JPS61162624A - Underground stable supporting layer and forming method thereof - Google Patents
Underground stable supporting layer and forming method thereofInfo
- Publication number
- JPS61162624A JPS61162624A JP24785A JP24785A JPS61162624A JP S61162624 A JPS61162624 A JP S61162624A JP 24785 A JP24785 A JP 24785A JP 24785 A JP24785 A JP 24785A JP S61162624 A JPS61162624 A JP S61162624A
- Authority
- JP
- Japan
- Prior art keywords
- layer
- ground
- pipe
- surrounding
- hardening material
- 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.)
- Pending
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
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
Description
【発明の詳細な説明】
（ａ）産業上の利用分野
本発明は建物等の構造物基礎、硬固地盤の安定既存構造
物の基゛礎補正等に用いる地下安定支持層とその造成方
法に関するものである。Detailed Description of the Invention (a) Industrial Application Field The present invention relates to an underground stable support layer used for foundations of structures such as buildings, foundation correction of stable existing structures on hard ground, and a method for creating the same. It is something.
山）従来の技術
従来、基礎地盤の安定技術としては、古くはパイル杭打
設工法が用いられていたが、止水技術として用いられて
いた薬液注入技術の発達に伴って、これが多方面に用い
られ、極めて強度の高い基礎地盤の改良にも用いられる
ようになった。その一つが地中に挿入した注入管の先端
ノズルから高圧力で地盤硬化材を噴射しながら注入管を
回転上昇させてパイル状の硬化層を造成する地盤の攪拌
混合による圧密注入工法で本件出願人株式会社エヌ、ア
イ、ティの代表者によって提案（特公昭５Ｏ−１４８０
３）されたものである。Conventional technology Traditionally, the pile driving method was used as a foundation ground stabilization technology, but with the development of chemical injection technology used as a water stoppage technology, this method has been used in many fields. It also came to be used to improve extremely strong foundation ground. One such method is the consolidation injection method, which uses soil stirring and mixing to create a pile-shaped hardened layer by rotating and raising the injection pipe while injecting soil hardening material under high pressure from the tip nozzle of the injection pipe inserted into the ground. Proposed by a representative of N,I,T Co., Ltd.
3) It has been done.
一方、上記圧密注入工法に対して在来地盤の土砂を排除
して、その空隙に硬化材を充填する置換充填工法が本件
出願人等によって提案（特開昭５８−２０８１９）され
ている。On the other hand, in contrast to the above-mentioned consolidation injection method, a replacement filling method has been proposed (Japanese Patent Application Laid-Open No. 58-20819) in which earth and sand in the conventional ground is removed and the voids are filled with a hardening material.
１０）発明が解決しようとする問題点
前記圧密注入工法はＣＣＰ工法の名で実施され、多くの
分野において活用されたが、在来地盤の土砂をそのまま
骨材として利用する関係で純粋なコンクリート打設と比
較すれば強度的に劣る一方、在来地盤に注入硬化材がそ
のままプラスされる形となるため、注入量との関係で地
盤***を招き易いという問題点があった。10) Problems to be solved by the invention The above-mentioned consolidation injection method was implemented under the name of the CCP method and was utilized in many fields. While it is inferior in strength when compared to existing ground, since the injection hardening material is added directly to the existing ground, there is a problem that it is easy to cause ground upheaval due to the amount of injection.
一方、置換充填工法の場合は、掘削時に空洞を生じて硬
化材が充填されるまで一時的に孔内の充填液のみによっ
て空洞部の孔壁を維持しなければならないという極めて
不安定な状態に置かれるため、地盤の軟弱度が高い場合
や、施工地盤の近くに重量構造物が存在する場合には孔
壁の保護が困難となる一方、硬化材の固結完了までの養
生期間が長く、固結完了時には圧密注入工法とは逆に固
結層の体積が縮小するという問題点があり、本発明はこ
れらの問題点を解決しようとするものである。On the other hand, in the case of the displacement filling method, a cavity is created during excavation and the hole wall in the cavity must be temporarily maintained only by the filling liquid until the hardening material is filled, resulting in an extremely unstable condition. Because of this, it is difficult to protect the hole wall when the ground is highly soft or there is a heavy structure near the construction ground, and the curing period until the hardened material completes solidification is long. Contrary to the consolidation injection method, there is a problem in that the volume of the consolidated layer is reduced upon completion of consolidation, and the present invention is intended to solve these problems.
（ｄ）問題点を解決するための手段
在来地盤を構成に採り入れた圧密注入工法による囲障層
によって、置換充填工法による核層を囲繞することによ
り、両者の欠点を相互に補完すると共に、施工時におい
ても囲障層を先に造成して、核層の施工を確保するよう
にして、これを一体的に地下安定支持層に構成したもの
である。(d) Means to solve the problem By surrounding the core layer created by the displacement filling method with an enclosing layer created by the consolidation injection method that incorporates the conventional ground into its composition, the shortcomings of both can be mutually compensated for, and the construction In some cases, the surrounding layer is created first to ensure the construction of the core layer, and this is integrated into a stable underground support layer.
（８１作 用
核層を構成する部分が、圧密注入工法による囲障層によ
って囲繞されているので、付近に重量構造物が存在する
場合や、既存建物の基礎補正等、置換充填時の孔壁に、
大きな重量がかかる場合でも、施工が可能であり、しか
も在来土壌を利用した囲障壁の弾性が硬度が高く弾性の
ない・核層の歪みを吸収して全体として調和のとれた基
礎地盤を構成することができる。(Since the part that makes up the 81 action core layer is surrounded by a barrier layer created by the consolidation injection method, it may be necessary to prevent damage to the hole wall during replacement filling when there are heavy structures nearby or when correcting the foundation of an existing building.) ,
Construction is possible even when a large amount of weight is required, and the elasticity of the surrounding barrier using native soil is high in hardness and absorbs the distortion of the inelastic core layer, creating a harmonious foundation ground as a whole. can do.
（ｆ）実施例
１は圧密注入工法の注入管で先端に硬化材噴射ノズル２
を備え、上部はスイベル３を介して硬化材供給ホース４
に連結している。注入管１は硬化材に二液性薬液を用い
る場合には二重管を用いるものであり、注入管を錐もみ
作動により扇状回動する場合はスイベル３は省略するこ
とができる。(f) Example 1 is an injection pipe of the consolidation injection method with a hardening material injection nozzle 2 at the tip.
The upper part is connected to a hardening material supply hose 4 via a swivel 3.
is connected to. The injection tube 1 is a double tube when a two-component chemical solution is used as the curing material, and the swivel 3 can be omitted when the injection tube is rotated in a fan-like manner by a drilling operation.
先ず対象地盤Ｇに囲障層を造成する位置を決定し、同位
置に回動上下動機構５で注入管ｌを回転若しくは回動駆
動させて下降し、所定深度に達したところで、供給ホー
ス４を通じて注入管に硬化材を圧送供給して、ノズル２
から周辺地盤中に噴射させながら、回転若しくは回動駆
動させつつ上昇させて単位注入層Ｈを造成する。First, the position where the enclosing layer is to be created is determined in the target ground G, and the injection pipe 1 is rotated or rotatably driven to the same position using the rotary vertical movement mechanism 5 to lower it, and when it reaches a predetermined depth, it is Pressure-feed the hardening material to the injection pipe, and press the nozzle 2.
A unit injection layer H is created by injecting it into the surrounding ground and raising it while rotating or rotationally driving it.
以上のように造成した単位注入層Ｈを継続的に隣接させ
て核層予定部を囲繞し、囲障層Ｋを造成し、これが成る
程度の耐久力を得たところで、核層予定部として囲繞さ
れた囲繞部しに回動及び上下動機構に支持された掘削管
６を挿入パイロット孔１８に挿入する。この掘削管６は
下部に掘削刃１１を設けたリバースロッド７を中心にス
イベル８を介してサーキエレーション機構に連゛絡させ
たもので、掘削、手段は掘削刃１１のほか高圧ホース２
０と前記スイベル８を介して連絡させ、かつ掘削管６で
支持したジェット供給管９．１０を掘削刃１１の上部に
設けたノズル体１２に連結し、このノズル体１２の噴射
ジェットが、ノズル体１２の上部に設けた超音波モニタ
ー１３によって掘削容積を計算しながら側方にジェット
掘削するようにしである。更に、リバースロッド７はス
イベル８を介して排土水槽１４に排水管１５を介して連
絡させ、リバースロッド７からサクションポンプ或いは
エアリフトによって上昇した排水を吐出するようにしで
ある。水槽１４内には水中ポンプ１６を設けこの水中ポ
ンプ１６に連結した放水管１７を掘削１中の排水パイロ
ット孔１８の挿入口１８゛に連絡させて水槽１４内で沈
澱した清水やベントナイト等の上澄を挿入パイロット孔
１８の挿入口１８゛ に放水して孔壁を安定させるよう
にする。The unit injection layers H created as described above are made to be continuously adjacent to each other to surround the planned nuclear layer part to create a surrounding layer K, and when the durability of this layer has been obtained, it is surrounded as the planned nuclear layer part. The excavation pipe 6 supported by the rotation and vertical movement mechanism is inserted into the insertion pilot hole 18 around the surrounding part. This excavation pipe 6 has a reverse rod 7 provided with an excavation blade 11 at its lower part, which is connected to a circuitry mechanism via a swivel 8.
0 through the swivel 8 and supported by the excavation pipe 6 is connected to a nozzle body 12 provided on the upper part of the excavation blade 11, and the jet of the nozzle body 12 is connected to the nozzle Jet excavation is performed laterally while calculating the excavation volume using an ultrasonic monitor 13 provided on the upper part of the body 12. Furthermore, the reverse rod 7 is connected to the waste water tank 14 through a drain pipe 15 via a swivel 8, and the drain water raised by a suction pump or an air lift is discharged from the reverse rod 7. A submersible pump 16 is provided in the water tank 14, and a water discharge pipe 17 connected to the submersible pump 16 is connected to an insertion port 18' of a drainage pilot hole 18 in the excavation 1 to remove precipitated fresh water, bentonite, etc. in the water tank 14. Water is sprayed into the insertion port 18' of the insertion pilot hole 18 to stabilize the hole wall.
更に、リバース管７は硬化材供給ホース１９に切替接続
されるようになっており、充填部の掘削が終了すると供
給ホース１９に切替接続され硬化材を噴出して掘削され
た空洞に充填するようになっている。Furthermore, the reverse pipe 7 is configured to be switched and connected to a hardening material supply hose 19, and when the excavation of the filling section is completed, it is switched and connected to the supply hose 19 so that the hardening material is spouted and filled into the excavated cavity. It has become.
以上のように構成された掘削管６を囲繞部りに挿入し、
挿入パイロット孔１８に清水或いはベントナイト液等の
リバース回流液を放出充填し孔壁を安定させると共に先
端掘削刃１１によって地盤を掘削し、掘削土砂に回流液
を混合し、その混合によ°る泥水をリバースロッド７に
よって地上に吐出し、この排水を更に土砂を沈澱させた
上澄液を孔に放出回流させながら穿孔する。所定の深度
に達したところで噴射ノズル体１２から横方向に、高圧
噴射して周辺地盤を掘削しながら、掘削管６による掘削
土の排除を行なって囲繞部り内の土砂を排除する一方、
リバースロッド７を供給ホース１９に切替接続しリバー
スロッド７をそのままトレミー管的利用して、或いは別
に設けた硬化材供給管によって囲繞部し内にセメント等
の硬度の高い硬化材を充填して核層Ｍを造成することに
よって安定支持層Ａを造成する。Insert the excavation pipe 6 configured as above into the surrounding area,
A reverse recirculation liquid such as fresh water or bentonite liquid is discharged and filled into the insertion pilot hole 18 to stabilize the hole wall, and the ground is excavated with the tip drilling blade 11, and the recirculation liquid is mixed with the excavated earth and sand, and the mixture produces muddy water. is discharged onto the ground by a reverse rod 7, and the hole is drilled while the supernatant liquid in which the earth and sand have been precipitated is discharged and circulated into the hole. When a predetermined depth is reached, the injection nozzle body 12 injects high pressure in the lateral direction to excavate the surrounding ground, while removing the excavated soil with the excavation pipe 6 to remove the earth and sand in the surrounding area,
The reverse rod 7 can be switched and connected to the supply hose 19, and the reverse rod 7 can be used as it is as a tremie tube, or a hardening material with high hardness, such as cement, can be filled into the surrounding part using a separately provided hardening material supply pipe. By forming layer M, stable support layer A is formed.
そして更に安定支持層Ａを継続的に隣接させ、所望の基
礎地盤或いは構造物の基礎補正を行なうものである。Further, the stable support layer A is made to be continuously adjacent to the stable support layer A, and desired foundation ground or foundation correction of the structure is performed.
尚、囲障層による囲繞形状は円形等としても良いが、三
角形に構成することにより支持構造を高めることができ
ると共に連接時に配列を容易にし、物質な支持構造を得
ることができる。Note that the surrounding shape of the surrounding layer may be circular or the like, but by configuring it in a triangular shape, the support structure can be enhanced, and the arrangement can be facilitated when connected, so that a material support structure can be obtained.
（ｇ）発明の効果
本発明は以上のように構成したので、養生後に生ずる囲
障層の膨張と核層の緊縮が相互に吸収し合って一体とし
て養生後に変形のない安定した安定支持層が得られると
共に、在来土壌を利用した囲障層の弾性が、純粋硬化材
による核層のｓ面体となって硬度的に調和のとれた極め
て強固な地盤の安定化を行なうことができる。(g) Effects of the Invention Since the present invention is constructed as described above, the expansion of the surrounding layer and the contraction of the core layer that occur after curing absorb each other and as a whole, a stable support layer that does not deform after curing can be obtained. At the same time, the elasticity of the surrounding layer using the native soil becomes the s-hedron of the core layer made of pure hardened material, making it possible to stabilize an extremely strong ground with a balanced hardness.
また、工法的には孔壁保持が困難な軟弱地盤においても
安定した形で置換充填層の造成を行なうことができ、既
存構造物の基礎補正も直接的 ゛に且つ安全に行うこと
のできる効果がある。In addition, it is possible to create a replacement filling layer in a stable manner even in soft ground where it is difficult to maintain hole walls using construction methods, and the foundation correction of existing structures can be performed directly and safely. There is.
図は本発明の一実施例を示すもので、第１図は本発明に
よる地下安定支持層の構造説明図、第２図は囲障層造成
の工程説明図、第３図は変形実施例における囲障層造成
注入管の突出ノズル実施例図、第４図は核層造成の工程
説明図、第５図は掘削管先端部の拡大縦断面図である。
１へ注入管 ２〜ノズル ３〜スイベル ４〜供給ホー
ス ５〜回動上下動機構 ６〜掘削管７〜リバースロツ
ド ８〜スイベル ９．１０〜ジエツト供給管 １１
〜掘削刃 １２〜ノズル体１３〜超音波モニター １４
〜水槽 １５〜排水管１６〜水中ポンプ １８〜挿入パ
イロツト孔 １９〜硬化材供給ホース ２０〜高圧ホ一
ス
Ａ〜安定支持層 Ｇ〜対象地盤
Ｈ一単位注入層 Ｋ〜囲障層
Ｌ〜囲繞部 Ｍ〜核層 ′
手Ｍ ？Ｆｌ！正書
昭和６０年５月２日
特許庁長官 志 賀 学 殿１、事件の
表示
昭和６０年特許願第２４７号
２）発明の名称
地下安定支持層とその造成工法
３、補正をする者
事件との関係 特許出願人
住 所 東京都町田市鶴川４−８−５リリー八イム３
０５号
氏 名 株式会社エヌ、アイ、ティ
代表取締役中 西 渉（外１名）
４、代理人〒１０３
住 所 東京都中央区日本橋本町４丁目６番６号（発
送日） 昭和６０月４月３０日
６、補正の対象 明 細 書
／ｌ：、；、−＼
一′・ゞ？モ゛−７゛−＼
“□
７、補正の内容
明細書９頁１２行目から
「第３図は変形実施例における囲障層造成注入管の突出
ノズル実施例図、第４図は」とあるのを
「第３図は」に訂正する。
明細書９頁１５行目の
「５図」とあるのを
「４図」に訂正する。The figures show one embodiment of the present invention. Figure 1 is an explanatory diagram of the structure of the underground stable support layer according to the present invention, Figure 2 is an explanatory diagram of the process of creating an enclosing layer, and Figure 3 is an explanatory diagram of an enclosing layer in a modified embodiment. FIG. 4 is an explanatory diagram of the process of forming a core layer, and FIG. 5 is an enlarged longitudinal sectional view of the tip of the excavation pipe. 1 - Injection pipe 2 - Nozzle 3 - Swivel 4 - Supply hose 5 - Rotating vertical movement mechanism 6 - Excavation pipe 7 - Reverse rod 8 - Swivel 9. 10 - Jet supply pipe 11
~Drilling blade 12~Nozzle body 13~Ultrasonic monitor 14
~ Water tank 15 ~ Drain pipe 16 ~ Submersible pump 18 ~ Insertion pilot hole 19 ~ Hardening material supply hose 20 ~ High pressure hose A ~ Stable support layer G ~ Target ground H 1 unit injection layer K ~ Surrounding layer L ~ Surrounding part M ~ nuclear layer ′ hand M? Fl! Author: May 2, 1985 Manabu Shiga, Commissioner of the Patent Office1, Indication of the case, Patent Application No. 247 of 19852) Name of the invention: Underground stable support layer and its construction method 3, Person making amendment case Relationship Patent Applicant Address 3 Lily Eight, 4-8-5 Tsurukawa, Machida City, Tokyo
No. 05 Name: Wataru Nishi (1 other person), Representative Director of N,I,T Co., Ltd. 4. Agent: 103 Address: 4-6-6 Nihonbashi Honmachi, Chuo-ku, Tokyo (Shipping date) April 1985 30th, 6, Specification subject to amendment/l:, ;, -＼ 1'・ゞ? Mo゛-7゛-＼ "□ 7. From page 9, line 12 of the statement of contents of the amendment, it is written that ``Figure 3 is an example of the protruding nozzle of the surrounding layer creation injection pipe in a modified embodiment, and Figure 4 is'' Correct ``Figure 3'' to ``Figure 3''. "Figure 5" on page 9, line 15 of the specification is corrected to "Figure 4."
Claims (3)
れ、地盤の一定範囲を囲繞する囲障層と、囲障層に囲繞
された部分に土壌と硬化材を置換充填して造成される核
層とから成る地下安定支持層。(1) An enclosure layer that is created by injecting soil hardening material into the existing ground and surrounds a certain area of the ground, and a core layer that is created by replacing and filling the area surrounded by the enclosure layer with soil and hardening material. An underground stable support layer consisting of
いて囲障層の囲繞形状を三角形に構成したこと。(2) In the underground stable support layer according to claim (1), the enclosing shape of the enclosing layer is triangular.
って支持作動される注入管を回転若しくは錐もみ作動に
よって地盤中に下降挿入し、所定深度において注入管に
硬化材を圧送して先端噴射孔より硬化材を噴射させつつ
、注入管を上昇させることにより硬化材注入層を造成し
、同注入層を継続的に隣接させて一定範囲の核部を囲繞
する囲障層を造成すると共に、囲繞された核部にリバー
ス管を備えた掘削管を挿入し、そのパイロット孔に清水
等の流動液を充填して掘削管の先端から側方に高圧水を
噴射し、核部の土砂を掘削崩壊し流動液と共にリバース
管で吸引リフトして排出する一方、掘削管先端に設けら
れた噴出口から硬化材を噴出して核部の土砂と硬化材を
置換充填することにより囲障層内に核層を造成すること
を特徴とする地下安定支持層の造成方法。(3) The injection pipe, which has an injection hole at its tip and is supported and operated by a rotating and vertical movement mechanism, is inserted downward into the ground by rotating or drilling, and the hardening material is pumped into the injection pipe at a predetermined depth. A hardening material injection layer is created by raising the injection pipe while injecting hardening material from the tip injection hole, and the same injection layer is continuously brought into adjacency to create a surrounding layer that surrounds a certain range of the core. Insert a drilling pipe equipped with a reverse pipe into the surrounded core, fill its pilot hole with a fluid such as fresh water, and spray high-pressure water laterally from the tip of the drilling pipe to remove the earth and sand in the core. The excavation collapses and the fluid is removed by suction lift using a reverse pipe, while the hardening material is ejected from the spout provided at the tip of the excavation pipe to displace and fill the soil and hardening material in the core area into the surrounding layer. A method for creating an underground stable support layer characterized by creating a core layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP24785A JPS61162624A (en) | 1985-01-07 | 1985-01-07 | Underground stable supporting layer and forming method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP24785A JPS61162624A (en) | 1985-01-07 | 1985-01-07 | Underground stable supporting layer and forming method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPS61162624A true JPS61162624A (en) | 1986-07-23 |
Family
ID=11468617
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP24785A Pending JPS61162624A (en) | 1985-01-07 | 1985-01-07 | Underground stable supporting layer and forming method thereof |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS61162624A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH01190820A (en) * | 1988-01-27 | 1989-07-31 | Katsumi Kitanaka | Device for removing slime in bottom of pile hole |
| JPH02176016A (en) * | 1988-12-27 | 1990-07-09 | Kato Kensetsu:Kk | Settling work of well |
| JPH03107013A (en) * | 1989-09-20 | 1991-05-07 | Nit Co Ltd | Preparation method for hollow hardened layer |
| JPH03197712A (en) * | 1989-12-26 | 1991-08-29 | Nit Co Ltd | Creation of hardened layer of soil in ground |
| JPH0455515A (en) * | 1990-06-25 | 1992-02-24 | Shiro Nakajima | Slime sucking and injecting construction, and its device |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS55165308A (en) * | 1979-06-12 | 1980-12-23 | Kimura Kiso Koji:Kk | Constructing method for underground dam |
| JPS5876607A (en) * | 1981-10-30 | 1983-05-09 | Nippon Concrete Kogyo Kk | Improving method for soft ground |
-
1985
- 1985-01-07 JP JP24785A patent/JPS61162624A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS55165308A (en) * | 1979-06-12 | 1980-12-23 | Kimura Kiso Koji:Kk | Constructing method for underground dam |
| JPS5876607A (en) * | 1981-10-30 | 1983-05-09 | Nippon Concrete Kogyo Kk | Improving method for soft ground |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH01190820A (en) * | 1988-01-27 | 1989-07-31 | Katsumi Kitanaka | Device for removing slime in bottom of pile hole |
| JPH0619136B2 (en) * | 1988-01-27 | 1994-03-16 | 克巳 北中 | Slime removal device at the bottom of pile holes |
| JPH02176016A (en) * | 1988-12-27 | 1990-07-09 | Kato Kensetsu:Kk | Settling work of well |
| JPH03107013A (en) * | 1989-09-20 | 1991-05-07 | Nit Co Ltd | Preparation method for hollow hardened layer |
| JPH03197712A (en) * | 1989-12-26 | 1991-08-29 | Nit Co Ltd | Creation of hardened layer of soil in ground |
| JPH0455515A (en) * | 1990-06-25 | 1992-02-24 | Shiro Nakajima | Slime sucking and injecting construction, and its device |
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