JPH06200520A - Land formation construction method for compaction sand pile, etc. - Google Patents
Land formation construction method for compaction sand pile, etc.Info
- Publication number
- JPH06200520A JPH06200520A JP36155892A JP36155892A JPH06200520A JP H06200520 A JPH06200520 A JP H06200520A JP 36155892 A JP36155892 A JP 36155892A JP 36155892 A JP36155892 A JP 36155892A JP H06200520 A JPH06200520 A JP H06200520A
- Authority
- JP
- Japan
- Prior art keywords
- sand
- hollow tube
- penetration
- hollow pipe
- leader
- 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.)
- Granted
Links
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
Description
【0001】[0001]
【産業上の利用分野】本発明は、地盤改良工法の内、特
に地盤中に締固め砂杭を造成する締固め砂杭等造成工法
に関する。なお、本明細書で使用する砂とは、砂、砂
利、砕石、鉱さい等の砂類似粒状材料およびそれらを組
合わせて混合物として用いた場合も含む。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a ground improvement method, and more particularly to a method for constructing a compacted sand pile or the like for constructing a compacted sand pile in the ground. In addition, the sand used in the present specification includes sand-like granular materials such as sand, gravel, crushed stone, and slag, and the case of using them in combination as a mixture.
【0002】[0002]
【従来技術】この種の締固め砂杭等造成工法は、特公昭
62−25808号公報などで知られる如く中空管を地
盤中の設計深度まで貫入した後、地表まで引抜く過程
で、前記中空管を一定深さ引抜き管内に投入された砂等
を排出する引抜き工程と、前記中空管を再び貫入して排
出砂等を締固める再貫入工程とを繰り返し行うことによ
り、所定強度の締固め砂杭を造成し、地盤を改良するも
のである。前記中空管は、螺旋羽根を設けたものが多く
用いられており、支持用のリーダーに沿って昇降操作さ
れて貫入、引抜きおよび再貫入される。これら貫入、引
抜きおよび再貫入する方法としては、図4に示す如く中
空管aをリーダーbに沿ってワイャーにより吊り下げた
状態で、回転駆動装置cにより中空管aを正転又は逆転
しながら行う。この場合、特開昭48−37906号公
報に示される如く中空管の上部に起振機を装備し、この
振動力を利用して地盤中に貫入させたり、振動させなが
ら再貫入することもある。2. Description of the Related Art A method for constructing compacted sand piles of this type is disclosed in Japanese Patent Publication No. 62-25808, in which a hollow tube is penetrated to a design depth in the ground and then pulled out to the surface of the earth. By repeatedly performing a drawing step of discharging the sand or the like that has been introduced into the hollow tube to a certain depth of the drawn tube and a re-penetration step of re-penetrating the hollow tube and compacting the discharged sand and the like, a predetermined strength is obtained. A compacted sand pile is created to improve the ground. The hollow tube is often provided with a spiral blade, and is vertically moved along a supporting leader to be penetrated, withdrawn and re-penetrated. As a method of penetrating, drawing and re-penetrating, as shown in FIG. 4, the hollow tube a is hung by a wire along a leader b, and the hollow tube a is normally or reversely rotated by a rotary drive device c. While doing. In this case, as shown in Japanese Unexamined Patent Publication No. 48-37906, a vibration exciter is provided on the upper part of the hollow tube, and the vibration force can be used to penetrate into the ground or re-penetrate while vibrating. is there.
【0003】[0003]
【発明が解決しようとする課題】以上の締固め砂杭等造
成工法は、排出砂等を中空管の再貫入によって締固め
て、拡径した締固め砂杭を造成するものであり、杭径や
強度が締固め力に対応して大きくできる。ところが、こ
のような締固め力は、前述のように起振機を装備しない
場合には専ら吊り下げ状態にある中空管および回転駆動
装置等の重量によりほぼ決ってしまうため、その制御が
不可能であるばかりでなく、締固め力が不足することも
ありえる。一方、起振機を装備して振動を加える方法
は、締固め力を増大できるものの、振動および騒音問題
を生じる可能性があり、民家など近接している施工域で
は考慮を要する。The above-mentioned method for constructing compacted sand piles, etc., is to compact discharged sand etc. by re-penetration of the hollow pipe to form expanded compacted sand piles. The diameter and strength can be increased according to the compaction force. However, such a compaction force is almost determined by the weight of the hollow pipe and the rotary drive device that are in the suspended state when the exciter is not provided as described above. Not only is it possible, but the compaction force may be insufficient. On the other hand, although the method of providing vibration with a vibration exciter can increase the compaction force, it may cause problems of vibration and noise, and should be taken into consideration in a nearby construction area such as a private house.
【0004】本発明は、以上のような問題を解消するも
のであり、振動および騒音問題を生じることなく締固め
力を増大でき、その制御も可能となる締固め砂杭等造成
工法を提供することを目的とする。The present invention solves the above problems, and provides a method for constructing a compacting sand pile or the like that can increase the compacting force without causing vibration and noise problems and can control it. The purpose is to
【0005】[0005]
【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、支持用のリーダーに沿って、中空管を地
盤中の設計深度まで貫入した後、地表まで引抜く過程
で、前記中空管を一定深さ引抜きつつその下端部から管
内の砂等を排出する引抜き工程と、前記中空管を再び貫
入して先に排出した砂等を締固める再貫入工程とを繰り
返し行うことにより、締固め砂杭を造成する締固め砂杭
等造成工法において、前記中空管上部側に設けられて前
記リーダー側のラックと噛み合いながら回動されるピニ
オン機構により、前記貫入、引抜き工程および再貫入工
程を行うようにした。In order to achieve the above-mentioned object, the present invention is a process in which a hollow pipe is penetrated to a design depth in the ground along a leader for supporting and then pulled out to the ground surface. The hollow tube is repeatedly pulled out to a certain depth while discharging the sand or the like in the tube from the lower end thereof, and the re-penetration step of re-penetrating the hollow tube and compacting the previously discharged sand or the like is repeated. Thereby, in the method of constructing a compacted sand pile for forming a compacted sand pile, by the pinion mechanism that is provided on the upper side of the hollow tube and is rotated while meshing with the rack on the leader side, the penetration and extraction steps are performed. And the re-penetration process was performed.
【0006】[0006]
【作用】以上構成の締固め砂杭等造成工法では、再貫入
工程において、中空管がラックと噛み合うピニオン機構
によって再貫入される結果、締固め力としては中空管お
よび回転駆動装置等の重量のみならず、ピニオン機構が
固定側となるラックと噛み合って回転する際、固定側の
重量すなわち、リーダーや施工車両などの重量も反力と
して利用でき、増大した力を作用させることができる。
また、これらの反力は、例えば、ピニオン機構として油
圧モーターでピニオンを回転させる方法の場合、リリー
フ圧設定、プレシャーコントロールバルブ設定などによ
ってその利用する力の大きさを制御することも可能であ
る。したがって、油圧モーターなどでピニオン機構のピ
ニオンを回転制御する場合には、次のように造成砂杭の
杭強度を一定に管理施工することが容易に行うことがで
きる。In the construction method for compacting sand piles having the above structure, the hollow pipe is re-penetrated by the pinion mechanism that meshes with the rack in the re-penetration process, and as a result, the compacting force of the hollow pipe and the rotary drive device is reduced. Not only the weight but also the weight of the fixed side, that is, the weight of the leader or the construction vehicle can be used as a reaction force when the pinion mechanism is engaged with the rack on the fixed side to rotate, and an increased force can be applied.
Further, for example, in the case of rotating the pinion with a hydraulic motor as the pinion mechanism, it is possible to control the magnitude of the force used by the relief pressure setting, the pressure control valve setting, and the like. Therefore, when the pinion of the pinion mechanism is rotationally controlled by a hydraulic motor or the like, the pile strength of the constructed sand pile can be easily controlled and constructed as follows.
【0007】造成砂杭は、図2の如く引抜き工程で排出
された砂部分に対し、再貫入工程でどの程度まで再貫入
するか、という施工設定によってその杭径が決まる。こ
の造成砂杭の杭径は従来から管理されている。しかし、
造成砂杭の杭強度まで保証するものではなく、杭強度は
引抜き工程で排出された砂部分周囲の地盤強度に大きく
左右されるため、同じ再貫入長(再貫入の深さ)で再貫
入しても、同じ杭強度に造成できるとは限らない。The diameter of the constructed sand pile is determined by the construction setting such as how much the sand portion discharged in the drawing step is re-penetrated in the re-penetration step as shown in FIG. The pile diameter of this constructed sand pile has been conventionally managed. But,
It does not guarantee the pile strength of the constructed sand pile, and since the pile strength is greatly influenced by the ground strength around the sand part discharged in the drawing process, re-penetration with the same re-penetration length (re-penetration depth) is required. However, it is not always possible to create the same pile strength.
【0008】本発明工法では、前述のような杭強度的な
品質に対しても容易に対処可能とし、造成砂杭の杭強度
を設定強度にすることもできる。すなわち、杭強度を一
定にすることは、例えば図2に想像線内に示す如く、引
抜き工程で排出される砂部分(通常、引き抜き深さ
D1,D2,D3に対応する)に対し、再貫入工程でどの
程度まで再貫入(再貫入の深さh1,h2,h3)するか
という設定に際して、周囲地盤の強度を配慮して決める
ことであり、例えば、再貫入工程では周囲土壌が硬いと
きはそれよりも相対的に柔らかい周囲土壌のときよりも
再貫入深さを小さくする。そこで、油圧モーターなどで
ピニオン機構のピニオンを制御する場合には、再貫入工
程での油圧力を所定の値に設定(リリーフ圧設定ないし
はプレシャーコントロールバルブ設定により行う)する
ことにより、図2に想像線内に示す如く設定圧に準拠し
た再貫入の深さh1,h2,h3に自動的に制御され、こ
の結果、造成砂杭は杭強度的に管理されて設定強度とな
る。With the method of the present invention, it is possible to easily deal with the above-described pile strength quality, and the pile strength of the constructed sand pile can be set to the set strength. That is, to make the pile strength constant, for example, as shown in the phantom line in FIG. 2, for the sand portion discharged in the drawing process (usually corresponding to the drawing depths D 1 , D 2 and D 3 ). In the re-penetration process, the degree of re-penetration (re-penetration depth h 1 , h 2 , h 3 ) should be set in consideration of the strength of the surrounding ground. When the surrounding soil is hard, the re-penetration depth is smaller than when the surrounding soil is relatively soft. Therefore, when controlling the pinion of the pinion mechanism with a hydraulic motor or the like, by setting the hydraulic pressure in the re-penetration process to a predetermined value (performing by setting the relief pressure or the pressure control valve), the imagination in FIG. As shown in the line, the re-penetration depths h 1 , h 2 and h 3 are automatically controlled according to the set pressure, and as a result, the constructed sand pile is controlled to the pile strength and reaches the set strength.
【0009】[0009]
【実施例】以下、本発明の一実施例を図面を参照しなが
ら説明する。図1は図4に対応して示す本発明の締固め
砂杭等造成工法の要部を、図3はその工法に用いられる
装置構成例を模式的に示している。同図において、中空
管1は螺旋羽根2付きであり、回転駆動装置3とホッパ
ー装置4などが装備されている。中空管1、回転駆動装
置3、ホッパー装置4の構成は従来と同じ、異なる点は
中空管1をリーダー5に沿って昇降する手段としてラッ
ク・ピニオン昇降装置を適用したことにある。この昇降
装置は油圧モーターなどでピニオン6を回動するピニオ
ン機構7を中空管1側に装備し、正転又は逆転されるピ
ニオン6がリーダー5に沿って固定されたラック8と噛
み合いながら、上下動するもので、各々の装置機構は周
知なものである。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the present invention will be described below with reference to the drawings. FIG. 1 schematically shows an essential part of a method for constructing a compacted sand pile or the like according to the present invention shown in correspondence with FIG. 4, and FIG. 3 schematically shows an apparatus configuration example used for the method. In the figure, the hollow tube 1 is provided with a spiral blade 2, and is equipped with a rotary drive device 3, a hopper device 4, and the like. The configurations of the hollow tube 1, the rotation driving device 3, and the hopper device 4 are the same as those of the conventional one, except that the rack and pinion elevating device is applied as a means for elevating the hollow tube 1 along the reader 5. This hoisting device is equipped with a pinion mechanism 7 for rotating the pinion 6 by a hydraulic motor or the like on the hollow tube 1 side, and the pinion 6 which is normally or reversely rotated meshes with a rack 8 fixed along the leader 5. It moves up and down, and each device mechanism is well known.
【0010】回転駆動装置3は中空管1を正転又は逆転
し、ホッパー装置4はここを通じて中空管1内に砂等を
投入する。回転駆動装置3、ポッパー装置4、ピニオン
機構7はユニット化されて一体に結合している。符号9
はリーダー5を支持するベースマシン、符号6aはピニ
オン6の歯、符号8aはラック8の歯を示している。The rotary drive device 3 rotates the hollow tube 1 in the normal direction or reverse direction, and the hopper device 4 throws sand or the like into the hollow tube 1 through this. The rotary drive device 3, the popper device 4, and the pinion mechanism 7 are unitized and integrally connected. Code 9
Is a base machine that supports the leader 5, reference numeral 6a is a tooth of the pinion 6, and reference numeral 8a is a tooth of the rack 8.
【0011】次に、以上の装置を用いて締固め砂杭を造
成したときの施工サイクルを概説する。施工要領は、図
2に示す如く、中空管1を地盤中の設計深さG1まで貫
入する工程(以下、初期貫入工程という)と、設計深さ
G1から地表まで引抜く過程で、中空管1を一定深さ引
抜く引抜き工程と中空管1を再び貫入する再貫入工程と
を繰り返し行う。そして、これら各工程において、中空
管1の昇降は専らピニオン機構7の制御により行われ
る。Next, an outline of a construction cycle when a compacted sand pile is constructed using the above apparatus will be described. As shown in FIG. 2, the construction procedure is as follows: a step of penetrating the hollow tube 1 to a design depth G1 in the ground (hereinafter referred to as an initial penetration step) and a step of pulling it from the design depth G1 to the ground surface. The drawing process of drawing the pipe 1 to a certain depth and the re-penetration process of re-penetrating the hollow pipe 1 are repeated. In each of these steps, the hollow tube 1 is moved up and down exclusively under the control of the pinion mechanism 7.
【0012】初期貫入工程では、中空管1が回転駆動装
置3により回転されつつ、ピニオン機構7により貫入さ
れる。中空管1の内部には、初期貫入工程の過程ないし
は設計深さG1に達した後にホッパー装置4を介して所
定量の砂が投入される。そして、図示を省略している
が、中空管1は空気供給装置から圧縮空気が供給されて
内部が圧気される。管内が充分に圧気された後、前記引
抜き工程が行われる。その後、中空管1内の圧気を排出
し、再貫入工程が行われ、この際、中空管1内に上方か
らあらたに砂が供給される。以後、上記工程が繰り返し
行われる。In the initial penetration step, the hollow tube 1 is rotated by the rotary drive device 3 and penetrated by the pinion mechanism 7. A predetermined amount of sand is introduced into the hollow tube 1 through the hopper device 4 in the process of the initial penetration step or after reaching the design depth G1. Although not shown, the hollow tube 1 is supplied with compressed air from the air supply device and the inside thereof is compressed. After the inside of the tube is sufficiently pressurized, the drawing step is performed. After that, the compressed air in the hollow tube 1 is discharged, and a re-penetration step is performed. At this time, sand is newly supplied into the hollow tube 1 from above. After that, the above steps are repeated.
【0013】引抜き工程では、中空管1を一定深さ引抜
きつつ管下端部から管内の砂を排出する。この工程で
は、中空管1が回転駆動装置3で逆転されながら、ピニ
オン機構7のピニオン6も逆転されラック8に沿って上
方向へ動かされる。再貫入工程では引抜かれた中空管1
を再び貫入して排出砂を締固める。この工程では、中空
管1が回転駆動装置3で正転されながら、ピニオン機構
7のピニオン6も正転されラック8に沿って下方向へ動
かされる。なお、中空管1の再貫入は引抜き工程におけ
る引抜き深さよりも小さく、排出砂の締固め程度などを
考慮して設定される。In the drawing step, the hollow tube 1 is drawn to a certain depth and the sand in the tube is discharged from the lower end of the tube. In this step, while rotating the hollow tube 1 by the rotary drive device 3, the pinion 6 of the pinion mechanism 7 is also reversed and moved upward along the rack 8. Hollow tube 1 pulled out in re-penetration process
To re-penetrate and compact the discharged sand. In this step, while the hollow tube 1 is normally rotated by the rotary drive device 3, the pinion 6 of the pinion mechanism 7 is also normally rotated and moved downward along the rack 8. The re-penetration of the hollow tube 1 is smaller than the drawing depth in the drawing process and is set in consideration of the degree of compaction of the discharged sand.
【0014】以上の引抜き工程と再貫入工程とを順次に
地表側まで繰り返し行うことにより、地盤中には各再貫
入工程での締固め力に応じ硬められた締固め砂杭10が
造成される。そして、本発明工法では、中空管1が再貫
入工程においてラック8と噛み合うピニオン機構7によ
り再貫入するので、締固め力としては中空管1、回転駆
動装置3およびホッパー装置4等の重量に加えて、ピニ
オン機構7のピニオン6がラック8と噛み合って回転す
る際、前述した固定側の重量による反力分だけ増大され
る。この反力は、固定側であるラック8に対してピニオ
ン6が回転されることにより生じ、ピニオン6を回動す
る油圧モーターなどの駆動力に比例する。つまり、図4
の如く中空管aを吊り下げて再貫入する従来方法では、
締固め力が専ら中空管aおよび回転駆動装置cやホッパ
ー等の重量のみに依拠するため、再貫入の深さ(引抜き
深さに対する再貫入量)に制約を受け易く、締固め力の
不足が生じ易かった。これに対し、本発明は、中空管1
をラック8と噛み合うピニオン機構7により再貫入する
ので、再貫入力として大きな締固め力を得ることができ
る。また、引抜き工程と再貫入工程の回数(締固めサイ
クル回数)設定が容易かつ拡大され、時間制御および施
工短縮が可能となる。By repeating the above-mentioned drawing process and re-penetration process one by one to the surface side, compacted sand piles 10 which are hardened according to the compaction force in each re-penetration process are formed in the ground. . In the method of the present invention, since the hollow tube 1 is re-penetrated by the pinion mechanism 7 that meshes with the rack 8 in the re-penetration step, the weight of the hollow tube 1, the rotation drive device 3, the hopper device 4, etc. is used as the compaction force. In addition, when the pinion 6 of the pinion mechanism 7 rotates while meshing with the rack 8, it is increased by the reaction force due to the weight on the fixed side. This reaction force is generated when the pinion 6 is rotated with respect to the rack 8 that is the fixed side, and is proportional to the driving force of the hydraulic motor or the like that rotates the pinion 6. That is, FIG.
In the conventional method in which the hollow tube a is suspended and re-penetrated as described above,
Since the compaction force depends exclusively on the weight of the hollow pipe a, the rotary drive device c, the hopper, etc., the depth of repenetration (repenetration amount with respect to the drawing depth) is easily restricted, and the compaction force is insufficient. Was likely to occur. On the other hand, the present invention relates to the hollow tube 1
Is re-penetrated by the pinion mechanism 7 that meshes with the rack 8, so that a large compacting force can be obtained as a re-penetration input. Further, the number of times of the drawing process and the re-penetration process (the number of compaction cycles) can be easily and expanded, and the time control and the construction can be shortened.
【0015】[0015]
【発明の効果】以上説明したように、本発明の締固め砂
杭等造成工法によれば、引抜き工程においてリーダー側
のラックと噛み合うピニオン機構により中空管を再貫入
するので、起振機を用いた場合のような振動および騒音
がなく、締固め力を増大することができ、かつその大き
さを制御して利用できる。したがって、本発明は、この
適用範囲を大きく拡大できる。As described above, according to the method for constructing compacted sand piles of the present invention, the hollow tube is re-penetrated by the pinion mechanism that meshes with the rack on the leader side in the drawing step, so that the vibration exciter is used. There is no vibration and noise as in the case of using it, the compaction force can be increased, and its size can be controlled and used. Therefore, the present invention can greatly expand this application range.
【図1】本発明の締固め砂杭等造成工法の要部を示す模
式図である。FIG. 1 is a schematic view showing a main part of a method for constructing a compacted sand pile or the like according to the present invention.
【図2】本発明工法の施工サイクルを説明するための図
である。FIG. 2 is a diagram for explaining a construction cycle of the method of the present invention.
【図3】本発明の締固め砂杭等造成工法に用いられる施
工装置構成例を示す図である。FIG. 3 is a view showing an example of the construction of a construction device used in the method for constructing a compacted sand pile of the present invention.
【図4】従来例として締固め砂杭等造成工法の要部を示
す模式図である。FIG. 4 is a schematic view showing a main part of a method for constructing a compacted sand pile or the like as a conventional example.
【符号の説明】 1 中空管 3 回転駆動装置 5 リーダー 6 ピニオン 7 ピニオン機構 8 ラック[Explanation of reference numerals] 1 hollow tube 3 rotation drive device 5 leader 6 pinion 7 pinion mechanism 8 rack
Claims (1)
盤中の設計深度まで貫入した後、地表まで引抜く過程
で、前記中空管を一定深さ引抜きつつその下端部から管
内の砂等を排出する引抜き工程と、前記中空管を再び貫
入して先に排出した砂等を締固める再貫入工程とを繰り
返し行うことにより、締固め砂杭を造成する締固め砂杭
等造成工法において、 前記中空管上部側に設けられて前記リーダー側のラック
と噛み合いながら回動されるピニオン機構により、前記
貫入、引抜き工程および再貫入工程を行うことを特徴と
する締固め砂杭等造成工法。1. A hollow pipe is penetrated to a design depth in the ground along a leader for supporting, and then the hollow pipe is pulled out to a certain depth in the process of pulling out the hollow pipe to a predetermined depth in the pipe. Creating a compacted sand pile to create a compacted sand pile by repeatedly performing a drawing step of discharging sand and the like and a re-penetration step of re-penetrating the hollow tube and compacting the previously discharged sand, etc. In the construction method, a compaction sand pile or the like characterized by performing the penetration, the withdrawal step and the re-penetration step by a pinion mechanism which is provided on the upper side of the hollow tube and is rotated while being engaged with the rack on the leader side. Construction method.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP4361558A JP2584402B2 (en) | 1992-12-29 | 1992-12-29 | Construction method such as compacted sand pile |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP4361558A JP2584402B2 (en) | 1992-12-29 | 1992-12-29 | Construction method such as compacted sand pile |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH06200520A true JPH06200520A (en) | 1994-07-19 |
JP2584402B2 JP2584402B2 (en) | 1997-02-26 |
Family
ID=18474064
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP4361558A Expired - Fee Related JP2584402B2 (en) | 1992-12-29 | 1992-12-29 | Construction method such as compacted sand pile |
Country Status (1)
Country | Link |
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JP (1) | JP2584402B2 (en) |
Cited By (6)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US6881013B2 (en) | 2003-06-19 | 2005-04-19 | Fudo Construction Co., Ltd. | Sand pile driving method |
JP2010018981A (en) * | 2008-07-09 | 2010-01-28 | Epokoramu Kiko Kk | Apparatus and method for building static compacted enlarged-diameter pile |
JP2014003887A (en) * | 2012-06-14 | 2014-01-09 | Lsis Co Ltd | Charger for electric vehicle |
JP2014043703A (en) * | 2012-08-27 | 2014-03-13 | Fudo Tetra Corp | Ground improvement method employing compaction pile establishment |
JP2015063803A (en) * | 2013-09-24 | 2015-04-09 | 株式会社不動テトラ | Construction management method in compacting sand pile construction method |
JP2016514779A (en) * | 2013-04-10 | 2016-05-23 | エクソンモービル アップストリーム リサーチ カンパニー | Arctic Nested Mobile Ocean Drilling Unit |
-
1992
- 1992-12-29 JP JP4361558A patent/JP2584402B2/en not_active Expired - Fee Related
Cited By (7)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US6881013B2 (en) | 2003-06-19 | 2005-04-19 | Fudo Construction Co., Ltd. | Sand pile driving method |
JP2010018981A (en) * | 2008-07-09 | 2010-01-28 | Epokoramu Kiko Kk | Apparatus and method for building static compacted enlarged-diameter pile |
JP2014003887A (en) * | 2012-06-14 | 2014-01-09 | Lsis Co Ltd | Charger for electric vehicle |
US9493078B2 (en) | 2012-06-14 | 2016-11-15 | Lsis Co., Ltd | Charger for electric vehicle |
JP2014043703A (en) * | 2012-08-27 | 2014-03-13 | Fudo Tetra Corp | Ground improvement method employing compaction pile establishment |
JP2016514779A (en) * | 2013-04-10 | 2016-05-23 | エクソンモービル アップストリーム リサーチ カンパニー | Arctic Nested Mobile Ocean Drilling Unit |
JP2015063803A (en) * | 2013-09-24 | 2015-04-09 | 株式会社不動テトラ | Construction management method in compacting sand pile construction method |
Also Published As
Publication number | Publication date |
---|---|
JP2584402B2 (en) | 1997-02-26 |
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