重の印加とを交互に繰り返すことにより、スカ
ート部１４の先端側に底版１８を設けても、深い深度ま
でスカート部１４を貫入させることができる。In the construction method according to the present embodiment, after excavating the underwater ground 12a surrounded by the skirt 14, a suction load is applied to the skirt 14 so that the tip end of the skirt 14 penetrates into the underwater ground 12. According to the excavation amount, the depth of the upper surface of the underwater ground 12a in the separating portion 32 separated by the skirt portion 14 and the bottom plate 18 decreases, so that the excavation and the application of the suction load are alternately repeated. Even if the bottom plate 18 is provided on the tip side of the skirt portion 14, the skirt portion 14 can penetrate to a deep depth.
【００２６】さらに、本実施例では、スカート部１４で
囲繞された水底地盤１２ａを掘削した後に、スカート部
１４にサクション荷重を加えて、その先端側を水底地盤
１２中に貫入させるので、掘削量に応じて、スカート部
１４に加わる圧力差が大きくなる。Further, in this embodiment, after excavating the underwater ground 12a surrounded by the skirt portion 14, a suction load is applied to the skirt portion 14 to penetrate the distal end side into the underwater ground 12, so that the excavation amount is reduced. Accordingly, the pressure difference applied to the skirt portion 14 increases.
【００２７】図３は、本発明にかかる水中基礎の構築工
法の第２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. 3 shows a second embodiment of the method of constructing an underwater foundation according to the present invention. The same reference numerals are given to the same or corresponding parts as in the above embodiment, and the description thereof will be omitted. Hereinafter, only the characteristic points will be described.
【００２８】同図に示した実施例では、ケーソン躯体１
０ａは、スカート部１４ａとケーソン本体１６ａとに分
割されている。スカート部１４ａには、その内周面に底
版１８ａが予め一体に形成されている。底版１８ａに
は、排水管３０ａが貫通するように設けられている。In the embodiment shown in FIG.
Oa is divided into a skirt portion 14a and a caisson main body 16a. The bottom plate 18a is integrally formed on the inner peripheral surface of the skirt portion 14a in advance. A drain pipe 30a is provided to penetrate the bottom plate 18a.
【００２９】本実施例の場合には、スカート部１４ａで
囲繞された水底地盤１２ａの掘削排土装置２２ａは、水
底土砂を吸引するサンドポンプ３４と、このポンプ３４
に接続された排土配管３６とを有している。In the case of the present embodiment, the excavating and discharging device 22a of the underwater ground 12a surrounded by the skirt portion 14a includes a sand pump 34 for sucking the underwater soil and the pump 34.
And a discharge pipe 36 connected to the discharge pipe 36.
【００３０】排土配管３６は、底版１８を貫通して、水
面上に延設されている。このように構成したケーソン躯
体１０ａも、上記実施例と同様に、スカート部１４ａを
水底地盤１２上に沈設した後に、スカート部１４ａで囲
繞された水底地盤１２ａを、掘削排土装置２２ａで掘削
した後に、スカート部１４ａと底版１８ａとで隔成した
隔成部３２ａ内の排水を行なうことで、スカート部１４
ａにサクション荷重を加える工程を複数回繰り返すこと
により、その先端側を水底地盤１２中の所定深度まで貫
入させる。The discharge pipe 36 extends through the bottom plate 18 and extends above the water surface. In the caisson body 10a configured as described above, similarly to the above-described embodiment, after the skirt portion 14a is submerged on the underwater ground 12, the underwater ground 12a surrounded by the skirt portion 14a is excavated by the excavating and discharging device 22a. Later, the skirt portion 14a is drained from the separating portion 32a separated by the skirt portion 14a and the bottom plate 18a, so that the skirt portion 14a is drained.
By repeating the step of applying a suction load to a a plurality of times, the tip side penetrates to a predetermined depth in the underwater ground 12.
【００３１】この実施例の場合には、底版１８ａがスカ
ート部１４ａに固定されているので、上記第１実施例の
ように底版１８ａの着脱工程が不要になり、施工が簡略
化されるメリットがある。In this embodiment, since the bottom plate 18a is fixed to the skirt portion 14a, the step of attaching and detaching the bottom plate 18a as in the first embodiment is not required, and the construction is simplified. is there.
【００３２】図４は、本発明にかかる水中基礎の構築工
法の第３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. 4 shows a third embodiment of the method of constructing an underwater foundation according to the present invention. The same or corresponding portions 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.
【００３３】同図に示した実施例では、ケーソン躯体１
０ｂは、スカート部１４ｂとケーソン本体１６ｂとに分
割されている。スカート部１４ｂには、その内周面に底
版１８ｂが予め一体に形成されている。底版１８ｂに
は、排水管３０ｂが貫通するように設けられている。In the embodiment shown in FIG.
Ob is divided into a skirt portion 14b and a caisson body 16b. The bottom plate 18b is integrally formed on the inner peripheral surface of the skirt portion 14b in advance. A drain pipe 30b is provided to penetrate the bottom plate 18b.
【００３４】また、底版１８ｂには、開閉自在な開口部
３８が設けられている。本実施例の場合には、スカート
部１４ｂで囲繞された水底地盤１２ａの掘削は、底版１
８ｂの下方のスカート部１４ｂに取付けられた作業架台
４０上を、海面上からの遠隔操作により走行する水中掘
削機４２から構成され、水中掘削機４２で掘削された土
砂は、開口部３８を介して挿入されるバケット４４や排
土管などにて排土される。The bottom plate 18b has an opening 38 which can be opened and closed. In the case of the present embodiment, the excavation of the underwater ground 12a surrounded by the skirt portion 14b is performed by the slab 1
A submersible excavator 42 that travels by remote control from above the sea surface on a work platform 40 attached to the skirt portion 14b below the base 8b is provided with soil excavated by the submerged excavator 42 through the opening 38. The soil is discharged by a bucket 44 or a discharge pipe inserted.
【００３５】このように構成したケーソン躯体１０ｂ
も、上記実施例と同様に、スカート部１４ｂを水底地盤
１２上に沈設した後に、スカート部１４ｂで囲繞された
水底地盤１２ａを、水中掘削機４２で掘削した後に、ス
カート部１４ｂと底版１８ｂとで隔成した隔成部３２ｂ
内の排水を、開口部３８を閉止して行なうことで、スカ
ート部１４ｂにサクション荷重を加える工程を複数回繰
り返し、スカート部１４ｂの先端側を水底地盤１２中の
所定深度まで貫入させる。The caisson frame 10b thus constructed
In the same manner as in the above embodiment, after the skirt portion 14b is submerged on the underwater ground 12, the underwater ground 12a surrounded by the skirt portion 14b is excavated by the underwater excavator 42, and then the skirt portion 14b and the bottom plate 18b are removed. Separation part 32b separated by
By performing the drainage of the inside by closing the opening 38, the process of applying a suction load to the skirt portion 14b is repeated a plurality of times, and the tip side of the skirt portion 14b penetrates to a predetermined depth in the underwater ground 12.
【００３６】この実施例の場合には、上記第１実施例と
同等の作用効果が得られる。In this embodiment, the same operation and effect as those of the first embodiment can be obtained.
【００３７】[0037]
【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工法によれば、水深の浅
い個所において、サクション荷重を有効に利用して設置
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 which concerns on this invention, it can install in a shallow part of a water depth using a suction load effectively.
【図１】本発明にかかる水中基礎の構築工法の第１実施
例を示す施工初期状態の断面説明図である。FIG. 1 is an explanatory sectional view of an initial state of construction showing a first embodiment of an underwater foundation construction method according to the present invention.
【図２】図１に引き続いて行なわれる工程の断面説明図
である。FIG. 2 is an explanatory cross-sectional view of a step performed subsequent to FIG. 1;
【図３】本発明にかかる基礎の構築工法の第２実施例を
示す施工状態の断面説明図である。FIG. 3 is an explanatory sectional view of a construction state showing a second embodiment of the foundation construction method according to the present invention.
【図４】本発明にかかる基礎の構築工法の第３実施例を
示す施工状態の断面説明図である。FIG. 4 is an explanatory sectional view of a construction state showing a third embodiment of the foundation construction method according to the present invention.
１０,１０ａ,１０ｂ ケーソン躯体 １２,１２ａ 水底地盤 １４,１４ａ,１４ｂ スカート部 １６,１６ａ,１６ｂ ケーソン本体 １８,１８ａ,１８ｂ 底版 10,10a, 10b Caisson body 12,12a Underwater ground 14,14a, 14b Skirt 16,16a, 16b Caisson body 18,18a, 18b Bottom plate
Claims (4)
する水中基礎の構築工法において、 水中基礎構造物の主体となるケーソン躯体を、水底地盤
中に先端側が貫入されるスカート部と、その上部側に連
なるケーソン本体とに分割し、 前記スカート部を前記水底地盤上に沈設した後に、前記
スカート部で囲繞された水底地盤を掘削した後に、 前記スカート部と底版とで隔成した隔成部内の排水を行
なうことで、前記スカート部にサクション荷重を加え
て、その先端側を前記水底地盤中に貫入させることを特
徴とする水中基礎の構築工法。1. A method of constructing an underwater foundation to be submerged in a submerged ground by applying a suction load, wherein a caisson frame serving as a main body of an underwater substructure is provided with a skirt portion whose tip side penetrates into the submerged ground and an upper side thereof. After the skirt portion is submerged on the underwater ground, the underwater ground surrounded by the skirt portion is excavated, and then the skirt portion and the bottom plate are separated from each other. A method for constructing an underwater foundation, characterized in that a suction load is applied to the skirt portion by draining so that a tip end of the skirt portion penetrates into the underwater ground.
に設け、前記サクション荷重を加える際に、前記底版を
脱着した状態で、前記水底地盤の掘削土砂を掘削排土装
置で排出することを特徴とする請求項1記載の水中基礎
の構築工法。2. The method according to claim 1, wherein the bottom slab is detachably provided on the skirt portion, and when the suction load is applied, the excavated earth and sand of the undersea ground is discharged by an excavation discharging device in a state where the bottom slab is detached. The construction method of an underwater foundation according to claim 1, wherein the underwater foundation is constructed.
に形成し、前記水底地盤の掘削土砂を前記底版を貫通す
る排土配管を備えた掘削排土装置で排出することを特徴
とする請求項1記載の水中基礎の構築工法。3. The bottom plate is formed integrally with the skirt in advance, and excavated earth and sand in the undersea ground is discharged by an excavation discharging device provided with a discharge pipe penetrating the bottom plate. Item 1. An underwater foundation construction method according to item 1.
前記スカート部に予め一体に形成し、前記開口部を解放
した状態で、前記水底地盤の掘削土砂を排土装置で排出
することを特徴とする請求項1記載の水中基礎の構築工
法。4. The bottom plate is provided with an opening which can be opened and closed and is formed integrally with the skirt in advance, and excavated earth and sand in the underwater ground is discharged by an earth removal device in a state where the opening is released. The construction method of an underwater foundation according to claim 1, wherein:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000135448A JP4465808B2 (en) | 2000-05-09 | 2000-05-09 | Construction method for underwater foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000135448A JP4465808B2 (en) | 2000-05-09 | 2000-05-09 | Construction method for underwater foundation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2001317060A true JP2001317060A (en) | 2001-11-16 |
| JP4465808B2 JP4465808B2 (en) | 2010-05-26 |
Family
ID=18643522
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2000135448A Expired - Lifetime JP4465808B2 (en) | 2000-05-09 | 2000-05-09 | Construction method for underwater foundation |
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| Country | Link |
|---|---|
| JP (1) | JP4465808B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100931918B1 (en) | 2009-07-01 | 2009-12-15 | (주)대우건설 | Underwater tunnelling method for using inner and outer water pressure of structure |
| KR101552520B1 (en) | 2013-09-03 | 2015-09-14 | 한국해양과학기술원 | Construction method of compressed air storage unit using suction pile |
| CN113818487A (en) * | 2021-07-15 | 2021-12-21 | 海洋石油工程股份有限公司 | Integral installation method for shallow water steel cylinder underwater platform |
| JP2022502583A (en) * | 2019-09-05 | 2022-01-11 | 浙江大学Zhejiang University | Test equipment and test method that can simulate erosion effect and interfacial shear in mounting suction bucket foundation |
Families Citing this family (1)
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|---|---|---|---|---|
| CN105544584A (en) * | 2016-01-21 | 2016-05-04 | 广东省交通规划设计研究院股份有限公司 | Oblate ellipsoid-shaped bridge sunk shaft foundation favorable for changing course of ship colliding with bridge |
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2000
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100931918B1 (en) | 2009-07-01 | 2009-12-15 | (주)대우건설 | Underwater tunnelling method for using inner and outer water pressure of structure |
| KR101552520B1 (en) | 2013-09-03 | 2015-09-14 | 한국해양과학기술원 | Construction method of compressed air storage unit using suction pile |
| JP2022502583A (en) * | 2019-09-05 | 2022-01-11 | 浙江大学Zhejiang University | Test equipment and test method that can simulate erosion effect and interfacial shear in mounting suction bucket foundation |
| JP7000594B2 (en) | 2019-09-05 | 2022-01-19 | 浙江大学 | Test equipment and test method that can simulate erosion effect and interfacial shear in mounting suction bucket foundation |
| CN113818487A (en) * | 2021-07-15 | 2021-12-21 | 海洋石油工程股份有限公司 | Integral installation method for shallow water steel cylinder underwater platform |
Also Published As
| Publication number | Publication date |
|---|---|
| JP4465808B2 (en) | 2010-05-26 |
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