JP2000257077A - Construction method of underwater foundation - Google Patents
Construction method of underwater foundationInfo
- Publication number
- JP2000257077A JP2000257077A JP11064239A JP6423999A JP2000257077A JP 2000257077 A JP2000257077 A JP 2000257077A JP 11064239 A JP11064239 A JP 11064239A JP 6423999 A JP6423999 A JP 6423999A JP 2000257077 A JP2000257077 A JP 2000257077A
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- JP
- Japan
- Prior art keywords
- water
- layer forming
- forming material
- permeable layer
- ground
- 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、サクション荷重を有効に作用させて
水中基礎を構築する工法に関するものである。The present invention relates to a method for constructing an underwater foundation, and more particularly to a method for constructing an underwater foundation by effectively applying a suction load.
【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、大型の護岸や海洋構造物
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 underwater, 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ケーソン躯体を、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 method of constructing such a deep water foundation, a caisson body having a skirt portion is called a suction foundation method in which the caisson body is sunk in the underwater ground by utilizing a pressure difference (suction). There is a construction method.
【０００４】図５,６は、このようなサクション基礎工
法の一例を示しており、同図に示した工法では、ケーソ
ン躯体1は、筒状の側壁部２と、この側壁部２の下端側
を閉塞する底版部３と、底版部３の外周縁下方に延設さ
れたスカート部４とを備えている。FIGS. 5 and 6 show an example of such a suction foundation method. In the method shown in FIG. 5, a caisson frame 1 has a cylindrical side wall 2 and a lower end of the side wall 2. And a skirt portion 4 extending below the outer peripheral edge of the bottom plate portion 3.
【０００５】スカート部４は、筒状に形成されていて、
その壁厚内に揚水通路５が貫通形成され、底版部３を貫
通するように揚水管６が設けられている。The skirt portion 4 is formed in a tubular shape,
A pumping passage 5 is formed through the wall thickness, and a pumping pipe 6 is provided so as to penetrate the bottom plate 3.
【０００６】水中基礎を構築する際には、ケーソン躯体
１が水底地盤７に沈設される。このとき、スカート部４
の下端側を水底地盤7中に貫入させて、水の流入を阻止
し、この状態で、スカート部4内の水を排水通路５や、
底版部３を貫通する揚水管６を介して排除し、これによ
りスカート部４内の圧力を下げて、スカート部４の内外
にサクション荷重を発生させて、このサクション荷重を
利用して、ケーソン躯体１を水底地盤中に沈設する。When constructing an underwater foundation, the caisson skeleton 1 is laid underwater on the ground 7. At this time, the skirt 4
Of the skirt portion 4 penetrates into the water bottom ground 7 to prevent the inflow of water. In this state, the water in the skirt portion 4 is drained by the drain passage 5 or the like.
It is removed through a pumping pipe 6 penetrating the bottom plate portion 3, thereby reducing the pressure in the skirt portion 4, generating a suction load inside and outside the skirt portion 4, and utilizing this suction load, the caisson body is used. 1 is submerged in the underwater ground.
【０００７】また、その後、ケーソン躯体１を基礎など
に利用するためには、所定の深度まで沈設した後、図６
に示すように、底版部３と水底地盤７との間にモルタル
などの硬化性グラウト８を充填し、かつ、揚水管６を介
して、スカート部４で囲繞した水底地盤７の水を揚水排
除して、サクション荷重を水底地盤７に伝達させること
が有効である。After that, in order to use the caisson skeleton 1 as a foundation or the like, the caisson skeleton 1 is sunk to a predetermined depth, and
As shown in the figure, a hardening grout 8 such as mortar is filled between the bottom slab 3 and the underwater ground 7, and the water in the underwater ground 7 surrounded by the skirt 4 is pumped out through the water pumping pipe 6. Then, it is effective to transmit the suction load to the underwater ground 7.
【０００８】このような水中基礎の構築工法は、比較的
施工が容易で、十分に水底地盤７中に根入れされたケー
ソン躯体１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。The construction method of such an underwater foundation is relatively easy to construct, and the caisson skeleton 1 sufficiently embedded in the underwater ground 7 has the advantage that the resistance to sliding, falling and pulling out is significantly increased. is there.
【０００９】ところが、このような従来の水中基礎の構
築工法には、以下に説明する技術的な課題があった。However, such a conventional method of constructing an underwater foundation has the following technical problems.
【００１０】[0010]
【発明が解決しようとする課題】すなわち、図５,６に
示した水中基礎の構築工法では、底版部３の下方地盤か
らも揚水して、サクション荷重を作用させるが、このと
き、スカート部４で囲繞した底版部３の直下の水底地盤
７の揚水は、揚水管６の揚水口近傍に集中し、揚水口を
底版部３の下に多数設けたとしても、この部分の水位を
均等に下げることが難しく、その結果、サクション荷重
が有効に水底地盤７に伝達されないという問題があっ
た。That is, in the method of constructing an underwater foundation shown in FIGS. 5 and 6, water is also pumped from the ground below the bottom slab portion 3 to apply a suction load. The pumping of the water bottom ground 7 immediately below the bottom slab 3 surrounded by the above is concentrated near the pumping port of the pumping pipe 6, and even if a large number of pumping ports are provided below the bottom slab 3, the water level of this portion is uniformly lowered. Therefore, there is a problem that the suction load is not effectively transmitted to the underwater ground 7.
【００１１】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、底
版部下の揚水を均等に行うことにより、サクション荷重
を有効に水底地盤に伝達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。SUMMARY OF THE INVENTION The present invention has been made in view of such conventional problems, and an object of the present invention is to uniformly pump water under a bottom slab portion to effectively apply a suction load to a water bottom ground. An object of the present invention is to provide an underwater foundation construction method capable of transmitting information.
【００１２】[0012]
【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、底版部の下方に延設されるスカート部を
備えたケーソン躯体に、サクション荷重を作用させて水
底地盤中に沈設する水中基礎の構築工法において、前記
底版部の下面側に透水層形成材を仮止めしておき、前記
スカート部を前記水底地盤中に所定長貫入させた状態
で、前記仮止め状態を解除して、前記透水層形成材を、
前記スカート部で囲繞した水底地盤上に敷設し、 前記
透水層形成材と前記底版部下面との間に非圧縮性グラウ
ト材を充填し、しかる後に、前記透水層形成材を介して
揚水を行うようにした。このように構成した水中基礎の
構築工法によれば、底版部の下面側に透水層形成材を仮
止めしておき、スカート部を水底地盤中に所定長貫入さ
せた状態で、仮止め状態を解除して、透水層形成材を、
スカート部で囲繞した水底地盤上に敷設し、 透水層形
成材と底版部下面との間に非圧縮性グラウト材を充填
し、しかる後に、透水層形成材を介して揚水するので、
スカート部で囲繞した水底地盤からの揚水は、この部分
を覆う透水層を介して行われ、これにより、均等に水位
を下げることができる。前記透水層形成材は、透水マッ
トと、前記グラウト材が前記透水マット側に回り込むこ
とを防止する遮水シートとで構成することができる。こ
の構成によれば、透水層形成材と底版部下面との間に充
填される非圧縮性グラウト材により透水層形成材の透水
性が阻害されることがなくなる。In order to achieve the above-mentioned object, the present invention provides a caisson body having a skirt extending below a bottom slab by applying a suction load to the caisson body and immersing the caisson body in a submarine ground. In the method of constructing an underwater foundation, a permeable layer forming material is temporarily fixed on the lower surface side of the bottom plate portion, and the temporary fixing state is released in a state where the skirt portion is penetrated a predetermined length into the underwater ground. The permeable layer forming material,
It is laid on the water bottom ground surrounded by the skirt portion, and filled with an incompressible grout material between the water permeable layer forming material and the lower surface of the bottom plate portion, and thereafter, water is pumped through the water permeable layer forming material. I did it. According to the construction method of the underwater foundation configured as described above, the permeable layer forming material is temporarily fixed on the lower surface side of the bottom plate portion, and the skirt portion is penetrated a predetermined length into the underwater ground, and the temporarily fixed state is set. Release the permeable layer forming material,
It is laid on the underwater ground surrounded by the skirt, filled with an incompressible grout material between the permeable layer forming material and the bottom plate lower surface, and then water is pumped through the permeable layer forming material.
Pumping from the bottom of the water surrounded by the skirt portion is performed through a permeable layer covering this portion, whereby the water level can be lowered evenly. The water-permeable layer forming material can be composed of a water-permeable mat and a water-blocking sheet for preventing the grout material from going around the water-permeable mat. According to this configuration, the water permeability of the water-permeable layer forming material is not hindered by the incompressible grout material filled between the water-permeable layer forming material and the bottom surface of the bottom plate.
【００１３】[0013]
【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か
ら図４は、本発明にかかる水中基礎の構築工法の一実施
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. FIG. 1 to FIG. 4 show an embodiment of the construction method of an underwater foundation according to the present invention.
【００１４】同図に示した水中基礎は、ケーソン躯体1
０を備えており、このケーソン躯体１０は、筒状の側壁
部１２と、この側壁部１２の下端側を閉塞する底版部１
４と、底版部１４の外周縁下方に延設されたスカート部
１６とを備えている。The underwater foundation shown in FIG.
The caisson body 10 includes a cylindrical side wall 12 and a bottom slab 1 that closes the lower end of the side wall 12.
4 and a skirt portion 16 extending below the outer peripheral edge of the bottom plate portion 14.
【００１５】底版部１４は、下方側に向けて突出するよ
うに球状に形成されており、周縁が側壁部１２の内面に
一体に固設されている。スカート部１６は、側壁部１２
を下方側を直径を変えることなく、下方に延長させた筒
状に形成されていて、その壁厚内に揚水通路１８が、周
方向に所定の間隔を隔てて複数貫通形成されている。The bottom plate portion 14 is formed in a spherical shape so as to protrude downward, and its peripheral edge is integrally fixed to the inner surface of the side wall portion 12. The skirt portion 16 includes the side wall portion 12.
Is formed in a cylindrical shape extending downward without changing the diameter on the lower side, and a plurality of pumping passages 18 are formed in the wall thickness thereof at predetermined intervals in the circumferential direction.
【００１６】また、底版部１４には、これを上下方向に
貫通するようにして揚水管２０が複数取付けられてい
る。さらに、本実施例の場合には、底版部１４の下面側
に透水層形成材２２が仮止めされている。A plurality of pumping pipes 20 are attached to the bottom plate portion 14 so as to penetrate the bottom plate portion in the vertical direction. Further, in the case of the present embodiment, the permeable layer forming material 22 is temporarily fixed to the lower surface side of the bottom plate portion 14.
【００１７】この透水層形成材２２は、底版部１４の下
面の全面を覆う大きさを備えていて、その詳細を図３,
４に示すように、透水マット２２ａと、この透水マット
２２aの上に配置された遮水シート２２ｂとから構成さ
れている。The permeable layer forming material 22 is large enough to cover the entire lower surface of the bottom slab 14, as shown in FIGS.
As shown in FIG. 4, a water permeable mat 22a and a water impermeable sheet 22b disposed on the water permeable mat 22a are provided.
【００１８】透水マット２２ａは、透水層本体となるも
のであって、透水性のよい層状の材料、例えば、地盤中
に埋設して水を排水するために用いられるドレーン材を
層状に重ね合せたものなどを用いることができる。The water-permeable mat 22a is a main body of a water-permeable layer, and is formed by laminating a layered material having good water permeability, for example, a drain material embedded in the ground and used for draining water. What can be used.
【００１９】また、遮水シート２２ｂは、後述するグラ
ウト材を充填した際に、このグラウト材が透水マット２
２ａ側に回りこんで、その透水性を阻害することを防止
するために設けられている。When the water-blocking sheet 22b is filled with a grout material to be described later, the grout material becomes
It is provided in order to prevent it from turning around the 2a side and impairing its water permeability.
【００２０】透水層形成材２２の仮止め構造２４の一例
を図３に示している。同図に示した仮止め構造２４は、
仮止めロッド２４ａと、パイプ２４ｂと、水密キャップ
２４ｃとから構成されている。FIG. 3 shows an example of the temporary fixing structure 24 of the permeable layer forming material 22. The temporary fixing structure 24 shown in FIG.
It is composed of a temporary fixing rod 24a, a pipe 24b, and a watertight cap 24c.
【００２１】仮止めロッド２４ａは、透水層形成材２２
を上下方向に貫通して、その下端側が透水マット２２ａ
の下面下に係止されている。パイプ２４ｂは、両端が開
口した円筒管であって、底版部１４の上下方向を貫通す
るように、底版部１４に固設されている。The temporary fixing rod 24a is made of the permeable layer forming material 22.
Through the upper and lower sides, and the lower end side thereof is permeable mat 22a.
Is locked under the lower surface of the. The pipe 24b is a cylindrical pipe having both ends opened, and is fixed to the bottom plate portion 14 so as to penetrate the bottom plate portion 14 in the vertical direction.
【００２２】水密キャップ２４ｃは、仮止めロッド２２
ａの上端側を係止して、バイプ２４ｂ内に水密状態に嵌
着される。このように構成した仮止め構造２４によれ
ば、水密キャップ２４ｃをパイプ２４ｂから取り外す
と、透水層形成材２２を底版部１４の下面から下方側に
離脱させることができる。The watertight cap 24c is
The upper end of a is locked, and is fitted in the watertight state in the vip 24b. According to the temporary fixing structure 24 configured as described above, when the watertight cap 24c is removed from the pipe 24b, the permeable layer forming material 22 can be detached downward from the lower surface of the bottom plate portion 14.
【００２３】なお、揚水管２０は、底版部１４を上下方
向に貫通しているが、この貫通部分において、上下移動
自在になっているとともに、各揚水管２０の先端側に貫
通形成されたスリット状の揚水口２０ａが、透水層形成
材２２の透水マット２２ａの厚み内に位置対応するよう
にして、透水層形成材２２に固定されている。The pumping pipes 20 penetrate the bottom plate portion 14 in the vertical direction. At the penetrating portions, the pumping pipes 20 are vertically movable and slits formed at the distal ends of the pumping pipes 20 are formed. The water pumping port 20 a is fixed to the water permeable layer forming material 22 so as to correspond to a position within the thickness of the water permeable mat 22 a of the water permeable layer forming material 22.
【００２４】以上のように構成されたケーソン躯体１０
は、底版部１４の下面側に透水層形成材２２を仮止めし
た状態で作製され、基礎の構築現場まで曳航され、水底
地盤２６に沈設される。The caisson frame 10 constructed as described above
Is produced in a state where the permeable layer forming material 22 is temporarily fixed to the lower surface side of the bottom slab 14, towed to the construction site of the foundation, and settled on the underwater ground 26.
【００２５】この沈設に当たっては、スカート部１６の
下端側を水底地盤２６中に貫入させて、水の流入を阻止
し、この状態で、スカート部１６内の水を、揚水通路１
８や、揚水管２０を介して排除することで、スカート部
１６内の圧力を下げて、スカート部１６の内外にサクシ
ョン荷重を発生させて、ケーソン躯体１０を水底地盤２
６中に沈設する。In this submersion, the lower end side of the skirt portion 16 penetrates into the water bottom ground 26 to prevent the inflow of water. In this state, the water in the skirt portion 16 is removed from the pumping passage 1.
8 and by removing the water through the water pumping pipe 20, the pressure in the skirt portion 16 is reduced, and a suction load is generated inside and outside of the skirt portion 16 to cause the caisson body 10 to move the caisson frame 10
Sink in 6.
【００２６】そして、スカート部１６が水底地盤２６中
に徐々に貫入して、ケーソン躯体１０の沈設が進行し、
図２に示すように、底版部１４が水底地盤２６の上面に
近接し、所定の位置まで貫入すると、透水層形成材２２
の仮止め構造２４を解除する。Then, the skirt portion 16 gradually penetrates into the underwater ground 26, and the caisson body 10 is laid down,
As shown in FIG. 2, when the bottom plate portion 14 approaches the upper surface of the underwater ground 26 and penetrates to a predetermined position, the permeable layer forming material 22
Is released.
【００２７】透水層形成材２２の仮止め構造２４を解除
する場合には、水密キッャプ２４ｃをパイプ２４ｂから
外すことにより簡単に行え、仮止め構造２４を解除する
と、透水層形成材２２が下方に落下し、スカート部１６
が囲繞する水底地盤２６の上面を透水マット２２ａが覆
うようにして敷設される。The temporary fixing structure 24 of the water permeable layer forming material 22 can be easily released by removing the watertight cap 24c from the pipe 24b. When the temporary fixing structure 24 is released, the water permeable layer forming material 22 moves downward. Drops, skirt part 16
Are laid so that the water-permeable mat 22a covers the upper surface of the underwater ground 26 that surrounds the.
【００２８】このような透水マット２２ａによる敷設が
終了すると、底版部１４の下面側と透水層形成材２２の
遮水シート２２ｂとの間に、モルタルやコンクリートな
どの硬化することにより非圧縮性を示すグラウト材２８
を充填する。When the laying by the water permeable mat 22a is completed, the mortar, concrete, or the like is hardened between the lower surface side of the bottom slab 14 and the water shielding sheet 22b of the water permeable layer forming material 22, thereby reducing the incompressibility. Grout material 28 shown
Fill.
【００２９】この場合、底版部１４を貫通するように設
けられている仮止め構造２４のパイプ２４ｂを利用し
て、前述したモルタルやコンクリートを注入することが
できる。In this case, the above-described mortar or concrete can be poured using the pipe 24b of the temporary fixing structure 24 provided so as to penetrate the bottom plate portion 14.
【００３０】底版部１４の下面側と透水層形成材２２の
遮水シート２２ｂとの間に注入された硬化性で非圧縮性
のグラウト材２８は、遮水シート２２ｂを介装すること
により、透水マット２２ａ側への回り込みが防止され
る。The hardening and non-compressible grout material 28 injected between the lower surface side of the bottom plate portion 14 and the water impermeable sheet 22b of the water permeable layer forming material 22 is provided by interposing the water impermeable sheet 22b. The wrap around to the water permeable mat 22a is prevented.
【００３１】グラウト材２８の充填および硬化が終了す
ると、さらにスカート部１６内の水を、揚水通路１８
や、揚水管２０を介して排除して、スカート部１６内の
圧力を下げて、スカート部１６の内外にサクション荷重
を発生させて、プレロード荷重による沈下の促進で残留
沈下量を低減し、さらに、ケーソン躯体１０より下方の
地盤を改良することにより、水中基礎の構築が完了す
る。When the filling and curing of the grout material 28 are completed, the water in the skirt portion 16 is further discharged to the pumping passage 18.
Alternatively, by removing through the pumping pipe 20, the pressure in the skirt portion 16 is reduced, and a suction load is generated inside and outside the skirt portion 16 to reduce the residual settlement amount by promoting the settlement by the preload load. By improving the ground below the caisson frame 10, the construction of the underwater foundation is completed.
【００３２】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、底版部１４の下面側に透水層形成材２
２を仮止めしておき、スカート部１６を水底地盤２６中
に所定長貫入させた状態で、仮止めを解除して、透水層
形成材２２を、スカート部１６で囲繞した水底地盤２６
上に敷設し、透水層形成材２２と底版部１４の下面との
間に非圧縮性グラウト材２８を充填し、しかる後に、透
水層形成材２２を介して揚水するので、スカート部１６
で囲繞した水底地盤２６からの揚水は、この部分を覆う
透水層形成材２２を介して行われ、これにより、均等に
水位を下げることができる。According to the underwater foundation construction method performed as described above, the permeable layer forming material 2
2 is temporarily fixed, and the skirt portion 16 is penetrated into the underwater ground 26 by a predetermined length, and the temporary fixing is released, and the permeable layer forming material 22 is surrounded by the skirt portion 16.
The skirt portion 16 is filled with an incompressible grout material 28 between the permeable layer forming material 22 and the lower surface of the bottom plate portion 14 and then pumped up through the permeable layer forming material 22.
Pumping from the water bottom ground 26 surrounded by is performed through the permeable layer forming material 22 that covers this portion, whereby the water level can be lowered uniformly.
【００３３】水位が均等に下がると、サクション荷重
が、プレロードとして底版部１４の直下の水底地盤２６
に有効に作用するため、この部分の圧密沈下が促進さ
れ、将来の基礎の残留沈下量を軽減することができる。When the water level falls evenly, the suction load is applied as a preload to the underwater ground 26 just below the bottom slab 14.
Therefore, the consolidation settlement of this part is promoted, and the residual settlement amount of the foundation in the future can be reduced.
【００３４】なお、上記実施例では、円筒状のケーソン
躯体１０に本発明を適用した場合を例示したが、本発明
の実施は、この形状のケーソン躯体１０に限られること
はなく、例えば、スカート部１６内が隔壁により仕切ら
れた形状のケーソン躯体など、他の形状のケーソン躯体
１０に適用することもできる。In the above embodiment, the case where the present invention is applied to the cylindrical caisson body 10 has been exemplified. However, the present invention is not limited to the caisson body 10 having this shape. The present invention can be applied to a caisson body 10 having another shape, such as a caisson body having a shape in which the inside of the portion 16 is partitioned by a partition wall.
【００３５】[0035]
【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、底版部下
の揚水を均等に行うことにより、サクション荷重を有効
に水底地盤に伝達することができる。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, a suction load can be transmitted to a water bottom ground effectively by performing pumping under the bottom slab part uniformly.
【図１】本発明にかかる水中基礎の構築工法の一実施例
を示す初期工程の断面説明図である。FIG. 1 is an explanatory sectional view of an initial step showing an embodiment of a method of constructing an underwater foundation according to the present invention.
【図２】図１の工程に引き続いて行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 the step of FIG. 1;
【図３】図１の要部上面拡大図である。FIG. 3 is an enlarged top view of a main part of FIG. 1;
【図４】図２の要部拡大図である。FIG. 4 is an enlarged view of a main part of FIG. 2;
【図５】従来の水中基礎の構築工法の一例を示す初期工
程の断面説明図である。FIG. 5 is an explanatory sectional view of an initial step showing an example of a conventional underwater foundation construction method.
【図６】図１の工程に引き続いて行われる工程の断面説
明図である。FIG. 6 is an explanatory cross-sectional view of a step performed subsequent to the step of FIG. 1;
１０ ケーソン躯体 １２ 側壁部 １４ 底版部 １６ スカート部 １８ 揚水通路 ２０ 揚水管 ２２ 透水層形成材 ２２ａ 透水マット ２２ｂ 遮水シート ２４ 仮止め構造 ２４ａ 仮止めロッド ２４ｂ パイプ ２４ｃ 水密キャップ ２６ 水底地盤 ２８ グラウト材 DESCRIPTION OF SYMBOLS 10 Caisson frame 12 Side wall part 14 Bottom plate part 16 Skirt part 18 Pumping passage 20 Pumping pipe 22 Water permeable layer forming material 22a Water permeable mat 22b Waterproof sheet 24 Temporary fixing structure 24a Temporary fixing rod 24b Pipe 24c Watertight cap 26 Bottom ground 28 Grout material
Claims (2)
備えたケーソン躯体に、サクション荷重を作用させて水
底地盤中に沈設する水中基礎の構築工法において、 前記底版部の下面側に透水層形成材を仮止めしておき、 前記スカート部を前記水底地盤中に所定長貫入させた状
態で、前記仮止め状態を解除して、前記透水層形成材
を、前記スカート部で囲繞した水底地盤上に敷設し、 前記透水層形成材と前記底版下面との間に非圧縮性グラ
ウト材を充填し、しかる後に、前記透水層形成材を介し
て揚水を行う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 in which a caisson body having a skirt portion extending below a bottom slab portion is sunk into a submarine ground by applying a suction load, In a state where the layer forming material is temporarily fixed, the temporary fixing state is released in a state where the skirt portion is penetrated into the water bottom ground by a predetermined length, and the water permeable layer forming material is surrounded by the skirt portion. Laid on the ground, filled with an incompressible grout material between the permeable layer forming material and the bottom slab lower surface, and thereafter, pumping water through the permeable layer forming material, Construction method.
記グラウト材が前記透水マット側に回り込むことを防止
する遮水シートとを有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 underwater foundation construction according to claim 1, wherein the water-permeable layer forming material has a water-permeable mat and a water-blocking sheet for preventing the grout material from going around the water-permeable mat. Construction method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11064239A JP2000257077A (en) | 1999-03-11 | 1999-03-11 | Construction method of underwater foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11064239A JP2000257077A (en) | 1999-03-11 | 1999-03-11 | Construction method of underwater foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2000257077A true JP2000257077A (en) | 2000-09-19 |
Family
ID=13252402
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP11064239A Pending JP2000257077A (en) | 1999-03-11 | 1999-03-11 | Construction method of underwater foundation |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2000257077A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002121754A (en) * | 2000-10-13 | 2002-04-26 | Ohbayashi Corp | Method for constructing underwater foundation |
| KR20160059571A (en) | 2014-11-18 | 2016-05-27 | 현대건설주식회사 | Grouting injecting equipment, suction bucket foundation and construction methods for reinforcing ground when the suction bucket foundation is constructing |
| CN106592619A (en) * | 2017-01-19 | 2017-04-26 | 东南大学 | Suction type caisson foundation with cross plates |
| KR20200119110A (en) | 2019-04-09 | 2020-10-19 | 주식회사케이베츠 | Suction pile having Vibration Apply Part and Vertical alignment method of the Suction pile |
| KR20200119109A (en) | 2019-04-09 | 2020-10-19 | 주식회사케이베츠 | Suction pile capable of supplying fluid and Vertical alignment method of the Suction pile |
| CN112681354A (en) * | 2021-01-24 | 2021-04-20 | 中国电建市政建设集团有限公司 | Novel active anti-seepage subway station bottom plate structure and construction method thereof |
-
1999
- 1999-03-11 JP JP11064239A patent/JP2000257077A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002121754A (en) * | 2000-10-13 | 2002-04-26 | Ohbayashi Corp | Method for constructing underwater foundation |
| KR20160059571A (en) | 2014-11-18 | 2016-05-27 | 현대건설주식회사 | Grouting injecting equipment, suction bucket foundation and construction methods for reinforcing ground when the suction bucket foundation is constructing |
| CN106592619A (en) * | 2017-01-19 | 2017-04-26 | 东南大学 | Suction type caisson foundation with cross plates |
| KR20200119110A (en) | 2019-04-09 | 2020-10-19 | 주식회사케이베츠 | Suction pile having Vibration Apply Part and Vertical alignment method of the Suction pile |
| KR20200119109A (en) | 2019-04-09 | 2020-10-19 | 주식회사케이베츠 | Suction pile capable of supplying fluid and Vertical alignment method of the Suction pile |
| CN112681354A (en) * | 2021-01-24 | 2021-04-20 | 中国电建市政建设集团有限公司 | Novel active anti-seepage subway station bottom plate structure and construction method thereof |
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