JPH0516497B2 - - Google Patents
Info
- Publication number
- JPH0516497B2 JPH0516497B2 JP7666986A JP7666986A JPH0516497B2 JP H0516497 B2 JPH0516497 B2 JP H0516497B2 JP 7666986 A JP7666986 A JP 7666986A JP 7666986 A JP7666986 A JP 7666986A JP H0516497 B2 JPH0516497 B2 JP H0516497B2
- Authority
- JP
- Japan
- Prior art keywords
- hole
- water
- ground
- injection hole
- cement milk
- 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
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 59
- 239000004568 cement Substances 0.000 claims description 44
- 239000008267 milk Substances 0.000 claims description 41
- 210000004080 milk Anatomy 0.000 claims description 41
- 235000013336 milk Nutrition 0.000 claims description 41
- 238000000034 method Methods 0.000 claims description 17
- 238000007599 discharging Methods 0.000 claims description 4
- 238000002347 injection Methods 0.000 description 70
- 239000007924 injection Substances 0.000 description 70
- 238000010276 construction Methods 0.000 description 42
- 230000035699 permeability Effects 0.000 description 14
- 239000011440 grout Substances 0.000 description 9
- 238000007664 blowing Methods 0.000 description 8
- 239000007789 gas Substances 0.000 description 8
- 239000000463 material Substances 0.000 description 7
- 230000000052 comparative effect Effects 0.000 description 6
- 239000011435 rock Substances 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 239000003673 groundwater Substances 0.000 description 3
- 239000002245 particle Substances 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 239000011800 void material Substances 0.000 description 3
- 238000005553 drilling Methods 0.000 description 2
- IJGRMHOSHXDMSA-UHFFFAOYSA-N Atomic nitrogen Chemical compound N#N IJGRMHOSHXDMSA-UHFFFAOYSA-N 0.000 description 1
- 238000009833 condensation Methods 0.000 description 1
- 230000005494 condensation Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 229910001873 dinitrogen Inorganic materials 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 239000011882 ultra-fine particle Substances 0.000 description 1
Description
【発明の詳細な説明】
（技術分野）
本発明は、セメントミルクを用いるグラウチン
グ方法に関し、特に砂層、砂礫層、シルト層、軟
岩層等の地盤の改良に適したグラウチング方法お
よび装置に関する。DETAILED DESCRIPTION OF THE INVENTION (Technical Field) The present invention relates to a grouting method using cement milk, and particularly to a grouting method and apparatus suitable for improving ground such as sand layers, gravel layers, silt layers, and soft rock layers.
（従来技術）
砂層、砂礫層、シルト層、軟岩層等の比較的軟
らかい地盤の改良においては、２種類以上の液体
を反応させる溶液タイプのグラウト材を用いる方
法があるが、廉価で耐久性に優れたセメントミル
クをグラウト材として用いるグラウチング方法が
多く採用されている。(Prior art) When improving relatively soft ground such as sand layers, gravel layers, silt layers, soft rock layers, etc., there is a method of using a solution type grout that reacts two or more types of liquids, but this method is inexpensive and durable. A grouting method using superior cement milk as a grouting material is widely adopted.
この種のグラウチング方法の一つとして、ボー
リング機械により地盤に開けた穴に噴出パイプを
配置し、セメントミルクから成るグラウト材を前
記噴出パイプから前記穴に供給することにより地
盤にグラウト材を圧入する方法がある。しかし、
この方法は、セメントミルクの注入抵抗が溶液タ
イプのグラウト材のそれに比べて大きいため、透
水係数の小さい地盤の場合、地盤に開けた前記穴
の近傍の薄い層のみにグラウト材が浸透するにす
ぎず、止水効果が低い。 One of these types of grouting methods involves placing a spouting pipe in a hole drilled in the ground by a boring machine, and supplying grouting material made of cement milk into the hole from the spouting pipe, thereby press-fitting the grouting material into the ground. There is a way. but,
In this method, the injection resistance of cement milk is greater than that of solution-type grout, so in the case of ground with a low permeability coefficient, the grout penetrates only into a thin layer near the hole drilled in the ground. However, the water stopping effect is low.
グラウチング方法の他の一つとして、前記穴に
圧縮空気を吹き込んで地盤中の水を排除した後、
グラウト材を注入する方法がある。しかし、この
方法では、前記穴の周囲の極限られた範囲の地盤
空隙にセメントミルクが注入されるだけであり、
セメントミルクを広い範囲にわたつて注入するこ
とができない。これは、前記穴に空気を吹き込む
ことにより前記穴の周囲の地盤空隙が乾燥され、
この結果その後に注入されるセメントミルクがそ
の水分を穴の周囲の地盤空隙壁に吸収されて穴周
囲の極限られた範囲で凝結するためと考えられ
る。 Another grouting method is to blow compressed air into the hole to remove water in the ground, and then
There is a method of injecting grouting material. However, with this method, cement milk is only injected into the ground voids in an extremely limited range around the hole;
Cement milk cannot be injected over a wide area. This is done by blowing air into the hole to dry the ground voids around the hole,
As a result, it is thought that the water content of the cement milk injected afterwards is absorbed by the ground cavity walls around the hole and condenses in a very limited area around the hole.
（発明の目的）
本発明は、セメントミルクから成るグラウト材
を広い範囲にわたつて効果的に注入することがで
きるグラウチング方法を提供することを目的とす
る。(Objective of the Invention) An object of the present invention is to provide a grouting method that can effectively inject grouting material made of cement milk over a wide range.
（発明の構成）
本発明のグラウチング方法は、地盤に穴を穿
ち、該穴に圧縮空気のような圧縮気体を吹き込ん
で前記穴の周囲の地盤に送気した後、前記穴に水
を注入し、その後セメントミルクを前記穴に供給
して送気領域に前記セメントミルクを注入するこ
とを特徴とする。(Structure of the Invention) The grouting method of the present invention involves drilling a hole in the ground, blowing compressed gas such as compressed air into the hole to supply air to the ground around the hole, and then injecting water into the hole. , and then supplying cement milk to the hole to inject the cement milk into the air supply area.
本発明のグラウチング方法は、また、地盤に第
１および第２の穴を穿ち、該第２の穴内の水また
は空気を排出しつつ前記第１の穴に圧縮空気のよ
うな圧縮気体を吹き込んで該第１の穴の周囲の地
盤に送気した後、前記第１の穴に水を注入し、そ
の後前記第２の穴内の水または空気を排出しつつ
前記第１の穴にセメントミルクを供給して送気領
域に前記セメントミルクを注入することを特徴と
する。 The grouting method of the present invention also includes drilling first and second holes in the ground, and blowing compressed gas such as compressed air into the first hole while draining water or air in the second holes. After supplying air to the ground around the first hole, water is injected into the first hole, and then cement milk is supplied to the first hole while discharging the water or air in the second hole. The method is characterized in that the cement milk is injected into the air supply area.
（発明の作用効果）
本発明は、地盤に穿たれた穴に圧縮気体を吹き
込むことにより、その優れた透過性と膨張性とに
起因する注入障害物の優れた除去能力により、前
記穴の周囲の広い範囲にわたつて地盤空隙の浸透
性が改善される。この地中の送気領域の空隙は、
吹き込まれた圧縮気体により乾燥されても、次に
前記穴に注入される水により前記地盤空隙の回り
の壁すなわち地盤空隙壁が湿気を有することにな
る。(Operations and Effects of the Invention) By blowing compressed gas into a hole drilled in the ground, the present invention has an excellent ability to remove injection obstructions due to its excellent permeability and expandability, thereby improving the ability to remove injection obstacles around the hole. The permeability of ground voids is improved over a wide range of areas. The voids in this underground air supply area are
Even if it is dried by the blown compressed gas, the walls around the ground void, ie, the ground void walls, will have moisture due to the water that is then injected into the hole.
このため、本発明によれば、水を穴に注入した
後にセメントミルクを穴に注入するから、該セメ
ントミルクの水分が地盤空隙壁に吸収されず、従
つて注入されたセメントミルクは、穴の周囲で凝
結することなく、送気領域を経て穴の周囲の広い
範囲の地盤空隙にまで達し、穴の周囲の広い範囲
にわたつて注入される。 Therefore, according to the present invention, since cement milk is injected into the hole after water is injected into the hole, the moisture in the cement milk is not absorbed by the ground cavity wall, and therefore the injected cement milk is absorbed into the hole. Without condensation in the surrounding area, the gas passes through the air delivery area into the ground voids in a wide area around the hole, and is injected over a wide area around the hole.
また、本発明は、第１の穴への圧縮気体の吹き
込み時あるいはまたセメントミルクの注入時に第
２の穴内の水または気体の排出を連続的または間
欠的に行うため、短時間で前記送気の効果を得る
ことができ、セメントミルクを第１の穴の周囲の
より広い地盤にわたつて注入することができる。 Further, the present invention continuously or intermittently discharges the water or gas in the second hole when blowing compressed gas into the first hole or when pouring cement milk, so that the air supply is completed in a short time. effect can be obtained, and the cement milk can be injected over a wider ground area around the first hole.
さらに、グラウト材を注入すべき領域の境界に
沿つて複数の第２の穴を設けると、圧縮気体がグ
ラウト材の注入範囲を制限することができるの
で、好ましい。 Furthermore, it is preferable to provide a plurality of second holes along the boundaries of the area in which the grouting material is to be injected, since this allows the compressed gas to limit the area in which the grouting material is to be injected.
（実施例）
以下、図面に示す本発明の実施例について説明
する。(Example) Hereinafter, an example of the present invention shown in the drawings will be described.
図に示す実施例では、地盤１０に縦方向へ伸び
る複数の穴１２，１４，１６を穿ち、これらのう
ちの少なくとも一つを圧縮空気およびセメントミ
ルクのための注入穴１２とし、残りの穴を水また
は空気のための排出穴１４，１６として使用す
る。 In the embodiment shown in the figure, a plurality of longitudinally extending holes 12, 14, 16 are drilled in the ground 10, at least one of which serves as an injection hole 12 for compressed air and cement milk, and the remaining holes Used as drainage holes 14, 16 for water or air.
地上に設置されたグラウチング装置１８は、コ
ンプレツサ２０を含む。コンプレツサ２０は該コ
ンプレツサに接続された送風ホース２２と、注入
穴１２に接続された注入パイプ２４とを経て注入
穴１２に圧縮空気を供給する。送風ホース２２に
は、流量調節弁２６が設けられており、該弁２６
によりコンプレツサ２０から注入穴１２へ供給す
る圧縮空気の圧力を調節することができる。注入
パイプ２４には、注入穴１２内の圧力を指示する
圧力計２８が設けられている。 The grouting device 18 installed on the ground includes a compressor 20. The compressor 20 supplies compressed air to the injection hole 12 through a blowing hose 22 connected to the compressor and an injection pipe 24 connected to the injection hole 12. The blowing hose 22 is provided with a flow control valve 26, and the valve 26
This allows the pressure of compressed air supplied from the compressor 20 to the injection hole 12 to be adjusted. The injection pipe 24 is provided with a pressure gauge 28 that indicates the pressure within the injection hole 12.
グラウチング装置１８は、また、グラウトミキ
サ・アジテータ３０を含む。該グラウトミキサ・
アジテータ３０は、セメントおよび水を混練して
セメントミルクを作るミキサと、これを溜て撹拌
するアジテータとを備える。 Grouting apparatus 18 also includes a grout mixer agitator 30 . The grout mixer
The agitator 30 includes a mixer that mixes cement and water to produce cement milk, and an agitator that collects and stirs the cement milk.
グラウトミキサ・アジテータ３０は、ホース３
２を経て注入ポンプ３４に接続されているととも
にホース３６を経て流量圧力自動調節器３８に接
続されている。注入ポンプ３４はホース４０を経
て流量圧力自動調節器３８に接続され、流量圧力
自動調節器３８およびホース４２を経て注入パイ
プ２４に接続されている。パイプ４２には、停止
弁４４が設けられている。 The grout mixer/agitator 30 has a hose 3
2 to an injection pump 34, and a hose 36 to an automatic flow rate and pressure regulator 38. The injection pump 34 is connected to a flow pressure regulator 38 via a hose 40 and to the injection pipe 24 via a flow pressure regulator 38 and a hose 42 . The pipe 42 is provided with a stop valve 44 .
排出穴１４，１６には、それぞれ排水および排
気パイプ４６，４８が配置されている。排水パイ
プ４６は、パイプ５０を経て排水設備５４に接続
されている。排気パイプ４８には、二つの停止弁
５６と圧力計５８とが設けられている。 Drain and exhaust pipes 46, 48 are arranged in the discharge holes 14, 16, respectively. Drainage pipe 46 is connected to drainage equipment 54 via pipe 50. The exhaust pipe 48 is provided with two stop valves 56 and a pressure gauge 58.
グラウチング時、グラウチング装置１８は、排
出設備５４により排出穴１４より水６０を排水
し、また排出穴１６より水および空気６２を排出
しつつコンプレツサ２０により注入穴１２に圧縮
空気を供給する。このように排出穴１４より排水
し、排水穴１６より排水および排気しつつ圧縮空
気を注入穴１２に供給すると、送気の効果を短時
間で効果的に得ることができる。しかし、注入穴
１２への圧縮空気の供給時に排出穴１４，１６よ
り排水および排気を継続しなくてもよい。圧縮空
気の圧力および送風時間は、地盤の浮き上がり、
亀裂の発生等により地盤が破壊しない値に設定す
る。 During grouting, the grouting device 18 discharges water 60 from the discharge hole 14 using the discharge facility 54, and supplies compressed air to the injection hole 12 using the compressor 20 while discharging water and air 62 from the discharge hole 16. By supplying compressed air to the injection hole 12 while draining water from the discharge hole 14 and draining and exhausting water from the drain hole 16 in this manner, the effect of air supply can be effectively obtained in a short time. However, when compressed air is supplied to the injection hole 12, drainage and exhaust from the discharge holes 14 and 16 need not be continued. The compressed air pressure and blowing time are determined by the lifting of the ground,
Set to a value that will prevent the ground from being destroyed due to the occurrence of cracks, etc.
次に、送気された領域内の地盤空隙壁を湿らせ
るべく、注入ポンプ３４によりグラウトミキサ・
アジテータ３０内の水を流量圧力自動調節器３８
を経て注入穴１２へ供給する。これにより、注入
穴１２の周囲の広い範囲にわたる地盤空隙が湿
る。このときの水の圧力および供給時間は、送気
された領域内の土粒子を湿らせる程度でよいか
ら、僅かでよい。 The grout mixer is then injected by injection pump 34 to moisten the ground cavity walls within the insulated area.
The flow rate pressure automatic regulator 38 controls the water in the agitator 30.
It is supplied to the injection hole 12 through the. This wets the ground void over a wide area around the injection hole 12. The water pressure and supply time at this time may be small enough to moisten the soil particles in the area to which the air is blown.
次いで、注入ポンプ３４により、グラウトミキ
サ・アジテータ３０内のミキサにより作られたセ
メントミルクを注入穴１２に注入する。これによ
り、セメントミルクは、前記の送気領域を経て穴
１２の周囲の広い範囲に注入され、それによりそ
の範囲の地盤粒子と結合して止水層を形成する。
このとき、排水設備５４を稼動させて排水穴１４
内の排水を継続すれば、セメントミルクをより広
い範囲に注入することができる。 Then, the cement milk produced by the mixer in the grout mixer agitator 30 is injected into the injection hole 12 by the injection pump 34 . Thereby, the cement milk is injected into a wide area around the hole 12 through the air supply area, thereby combining with ground particles in that area to form a water stop layer.
At this time, the drainage equipment 54 is operated to drain the drainage hole 14.
If the drainage continues, cement milk can be injected over a wider area.
施工例 １
地下水位面が地表面下5mの砂礫層（粒径が
0.04mm〜20mm、透水係数が８×10-2cm／ｓ、乾燥
密度が約1.7gr／cm3）に、下端5m間はストレーナ
状の加工をした直径60mmのパイプを深度25mmまで
鉛直に設置して注入穴とし、該注入穴を中心とす
る直径12mの範囲に前記注入穴と同様のパイプで
同深度の４つの排出穴を設けた。各排出穴から排
水しつつ注入穴に圧縮空気をゲージ圧で３Kg／cm2
で30分間吹き込み、次いで注入穴に水を0.5Kg
ｆ／cm2で５分間注入し、その後各排出穴から排水
することなく注入穴にセメントミルクをゲージ圧
１Kgｆ／cm2で40分間注入し、３日間養生させた。
セメントミルクは、平均粒径が４ミクロン程度の
超微粒子セメントを1/3のセメント−水比（ｃ／
ｗ）とした。Construction example 1 A gravel layer with a groundwater level 5m below the ground surface (grain size
0.04mm to 20mm, coefficient of permeability 8 x 10 -2 cm/s, dry density approximately 1.7gr/cm 3 ), and a 60mm diameter pipe with a strainer-like finish for 5m at the bottom is installed vertically to a depth of 25mm. An injection hole was formed, and four discharge holes with the same depth and the same pipe as the injection hole were provided in a range of 12 m in diameter around the injection hole. While draining water from each discharge hole, compressed air is applied to the injection hole at a gauge pressure of 3Kg/cm 2
for 30 minutes, then add 0.5Kg of water to the injection hole.
Cement milk was injected into the injection holes at a gauge pressure of 1 Kgf/cm 2 for 40 minutes without draining water from each discharge hole, and allowed to cure for 3 days.
Cement milk is made by mixing ultrafine cement with an average particle size of about 4 microns at a cement-water ratio of 1/3 (c/
w).
この結果、注入穴の周りの直径約2mの範囲の
地盤に当初の1/1900の透水性の止水層が形成され
た。 As a result, a water stop layer with 1/1900 of the original water permeability was formed in the ground area around the injection hole with a diameter of approximately 2 m.
施工例 ２
施工例１を実施した現場付近の砂礫層に、施工
例１と同じ条件で中心の１つの注入穴とその周り
の４つの排出穴を設けた。各排出穴から排水しつ
つ中心の穴に圧縮空気をゲージ圧３Kgｆ／cm2で30
分間吹き込み、次いで注入穴に水を0.5Kgｆ／cm2
で５分間注入し、その後各排出穴から排水しつつ
注入穴に施工例１で用いたセメントミルクと同一
条件のセメントミルクをゲージ圧１Kgｆ／cm2で40
分間注入し、３日間養生させた。Construction Example 2 In the gravel layer near the site where Construction Example 1 was carried out, one central injection hole and four discharge holes around it were provided under the same conditions as Construction Example 1. While draining water from each discharge hole, compressed air is supplied to the center hole at a gauge pressure of 3Kgf/ cm2 .
Blow water into the injection hole for 0.5Kgf/ cm2.
After that, while draining water from each discharge hole, pour cement milk under the same conditions as the cement milk used in construction example 1 into the injection hole at a gauge pressure of 1 Kgf/cm 2 at a gauge pressure of 1 kgf/cm 2.
It was injected for 3 minutes and allowed to cure for 3 days.
この結果、注入穴の周りの直径約2mの範囲の
地盤に当初の1/2000の透水性の止水層が形成され
た。 As a result, a water stop layer with 1/2000 of the original water permeability was formed in the ground area around the injection hole with a diameter of approximately 2 m.
比較例 １
施工例１を実施した現場付近の砂礫層に施工例
１と同一条件で中心の注入穴とその周りの４つの
排出穴を設けた。各排出穴から排出しつつ注入穴
に圧縮空気をゲージ圧で３Kgｆ／cm2で30分間吹き
込み、次いで各排出穴から排水しつつ注入穴に施
工例１で用いたセメントミルクを施工例１と同じ
条件で注入し、３日間養生させた。Comparative Example 1 A central injection hole and four discharge holes around it were provided in a gravel layer near the site where Construction Example 1 was carried out under the same conditions as Construction Example 1. Blow compressed air into the injection hole at a gauge pressure of 3 kgf/cm 2 for 30 minutes while discharging from each discharge hole, then apply the cement milk used in Construction Example 1 to the injection hole while draining from each discharge hole. The cells were injected under the following conditions and allowed to cure for 3 days.
この結果、注入穴の周りの直径約1.5mの範囲
の地盤に当初の1/250の透水性の止水層が形成さ
れたにすぎなかつた。 As a result, a water stop layer with only 1/250 of the original water permeability was formed in the ground around the injection hole in an area of approximately 1.5 m in diameter.
比較例 ２
施工例１を実施した現場付近の砂礫層に施工例
１と同一条件で中心の注入穴とその周りの４つの
排出穴を設けた。各排出穴から排水した後、注入
穴に水を0.5Kgｆ／cm2のゲージ圧で５分間注入し、
次いで各排出穴から排水しつつ注入穴に施工例１
で用いたセメントミルクを施工例１と同じ条件で
注入し、３日間養生させた。Comparative Example 2 A central injection hole and four discharge holes around it were provided under the same conditions as in Construction Example 1 in a gravel layer near the site where Construction Example 1 was carried out. After draining water from each discharge hole, water was injected into the injection hole at a gauge pressure of 0.5Kgf/ cm2 for 5 minutes.
Next, while draining water from each discharge hole, apply construction example 1 to the injection hole.
The cement milk used in Example 1 was injected under the same conditions as in Construction Example 1, and allowed to cure for 3 days.
この結果、注入穴の周りの直径約1.5mの範囲
の地盤に当初の1/200の透水性の止水層が形成さ
れたにすぎなかつた。 As a result, a water stop layer with only 1/200 of the original water permeability was formed in the ground around the injection hole in an area of approximately 1.5 m in diameter.
施工例 ３
地下水位が非常に低い砂礫層（粒径、透水係
数、乾燥密度等は施工例１の場合とほぼ同じ）に
施工例１と同一条件の１つの注入穴を穿ち、該注
入穴に圧縮空気を３Kgｆ／cm2のゲージ圧で30分間
吹き込み、次いで注入穴に水を0.5Kgｆ／cm2のゲ
ージ圧で５分間注入し、その後注入穴に施工例１
で用いたセメントミルクを施工例１と同じ条件で
注入し、３日間養生させた。Construction example 3 One injection hole with the same conditions as construction example 1 was drilled in a gravel layer with a very low groundwater level (grain size, hydraulic conductivity, dry density, etc. are almost the same as construction example 1), and the injection hole was Compressed air was blown into the injection hole at a gauge pressure of 3 kgf/cm 2 for 30 minutes, then water was injected into the injection hole at a gauge pressure of 0.5 kgf/cm 2 for 5 minutes, and then the injection hole was filled with construction example 1.
The cement milk used in Example 1 was injected under the same conditions as in Construction Example 1, and allowed to cure for 3 days.
この結果、注入穴の周りの直径約2mの範囲の
地盤に当初の1/1800の透水性の止水層が形成され
た。 As a result, a water stop layer with 1/1800 of the original water permeability was formed in the ground area around the injection hole with a diameter of approximately 2 m.
比較例 ３
施工例３を実施した現場付近の砂礫層に施工例
３と同じ条件の１つの注入穴を穿ち、該注入穴に
施工例３と同じ条件で圧縮空気を吹き込み、次い
で施工例３で用いたセメントミルクを施工例３と
同じ条件で注入し、３日間養生させた。Comparative Example 3 One injection hole under the same conditions as Construction Example 3 was drilled in the gravel layer near the site where Construction Example 3 was carried out, compressed air was blown into the injection hole under the same conditions as Construction Example 3, and then The used cement milk was injected under the same conditions as in Construction Example 3 and allowed to cure for 3 days.
この結果、注入穴の周りの直径約1.5mの範囲
の地盤に当初の1/200の透水性の止水層が形成さ
れたにすぎなかつた。 As a result, a water stop layer with only 1/200 of the original water permeability was formed in the ground around the injection hole in an area of approximately 1.5 m in diameter.
比較例 ４
施工例３を実施した現場付近の砂礫層に施工例
３と同じ条件の１つの注入穴を穿ち、該注入穴に
水を0.5Kgｆ／cm2のゲージ圧で５分間注入し、次
いで施工例３で用いたセメントミルクを施工例３
と同じ条件で注入し、３日間養生させた。Comparative Example 4 One injection hole under the same conditions as Construction Example 3 was drilled in the gravel layer near the site where Construction Example 3 was carried out, water was injected into the injection hole at a gauge pressure of 0.5 kgf/cm 2 for 5 minutes, and then The cement milk used in Construction Example 3 was used in Construction Example 3.
The cells were injected under the same conditions as above and allowed to cure for 3 days.
この結果、注入穴の周りの直径約1.5mの範囲
の地盤に当初の1/200の透水性の止水層が形成さ
れたにすぎなかつた。 As a result, a water stop layer with only 1/200 of the original water permeability was formed in the ground around the injection hole in an area of approximately 1.5 m in diameter.
比較例 ５
施工例３を実施した現場付近の砂礫層に施工例
３と同じ条件の１つの注入穴を穿ち、該注入穴に
水を３Kgｆ／cm2のゲージ圧で10分間注入し、次い
で施工例３で用いたセメントミルクを施工例３と
同じ条件で注入し、３日間養生させた。Comparative Example 5 One injection hole under the same conditions as Construction Example 3 was drilled in the sand and gravel layer near the site where Construction Example 3 was carried out, water was injected into the injection hole at a gauge pressure of 3 kgf/cm 2 for 10 minutes, and then construction was carried out. The cement milk used in Example 3 was injected under the same conditions as in Construction Example 3, and allowed to cure for 3 days.
この結果、注入穴の周りの直径約0.2mの範囲
の地盤が固結したにすぎず、止水層の目的は達せ
られなかつた。 As a result, the ground within a diameter of approximately 0.2 m around the injection hole was only consolidated, and the purpose of the water stop layer was not achieved.
施工例 ４
地下水位が非常に低い軟岩層（透水係数が２×
10-4cm／ｓ、間隙率が0.34）に直径が700mm、深
さが30mの注入穴を垂直に穿ち、該注入穴を中心
とする直径6mの範囲に注入穴と同様の４つの排
出穴を垂直に穿ち、各排出穴から間欠的に排気し
つつ、注入穴の深さ25mの位置にパツカーを設置
したパイプを用いて下端5mの区間から圧縮空気
をゲージ圧３Kgｆ／cm2で40分間吹き込んだ。次い
で、注入穴に水をゲージ圧0.5Kgｆ／cm2で５分間
注入し、その後注入穴にセメントミルクをゲージ
圧２Kgｆ／cm2で60分間注入し、３日間養生させ
た。セメントミルクは、施工例１と同じ超微粒子
セメントを1/10のセメント−水比（c/w）とし
た。Construction example 4 Soft rock layer with very low groundwater level (permeability coefficient is 2×
An injection hole with a diameter of 700 mm and a depth of 30 m is perpendicularly drilled in the hole (10 -4 cm/s, porosity is 0.34), and four discharge holes similar to the injection hole are formed within a 6 m diameter area around the injection hole. was drilled vertically, and while exhausting intermittently from each discharge hole, compressed air was pumped in from a 5m section at the lower end at a gauge pressure of 3Kgf/ cm2 for 40 minutes using a pipe with a police car installed at a depth of 25m from the injection hole. I blew it. Next, water was injected into the injection hole at a gauge pressure of 0.5 Kgf/cm 2 for 5 minutes, and then cement milk was injected into the injection hole at a gauge pressure of 2 Kgf/cm 2 for 60 minutes, followed by curing for 3 days. The cement milk used was the same ultrafine particle cement as in Construction Example 1, with a cement-water ratio (c/w) of 1/10.
この結果、注入穴の周りの直径1mの範囲の地
盤に当初の1/10の透水性の止水層が形成された。 As a result, a water stop layer with 1/10 the original water permeability was formed in the ground within a 1m diameter area around the injection hole.
比較例 ６
施工例４を実施した現場付近の軟岩層に施工例
４と同一の条件で１つの注入穴を穿ち、25mの位
置にパツカーを設置したパイプを用いて下端5m
の区間から0.5Kgｆ／cm2のゲージ圧で水を５分間
注入し、次いで施工例４で用いたセメントミルク
を施工例４と同一条件で注入し、３日間養生させ
た。Comparative example 6 One injection hole was drilled in the soft rock layer near the site where construction example 4 was carried out under the same conditions as construction example 4, and a pipe with a patch car installed at a position of 25 m was used to extend the lower end 5 m.
Water was injected from the section at a gauge pressure of 0.5 Kgf/cm 2 for 5 minutes, then the cement milk used in Construction Example 4 was injected under the same conditions as in Construction Example 4, and the mixture was allowed to cure for 3 days.
この結果、注入穴の周りの直径約0.5mの範囲
の地盤の固結度がわずかに増したが、透水性の低
下はほとんど見られなかつた。 As a result, the degree of consolidation of the ground in an area of approximately 0.5 m in diameter around the injection hole increased slightly, but there was almost no decrease in permeability.
施工例 ５
施工例４を実施した現場付近の軟岩層に施工例
４と同一の条件で１つの注入穴とその周りの４つ
の排出穴を穿ち、前記注入穴以外の穴から排気し
つつ注入穴から施工例４と同一条件で圧縮窒素ガ
スを吹き込んだ。次いで、注入穴に水をゲージ圧
0.5Kgｆ／cm2で５分間注入し、その後注入穴に施
工例４で用いたセメントミルクを施工例４と同一
条件で注入し、３日間養生させた。Construction Example 5 One injection hole and four discharge holes around it were drilled under the same conditions as Construction Example 4 in a soft rock layer near the site where Construction Example 4 was carried out, and the injection hole was closed while exhausting air from holes other than the injection hole. Compressed nitrogen gas was blown in under the same conditions as in Construction Example 4. Then add water to the injection hole at gauge pressure
It was injected for 5 minutes at 0.5 kgf/cm 2 , and then the cement milk used in Construction Example 4 was injected into the injection hole under the same conditions as Construction Example 4, and allowed to cure for 3 days.
この結果、施工例４とほぼ同じ程度の止水層が
形成された。 As a result, a water stop layer of approximately the same level as in Construction Example 4 was formed.
図は本発明の実施に用いるグラウチング装置の
一実施例を示す概略図である。
１０：地盤、１２，１４，１６：縦穴、２０：
コンプレツサ、３０：グラウトミキサ・アジテー
タ、３４：注入ポンプ、３８：流量圧力自動調節
器、５４：排水設備。
The figure is a schematic diagram showing one embodiment of a grouting device used for carrying out the present invention. 10: Ground, 12, 14, 16: Vertical hole, 20:
Compressor, 30: Grout mixer/agitator, 34: Injection pump, 38: Automatic flow rate pressure regulator, 54: Drainage equipment.
Claims (1)
で前記穴の周囲の地盤に送気した後、前記穴に水
を注入し、その後セメントミルクを前記穴に供給
して送気領域に前記セメントミルクを注入するこ
とを特徴とする、グラウチング方法。 ２ 地盤に第１および第２の穴を穿ち、該第２の
穴内の水または気体を排出しつつ前記第１の穴に
圧縮気体を吹き込んで該第１の穴の周囲の地盤に
送気した後、前記第１の穴に水を注入し、その後
前記第２の穴内の水または気体を排出しつつ前記
第１の穴にセメントミルクを供給して送気領域に
前記セメントミルクを注入することを特徴とす
る、グラウチング方法。 ３ 前記第２の穴を複数穿ち、各第２の穴から水
または気体を排出する、特許請求の範囲第２項に
記載のグラウチング方法。[Claims] 1. A hole is drilled in the ground, compressed gas is blown into the hole to supply the ground around the hole, water is injected into the hole, and then cement milk is supplied to the hole. A grouting method, characterized in that the cement milk is injected into the air supply area. 2. First and second holes were drilled in the ground, and while the water or gas in the second hole was discharged, compressed gas was blown into the first hole and into the ground around the first hole. and then injecting water into the first hole, and then supplying cement milk to the first hole while discharging the water or gas in the second hole to inject the cement milk into the air supply area. A grouting method characterized by: 3. The grouting method according to claim 2, wherein a plurality of second holes are bored and water or gas is discharged from each second hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP7666986A JPS62233324A (en) | 1986-04-04 | 1986-04-04 | Grouting method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP7666986A JPS62233324A (en) | 1986-04-04 | 1986-04-04 | Grouting method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS62233324A JPS62233324A (en) | 1987-10-13 |
| JPH0516497B2 true JPH0516497B2 (en) | 1993-03-04 |
Family
ID=13611821
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP7666986A Granted JPS62233324A (en) | 1986-04-04 | 1986-04-04 | Grouting method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS62233324A (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2760754B2 (en) * | 1994-09-16 | 1998-06-04 | 日産建設株式会社 | Method of protruding installation of grounding rod from underground conduit for cable and grounding rod used in this method |
| JP2014181484A (en) * | 2013-03-19 | 2014-09-29 | Nishimatsu Constr Co Ltd | Ground improvement method |
| JP6330560B2 (en) * | 2014-08-05 | 2018-05-30 | 株式会社大林組 | Groundwater neutralization method and groundwater neutralization system |
| CN111622207B (en) * | 2020-06-09 | 2021-04-27 | 广西路桥工程集团有限公司 | Induced grouting method |
-
1986
- 1986-04-04 JP JP7666986A patent/JPS62233324A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPS62233324A (en) | 1987-10-13 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101245600B (en) | Construction method for generating horizontal reinforcing body by high-pressure-double-liquid rotary spray technique | |
| CN106759297A (en) | A kind of construction method of support pile and three pipe high-pressure rotary jet grouting pile deep basal pits | |
| CN108442358A (en) | Pervious concrete grouting behind shaft or drift lining foundation consolidation process and transition stake and composite pile pile system | |
| US8470406B2 (en) | Method of spray application, and spray apparatus, for bentonite material | |
| CN105350585B (en) | The model test apparatus and model test of flocculant are injected in barged-in fill work progress | |
| KR20090002833A (en) | Sand pore fill construction apparatus | |
| CN106480878A (en) | A kind of upper and lower part expansion type soil cement is combined pile tube | |
| JPH0516497B2 (en) | ||
| JPH0469251B2 (en) | ||
| US3180098A (en) | Soil solidification process | |
| CN104005416A (en) | Method for processing major-diameter hole pile collapsed holes under high and steep slope plain fill back-pressing condition | |
| CN103774645B (en) | The construction method of a kind of soil cement and the stake of Combined concrete material | |
| CN108867709A (en) | A kind of waterproofing for basement method | |
| JPH0656015B2 (en) | Pile inside digging method | |
| JPH0771183A (en) | Frozen construction method | |
| CN107975027A (en) | The construction method that shield launching is reinforced with reaching end soil body | |
| JPS60138112A (en) | Pneumatic grouting method | |
| KR100463104B1 (en) | Pillar-shaped hardening structure formation equipment and the formation method of leading cement milk pressure injection | |
| JP3515014B2 (en) | Filling method for cavity | |
| CN111270672A (en) | High-pressure jet grouting pile construction method for water-rich round gravel stratum | |
| JPS5810529B2 (en) | How to strengthen weathered rock | |
| RU2804093C1 (en) | Method for producing horizontal and oblique ground-clay element by jetting | |
| JPS6360169B2 (en) | ||
| CN106761823A (en) | Exempt from wall for grouting segmentation cleaning bottom of hole retrusive controlling grouting method | |
| JPH0548809B2 (en) |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| LAPS | Cancellation because of no payment of annual fees |