JPS62233324A - Grouting method - Google Patents
Grouting methodInfo
- Publication number
- JPS62233324A JPS62233324A JP7666986A JP7666986A JPS62233324A JP S62233324 A JPS62233324 A JP S62233324A JP 7666986 A JP7666986 A JP 7666986A JP 7666986 A JP7666986 A JP 7666986A JP S62233324 A JPS62233324 A JP S62233324A
- Authority
- JP
- Japan
- Prior art keywords
- hole
- water
- ground
- cement milk
- pit
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 21
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 58
- 239000004568 cement Substances 0.000 claims abstract description 45
- 239000008267 milk Substances 0.000 claims abstract description 43
- 210000004080 milk Anatomy 0.000 claims abstract description 43
- 235000013336 milk Nutrition 0.000 claims abstract description 43
- 238000007599 discharging Methods 0.000 claims abstract description 4
- 238000007664 blowing Methods 0.000 claims description 7
- 238000005553 drilling Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 abstract description 68
- 239000007924 injection Substances 0.000 abstract description 68
- 239000011440 grout Substances 0.000 abstract description 12
- 238000010276 construction Methods 0.000 description 37
- 230000035699 permeability Effects 0.000 description 10
- 239000000463 material Substances 0.000 description 8
- 239000007789 gas Substances 0.000 description 7
- 239000011435 rock Substances 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 239000002245 particle Substances 0.000 description 4
- 239000004576 sand Substances 0.000 description 4
- 239000011800 void material Substances 0.000 description 4
- 239000003673 groundwater Substances 0.000 description 2
- 239000000243 solution Substances 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
- 238000003756 stirring Methods 0.000 description 1
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
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−・つとして、ポーリング
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バイブから前
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、Ｊｌ！！ｉ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。As one of this type of grouting method, a spouting pipe is placed in a hole drilled in the ground by a poling machine, and grouting material made of cement milk is supplied into the hole from the spouting vibrator, thereby press-fitting the grouting material into the ground. There is a way to do it. However, 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 hydraulic conductivity, Jl! ! The grout material penetrates only into a thin layer near the hole made in i, and 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。Another grouting method is to blow compressed air into the hole to remove water in the ground.
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
い範囲にわたっ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Ｊ′！！！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。There is a method of injecting grouting material. However, with this method, the cement milk is only injected into the ground voids in a very limited area around the hole, and the cement milk cannot be injected over a wide area. This is because by blowing air into the hole, the ground void around the hole is dried, and as a result, the cement milk that is subsequently injected removes the moisture from the area around the hole. ! ! This is thought to be because it is absorbed by the plate cavity walls and condenses in an extremely 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
囲にわたっ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.
（光りｊの構成）
）＃：、９２明のグラウチング方法は、地盤に穴を穿ち
、鎖式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 light j) #:, 92 Akira's grouting method involves drilling a hole in the ground, blowing compressed gas such as compressed air into the ground around the hole, and then The method is characterized in that water is injected into the hole, and then cement milk is supplied into 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 hole. After supplying air to the ground around the first hole,
The method is characterized in that water is injected into the hole, and then, while discharging the water or air in the second hole, cement milk is supplied to the first hole and 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
にわたっ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ＪＩ！！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. Even if the void in this underground air delivery area is dried by the compressed gas blown in, the water that is then injected into the hole creates a wall around the ground void, that is, JI! ! The disc cavity walls will have moisture.
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、従っ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ってＩＬ人される。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 walls, and therefore the injected cement milk is distributed around the hole. The air reaches the ground voids in a wide area around the hole through the air supply area without condensation, and is distributed 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の穴内の氷ま
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って注入するこ
とができる。Moreover, the present invention continuously or intermittently discharges the ice or gas in the second hole when compressed gas is blown into the first hole or when cement milk is poured into the first hole. 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って複
数の第２の穴を設けると、圧縮気体やグラウト材の注入
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 boundary of the region where the grout material is to be injected, since this makes it possible to limit the injection range of the compressed gas and the grout material.
（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) Embodiments of the present invention shown in the drawings will be described below.
図に示す実施例では、地１１０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
−・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 bored in the ground 110, at least one of which serves as an injection hole 12 for compressed air and cement milk, and the remaining holes 14 drainage holes for water or air
．． Use as 16.
地上に設置されたグラウチング装置１８は、コンプレッ
サ２０を含む、コンプレッサ２０は該コンプレッサに接
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、流品、ｉｌ！Ｉ節弁２６が設け
られており、該ブＦ２６によりコンプレッサ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 , and the compressor 20 supplies compressed air to the injection hole 12 via a blowing hose 22 connected to the compressor and an injection pipe 24 connected to the injection hole 12 . do. The blower hose 22 has quality, il! An I-node valve 26 is provided, and the pressure of compressed air supplied from the compressor 20 to the injection hole 12 can be adjusted by the valve F26. 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。該グラウトミキサーアジテータ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、これを溜て攪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 agitator 30
is equipped with a mixer that mixes cement and water to create cement milk, and an agitator that collects and stirs the milk.
グラウトミキサーアジテータ３０は、ホース３２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 is connected via a hose 32 to an injection pump 34 and via a hose 36 to a flow 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。A drainage and exhaust pipe 46.48 is arranged in each of the discharge holes 14.16. 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５
４により排出穴１４より水６０を排水し、また排出穴１
６より水および空気６２を排出しつつコンプレッサ２０
により注入穴１２に圧縮空気を供給する。このように排
水穴１４より排水し、排出穴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１
２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
4 drains the water 60 from the drain hole 14, and drains the water 60 from the drain hole 1.
Compressor 20 while discharging water and air 62 from 6.
compressed air is supplied to the injection hole 12 by. By supplying compressed air to the injection hole 12 while draining water from the drain hole 14 and draining and exhausting water from the discharge hole 16 in this manner, the effect of air supply can be effectively obtained in a short time. However, injection hole 1
When supplying compressed air to 2, it is not necessary to continue drainage and exhaust through the discharge hole 14.16. The compressed air pressure and air blowing time should be set to values that will prevent the ground from being destroyed due to lifting of the ground, generation 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番アジテータ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。Next, in order to moisten the ground cavity walls within the insufflated area,
Grout mixer number agitator 30 by injection pump 34
The water inside is supplied to the injection hole 12 through the automatic flow rate and pressure regulator 38. 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。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.
このとき、排水設＠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。At this time, if the drain facility @54 is operated to continue draining the drain hole 14, cement milk can be injected into a wider area.
ｉ工遣」
地下水位面が地表面下５ｍの砂礫層（粒径が０．０４ｍ
ｍ 〜２０ｍｍ、透水係数が８×ｔｏ−’ Ｃｍ／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２
５ｍ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。各初出穴−ｈ、 ｃ−ｎ
Ｉ ＆ ｌ Ｉ） ｎ 社 ’Ｘ −、：
・ Ｌデ ロゴ ４ス ゲＱ ’５ １ｙ ）ｙ”
−Ｓノ ロゴ マｔ３Ｋｇ／ｃｍ２で３０分間吹き
込み、次いで注入穴に水を０．５Ｋｇ ｆ／ａｍ２で５
分間注入し、その後各排山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Ｉ Ｋ ｇ ｆ ／ ｃ
ｍ ２で４０分間注入し、３日間養生させた。セメン
トミルクは、モ均粒径が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。"i Kozue" The groundwater level is 5 m below the ground surface in a sand and gravel layer (grain size is 0.04 m).
m ~20mm, hydraulic conductivity 8×to-' Cm/s,
A 60 mm diameter pipe with a dry density of approximately 1.7 gr/cm3) and a strainer-like process for 5 m at the lower end was placed at a depth of 2.
An injection hole was installed vertically up to 5 m, and four discharge holes of the same depth were provided in a range of 12 m in diameter around the injection hole using pipes similar to those of the injection hole. Each first hole-h, c-n
I&l I) n company'X-,:
・L de logo 4sgeQ '5 1y)y"
- Sno logo mat 3Kg/cm2 for 30 minutes, then water into the injection hole at 0.5Kg f/am2 for 5 minutes.
inject for minutes and then pour cement milk into the injection holes without draining from each drainage hole at gauge pressure I K g f/c
m2 for 40 minutes and allowed to cure for 3 days. The cement milk was made of ultrafine cement with an average particle size of about 4 microns at a cement-water ratio (C/W) of 1/3.
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１７１９００の透水性の止水層が形成された。As a result, the original 171,900 water-permeable water stop layer was formed in the ground within an area of approximately 2 m in diameter around the injection hole.
Ｌ工１」
施工例１を実施した現場付近の砂Ｐ！！！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／ａｍ２で３０分間吹き込み
、次いで注入穴に水を０．５Ｋｇｆ／ｃｍ’で５分間注
入し、その後各排出穴からＪＪＬ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）・ミ
ルクをゲージ圧ＩＫｇｆ／ｃｍ２で４０分間注入し、３
［］間養生させた。L construction 1” Sand P near the site where construction example 1 was carried out! ! ! One injection hole in the center and four drainage holes around it were provided in the layer under the same conditions as in Construction Example 1. While draining water from each discharge hole, compressed air is blown into the center hole at a gauge pressure of 3Kgf/am2 for 30 minutes, then water is injected into the injection hole at 0.5Kgf/cm' for 5 minutes, and then JJL water is blown from each discharge hole. Cement milk under the same conditions as the cement milk used in construction example 1 was injected into the injection hole for 40 minutes at a gauge pressure of IKgf/cm2, and
It was cured for [ ].
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ｌ／２０００の透水性の止水層が形成された。As a result, a water-permeable layer with an original water permeability of 1/2000 was formed in the ground within a diameter of approximately 2 m around the injection hole.
ルー蚊ゴ江」
施工例１を実施した現場付近の砂礫層に施工例１と回−
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つつ注入穴に圧縮空気をゲージ圧
で３ Ｋ ｇ ｆ ／ ｃ ｍ ２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工と同じ条件で注入し、３
０間養生させた。Construction Example 1 and the gravel layer near the site where Construction Example 1 was implemented
Under certain conditions, a central injection hole and four discharge holes around it were provided. Compressed air was blown into the injection hole at a gauge pressure of 3 K g f / cm 2 for 30 minutes while draining water from each discharge hole, and then the cement milk used in Construction Example 1 was applied to the injection hole while draining water from each discharge hole. Inject under the same conditions as the example, 3
It was cured for 0 hours.
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
ぎなかった。As a result, a water stop layer with only 1/250 of the original water permeability was formed in the ground area around the injection hole with a diameter of approximately 1.5 m.
を蚊遣」
施工例１を実施した現場付近の砂Ｐ！！！層に施工例１
と１ｒ１−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分間性人し、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、３１１間養
生させた。Sand P near the site where construction example 1 was carried out! ! ! Layer construction example 1
Under the and 1r1- conditions, a central injection hole and four discharge holes around it were provided. After draining each drain hole, pour water into the injection hole.
．． It was heated for 5 minutes at a gauge pressure of 5 Kgf/cm2, and then, while draining water from each discharge hole, the cement milk used in Construction Example 1 was injected into the injection hole under the same conditions as Construction Example 1, and allowed to cure for 311 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ｌ／２００の透水性の止水層が形成されたにす
ぎなかった。As a result, a water stop layer with a water permeability of only 1/200 was formed in the ground area around the injection hole with a diameter of about 1.5 m.
直工皇副
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３Ｋｇ
ｆ／ｃｍ’のゲージ圧で３０分間吹き込み、次いで注入
穴に水を０．５Ｋｇｆ／ａｍ２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、３０間養生させた。Drill one injection hole under the same conditions as Construction Example 1 in the sand and gravel layer where the underground water level is very low (grain size, hydraulic conductivity, dry density, etc. are almost the same as in Construction Example 1), and 3Kg of compressed air to
Blow in at a gauge pressure of f/cm' for 30 minutes, then inject water into the injection hole at a gauge pressure of 0.5 Kgf/am2 for 5 minutes, then pour the same cement milk as in Construction Example 1 into the injection hole. It was injected under the following conditions and allowed to cure for 30 hours.
この結果、注入穴の周りの直径約２ｍの範囲の地盤に出
初のｌ／１８００の透水性の止水層が形成された。As a result, a water-permeable water stop layer of 1/1800 was formed in the ground area around the injection hole with a diameter of approximately 2 m.
比］１殊λ
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、３０間養
生させた。Ratio] 1 Special λ One injection hole under the same conditions as Construction Example 3 is drilled in the gravel layer near the site where Construction Example 3 was carried out, compressed air is blown into the injection hole under the same conditions as Construction Example 3, and then The cement milk used in Example 3 was injected under the same conditions as in Construction Example 3, and allowed to cure for 30 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
ぎなかった。As a result, a water stop layer with only 1/200 of the original water permeability was formed in the ground area around the injection hole with a diameter of approximately 1.5 m.
瓜較里」
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０．５Ｋｇ
ｆ／ｃｍ２ｃ７）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。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, and 0.5 kg of water was poured into the injection hole.
f/cm2c7) gauge pressure for 5 minutes, then the cement milk used in Construction Example 3 was injected under the same conditions as 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
ぎなかった。As a result, a water stop layer with only 1/200 of the original water permeability was formed in the ground area around the injection hole with a diameter of approximately 1.5 m.
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／
ｃｍ’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、
３０間養生させた。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, and water was poured into the hole at 3 kgf/
Inject for 10 minutes at a gauge pressure of cm', then inject the cement milk used in Construction Example 3 under the same conditions as Construction Example 3,
It was allowed to cure for 30 hours.
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った
。As a result, the ground within a diameter of approximately 0.2 m around the injection hole was only solidified, and the purpose of the water stop layer was not achieved.
施」Ｊ飢Ａ
地下水位が非常に低い軟岩層（透水係数が２ＸｌＯ−’
ｃｍ／ｓ、間隙率が０．３４）に直径が７０ｍｍ、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。Soft rock layer with very low groundwater level (permeability coefficient is 2XlO-'
An injection hole with a diameter of 70 mm and a depth of 30 m is perpendicularly drilled in the hole (cm/s, porosity is 0.34), and four discharge holes similar to the injection hole are made in a 6 m diameter range around the injection hole. Drill vertically.
各排出穴から間欠的に排気しつつ、注入穴の深さ２５ｍ
の位置にバ・ン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／ｃｍ’で４０
分間吹き込んだ。次い−ｐｓ Ｊ） １ｒ、’、！＋
ｆＪ／ 屯Ｊｊ 、弓ＩＴ： Ｉ’ｌ （Ｖ ｗ
Ｊ ／ バー ２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、３０間養生させた。セメントミルクは、施工例１と
同じ、ｔｎａ粒子セメントをｌ／１０の七メン）・−水
比（Ｃ／Ｗ）とした。While intermittently exhausting air from each discharge hole, the depth of the injection hole is 25m.
Using a pipe with a bunker installed at the lower end 5m
compressed air from the section at a gauge pressure of 3Kgf/cm'
It blew for a minute. Then - ps J) 1r,',! +
fJ/TunJj, Bow IT: I'l (V w
J/Bar 2 for 5 minutes, then cement milk was injected into the injection hole at a gauge pressure of 2 Kgf/cm2 for 60 minutes and allowed to cure for 30 minutes. The cement milk was the same as in Construction Example 1, using TNA particle cement at a ratio of l/10 (7 mm) to water (C/W).
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 1 m diameter area around the injection hole.
ル３０汁ｊ
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の位置にバッカー
を設置したパイプを用いて下端５ｍの区間から０．５Ｋ
ｇｆ／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、３１１間養生させた。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 backer installed at a 25 m position was used to inject 0.0 m from the lower end of the 5 m section. 5K
Water was injected for 5 minutes at a gauge pressure of gf/Cm2, then the cement milk used in Construction Example 4 was injected under the same conditions as Construction Example 4, and the mixture was allowed to cure for 311 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
見られなかった。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 almost no decrease in water permeability was observed.
圧工造」
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、３０間養生させた。Under the same conditions as Construction Example 4, one injection hole and four discharge holes around it were drilled in a soft rock layer near the site where Construction Example 4 was carried out, and the injection was carried out while exhausting through holes other than the injection hole. Compressed nitrogen gas was blown through the hole under the same conditions as in Construction Example 4. Next, water was injected into the injection hole at a gauge pressure of 0.5 Kgf/cm2 for 5 minutes, 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 30 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、 ！２，１４．１６ ：縦穴、２０
：コンプレ、す、
３０ニゲラウドミキサ・アジテータ、
３４：注入ポンプ、３８二流量圧力自動調節器。
５４：排水１没備。
代理人 弁理上 松 永 宜 行The figure is a schematic diagram showing one embodiment of a grouting device used for carrying out the present invention. 10: Ground! 2,14.16: Vertical hole, 20
: Compressor, 30 Nigerou mixer agitator, 34: Injection pump, 38 Two-flow pressure automatic regulator. 54: Drainage 1 missing. Attorney: Yoshiyuki Matsunaga
Claims (3)
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。(1) Drilling a hole in the ground, blowing compressed gas into the hole to supply air to the ground around the hole, and then injecting water into the hole,
A grouting method characterized in that cement milk is then supplied into the hole to inject the cement milk into the air supply area.
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。(2) First and second holes are drilled in the ground, and while the water or gas in the second hole is discharged, compressed gas is blown into the first hole and sent to the ground around the first hole. After airing, water is injected into the first hole, and then, while discharging the water or gas in the second hole, cement milk is supplied to the first hole and the cement milk is injected into the air supply area. A grouting method characterized by:
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。(3) The grouting method according to claim (2), wherein a plurality of the 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 true JPS62233324A (en) | 1987-10-13 |
| JPH0516497B2 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) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0888067A (en) * | 1994-09-16 | 1996-04-02 | Nissan Kensetsu Kk | Earth rod direct burying method used in underground cable conduit line and earth rod used in this construction method |
| JP2014181484A (en) * | 2013-03-19 | 2014-09-29 | Nishimatsu Constr Co Ltd | Ground improvement method |
| JP2016036747A (en) * | 2014-08-05 | 2016-03-22 | 株式会社大林組 | Groundwater neutralization method and groundwater neutralization system |
| WO2021248424A1 (en) * | 2020-06-09 | 2021-12-16 | 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
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0888067A (en) * | 1994-09-16 | 1996-04-02 | Nissan Kensetsu Kk | Earth rod direct burying method used in underground cable conduit line and earth rod used in this construction method |
| JP2014181484A (en) * | 2013-03-19 | 2014-09-29 | Nishimatsu Constr Co Ltd | Ground improvement method |
| JP2016036747A (en) * | 2014-08-05 | 2016-03-22 | 株式会社大林組 | Groundwater neutralization method and groundwater neutralization system |
| WO2021248424A1 (en) * | 2020-06-09 | 2021-12-16 | 广西路桥工程集团有限公司 | Induced grouting method |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0516497B2 (en) | 1993-03-04 |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| LAPS | Cancellation because of no payment of annual fees |