JPH0830333B2 - Jet grout type ground improvement method - Google Patents
Jet grout type ground improvement methodInfo
- Publication number
- JPH0830333B2 JPH0830333B2 JP12089693A JP12089693A JPH0830333B2 JP H0830333 B2 JPH0830333 B2 JP H0830333B2 JP 12089693 A JP12089693 A JP 12089693A JP 12089693 A JP12089693 A JP 12089693A JP H0830333 B2 JPH0830333 B2 JP H0830333B2
- Authority
- JP
- Japan
- Prior art keywords
- material injection
- high pressure
- pressure material
- pressure
- injection 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 - Fee Related
Links
Description
【０００１】[0001]
【産業上の利用分野】本発明は、止水壁、地下連続壁、
基礎地盤の安定工事等において、基礎構造体を形成して
地盤を改良する技術に関し、さらに詳しくは、ジェット
グラウト式地盤改良工法に関する。BACKGROUND OF THE INVENTION The present invention relates to a water blocking wall, an underground continuous wall,
The present invention relates to a technique for forming a foundation structure to improve the ground in stable construction of the foundation ground, and more particularly to a jet grout type ground improvement method.
【０００２】[0002]
【従来の技術】ジェットグラウト式地盤改良工法とし
て、従来より例えば本出願人の提案に係る特公平４−４
８８９４号公報に開示されたものが知られている。図６
（ａ）〜（ｅ）は、ジェットグラウト式地盤改良工法の
手順を示す説明図であり、同図（ａ）は据付工程、同図
（ｂ）は穿孔工程、同図（ｃ）は噴射テスト工程、同図
（ｄ）は造成工程、同図（ｅ）は引抜洗浄工程である。
以下、この従来技術を図６（ａ）〜（ｅ）に基づき説明
する。2. Description of the Related Art As a jet grouting type ground improvement method, for example, Japanese Patent Publication No. 4-4 proposed by the applicant of the present invention has been proposed.
The one disclosed in Japanese Patent No. 8894 is known. Figure 6
(A)-(e) is explanatory drawing which shows the procedure of the jet grouting type ground improvement method, the same figure (a) is an installation process, the same figure (b) is a drilling process, the same figure (c) is an injection test. The process, FIG. 6D is a forming process, and FIG.
Hereinafter, this conventional technique will be described with reference to FIGS.
【０００３】据付工程《図６（ａ）》では地上にパイル
造成装置Ｍを設置する。このパイル造成装置Ｍは、旋回
昇降駆動装置１、硬化材超高圧供給装置２、超高圧水供
給装置３及び圧縮空気供給装置４と、旋回昇降駆動装置
１に支持された三重管からなる高圧材注入管５とを備え
る。上記高圧材注入管５の上端部にはスイベル６を接続
し、高圧材注入管５の下端部にはモニター機構７を接続
する。上記スイベル６は、超高圧水Ｗと超高圧硬化材Ｇ
との兼用のジェット入口と、高圧エア入口と超高圧水入
口とを備えており、上記ジェット入口には、硬化材超高
圧供給装置２を、超高圧水入口には超高圧水供給装置３
を、高圧エア入口には圧縮空気供給装置４を接続する。In the installation process << FIG. 6 (a) >>, a pile forming apparatus M is installed on the ground. This pile forming apparatus M is a high-pressure material composed of a swivel lift drive device 1, a hardening material ultrahigh pressure supply device 2, an ultrahigh pressure water supply device 3 and a compressed air supply device 4, and a triple pipe supported by the swivel lift drive device 1. And an injection tube 5. A swivel 6 is connected to the upper end of the high-pressure material injection pipe 5, and a monitor mechanism 7 is connected to the lower end of the high-pressure material injection pipe 5. The swivel 6 is made up of the super high pressure water W and the super high pressure hardening material G.
And a high pressure air inlet and an ultra high pressure water inlet. The jet inlet is provided with the hardening material ultra high pressure supply device 2 and the ultra high pressure water inlet is provided with the ultra high pressure water supply device 3.
The compressed air supply device 4 is connected to the high pressure air inlet.
【０００４】上記モニター機構７は、後述するように、
その周面に径方向外向きに開口された硬化材噴射ノズル
と、硬化材噴射ノズルよりも高位置で、硬化材噴射ノズ
ルの開口方向と反対向きに開口された水噴射ノズルと、
水噴射ノズルの周囲から径方向外向きにエアを噴出する
エアノズルとを備え、モニター機構７の下部には縦孔１
０ａを掘削する際に水Ｗを噴出する水噴出孔と縦孔１０
ａを掘削するためのメタルクラウンが付設されている。The monitor mechanism 7 will be described later.
A hardening material injection nozzle that is opened radially outward on its peripheral surface, and a water injection nozzle that is opened at a position higher than the hardening material injection nozzle in the direction opposite to the opening direction of the hardening material injection nozzle,
An air nozzle that ejects air radially outward from the periphery of the water injection nozzle is provided.
Water ejection hole and vertical hole 10 for ejecting water W when excavating 0a
A metal crown for excavating a is attached.
【０００５】穿孔工程《図６（ｂ）》では、縦孔掘削工
程と注入管挿入工程とが並行して行われる。即ち、所定
の施工位置に高圧材注入管５を垂直に立て、高圧材注入
管５の管上部に接続したスイベル６のジェット入口に超
高圧水供給装置３を接続し、高圧材注入管５の管下部に
接続したモニター機構７の給水ノズルから水Ｗを下向き
に吐出させ、旋回・昇降駆動装置１を作動させて高圧材
注入管５を旋回させながら下降させて、縦孔１０ａを穿
孔するとともに、高圧材注入管５を地中の所定の深さま
で挿入する。In the boring step << FIG. 6 (b) >>, the vertical hole excavating step and the injection tube inserting step are performed in parallel. That is, the high-pressure material injection pipe 5 is erected vertically at a predetermined construction position, the ultrahigh-pressure water supply device 3 is connected to the jet inlet of the swivel 6 connected to the upper part of the high-pressure material injection pipe 5, The water W is discharged downward from the water supply nozzle of the monitor mechanism 7 connected to the lower part of the pipe, the swivel / elevation drive device 1 is actuated, and the high pressure material injection pipe 5 is swung down to make a vertical hole 10a. , The high pressure material injection pipe 5 is inserted to a predetermined depth in the ground.
【０００６】噴射テスト工程《図６（ｃ）》では、スイ
ベル６のジェット入口に硬化材超高圧供給装置２を、超
高圧水入口に超高圧水供給装置３を、エア入口に圧縮空
気供給装置４をそれぞれ接続し、旋回昇降駆動装置１を
作動させて、高圧材注入管５を試行的に設定された回転
速度で旋回駆動するとともに、試行的に設定された上昇
ストローク速度で上昇させる。In the injection test step << FIG. 6 (c) >>, the hardening material super high pressure supply device 2 is provided at the jet inlet of the swivel 6, the super high pressure water supply device 3 is provided at the super high pressure water inlet, and the compressed air supply device is provided at the air inlet. 4 are connected to each other, and the turning / lifting drive device 1 is actuated to drive the high-pressure material injection pipe 5 to turn at a trially set rotational speed and to raise it at a trially set rising stroke speed.
【０００７】造成工程《図６（ｄ）》では、硬化材超高
圧装置２を作動させてスイベル６の硬化材入口からセメ
ントミルク等の硬化材Ｇを圧入するとともに、超高圧水
供給装置３を作動させてスイベル６の超高圧水入口から
超高圧水Ｗを圧入し、エア入口から圧縮空気を圧入す
る。これにより、高圧材注入管５の下部に組み付けたモ
ニター機構７の下段の噴射ノズルから硬化材Ｇを管半径
方向へ連続的に噴射させるとともに、上段の噴射ノズル
から超高圧水Ｗを管半径方向へ連続的に噴射させる。In the forming step << (d) >>, the hardening material ultra-high pressure device 2 is operated to press-in the hardening material G such as cement milk from the hardening material inlet of the swivel 6, and the ultra-high pressure water supply device 3 is connected. The swivel 6 is operated to pressurize the ultrahigh pressure water W from the ultrahigh pressure water inlet of the swivel 6 and press the compressed air from the air inlet. As a result, the hardening material G is continuously ejected in the pipe radial direction from the lower injection nozzle of the monitor mechanism 7 assembled to the lower part of the high pressure material injection pipe 5, and the super high pressure water W is emitted from the upper injection nozzle in the pipe radial direction. To continuously jet.
【０００８】そして、旋回引上げ駆動装置１を作動させ
て、高圧材注入管５を旋回駆動しながら引上げ駆動する
ことにより、下段の噴射ノズルから超高圧で連続的に噴
出する硬化材Ｇを、上段の噴射ノズルから連続的に噴出
する超高圧水Ｗを、それぞれ旋回させながら引上げて行
き、その噴出力でその周囲の地盤を切削するとともに、
その切削域１１に未硬化パイルＰを造成する。Then, the turning and pulling drive device 1 is operated to pull up the high pressure material injection pipe 5 while turning and driving the high pressure material injection pipe 5, so that the hardened material G continuously ejected from the lower injection nozzle at an ultrahigh pressure is discharged. The ultra-high pressure water W continuously ejected from the jet nozzle of No. 2 is pulled up while swirling, and the ground around it is cut by the jet output,
An uncured pile P is created in the cutting area 11.
【０００９】引抜洗浄工程《図６（ｅ）》では、高圧材
注入管５を地上に引き抜き、管内を清水で洗浄する。こ
の後、次の造成地点に移動し、同様の手順で土中に未硬
化パイルＰを造成する。この未硬化パイルＰが硬化する
ことにより地中に基礎構造体１３が造成される。In the drawing and washing step << FIG. 6 (e) >>, the high-pressure material injection pipe 5 is drawn to the ground, and the inside of the pipe is washed with fresh water. After that, it moves to the next formation point and the uncured pile P is formed in the soil by the same procedure. The foundation structure 13 is formed in the ground by curing the uncured pile P.
【００１０】[0010]
【発明が解決しようとする課題】上記従来の地盤改良工
法では、下段の噴射ノズルから超高圧硬化材Ｇを、これ
と反対向きに開口された上段の噴射ノズルから超高圧水
Ｗを噴出させることにより、両者の噴射力をバランスさ
せるように構成されているが、通常では硬化材Ｇの吐出
圧が強くなるので、両者をバランスさせようとすれば、
硬化材Ｇの噴出力を弱くする必要がある。その結果、ス
ライムと硬化材Ｇとの混練が不均一となり、均一な未硬
化パイルＰを造成するうえで不都合が生ずる。In the conventional ground improvement method described above, the super high pressure hardening material G is ejected from the lower jet nozzle and the super high pressure water W is jetted from the upper jet nozzle opened in the opposite direction. Therefore, the ejection pressures of the curing material G are normally increased, so if the two are attempted to be balanced,
It is necessary to weaken the jetting force of the hardened material G. As a result, the kneading of the slime and the hardening material G becomes non-uniform, which causes a problem in forming a uniform uncured pile P.
【００１１】また、高圧材注入管５として、上記三重管
を用いるものは、複数の超高圧材供給装置２・３を使用
して複数の高圧ポンプを用いることになるが、それに伴
って消費するエネルギーも多くなり、設備も大型化す
る。この点を考慮すれば二重管を用いて、高圧材Ｇを片
側からのみ噴射させればよいが、硬化材Ｇを片側噴射さ
せる場合には噴射力の反作用で高圧材注入管５が撓み、
その結果、高圧材Ｇが斜め下方へ噴射するため、その飛
翔距離が低下して切削半径が小さくなる。また、三重管
を用いる場合において、高圧硬化材Ｇと高圧水Ｗの噴射
力がアンバランスの場合にも、これと同様の不都合が生
ずる。Further, in the case of using the above-mentioned triple pipe as the high-pressure material injection pipe 5, a plurality of high-pressure pumps are used by using a plurality of ultra-high-pressure material supply devices 2 and 3, but they are consumed accordingly. The amount of energy will increase and the equipment will also increase in size. Considering this point, it is sufficient to inject the high-pressure material G from only one side by using a double tube, but when the hardened material G is injected in one side, the high-pressure material injection pipe 5 bends due to the reaction of the injection force,
As a result, since the high-pressure material G is jetted obliquely downward, its flight distance is reduced and the cutting radius is reduced. Further, in the case of using a triple pipe, even when the jetting forces of the high pressure hardening material G and the high pressure water W are unbalanced, the same inconvenience occurs.
【００１２】さらに、上記水噴射ノズルの周囲から高圧
エアを高圧で連続的に噴射させることにより、水Ｗの飛
翔距離を大きくして切削力を大きくするように構成され
ているが、超高圧材供給装置の出力には限度があり、現
状では切削半径をある程度大きくするには、上記高圧材
注入管５の旋回速度・引上げ速度を遅くしなければなら
ず長時間を要する。Further, the high-pressure air is continuously jetted at high pressure from around the water jet nozzle to increase the flight distance of the water W and increase the cutting force. There is a limit to the output of the supply device, and at present, in order to increase the cutting radius to some extent, the swirling speed and pulling speed of the high-pressure material injection pipe 5 must be slowed down, which requires a long time.
【００１３】本発明はこのような事情に鑑みてなされた
もので、 高圧硬化材Ｇと高圧水Ｗとの噴射力のバランスを考
慮する必要がなく、また、高圧材Ｇを片側噴射させる場
合でも、高圧材注入管５が撓みを生じないようにするこ
と、 超高圧材供給装置の出力に限度がある場合でも、破
壊力を高めて切削半径をさらに大きくすることができ、
高圧材注入管５の旋回速度・引上げ速度を低下させるこ
となく、工期を速めること、 を技術課題とする。The present invention has been made in view of such circumstances, and it is not necessary to consider the balance of the injection forces of the high-pressure hardening material G and the high-pressure water W, and even when the high-pressure material G is injected on one side. , The high-pressure material injection pipe 5 should not be bent, and even if the output of the ultra-high-pressure material supply device is limited, the breaking force can be increased to further increase the cutting radius,
The technical task is to speed up the construction period without reducing the swirling speed and pulling speed of the high-pressure material injection pipe 5.
【００１４】[0014]
【課題を解決するための手段】上記課題を解決するため
に、本発明は以下のように構成される。請求項１に記載
した発明は、高圧材注入管５を地表から地中の目標深さ
まで挿入し、上記高圧材注入管５の上部に組み付けたス
イベル６の高圧材入口６ａから高圧材Ｇ・Ｗを超高圧で
圧入し、上記高圧材注入管５の下部に組み付けたモニタ
ー機構７の高圧材噴射ノズル７ａ・７ｂから高圧材Ｇ・
Ｗを管半径方向へ連続的に噴射させ、上記高圧材注入管
５を旋回駆動しながら引上げ駆動することにより、連続
的に噴射する高圧材Ｇ・Ｗの旋回噴流でその周囲の地盤
を切削するとともに、その切削域１１に未硬化パイルＰ
を造成し、この未硬化パイルＰが硬化することにより、
地中に基礎構造体１３を造成するジェットグラウト式地
盤改良工法であって、以下のように構成したことを特徴
とする。In order to solve the above problems, the present invention is configured as follows. In the invention described in claim 1, the high-pressure material injection pipe 5 is inserted from the surface to the target depth in the ground, and the high-pressure material inlet 6a of the swivel 6 assembled to the upper part of the high-pressure material injection pipe 5 causes the high-pressure material G / W to flow. From the high-pressure material injection nozzles 7a and 7b of the monitor mechanism 7 which is assembled under the high-pressure material injection pipe 5 by high pressure material G.
By continuously injecting W in the pipe radial direction and pulling up the high pressure material injection pipe 5 while swirling, the swirling jet of the high pressure materials G and W continuously jetting cuts the surrounding ground. Along with the cutting area 11, uncured pile P
Is formed, and by curing the uncured pile P,
It is a jet grout type ground improvement method for forming a substructure 13 in the ground, and is characterized by being configured as follows.
【００１５】すなわち、上記モニター機構７の高圧材噴
射ノズル７ａの開口側と反対側、又は高圧材噴射ノズル
(７ａ)・(７ｂ)のうち噴射圧の低い側に噴射反力受け部
材８を付設し、この噴射反力受け部材８は、上記高圧材
注入管５の周囲に形成された排泥通路１０ａ・２０ａの
内壁面に当接して、上記モニター機構７を受け止めるよ
うに構成したことを特徴とするジェットグラウト式地盤
改良工法である。なお、上記高圧材としては、少なくと
も硬化材Ｇ又は水Ｗのいずれかであれば良く、請求項２
に記載した発明においても同様である。また、上記高圧
材噴射ノズルとしては、少なくとも硬化材噴射ノズル７
ａ又は超高圧水噴射ノズル７ｂのいずれかであれば良
い。That is, the side opposite to the opening side of the high pressure material injection nozzle 7a of the monitor mechanism 7, or the high pressure material injection nozzle.
An injection reaction force receiving member 8 is attached to the lower injection pressure side of (7a) and (7b), and this injection reaction force receiving member 8 is formed in the periphery of the high pressure material injection pipe 5 and has a sludge discharge passage 10a. The jet grout type ground improvement method is characterized in that it is configured to contact the inner wall surface of 20a to receive the monitor mechanism 7. The high-pressure material may be at least one of the hardening material G and the water W.
The same applies to the invention described in (1). Further, as the high-pressure material injection nozzle, at least the curing material injection nozzle 7
Either a or the ultra-high pressure water jet nozzle 7b may be used.
【００１６】また、請求項２に記載した発明は、高圧材
注入管５を地表から地中の目標深さまで挿入し、上記高
圧材注入管５の上部に組み付けたスイベル６の高圧材入
口６ａから高圧材Ｇ・Ｗを超高圧で圧入するとともに、
スイベル６の高圧エア入口６ｃから高圧エアＡを圧入
し、上記高圧材注入管５の下部に組み付けたモニター機
構７の高圧材噴射ノズル７ａから高圧材Ｇ・Ｗを管半径
方向へ連続的に噴射させるとともに、高圧材噴射ノズル
７ａの周囲から高圧エアＡを高圧で連続的に噴射させ、
上記高圧材注入管５を旋回駆動しながら引上げ駆動する
ことにより、連続的に噴射する高圧材Ｇ・Ｗの旋回噴流
でその周囲の地盤を切削するとともに、その切削域１１
に未硬化パイルＰを造成し、この未硬化パイルＰが硬化
することにより、地中に基礎構造体１３を造成するジェ
ットグラウト式地盤改良工法であって、上記高圧エアＡ
に固体粒子Ｋを混入したことを特徴とするジェットグラ
ウト式地盤改良工法である。In the invention described in claim 2, the high pressure material injection pipe 5 is inserted from the ground surface to a target depth in the ground, and the high pressure material inlet 6a of the swivel 6 assembled on the upper part of the high pressure material injection pipe 5 is introduced. While press-fitting high-pressure materials G and W at ultra-high pressure,
The high-pressure air A is press-fitted from the high-pressure air inlet 6c of the swivel 6, and the high-pressure materials G and W are continuously jetted in the pipe radial direction from the high-pressure material jet nozzle 7a of the monitor mechanism 7 assembled to the lower part of the high-pressure material injection pipe 5. At the same time, the high pressure air A is continuously jetted at high pressure from around the high pressure material jet nozzle 7a,
The high-pressure material injection pipe 5 is driven to be pulled up while being swung, whereby the ground around the high-pressure material injection pipe 5 is cut by the swirling jet flow of the high-pressure materials G and W continuously jetted, and the cutting area 11 is cut.
A jet grouting-type ground improvement method for forming a foundation structure 13 in the ground by forming an uncured pile P on the ground and curing the uncured pile P, which comprises the high pressure air A
The jet grout type ground improvement method is characterized in that solid particles K are mixed in.
【００１７】[0017]
【発明の作用】請求項１の発明では、上記モニター機構
７が高圧材の噴射による反作用を受けたり、超高圧硬化
材Ｇと超高圧水Ｗの噴射力がアンバランスであっても、
モニター機構７に付設した噴射反力受け部材８が、排泥
通路１０ａ・２０ａの内壁面に当接して、このモニター
機構７を受け止める。また、請求項２の発明では、高圧
エアＡを、上記水噴射ノズルの周囲から高圧で連続的に
噴射させることにより、高圧水Ｗの飛翔距離を大きくす
るとともに、高圧エアＡに固体粒子Ｋを混入したことに
より、高圧エアＡ自体の地盤の破壊力が高まる。According to the invention of claim 1, even if the monitor mechanism 7 receives a reaction due to the injection of the high-pressure material, or the injection forces of the ultra-high pressure hardening material G and the ultra-high pressure water W are unbalanced,
The injection reaction force receiving member 8 attached to the monitor mechanism 7 contacts the inner wall surfaces of the sludge discharge passages 10a and 20a to receive the monitor mechanism 7. Further, in the invention of claim 2, the high-pressure air A is continuously jetted at a high pressure from around the water jet nozzle to increase the flight distance of the high-pressure water W, and the high-pressure air A is solidified with the solid particles K. By the mixture, the destructive force of the high-pressure air A itself on the ground is increased.
【００１８】[0018]
(１) 請求項１の発明では、以下の効果を奏する。 上記高圧材注入管５で硬化材Ｇのみを注入・噴射さ
せる場合や、上記硬化材Ｇと水Ｗとの噴射力がアンバラ
ンスの場合にも、噴射力の反作用で高圧材注入管５が撓
むことはなくなる。 これにより、硬化材Ｇと水Ｗとの噴射力のバランス
を考慮する必要がなく、硬化材Ｇの噴出力を少し弱くす
ることも不要になる。その結果スライムと硬化材Ｇとの
混練が均一になり、均一な未硬化パイルＰを造成するこ
とができる。 高圧材注入管５の撓みはなくなるので、二重管を用
いて高圧材Ｇを片側からのみ噴射させることもできる。
従ってジェット噴流の能力を低下させずに消費エネルギ
ーの省力化、設備の小型化を図ることができる。(1) The invention of claim 1 has the following effects. Even when only the hardening material G is injected and injected by the high-pressure material injection pipe 5, or when the injection forces of the hardening material G and the water W are unbalanced, the high-pressure material injection pipe 5 is bent by the reaction of the injection force. There will be no waste. As a result, it is not necessary to consider the balance between the jetting forces of the hardening material G and the water W, and it is not necessary to slightly weaken the jetting force of the hardening material G. As a result, the kneading of the slime and the hardening material G becomes uniform, and a uniform uncured pile P can be formed. Since the high-pressure material injection pipe 5 does not bend, it is possible to inject the high-pressure material G from only one side by using a double pipe.
Therefore, it is possible to reduce the energy consumption and downsize the equipment without lowering the jet jet performance.
【００１９】(２) 請求項２の発明では、以下の効果を
奏する。 高圧エアＡに固体粒子Ｋを混入したことにより、地
盤の破壊力を強化できるので、超高圧材供給装置の出力
に限度がある現状においても、切削半径をさらに大きく
することができる。これにより、高圧材注入管５の旋回
速度・引上げ速度を速めて工期を短縮することができ
る。(2) The invention of claim 2 has the following effects. By mixing the solid particles K into the high-pressure air A, the destructive force of the ground can be strengthened, so that the cutting radius can be further increased even under the present circumstances where the output of the ultra-high pressure material supply device is limited. As a result, the turning speed and pulling speed of the high-pressure material injection pipe 5 can be increased to shorten the construction period.
【００２０】[0020]
【実施例】以下本発明の実施例を図面に基づいてさらに
詳しく説明する。図１は本発明の第１の実施例に係る高
圧材注入管の連結構造を示し、同図(Ａ)はスイベル６と
高圧材注入管５とカップリング８０とモニター機構７と
を連結する態様を示す分解図、同図(Ｂ)はモニター機構
７の縦断面図、同図(Ｃ)は図(Ｂ)のＣ−Ｃ線横断平面図
である。Embodiments of the present invention will now be described in more detail with reference to the drawings. FIG. 1 shows a connection structure of a high pressure material injection pipe according to a first embodiment of the present invention, and FIG. 1 (A) shows a mode in which a swivel 6, a high pressure material injection pipe 5, a coupling 80 and a monitor mechanism 7 are connected. FIG. 6B is a vertical cross-sectional view of the monitor mechanism 7, and FIG. 7C is a cross-sectional plan view taken along the line CC of FIG.
【００２１】上記高圧材注入管５の上端部には、後述す
るスライム回収器２０を介してスイベル６が接続され、
高圧材注入管５の下端部にはカップリング８０を介して
モニター機構７が接続される。上記高圧材注入管５は二
重管で構成され、この高圧材注入管５にスイベル６とモ
ニター機構７とを連結した状態では、スイベル６の各ジ
ェット入口６ａ及びエア入口６ｃは、それぞれモニター
機構７のジェット通路７ｅ及びエア通路７ｇを介して硬
化材噴射ノズル７ａ及びエアノズル７ｄと連通する。A swivel 6 is connected to the upper end of the high-pressure material injection pipe 5 via a slime collector 20 described later,
The monitor mechanism 7 is connected to the lower end of the high-pressure material injection pipe 5 via a coupling 80. The high-pressure material injection pipe 5 is composed of a double pipe. When the swivel 6 and the monitor mechanism 7 are connected to the high-pressure material injection pipe 5, the jet inlets 6a and the air inlets 6c of the swivel 6 are respectively monitored by the monitor mechanism. The jet passage 7e and the air passage 7g of No. 7 communicate with the hardening material injection nozzle 7a and the air nozzle 7d.
【００２２】上記モニター機構７の硬化材噴射ノズル７
ａは、その周面に径方向外向きに開口され、エアノズル
７ｄは上記硬化材噴射ノズル７ａの周囲から径方向外向
きに高圧エアＡを噴出するように形成されている。上記
モニター機構７の硬化材噴射ノズル７ａの開口側と反対
側には、硬化材Ｇの噴射反力を受けとめる噴射反力受け
部材８が付設されている。この噴射反力受け部材８は、
後述する排泥通路２０ａの内壁面に当接して、上記モニ
ター機構７を受け止め、上記高圧材注入管５の撓みを防
止するように構成されている。Curing material injection nozzle 7 of the monitor mechanism 7
A is radially outwardly opened on its peripheral surface, and the air nozzle 7d is formed so as to eject the high pressure air A radially outward from the periphery of the hardening material injection nozzle 7a. An injection reaction force receiving member 8 for receiving the injection reaction force of the curing material G is attached to the monitor mechanism 7 on the side opposite to the opening side of the curing material injection nozzle 7a. The injection reaction force receiving member 8 is
It is configured to abut the inner wall surface of a mud discharge passage 20a described later to receive the monitor mechanism 7 and prevent the high-pressure material injection pipe 5 from bending.
【００２３】図２及び図３は本発明の実施例に係る実施
例装置を示し、図３（Ａ）は本発明に係る地中パイルの
造成状態を示す図、図３（Ｂ）はスライム回収器の縦断
面図である。また、図４は本発明に係る地盤改良工法の
手順を示す説明図である。パイル造成装置Ｍは、図２で
示すように、旋回・昇降駆動装置１、硬化材超高圧供給
装置２、セメントサイロ２ａ、グラウトミキサー２ｂ、
水槽２ｃ、水超高圧供給装置３、水タンク３ａ、圧縮空
気供給装置４、固体粒子Ｋ用ホッパー４ａ、旋回・昇降
駆動装置１に支持された先導管１０、先導管１０内に挿
通される高圧材注入管５、及び先導管１０の上端部に付
設されるスライム回収器２０、及びスライム排出ポンプ
２３を備えている。FIGS. 2 and 3 show an apparatus according to an embodiment of the present invention, FIG. 3 (A) is a view showing the construction state of an underground pile according to the present invention, and FIG. 3 (B) is a slime recovery. It is a longitudinal cross-sectional view of a container. Further, FIG. 4 is an explanatory view showing the procedure of the ground improvement method according to the present invention. As shown in FIG. 2, the pile forming device M includes a turning / up-and-down driving device 1, a hardening material ultra-high pressure supply device 2, a cement silo 2a, a grout mixer 2b,
Water tank 2c, ultra-high pressure water supply device 3, water tank 3a, compressed air supply device 4, hopper 4a for solid particles K, front conduit 10 supported by the swivel / elevation drive device 1, high pressure inserted into the front conduit 10. The material injection pipe 5 and the slime collector 20 attached to the upper end of the leading conduit 10 and the slime discharge pump 23 are provided.
【００２４】以下本発明の地盤改良工法に係る実施例に
ついて説明する。なお、据付・穿孔工程、噴射テスト工
程、造成工程、及び引抜洗浄工程のうち、従来例と重複
する説明は省する。 ａ．据付・穿孔工程《図４（ａ）》 地上にパイル造成装置Ｍを設置し、高圧材注入管５によ
らずに、あらかじめ先導管１０を地中の所定の深さまで
挿入する。即ち、先導管１０の上端部には専用のスイベ
ル６Ａが接続され、下端部には専用のメタルクラウン９
を有する下部先導管１０Ｂが接続される。所定の施工位
置に先導管１０を垂直に立て、上記スイベル６Ａの泥水
入口６ａにベントナイト泥水供給装置３を接続し、下部
先導管１０Ｂから約０〜５０気圧のベントナイト泥水Ｗ
を下向きに吐出させ、旋回・昇降駆動装置１を作動させ
て先導管１０を旋回させながら下降させて、メタルクラ
ウン９で縦孔１０ａを穿孔しつつ、先導管１０を地中の
所定の深さまで挿入する。Examples of the ground improvement method of the present invention will be described below. It should be noted that, of the installation / drilling process, the injection test process, the formation process, and the pulling and cleaning process, a description that overlaps with the conventional example will be omitted. a. Installation / Drilling Step << FIG. 4 (a) >> The pile forming apparatus M is installed on the ground, and the leading conduit 10 is inserted in advance to a predetermined depth in the ground without using the high-pressure material injection pipe 5. That is, a dedicated swivel 6A is connected to the upper end of the leading conduit 10 and a dedicated metal crown 9 is attached to the lower end.
Is connected to the lower tip conduit 10B. The leading conduit 10 is set up vertically at a predetermined construction position, the bentonite muddy water supply device 3 is connected to the muddy water inlet 6a of the swivel 6A, and the bentonite muddy water W of about 0 to 50 atm is supplied from the lower leading conduit 10B.
Is discharged downward, and the swivel / elevation drive device 1 is operated to swivel and lower the leading conduit 10 to form a vertical hole 10a with the metal crown 9 and the leading conduit 10 to a predetermined depth in the ground. insert.
【００２５】ｂ．注入管装着工程《図４（ｂ）》 図４（ｂ）及び図３で示すように、上記先導管１０内に
上記高圧材注入管５を挿入して、この高圧材注入管５を
先導管１０の下端及び上端より突出させ、先導管１０の
上端部にスライム回収器２０を付設し、このスライム回
収器２０を介して上記高圧材注入管５と前記スイベル６
とを連通連結するとともに、先導管１０と上記高圧材注
入管５とを一体に旋回・引上げ駆動可能に連結する。高
圧材注入管５の下端部には前記モニター機構７《図１
（Ｂ）》を連通連結する。なお、符号２５はスイベル６
や高圧材注入管５等を吊持するための吊持用フックであ
り、高圧材注入管５や先導管１０を継ぎたし、あるいは
旋回・昇降駆動装置１のチャック機構で先導管１０を持
ち替える場合に、安全上の見地から使用される。B. Injection pipe mounting step << FIG. 4 (b) >> As shown in FIG. 4 (b) and FIG. 3, the high pressure material injection pipe 5 is inserted into the front conduit 10 and the high pressure material injection pipe 5 is connected to the front conduit. A slime collector 20 is attached to the upper end of the front conduit 10 so as to project from the lower end and the upper end of the pipe 10.
The front conduit 10 and the high-pressure material injection pipe 5 are integrally connected so that they can be swung and pulled up. At the lower end of the high-pressure material injection pipe 5, the monitor mechanism 7 << Fig.
(B) >> are connected and connected. The reference numeral 25 is a swivel 6
Is a hook for suspending the high pressure material injection pipe 5 and the like. The high pressure material injection pipe 5 and the leading conduit 10 are spliced together, or the leading conduit 10 is replaced by the chuck mechanism of the swivel / elevation drive device 1. Used from a safety point of view.
【００２６】上記スライム回収器２０は、図３(Ｂ)で示
すように、高圧材注入管５の上端部にネジ部５ｃを介し
て連通連結される注入管連通部５Ａと、この注入管連通
部５Ａの上端部に固定され、前記スイベル６の連通部６
ｄを回転自在に接続するボス連通部１５と、このボス連
通部１５に鍔部１６を介して固設された先導管連通部１
０Ａと、この先導管連通部１０Ａの上半部にアンギュラ
軸受１７を介して相対回転可能に組付けられたケース本
体２１と、ケース本体２１の横側に突設したスライム排
出口２１ａとから構成されている。As shown in FIG. 3 (B), the slime collector 20 has an injection pipe communicating portion 5A which is connected to the upper end of the high pressure material injection pipe 5 via a screw portion 5c, and the injection pipe communicating portion 5A. Fixed to the upper end of the portion 5A, the communication portion 6 of the swivel 6
A boss communication part 15 for rotatably connecting d, and a leading conduit communication part 1 fixed to the boss communication part 15 via a collar part 16.
0A, a case body 21 that is relatively rotatably assembled to the upper half of the leading conduit communication portion 10A via an angular bearing 17, and a slime discharge port 21a that projects from the side of the case body 21. ing.
【００２７】即ち、旋回・昇降駆動装置１のチャック機
構で先導管１０を拘束して、先導管１０に回転力を付与
すると、その回転力は、先導管１０からネジ部１０ｃを
介して先導管連通部１０Ａ、鍔部１６、ボス連通部１
５、注入管連通部５Ａ、高圧材注入管５を順に介してに
モニター機構７に伝達されることになる。また、スライ
ム排出口２１ａはスライム排出ポンプ２３に接続され、
図３で示すように、先導管１０と高圧材注入管５との挿
通間隙２０ａに連通している。上記スライム排出ポンプ
２３を作動させることにより、この挿通間隙２０ａを排
泥通路としてスライムを排出するように構成されてい
る。That is, when the front conduit 10 is constrained by the chuck mechanism of the turning / lifting drive device 1 and a rotational force is applied to the front conduit 10, the rotational force is transmitted from the front conduit 10 via the screw portion 10c. Communication part 10A, collar part 16, boss communication part 1
5, the injection pipe communicating portion 5A, and the high pressure material injection pipe 5 are sequentially transmitted to the monitor mechanism 7. The slime discharge port 21a is connected to the slime discharge pump 23,
As shown in FIG. 3, the leading conduit 10 and the high-pressure material injection pipe 5 communicate with the insertion gap 20 a. By operating the slime discharge pump 23, the insertion gap 20a is used as a mud passage to discharge slime.
【００２８】ｃ．噴射テスト工程《図４（ｃ）》 前記スイベル６のジェット入口６ａに硬化材超高圧供給
装置２を、エア入口６ｃに圧縮空気供給装置４をそれぞ
れ接続し、前記モニター機構７の硬化材噴射ノズル７ａ
から硬化材Ｇを管半径方向へ連続的に噴射させるととも
に、噴射ノズル７ａの周囲のエア噴射ノズル７ｄから高
圧エアＡを噴射させる。管旋回・昇降駆動装置１を作動
させて、先導管１０を試行的に設定された回転速度で旋
回駆動する。噴射テストが順調なら造成工程へ移行す
る。C. Injection test step << Fig. 4 (c) >> The hardening material ultra-high pressure supply device 2 is connected to the jet inlet 6a of the swivel 6 and the compressed air supply device 4 is connected to the air inlet 6c, and the hardening material injection nozzle of the monitor mechanism 7 is connected. 7a
While continuously injecting the hardening material G in the tube radial direction, the high-pressure air A is ejected from the air ejection nozzle 7d around the ejection nozzle 7a. The pipe swivel / elevation drive device 1 is operated to swivel the leading conduit 10 at a trially set rotational speed. If the injection test is successful, move to the creation process.
【００２９】ｄ．造成工程《図４（ｄ）》 旋回・引上げ駆動装置１を作動させて、先導管１０及び
高圧材注入管５をともに旋回駆動しながら引上げ駆動す
ることにより、超高圧で硬化材Ｇを連続的に噴出させ、
これを旋回させながら引上げて行き、その噴出力でその
周囲の地盤を切削するとともに、その切削域１１に未硬
化パイルを造成する。D. Creation Step << Fig. 4 (d) >> The swirling / pulling drive device 1 is operated to pull up while driving both the leading conduit 10 and the high-pressure material injection pipe 5 while swirling, thereby continuously hardening the hardened material G at an ultrahigh pressure. To squirt
This is pulled up while turning, the ground around it is cut by the jetting force, and an uncured pile is formed in the cutting area 11.
【００３０】このとき、上記モニター機構７は硬化材Ｇ
の噴射による反作用を受けるが、モニター機構７に付設
した噴射反力受け部材８が、排泥通路２０ａの内壁面に
当接して、このモニター機構７を受け止める。つまり、
上記のように二重管を用いて硬化材Ｇを片側からのみ噴
射させる場合でも、噴射力の反作用で高圧材注入管５が
撓むことはなくなる。その結果、硬化材Ｇの噴出能力を
低下させずに消費エネルギーの省力化、設備の小型化を
図ることができる。At this time, the monitor mechanism 7 uses the hardener G
However, the injection reaction force receiving member 8 attached to the monitor mechanism 7 contacts the inner wall surface of the sludge discharge passage 20a and receives the monitor mechanism 7. That is,
Even when the hardening material G is injected from only one side using the double tube as described above, the high pressure material injection pipe 5 is not bent by the reaction of the injection force. As a result, it is possible to save energy consumption and downsize the equipment without lowering the jetting ability of the hardened material G.
【００３１】また、高圧エアＡにはホッパー４ａを介し
て砂や鉄粉等の固体粒子Ｋが混入される。これにより、
地盤の破壊力を強化できるので、硬化材超高圧供給装置
２の出力に限度がある現状においても、切削半径をさら
に大きくすることができる。これに伴って、高圧材注入
管５の旋回速度・引上げ速度を速めて工期を短縮するこ
とができる。ちなみに、硬化材Ｇの吐出圧は１００〜４
００Ｋg／cm2 、吐出量は７０〜３００ l／min、圧縮空
気の吐出圧は６〜３０Ｋg／cm2 、吐出量は１.５〜１
５.０ｍ3／min．に設定することができる。 Solid particles K such as sand and iron powder are mixed in the high pressure air A through the hopper 4a. This allows
Since the destructive force of the ground can be strengthened, the cutting radius can be further increased even in the current situation where the output of the hardening material ultra-high pressure supply device 2 is limited. Along with this, the turning speed and pulling speed of the high-pressure material injection pipe 5 can be increased to shorten the construction period. By the way, the discharge pressure of the hardening material G is 100 to 4
00Kg / cm 2, discharge rate is 70~ 300 l / min, the discharge pressure of the compressed air 6~ 30 Kg / cm 2, discharge rate is from 1.5 to 1
5.0 m 3 / min. Can be set to.
【００３２】なお、破砕された地山のスライムは噴射ノ
ズル７ａ・７ｄから噴出する超高圧硬化材ＧとエアーＡ
とによって押し上げられ、一方ではスライム排出ポンプ
２３により吸い上げられて、先導管１０と高圧材注入管
５との間の排泥通路２０ａを通ってスライム回収器２０
のスライム排出口２１ａより排出される。これにより、
深度が深くなったり、パイル造成装置を複数台設置して
同時に地中パイルを造成する場合においても、排泥通路
２０ａは崩れたり詰まることもないから、地中パイルの
造成工事を確実容易に施工することができる。The crushed ground slime is sprayed from the injection nozzles 7a and 7d with the ultra-high pressure hardening material G and the air A.
And is sucked up by the slime discharge pump 23 and passed through the sludge passage 20a between the front conduit 10 and the high-pressure material injection pipe 5 to the slime recovery unit 20.
Is discharged from the slime discharge port 21a. This allows
Even if the depth becomes deeper or the pile pile equipment is installed at the same time to construct an underground pile, the drainage mud passage 20a does not collapse or become clogged. can do.
【００３３】図５は本発明の第２の実施例に係る高圧材
注入管の連結構造を示し、同図(Ａ)はスイベル６と高圧
材注入管５とカップリング８０とモニター機構７とを連
結する態様を示す分解図、同図(Ｂ)はモニター機構７の
縦断面図、同図(Ｃ)は図(Ｂ)のＣ−Ｃ線横断平面図であ
る。この実施例では、高圧材注入管５は三重管で構成さ
れ、モニター機構７は、その周面に径方向外向きに開口
された硬化材噴射ノズル７ａと、硬化材噴射ノズル７ａ
よりも高位置で、硬化材噴射ノズル７ａの開口方向と反
対向きに開口された高圧水噴射ノズル７ｂと、高圧水噴
射ノズル７ｂの周囲から径方向外向きに高圧エアＡを噴
出するエアノズル７ｄとを備えている。FIG. 5 shows a connection structure of a high pressure material injection pipe according to a second embodiment of the present invention, and FIG. 5 (A) shows a swivel 6, a high pressure material injection pipe 5, a coupling 80 and a monitor mechanism 7. FIG. 3B is an exploded view showing a mode of connection, FIG. 2B is a vertical cross-sectional view of the monitor mechanism 7, and FIG. 2C is a cross-sectional plan view taken along the line CC of FIG. In this embodiment, the high-pressure material injection pipe 5 is composed of a triple pipe, and the monitor mechanism 7 has a hardening material injection nozzle 7a which is opened radially outward on its peripheral surface, and a hardening material injection nozzle 7a.
A high-pressure water jet nozzle 7b that is opened at a position higher than the direction opposite to the opening direction of the hardening material jet nozzle 7a, and an air nozzle 7d that jets high-pressure air A radially outward from the periphery of the high-pressure water jet nozzle 7b. Is equipped with.
【００３４】上記高圧材注入管５にスイベル６とモニタ
ー機構７とを連結した状態では、スイベル６のジェット
入口６ａ・超高圧水入り口６ｂ・エア入口６ｃは、それ
ぞれモニター機構７のジェット通路７ｅ・超高圧水通路
７ｆ・エア通路７ｇを介して硬化材噴射ノズル７ａ・高
圧水噴射ノズル７ｂ・エアノズル７ｄと連通する。ま
た、このモニター機構７は、ジェット通路７ｅと連通路
７１を介して連通する水噴出孔７４と、連通路７１を逆
止する逆止弁７３と、噴射反力受け部材８と、メタルク
ラウン９ａとを備えている。When the swivel 6 and the monitor mechanism 7 are connected to the high-pressure material injection pipe 5, the jet inlet 6a, the extra-high pressure water inlet 6b, and the air inlet 6c of the swivel 6 are respectively the jet passage 7e of the monitor mechanism 7. The hardening material injection nozzle 7a, the high pressure water injection nozzle 7b, and the air nozzle 7d communicate with each other through the ultrahigh pressure water passage 7f and the air passage 7g. The monitor mechanism 7 also includes a water ejection hole 74 that communicates with the jet passage 7e through the communication passage 71, a check valve 73 that reverses the communication passage 71, an injection reaction force receiving member 8, and a metal crown 9a. It has and.
【００３５】上記噴射反力受け部材８は、硬化材噴射ノ
ズル７ａの開口側と反対側で、噴射圧の低い高圧水噴射
ノズル(７ｂ)の開口側と同じ側に固設されており、穿孔
工程《図６（ａ）》において、上記高圧材注入管５を高
圧水噴出孔７１より高圧水Ｗを噴出させ、前記旋回・昇
降駆動装置１を作動させて高圧材注入管５を旋回させな
がら下降させることにより、メタルクラウン９ａと噴射
反力受け部材８とで縦孔（排泥通路）１０ａを穿孔する
とともに、高圧材注入管５を地中の所定の深さまで挿入
することができるようになっている。The injection reaction force receiving member 8 is fixed to the side opposite to the opening side of the hardening material injection nozzle 7a and on the same side as the opening side of the high-pressure water injection nozzle (7b) having a low injection pressure, In the step << Fig. 6 (a) >>, the high-pressure material injection pipe 5 is ejected with high-pressure water W from the high-pressure water ejection hole 71, and the turning / elevating drive device 1 is operated to turn the high-pressure material injection pipe 5. By lowering, the metal crown 9a and the injection reaction force receiving member 8 form a vertical hole (drainage passage) 10a, and the high pressure material injection pipe 5 can be inserted to a predetermined depth in the ground. Has become.
【００３６】また、この実施例では、造成工程《図６
（ｄ）》において、上記ジェット通路７ｅにボール７２
を落とし込んで連通路７１を閉止し、硬化材噴射ノズル
７ａより硬化材Ｇを噴射するとともに、高圧水噴射ノズ
ル７ｂより高圧水Ｗを噴出させ、エアノズル７ｄより固
体粒子Ｋを含んだ高圧エアＡを噴出させる。このとき上
記噴射反力受け部材８は、上記高圧材注入管５の周囲に
形成された排泥通路１０ａの内壁面に当接して、上記モ
ニター機構７を受け止める。つまり、超高圧硬化材Ｇと
超高圧水Ｗの噴射力がアンバランスの場合でも、噴射力
の反作用で高圧材注入管５が撓むことはなくなる。Further, in this embodiment, the forming process << FIG.
(D) >>, the ball 72 is placed in the jet passage 7e.
To close the communication passage 71, inject the curing material G from the curing material injection nozzle 7a, eject high pressure water W from the high pressure water injection nozzle 7b, and generate high pressure air A containing solid particles K from the air nozzle 7d. Let it gush out. At this time, the injection reaction force receiving member 8 comes into contact with the inner wall surface of the sludge discharge passage 10a formed around the high pressure material injection pipe 5 to receive the monitor mechanism 7. That is, even if the jetting forces of the ultrahigh pressure hardening material G and the ultrahigh pressure water W are unbalanced, the high pressure material injection pipe 5 will not bend due to the reaction of the jetting forces.
【００３７】上記のように、モニター機構７に噴射反力
受け部材８を設けることにより、高圧硬化材Ｇと高圧水
Ｗとの噴射力のアンバランスを考慮する必要がなく、そ
の結果スライムと硬化材Ｇとの混練が均一となるよう
に、圧硬化材Ｇと高圧水Ｗとの噴射力を適宜設定するこ
とが可能となり、均一な未硬化パイルＰを造成すること
ができる。なお、本発明は上記実施例に限るものではな
く、モニター機構７やスライム回収器２０の構造につい
ても適宜変更を加えて実施し得ることは多言を要しな
い。As described above, by providing the injection reaction force receiving member 8 in the monitor mechanism 7, it is not necessary to consider the imbalance of the injection force between the high pressure hardening material G and the high pressure water W, and as a result, slime and hardening occur. It is possible to appropriately set the jetting force of the pressure-hardening material G and the high-pressure water W so that the kneading with the material G is uniform, and a uniform uncured pile P can be formed. It should be noted that the present invention is not limited to the above embodiment, and it is not necessary to say that the structures of the monitor mechanism 7 and the slime collector 20 can be appropriately modified and implemented.
【図１】本発明の第１の実施例に係る高圧材注入管の連
結構造を示し、同図(Ａ)はスイベル６と高圧材注入管５
とカップリング８０とモニター機構７とを連結する態様
を示す分解図、同図(Ｂ)はモニター機構７の縦断面図、
同図(Ｃ)は図(Ｂ)のＣ−Ｃ線横断平面図である。FIG. 1 shows a connection structure of a high pressure material injection pipe according to a first embodiment of the present invention. FIG. 1 (A) shows a swivel 6 and a high pressure material injection pipe 5.
And an exploded view showing a mode in which the coupling 80 and the monitor mechanism 7 are connected to each other, FIG.
FIG. 7C is a cross-sectional plan view taken along the line CC of FIG.
【図２】本発明の実施例に係るパイル造成用装置Ｍの概
要図である。FIG. 2 is a schematic diagram of a pile forming device M according to an embodiment of the present invention.
【図３】本発明の実施例に係る排泥処理の説明図で、同
図（Ａ）は本発明に係る地中パイルの造成状態を示す
図、同図（Ｂ）はスライム回収器の縦断面図である。FIG. 3 is an explanatory view of a sludge treatment process according to an embodiment of the present invention, where FIG. 3 (A) is a view showing a construction state of an underground pile according to the present invention, and FIG. 3 (B) is a vertical cross section of a slime collector. It is a side view.
【図４】図４(ａ)〜(ｅ)は本発明の実施例に係るジェッ
トグラウト式地盤改良工法の手順を示す説明図である。4 (a) to 4 (e) are explanatory views showing a procedure of a jet grout type ground improvement method according to an embodiment of the present invention.
【図５】本発明の第２の実施例に係る図１に相当する図
である。FIG. 5 is a diagram corresponding to FIG. 1 according to a second embodiment of the present invention.
【図６】図６（ａ）〜（ｅ）は従来例に係るジェットグ
ラウト式地盤改良工法の手順を示す説明図である。6 (a) to 6 (e) are explanatory views showing a procedure of a jet grout type ground improvement method according to a conventional example.
５…高圧材（硬化材）注入管、 ６…スイベル、６ａ
…スイベルの高圧材入口、 ６ｃ…スイベルのエアー
入口、７…モニター機構、 ７ａ・７ｂ…
高圧材噴射ノズル、８…噴射反力受け部、
１０ａ…排泥通路、１１…切削域、
１３…基礎構造体、２０ａ…排泥通路、
Ａ…高圧エア、Ｇ…高圧材（硬化材）、 Ｋ…
固体粒子、Ｐ…未硬化パイル、 Ｗ…高圧
材（水）。5 ... High-pressure material (curing material) injection pipe, 6 ... Swivel, 6a
... high pressure material inlet of swivel, 6c ... air inlet of swivel, 7 ... monitor mechanism, 7a, 7b ...
High-pressure material injection nozzle, 8 ... Injection reaction force receiving portion,
10a ... drainage passage, 11 ... cutting area,
13 ... Foundation structure, 20a ... Sludge passage,
A ... High pressure air, G ... High pressure material (curing material), K ...
Solid particles, P ... uncured pile, W ... High pressure material (water).
Claims (2)
深さまで挿入し、 上記高圧材注入管(５)の上部に組み付けたスイベル(６)
の高圧材入口(６ａ)から高圧材(Ｇ)・(Ｗ)を超高圧で圧
入し、 上記高圧材注入管(５)の下部に組み付けたモニター機構
(７)の高圧材噴射ノズル(７ａ)・(７ｂ)から高圧材(Ｇ)・
(Ｗ)を管半径方向へ連続的に噴射させ、 上記高圧材注入管(５)を旋回駆動しながら引上げ駆動す
ることにより、連続的に噴射する高圧材(Ｇ)・(Ｗ)の旋
回噴流でその周囲の地盤を切削するとともに、その切削
域(１１)に未硬化パイル(Ｐ)を造成し、 この未硬化パイル(Ｐ)が硬化することにより、地中に基
礎構造体(１３)を造成するジェットグラウト式地盤改良
工法において、 上記モニター機構(７)の高圧材噴射ノズル(７ａ)の開口
側と反対側、又は高圧材噴射ノズル(７ａ)・(７ｂ)のう
ち噴射圧の低い側に噴射反力受け部材(８)を付設し、こ
の噴射反力受け部材(８)は、上記高圧材注入管(５)の周
囲に形成された排泥通路(１０ａ)・(２０ａ)の内壁面に
当接して、上記モニター機構(７)を受け止めるように構
成したことを特徴とするジェットグラウト式地盤改良工
法。1. A swivel (6) in which a high-pressure material injection pipe (5) is inserted from the ground surface to a target depth in the ground, and which is attached to the upper part of the high-pressure material injection pipe (5).
High pressure material (G) / (W) is injected from the high pressure material inlet (6a) at ultra high pressure, and it is attached to the lower part of the high pressure material injection pipe (5).
High pressure material injection nozzles (7a) and (7b) from (7) to high pressure material (G)
(W) is continuously jetted in the radial direction of the pipe, and the high-pressure material injection pipe (5) is swirlingly driven and pulled up to continuously swirl the high-pressure material (G) / (W). While cutting the ground around it with uncured pile (P) in the cutting area (11) and hardening this uncured pile (P), the foundation structure (13) is buried in the ground. In the jet grout type ground improvement method to be created, the side opposite to the opening side of the high-pressure material injection nozzle (7a) of the monitor mechanism (7) or the side with a low injection pressure of the high-pressure material injection nozzles (7a) and (7b) An injection reaction force receiving member (8) is attached to the injection reaction force receiving member (8), and the injection reaction force receiving member (8) is provided inside the sludge passages (10a), (20a) formed around the high pressure material injection pipe (5). Jet grout type characterized in that it is configured to contact the wall surface and receive the above-mentioned monitor mechanism (7) Board improvement method.
深さまで挿入し、 上記高圧材注入管(５)の上部に組み付けたスイベル(６)
の高圧材入口(６ａ)から高圧材(Ｇ)・(Ｗ)を超高圧で圧
入するとともに、スイベル(６)の高圧エア入口(６ｃ)か
ら高圧エア(Ａ)を圧入し、 上記高圧材注入管(５)の下部に組み付けたモニター機構
(７)の高圧材噴射ノズル(７ａ)から高圧材(Ｇ)・(Ｗ)を
管半径方向へ連続的に噴射させるとともに、高圧材噴射
ノズル(７ａ)の周囲から高圧エア(Ａ)を高圧で連続的に
噴射させ、 上記高圧材注入管(５)を旋回駆動しながら引上げ駆動す
ることにより、連続的に噴射する高圧材(Ｇ)・(Ｗ)の旋
回噴流でその周囲の地盤を切削するとともに、その切削
域(１１)に未硬化パイル(Ｐ)を造成し、 この未硬化パイル(Ｐ)が硬化することにより、地中に基
礎構造体(１３)を造成するジェットグラウト式地盤改良
工法において、 上記高圧エア(Ａ)に固体粒子(Ｋ)を混入したことを特徴
とするジェットグラウト式地盤改良工法。2. A swivel (6) in which a high-pressure material injection pipe (5) is inserted from the ground surface to a target depth in the ground and assembled on the upper part of the high-pressure material injection pipe (5).
The high-pressure materials (G) and (W) are injected at ultrahigh pressure from the high-pressure material inlet (6a), and the high-pressure air (A) is injected from the high-pressure air inlet (6c) of the swivel (6). Monitor mechanism attached to the bottom of the pipe (5)
The high pressure material injection nozzle (7a) of (7) continuously injects high pressure materials (G) and (W) in the radial direction of the pipe, and high pressure air (A) is generated from around the high pressure material injection nozzle (7a). By continuously injecting the high pressure material injection pipe (5) while swinging and driving the high pressure material injection pipe (5), the surrounding ground is cut by the swirling jet of the high pressure materials (G) and (W) continuously jetted. In addition, by forming an uncured pile (P) in the cutting area (11) and hardening the uncured pile (P), a jet grout-type ground improvement for forming a substructure (13) in the ground In the construction method, a jet grout type ground improvement method is characterized in that the high pressure air (A) is mixed with solid particles (K).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP12089693A JPH0830333B2 (en) | 1993-04-23 | 1993-04-23 | Jet grout type ground improvement method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP12089693A JPH0830333B2 (en) | 1993-04-23 | 1993-04-23 | Jet grout type ground improvement method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH06306846A JPH06306846A (en) | 1994-11-01 |
| JPH0830333B2 true JPH0830333B2 (en) | 1996-03-27 |
Family
ID=14797682
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP12089693A Expired - Fee Related JPH0830333B2 (en) | 1993-04-23 | 1993-04-23 | Jet grout type ground improvement method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0830333B2 (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4648764B2 (en) * | 2005-05-31 | 2011-03-09 | 大栄産業株式会社 | Jet stirring method and jet stirring device |
| JP5552307B2 (en) * | 2009-12-16 | 2014-07-16 | 裕治 金子 | Method for repairing inclined structures |
| JP5716198B2 (en) * | 2010-12-09 | 2015-05-13 | 株式会社大林組 | Ground improvement injection device |
| US9512587B2 (en) | 2013-12-16 | 2016-12-06 | Heisei Techno's Co., Ltd. | Ground improvement method |
| JP6727874B2 (en) * | 2016-03-25 | 2020-07-22 | 小野田ケミコ株式会社 | Ground improvement method |
-
1993
- 1993-04-23 JP JP12089693A patent/JPH0830333B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH06306846A (en) | 1994-11-01 |
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