JPH0452332B2 - - Google Patents
Info
- Publication number
- JPH0452332B2 JPH0452332B2 JP17726084A JP17726084A JPH0452332B2 JP H0452332 B2 JPH0452332 B2 JP H0452332B2 JP 17726084 A JP17726084 A JP 17726084A JP 17726084 A JP17726084 A JP 17726084A JP H0452332 B2 JPH0452332 B2 JP H0452332B2
- Authority
- JP
- Japan
- Prior art keywords
- sand
- hollow tube
- hollow
- state
- hollow pipe
- 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.)
- Expired
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
- E02D3/106—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains by forming sand drains containing only loose aggregates
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は、水底地盤に砂杭を造成する技術に関
するものであつて、通常の砂杭の外、周囲の全部
または一部が透水性の袋または筒で被覆されたい
わゆる被覆砂杭の造成にも適用できるものであ
る。Detailed Description of the Invention (Field of Industrial Application) The present invention relates to a technology for constructing sand piles in underwater ground, and relates to a technology for constructing sand piles in underwater ground, and in addition to ordinary sand piles, the entire or part of the surrounding area is permeable. It can also be applied to the construction of so-called covered sand piles covered with bags or tubes.
（発明の課題とその特徴点）
水底地盤に砂杭を造成する場合に、砂杭造成用
の中空管の水底地盤への本格的貫入に先立つて、
中空管内に圧気を供給して中空管内に逆流してい
る水深分の水や地盤土壤を中空管の下端から排出
することは従来から行われている。(Problems to be solved by the invention and its characteristics) When constructing sand piles in the underwater ground, prior to the full-scale penetration of the hollow pipe for sand pile construction into the underwater ground,
It has been conventional practice to supply pressurized air into a hollow pipe to discharge water and soil from the lower end of the hollow pipe to the depth of the water flowing back into the hollow pipe.
しかし、この逆流物の排出後において、中空管
内に砂を供給するために中空管内の圧気を放出し
たとき、再び逆流が起こるので、これが施工上の
問題点になつていた。 However, after this backflow has been discharged, when the pressure inside the hollow tube is released in order to supply sand into the hollow tube, backflow occurs again, which has become a problem in construction.
本発明は、この問題点を解消するための簡単な
手段を提供することを目的としており、その構成
上の特徴は、砂杭造成用の中空管の水底地盤への
本格的貫入に先立つて、中空管内に圧気を供給し
て、中空管内に逆流している水や地盤土壤を中空
管下端から排出するとともに、中空管の上部に設
けた砂だめの内部も圧気状態にし、この状態で砂
だめの砂を中空管の下部に流下させて砂栓を形成
した後、中空管内の圧気を放出する点にある。 The purpose of the present invention is to provide a simple means for solving this problem, and its structural features are such that the hollow pipe for sand pile construction is prepared in advance of full-scale penetration into the underwater ground. By supplying pressurized air into the hollow tube, water and soil flowing back into the hollow tube are discharged from the lower end of the hollow tube, and the inside of the sand basin provided at the top of the hollow tube is also brought into a pressurized state. After the sand in the sand basin flows down to the bottom of the hollow tube to form a sand plug, the pressure inside the hollow tube is released.
この特徴とする構成から明らかなように、本発
明は、中空管の上部の砂だめに予め砂をためてお
き、中空管内に圧気を供給して逆流物の排出を行
う際にこの砂だめも圧気状態にし、この状態で砂
だめの砂を落下させて中空管の下部に砂栓を形成
することにより、以後、中空管内の圧気を放出し
ても逆流が生じないようにしたものである。 As is clear from this characteristic configuration, the present invention has the advantage of storing sand in advance in a sand reservoir at the upper part of a hollow tube, and when supplying pressurized air into the hollow tube to discharge backflow materials, this sand reservoir is used. In this way, the sand in the sand basin is dropped to form a sand plug at the bottom of the hollow tube, thereby preventing backflow from occurring even if the pressurized air inside the hollow tube is released. be.
なお、本発明でいう砂杭には砂類似材料を用い
た杭を含む。 In addition, the sand pile referred to in the present invention includes a pile using a sand-like material.
（図面による説明）
本発明の一実施態様を示す第１図において、ａ
は砂杭造成用の中空管１を水底近くまで下ろした
状態を示しており、中空管１の下端の弁２が強制
弁ではあるが水密弁でないため、中空管１内には
水深分の水が入つている。(Explanation with drawings) In FIG. 1 showing one embodiment of the present invention, a
1 shows the state in which the hollow pipe 1 for sand pile construction has been lowered to near the bottom of the water. The valve 2 at the lower end of the hollow pipe 1 is a forced valve but is not a watertight valve, so there is no water depth inside the hollow pipe 1. Contains water.
この状態で中空管１の上部に弁３で仕切つて形
成した砂だめ４内に砂を投入し、次にｂで示すよ
うに中空管１内に圧気管５より圧気を供給して、
中空管１内の水を中空管１の下端から排出すると
ともに、砂だめ４の内部も圧気状態にする。この
ため、弁３を気密弁にしないかまたは弁３の上下
を連通管で連通させておく。 In this state, sand is poured into a sand reservoir 4 formed by partitioning off the upper part of the hollow tube 1 with a valve 3, and then, as shown in b, pressurized air is supplied into the hollow tube 1 from the pressure air pipe 5.
The water in the hollow tube 1 is discharged from the lower end of the hollow tube 1, and the inside of the sand basin 4 is also brought into a pressurized state. For this reason, the valve 3 is not made airtight, or the upper and lower parts of the valve 3 are communicated with each other by a communicating pipe.
そして、中空管１内を圧気状態にしたまま、弁
３を開いて砂だめ４の砂を中空管１の下部に落下
させてｃに示すように砂栓６を形成する。 Then, while keeping the inside of the hollow tube 1 in a pressurized state, the valve 3 is opened to cause the sand in the sand reservoir 4 to fall into the lower part of the hollow tube 1, thereby forming a sand plug 6 as shown in c.
この砂栓６の形成後、中空管１内の圧気を放出
して中空管１内に砂を投入することができる状態
にし、以下、ｄ、ｅに示す順序で砂の投入を行い
ながら中空管１を水底地盤７中に所定深度まで貫
入するか、または中空管１の貫入後に所定量の砂
の投入を行つて、ｆの状態にし、次いで圧気管５
より圧気を供給し中空管１内の砂を排出しながら
中空管１を引上げて所定の砂杭を造成する。 After forming the sand plug 6, the pressure inside the hollow tube 1 is released to make it possible to introduce sand into the hollow tube 1, and the sand is introduced in the order shown in d and e below. The hollow tube 1 is penetrated into the water bottom ground 7 to a predetermined depth, or after the hollow tube 1 has penetrated, a predetermined amount of sand is introduced to bring it into the state f, and then the pneumatic pipe 5
A predetermined sand pile is created by pulling up the hollow tube 1 while supplying more pressurized air and discharging the sand inside the hollow tube 1.
この第１図の実施例の場合は、中空管１の貫入
前に逆流物の排出と砂栓の形成と圧気の放出を行
つているが、ｂの状態で中空管１を水底地盤７中
に若干深さ貫入し、ここで砂栓６の形成と圧気の
放出を行つた後、中空管１を本格的に貫入する
か、または、ａの状態で中空管１を水底地盤７中
に若干深さ貫入し、ここで中空管１内の逆流物
（水と地盤土壤）の排出と砂栓６の形成と圧気の
放出とを行い、それから中空管１を本格的に貫入
するようにしてもよい。 In the case of the embodiment shown in FIG. 1, the backflow material is discharged, a sand plug is formed, and the pressure is released before the hollow pipe 1 penetrates. After penetrating to a slight depth and forming a sand plug 6 and releasing pressure, the hollow tube 1 can be fully penetrated, or the hollow tube 1 can be inserted into the underwater ground 7 in the state of a. It penetrates to a certain depth, and here the backflow material (water and soil) in the hollow tube 1 is discharged, the sand plug 6 is formed, and the pressurized air is released, and then the hollow tube 1 is penetrated in earnest. You may also do so.
なお、前述の砂だめ４は中空管１の直管部に形
成されているが、中空管１の上端部の側方に設け
たホツパを砂だめとすることができる。また、図
示の場合は逆流物の排出を弁２の部分で行つてい
るが、中空管１の下端に逆流物排出専用の逆止弁
付き開口を設けてもよい。 Although the sand reservoir 4 described above is formed in the straight pipe portion of the hollow tube 1, a hopper provided on the side of the upper end of the hollow tube 1 may be used as the sand reservoir. Further, in the illustrated case, the discharge of the backflow is performed at the valve 2, but an opening with a check valve exclusively for discharging the backflow may be provided at the lower end of the hollow tube 1.
以上、普通の砂杭の造成の場合について説明し
たが、次に第２図、第３図により被覆砂杭の造成
の場合について説明する。 The case of constructing a normal sand pile has been described above, and next, the case of constructing a covered sand pile will be explained with reference to FIGS. 2 and 3.
第２図のa′の状態は第１図のａの状態と同様で
あり、ここで中空管１の上端部に設けたホツパ
４′に砂を投入するとともに、中空管１の上部空
間に透水性の被覆体８を折畳んだ状態で仮セツト
した後、b′に示すように、圧気管５を経て中空管
１内に圧気を供給して、中空管１内の逆流水を排
出するとともに、ホツパ４′の内部も圧気状態に
する。 The state a' in FIG. 2 is the same as the state a in FIG. After tentatively setting the water-permeable covering 8 in a folded state, as shown in b', pressurized air is supplied into the hollow tube 1 through the pressure air pipe 5 to prevent backflow water in the hollow tube 1. At the same time, the inside of the hopper 4' is also brought into a pressurized state.
次に、c′に示すように、中空管１内を圧気状態
に保つたまま、被覆体８を吊下げて中空管１内の
所定位置にセツトするとともに、弁３を開いてホ
ツパ４′内の砂を中空管１の下部に流下させて砂
栓６を形成する。 Next, as shown in c', while maintaining the pressure inside the hollow tube 1, the covering 8 is suspended and set at a predetermined position inside the hollow tube 1, and the valve 3 is opened to remove the hopper 4. The sand inside ' is caused to flow down to the lower part of the hollow tube 1 to form a sand plug 6.
この砂栓形成後、中空管１内の圧気を放出して
中空管１内に砂を投入することができる状態に
し、以後、d′、e′、f′の状態を経て被覆砂杭の造
成を行うが、d′以下の状態は第１図の場合と同様
である。 After this sand plug is formed, the pressure inside the hollow tube 1 is released to make it possible to introduce sand into the hollow tube 1, and thereafter, the coated sand pile is passed through the states d', e', and f'. , but the conditions below d' are the same as in the case of Fig. 1.
b′の状態で中空管１を水底地盤７に或る程度貫
入した後、被覆体８のセツトと砂栓６の形成と圧
気の排出を行つたり、a′の状態で中空管１を水底
地盤７に或る程度貫入してから、逆流物の排出以
降の操作を行つてもよいことは、前述の通常砂杭
の場合と同様である。 After the hollow tube 1 penetrates the underwater ground 7 to a certain extent in the condition b', the covering 8 is set, the sand plug 6 is formed, and the pressure air is discharged, and the hollow tube 1 is inserted in the condition a'. As in the case of the above-mentioned ordinary sand pile, the operation after discharging the backflow material may be performed after penetrating the water bottom ground 7 to a certain extent.
次に、第３図のa″の状態は第１図のａと第２図
のa′の状態と同じであり、ホツパ４′に砂を投入
してから中空管１内を圧気状態にしているb″の状
態とこの圧気状態のままホツパ４′内の砂を流下
させて中空管１の下部に砂栓６を形成している
c″の状態は第１図のｂとｃの状態とそれぞれ同じ
であり、またf″の状態も第２図のf′の状態と同じ
である。 Next, the condition a'' in FIG. 3 is the same as a in FIG. 1 and a' in FIG. The sand in the hopper 4' is allowed to flow down in the state b'' and in this pressure state to form a sand plug 6 at the bottom of the hollow tube 1.
The state of c'' is the same as the states of b and c in FIG. 1, respectively, and the state of f'' is also the same as the state of f' in FIG.
そして、第３図の場合は、c″の状態から中空管
１内の圧気を放出して中空管１内に砂の供給を行
うことができるようにしたd″の状態で被覆体８の
セツトを行つている点だけが第２図の場合と相違
している。 In the case of FIG. 3, the covering body 8 is placed in the state d", which allows sand to be supplied into the hollow tube 1 by releasing the pressure inside the hollow tube 1 from the state c". The only difference from the case shown in FIG. 2 is that .
なお、第２図には全面被覆の砂杭の造成が示さ
れているが、この実施例は第３図に示すような部
分被覆の砂杭の造成にも適用できるものである。 Although FIG. 2 shows the construction of a fully covered sand pile, this embodiment can also be applied to the construction of a partially covered sand pile as shown in FIG.
（発明の効果）
本発明は以上のようなものであつて、中空管内
を圧気状態にして逆流物を排出してから、この圧
気状態のまま中空管の下部に砂栓を形成し、その
後で圧気の放出を行つているので、圧気放出時の
再逆流を防止することができる。したがつて中空
管の下端の弁をことさら水密若しくは気密の構造
にしなくても、逆流現象に悩まされることなく、
水底地盤に良品質の砂杭を造成することができ
る。(Effects of the Invention) The present invention is as described above, and after the inside of the hollow tube is brought into a pressurized state and the backflow is discharged, a sand plug is formed in the lower part of the hollow pipe while the inside of the hollow pipe is kept in this pressurized state. Since the pressurized air is released in this way, it is possible to prevent backflow again when the pressurized air is released. Therefore, even if the valve at the lower end of the hollow tube does not have a particularly watertight or airtight structure, it can be used without suffering from backflow phenomenon.
High-quality sand piles can be constructed on underwater ground.
第１図は本発明の通常砂杭を造成する場合の一
実施態様図、第２図は本発明の被覆砂杭を造成す
る場合の一実施態様図、第３図は同じく別の実施
態様図である。
図中、１……中空管、４……砂だめ、４′……
ホツパ、５……圧気管、６……砂栓。
Fig. 1 is a diagram of one embodiment of constructing a regular sand pile of the present invention, Fig. 2 is a diagram of one embodiment of constructing a coated sand pile of the present invention, and Fig. 3 is a diagram of another embodiment. It is. In the figure, 1... hollow tube, 4... sand sump, 4'...
Hotupa, 5...pressure tube, 6...sand plug.
Claims (1)
入に先立つて、中空管内に圧気を供給して、中空
管内に逆流している水や地盤土壤を中空管下端か
ら排出するとともに、中空管の上部に設けた砂だ
めの内部も圧気状態にし、この状態で砂だめの砂
を中空管の下部に流下させて砂栓を形成した後、
中空管内の圧気を放出することを特徴とする水底
地盤砂杭造成工法。1. Prior to the full-scale penetration of the hollow pipe for sand pile construction into the underwater ground, pressurized air is supplied into the hollow pipe to discharge water and ground soil flowing back into the hollow pipe from the lower end of the hollow pipe. The inside of the sand basin provided at the top of the hollow tube is also pressurized, and in this state, the sand in the sand basin is allowed to flow down to the bottom of the hollow tube to form a sand plug.
An underwater sand pile construction method characterized by releasing the pressure inside the hollow pipe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP17726084A JPS6157710A (en) | 1984-08-25 | 1984-08-25 | Method of building sand pile in sea bottom ground |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP17726084A JPS6157710A (en) | 1984-08-25 | 1984-08-25 | Method of building sand pile in sea bottom ground |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6157710A JPS6157710A (en) | 1986-03-24 |
| JPH0452332B2 true JPH0452332B2 (en) | 1992-08-21 |
Family
ID=16027957
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP17726084A Granted JPS6157710A (en) | 1984-08-25 | 1984-08-25 | Method of building sand pile in sea bottom ground |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6157710A (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100437343B1 (en) * | 2001-03-22 | 2004-06-25 | 금호엔지니어링 (주) | Strengthening system for weak foundation with a double vertical drainage and construction method thereof |
| US8028438B2 (en) * | 2004-07-02 | 2011-10-04 | Aqualizer, Llc | Moisture condensation control system |
| JP5350116B2 (en) * | 2009-07-31 | 2013-11-27 | 前田建設工業株式会社 | Method and apparatus for creating ground improvement pile |
| JP5716055B2 (en) * | 2013-06-21 | 2015-05-13 | 前田建設工業株式会社 | Construction method of ground improvement pile |
-
1984
- 1984-08-25 JP JP17726084A patent/JPS6157710A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6157710A (en) | 1986-03-24 |
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