JP3919739B2 - Ground injection device and ground injection method - Google Patents

Ground injection device and ground injection method Download PDF

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JP3919739B2
JP3919739B2 JP2003389451A JP2003389451A JP3919739B2 JP 3919739 B2 JP3919739 B2 JP 3919739B2 JP 2003389451 A JP2003389451 A JP 2003389451A JP 2003389451 A JP2003389451 A JP 2003389451A JP 3919739 B2 JP3919739 B2 JP 3919739B2
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injection
ground
expansion
contraction
packer
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俊介 島田
完洋 矢口
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Hara Kougyou Co Ltd
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本発明は地盤の改良工事、地盤の液状化防止や大深度掘削の際の地盤の補強効果を図る施工の技術に関するものであり、特に、液状化防止施工工事のように大容量地盤の地盤改良のための注入の技術分野に属するものであり、詳細には、地盤中の外管内に膨縮パッカのはめ込まれた内管を挿入し、この膨縮パッカを膨脹させて管内空間を形成し、さらに、この管内空間および外管吐出口を経て注入液を地盤中に注入し、次いで膨縮パッカを収縮して注入ステージを移動の後、再度膨脹させて管内空間を形成し、同様に繰り返し注入液を地盤中に注入する地盤注入装置および地盤注入工法に関する。   The present invention relates to ground improvement work, construction technology for preventing ground liquefaction and ground reinforcement during deep excavation, and in particular, ground improvement for large capacity ground such as liquefaction prevention construction work. In particular, it belongs to the technical field of injection, and more specifically, an inner tube fitted with an expansion / contraction packer is inserted into an outer tube in the ground, and the expansion / contraction packer is expanded to form an internal space. Furthermore, the injection solution is injected into the ground through the inner space and the outer tube discharge port, and then the expansion / contraction packer is contracted to move the injection stage and then expanded again to form the internal space. The present invention relates to a ground injection device and a ground injection method for injecting liquid into the ground.

本発明は特に、ゲル化時間を瞬結〜長結に任意にコントロールでき、複数の注入液の任意の切り換え、複数の注入液の地盤中での反応等が容易であって、注入液の注入対象領域外、あるいは地表面への逸脱を防ぎ、このため広範囲な浸透固結を確実に行うことが可能であり、かつ注入工程が早まるのみならず、地盤条件や注入目的に応じて最適の注入が可能であり、さらに、複数の吐出口から同時に注入して施工能率を従来の２倍以上にひき上げ、かつ、注入液が水平方向に互いに拘束し合って平行に浸透する地盤注入装置および地盤注入工法に関する。   In particular, the present invention can arbitrarily control the gelation time from momentary to long-lasting, and can easily switch between a plurality of infusions, react in the ground of a plurality of infusions, etc. Prevents deviation from the target area or to the ground surface, so that a wide range of penetration and consolidation can be ensured, and not only the injection process is accelerated, but also the optimal injection according to the ground conditions and injection purpose In addition, the ground injection device and the ground that inject simultaneously from a plurality of discharge ports to increase the construction efficiency more than twice that of the prior art, and the infusion solutions constrain each other in the horizontal direction and penetrate in parallel It relates to the injection method.

従来より地盤掘削や大深度地下工事の周辺地盤をはじめ、地下水の存在による流動性を帯びた地盤の液状化現象に対する安定化施工技術は当該地盤に形成した削孔に注入管を挿入してセメントモルタルや薬液等の硬化材を注入することにより地盤を部分的にあるいは、広領域的に強化する施工態様が広く用いられてきた。   Conventionally, stable construction technology against the liquefaction phenomenon of ground that has fluidity due to the presence of groundwater, including the ground around ground excavation and deep underground work, has been cemented by inserting an injection pipe into the hole formed in the ground. A construction mode has been widely used in which the ground is partially or broadly reinforced by injecting a hardening material such as mortar or chemicals.

例えば、従来、地盤中に形成されたボーリング孔や、そこに設置されたスリーブ管等の注入孔（外管）の内側と、注入孔内にセットされた装置本体（内管）との間をシールするパッカを装備し、該パッカによってシールされた空間に薬液を注入し、該薬液で外管周囲の地盤を改良する技術が知られている（特許第２８１４４７５号）。   For example, conventionally, between the bore hole formed in the ground and the inside of the injection hole (outer pipe) such as a sleeve pipe installed there, and the device body (inner pipe) set in the injection hole A technique is known that equips a packer to be sealed, injects a chemical solution into a space sealed by the packer, and improves the ground around the outer tube with the chemical solution (Japanese Patent No. 2814475).

これは薬液として少なくとも二種の成分を混合するものを使用し、少なくとも第１の薬液の搬送のための第１流路と、第２の薬液の搬送のための第２の流路とを装置本体に設けるとともに、第１、第２各流路の末端部から前記各薬液を装置本体の外部へ流出させるための少なくとも２系統のノズルを装置本体に形成し、いずれかのノズルを開閉弁により開閉可能に閉塞したことを特徴とする。   This uses a mixture of at least two types of components as a chemical solution, and includes at least a first channel for transporting the first chemical solution and a second channel for transporting the second chemical solution Provided in the main body, and at least two systems of nozzles are formed in the apparatus main body for causing the chemical solutions to flow out of the apparatus main body from the end portions of the first and second flow paths. It is closed so that it can be opened and closed.

この工法では、装置本体を直接注入孔に挿入する場合には、注入対象地盤はくずれやすい土砂のために、注入孔壁はくずれているのが普通である。このため、装置本体を上下に移向させることが困難になって注入ステージ毎の注入は不可能である。また、注入外管に装置本体を挿入する場合には、通常、注入外管の外側にシールグラウトを填充し、内管からの注入液をこのシールグラウトを破って地盤中に注入する。しかし、シールグラウトを介しての注入では、注入源の直径が注入外管径（ほぼ１０ｃｍ程度）の球に相当する球状注入を基本とするため、ゲル化時間の短い２系統流路からの合流注入の場合、注入浸透源が小さく、注入液が目詰まりを起こしやすく、このため、浸透範囲を広くすることが難しい。   In this construction method, when the apparatus main body is directly inserted into the injection hole, the injection hole wall is usually broken because of the earth and sand that are easily broken. For this reason, it becomes difficult to move the apparatus main body up and down, and the injection for each injection stage is impossible. Further, when the apparatus main body is inserted into the outer injection tube, the seal grout is usually filled outside the injection outer tube, and the injection liquid from the inner tube is injected into the ground by breaking the seal grout. However, the injection through the seal grout is based on a spherical injection corresponding to a sphere having an injection source diameter (approximately 10 cm), so that the merging from a two-channel flow path with a short gel time is possible. In the case of injection, the injection penetration source is small and the injection solution is likely to be clogged, and it is therefore difficult to widen the penetration range.

すなわち、液状化防止工法のように、広範囲の地盤に１本の注入管から硬化材を広範囲に注入しようとする場合、複数の流路からの合流注入では注入管のまわりのシールグラウトによるシールによって、硬化材が地盤に浸透するための地盤への開口部が少なく、シリカのゲル化物が沈積して毎分当たりの多量の吐出量を均質に長時間、広範囲に均等に浸透し続けることが困難であるという難点があった。   In other words, when trying to inject a hardened material from a single injection tube into a wide range of ground as in the liquefaction prevention method, in the case of confluence injection from a plurality of flow paths, a seal grout around the injection tube is used. , There are few openings to the ground for the hardener to penetrate into the ground, silica gelation deposits, and it is difficult to uniformly permeate a large amount of discharge per minute uniformly over a wide range for a long time There was a difficulty of being.

また、実際の施工においては、外管と削孔孔壁の間にシールグラウトを填充し、このシールグラウトの固化を待って（一般には７日〜１０日）から浸透性グラウトを注入する。この場合、施工期間が長くなるのみならず、シールグラウトが削孔内で沈殿を起こしたり、周辺からの砂の崩壊によって砂と混じる深さ方向に不均質に固結し、その結果、浸透性グラウトの吐出浸透が阻害される。   In actual construction, a seal grout is filled between the outer tube and the hole-drilled wall, and the permeable grout is injected after the seal grout is solidified (generally 7 days to 10 days). In this case, not only the construction period is lengthened, but also the seal grout causes sedimentation in the drilling hole and solidifies in the depth direction mixed with sand due to the collapse of sand from the surroundings, resulting in permeability. Grout discharge penetration is hindered.

さらに、長手方向にゾーン毎区画して注入口が形成された外管と、この外管内をその軸心方向に移動自在とされた内管部材とを備えた注入装置も知られている（特開６１−１８６６１３）。   Further, an injection device is also known that includes an outer tube in which an injection port is formed by dividing each zone in the longitudinal direction, and an inner tube member that is movable in the axial direction in the outer tube (special feature). Open 61-186613).

この装置は内管部材が複数の独立した流路を有する内管と、その長手方向に間隔を置いて外管の内面にそれぞれ内接してグラウトの液密を図るべく設けられた三つ以上のパッカ部とを有し、前記パッカ部間における外管と内管との間隙たる相互に異なる注出室に、前記内管の各流路が１対１で独立的に連通していることを特徴とする。   In this apparatus, the inner tube member has an inner tube having a plurality of independent flow paths, and three or more provided in order to incline the inner surface of the outer tube at intervals in the longitudinal direction and to make the grout liquid-tight. Each of the flow paths of the inner pipe communicates with each other independently in a one-to-one manner to different dispensing chambers that are gaps between the outer pipe and the inner pipe between the packer sections. Features.

しかし、上述の三つ以上のパッカ部は流体で膨脹してパッカを形成する膨縮パッカと異なり、ゴムリングで外管の内面に内接したパッカである。この種のパッカでは外管内で内管を移動自在とすることはできない。この理由は注入地盤が深くなって土圧により外管が変形したり、あるいは水平方向の注入では、外管が土圧によってしなってしまい、外管が変形するため、パッカが変形に対応できず、内管を外管中に挿入することが困難となるためである。   However, the three or more packer portions described above are packers inscribed in the inner surface of the outer tube by rubber rings, unlike the expansion / contraction packers that are expanded by a fluid to form a packer. With this type of packer, the inner tube cannot be moved within the outer tube. The reason for this is that the outer ground is deformed by earth pressure when the injection ground is deep, or the outer pipe is deformed by earth pressure in horizontal injection, and the outer pipe is deformed, so the packer can cope with deformation. This is because it becomes difficult to insert the inner tube into the outer tube.

ここで、液状化防止注入の設計態様の実例を示すと、以下のとおりである。   Here, it is as follows when the example of the design aspect of liquefaction prevention injection | pouring is shown.

１ 注入管の埋設間隔 Ｐ＝２ｍ×２ｍの正方形配置にし、
２ 注入速度 ｆ＝１５ｌ／分とし、
３ 注入管１孔当たり改良平面積 Ａｐ＝２ｍ×２ｍ＝４ｍ２
４ １ステージ当たりの改良土量（ｍ３）を
Ｖ＝２ｍ（改良高さ）×４ｍ２＝１６ｍ３とし
５ １ステージ当たりの硬化材の注入量（ｋｌ）Ｑ
Ｑ＝Ｖｘ（０．３５〜０．４０）
＝５．６〜６．４ｋｌ
ここで；０．３５〜０．４０は注入率である。 1 Embedding interval of injection pipe P = 2m × 2m
2 Infusion rate f = 15 l / min,
3 Improved flat area per injection tube hole Ap = 2m × 2m = 4m 2
4 Improved soil volume per stage (m 3 )
V = 2m (improved height) × 4 m 2 = 16 m 3 5 Injection amount of cured material per stage (kl) Q
Q = Vx (0.35-0.40)
= 5.6 to 6.4 kl
Here, 0.35 to 0.40 is an injection rate.

６ １ステージ当たり注入時間 ｔｌ＝６ｋｌ÷０．０１５ｋｌ／分＝４００分
＝６．６時間（注入継続時間）
の注入を行わなければならない。 6 Injection time per stage tl = 6 kl ÷ 0.015 kl / min = 400 minutes
= 6.6 hours (infusion duration)
Must be injected.

同じく、注入孔間隔を４ｍの正方向配置にする場合、
Ａｐ＝４ｍ×４ｍ＝１６ｍ２、
１ステージの改良土量は、 Ｖ＝２ｍ（改良厚さ）×１６ｍ３＝３２ｍ３、
１ステージ注入量（ｋｌ）はＱ＝Ｖｘ（０．３５〜０．４０）
＝３２×(０．３５〜０．４０)
＝１１．２〜１２．８ｋｌ≒１２ｋｌ(平均)であり、
注入速度ｆ＝１０ｌ／分とすると、１ステージ当たり注入時間ｔ＝
１２ｋｌ÷０．０１ｋｌ＝１２００分＝２０時間
の注入を行わなければならない。 Likewise, when the injection hole interval is 4 m in the positive direction,
Ap = 4 m × 4 m = 16 m 2 ,
The amount of improved soil in one stage is V = 2m (improved thickness) × 16m 3 = 32m 3 ,
One-stage injection amount (kl) is Q = Vx (0.35-0.40)
= 32 × (0.35-0.40)
= 11.2 to 12.8 kl≈12 kl (average),
When the injection speed f = 10 l / min, the injection time t per stage t =
Infusion of 12 kl ÷ 0.01 kl = 1200 minutes = 20 hours must be performed.

このようにすれば、球状浸透源からゲル化時間の長い注入液を長時間注入し、得られた球状浸透固結体を、平面的に、かつ上下に連続することにより、大容量土の急速固結が可能になるはずである。このようにして、球状浸透源の上下の間隔を長くするほど、あるいは注入孔間隔を広くとるほど、ゲル化時間を長くして大量の注入を行う必要がある。しかし、浸透源の上下の間隔を長くするほど、また、注入孔間隔を広くとる程、注入量が大きくなり、かつ不均質な土層を含むことになり、注入範囲外は逸脱しやすくなる。また、長いゲル化時間の注入液は所定の注入ステージごとに確実な固結体を形成しない。   In this way, an injection solution having a long gelation time is injected from a spherical infiltration source for a long period of time, and the obtained spherical infiltration solidified body is continuously planarly and vertically, thereby rapidly It should be possible to consolidate. In this way, it is necessary to perform a large amount of injection by increasing the gelation time as the vertical interval of the spherical permeation source is increased or as the injection hole interval is increased. However, the longer the gap between the top and bottom of the permeation source and the wider the gap between the injection holes, the larger the injection amount and the non-homogeneous soil layer. In addition, an injection solution having a long gelation time does not form a reliable solidified body for each predetermined injection stage.

また、注入孔間隔を長くするほど、注入浸透範囲が広くなり、ゲル化時間も長くしなければならず、このため地表面への流出が避けられない。また、例えば、ゲル化時間１０時間のグラウトは地表面に逸脱しやすく、そのゲル化をまって注入することは工程上困難であるため、広範囲な浸透固結は不可能になる。   Moreover, the longer the interval between the injection holes, the wider the infiltration and penetration range and the longer the gelation time. Therefore, the outflow to the ground surface is unavoidable. In addition, for example, a grout with a gelation time of 10 hours is likely to deviate to the ground surface, and it is difficult to inject the gelled in the process, so that a wide range of penetration and consolidation is impossible.

これを防ぐためにはゲル化時間を短くせざるを得ない。しかし、これでは広範囲に、土粒子間浸透を行うことができない。
特許第２８１４４７５号公報 特開昭６１−１８６６１３号公報 In order to prevent this, the gelation time must be shortened. However, this does not allow infiltration between soil particles over a wide range.
Japanese Patent No. 2814475 JP-A-61-186613

解決しようとする課題は、ゲル化時間の長いグラウトを用い、注入孔間隔を広くとっても各ステージ毎に確実に大きな固結体を形成し得、さらに注入工程を倍以上に早めるのみならず、地盤条件や注入目的に応じて最適の注入を可能にし、さらに注入孔間隔や上下の注入吐出口の間隔を長くしても注入液が水平方向に互いに拘束し合って平行に浸透させることにある。また、長いゲル化時間のグラウトが注入中に地表面に逸脱してきたら、容易に瞬結して逸脱を防止し、ひきつづいてゲル化時間の長いグラウトの注入を行うことにある。   The problem to be solved is that a grout with a long gelation time is used, and even if the interval between the injection holes is wide, a large solid body can be surely formed for each stage. Optimum injection is possible according to conditions and injection purposes, and the injection solution is allowed to permeate in parallel by constraining each other in the horizontal direction even if the interval between the injection holes and the interval between the upper and lower injection discharge ports is increased. In addition, if a grout with a long gelation time deviates to the ground surface during injection, it is easy to instantly prevent the deviation and then inject a grout with a long gelation time.

上述の課題を解決するため、本発明の地盤注入装置によれば、地盤の削孔中に挿入され、外壁にゴムスリーブで覆われた複数の外管吐出口を有する外管と、該外管内に移動自在に挿入され、外側長手方向に流体の充填、排出によって膨縮自在な三個以上の膨縮パッカが間隔をあけてはめ込まれた内管とを有し、該内管には注入液を送液する複数の注入液流路と、前記膨縮パッカに流体を送って膨脹させ、あるいは排出して収縮させるパッカ流路とをそれぞれ独立して備え、前記膨縮パッカが流体を充填して膨脹したときに互いに隣接する膨縮パッカ間に複数の噴出位置を形成し、前記注入液流路の吐出口はそれぞれ別々の噴出位置に位置してなり、前記噴出位置を外管吐出口に合致させた後、パッカ流路を通して前記三個以上の膨縮パッカに流体を送って該膨縮パッカを膨脹させることにより互いに隣接する膨縮パッカによって挟まれるすき間に管内空間を形成し、吐出口から注入液を管内空間および外管吐出口を経て地盤に注入することを特徴とする。   In order to solve the above-described problems, according to the ground injection device of the present invention, an outer pipe having a plurality of outer pipe discharge ports inserted into a ground hole and covered with a rubber sleeve on the outer wall, And an inner tube in which three or more expansion / contraction packers that can be expanded / contracted by filling and discharging the fluid in the outer longitudinal direction are fitted with a space therebetween. A plurality of infusion flow paths for feeding the liquid and a packer flow path for sending the fluid to the expansion / contraction packer for expansion or discharge and contraction, and the expansion / contraction packer is filled with the fluid. A plurality of ejection positions are formed between the expansion and contraction packers adjacent to each other when expanded, and the ejection openings of the injection liquid flow path are located at different ejection positions, and the ejection positions are used as outer pipe ejection openings. After matching, pass through the packer flow path to the three or more expansion / contraction packers. A body space is sent to expand the expansion / contraction packer to form a space in the pipe between the adjacent expansion / contraction packers, and the injection solution is injected from the discharge port into the ground through the internal space and the external tube discharge port. It is characterized by.

さらに、上述の課題を解決するため、本発明の地盤注入工法によれば、改良すべき地盤に形成された削孔中に、外壁にゴムスリーブで覆われた複数の外管吐出口を有する外管を挿入し、この外管内に、外側長手方向に三個以上の膨縮パッカを間隔をあけてはめ込んで互いに隣接する膨縮パッカ間を噴出位置とし、かつ、吐出口が別々の噴出位置に位置する複数の注入液流路と、膨縮パッカに流体を送って膨脹させ、あるいは排出して収縮させるパッカ流路とをそれぞれ内部に独立して形成された内管を移動自在に挿入し、前記噴出位置を外管吐出口に合致させた後、パッカ流路を通して前記三個以上の膨縮パッカに流体を送って該膨縮パッカを膨脹させ、これにより互いに隣接する膨縮パッカによって挟まれるすき間に管内空間を形成し、吐出口から注入液を管内空間および外管吐出口を経て地盤中に注入し、次いで膨縮パッカから流体を排出して膨縮パッカを収縮し、内管を移動して噴出位置を他の外管吐出口に合致させ、注入ステージを移動の後、膨縮パッカを膨脹させて管内空間を形成し、同様にして繰り返し注入液を地盤中に注入することを特徴とする。   Furthermore, in order to solve the above-mentioned problem, according to the ground injection method of the present invention, an outer wall having a plurality of outer pipe discharge ports covered with rubber sleeves on the outer wall is formed in the hole formed in the ground to be improved. A tube is inserted, and three or more expansion / contraction packers are inserted into the outer tube at an interval in the outer longitudinal direction with an interval between expansion / contraction packers adjacent to each other, and the discharge port is set to a separate injection position. A plurality of infusion liquid channels positioned, and a packer channel for sending a fluid to the expansion / contraction packer to be expanded or discharged and contracted, and an inner tube formed independently inside each of them are movably inserted, After the ejection position is matched with the outer tube discharge port, fluid is sent to the three or more expansion / contraction packers through the packer flow path to inflate the expansion / contraction packers, thereby being sandwiched by the expansion / contraction packers adjacent to each other. A space inside the tube is formed in the gap, The injection solution is injected from the mouth into the ground through the inner space of the pipe and the outlet of the outer pipe, and then the fluid is discharged from the expansion / contraction packer to contract the expansion / contraction packer. After moving the injection stage to match the discharge port, the expansion / contraction packer is expanded to form a space in the pipe, and the injection solution is repeatedly injected into the ground in the same manner.

さらにまた、上述の課題を解決するため、本発明の地盤注入工法によれば、改良すべき地盤に形成された削孔中に、外壁にゴムスリーブで覆われた複数の外管吐出口を有する外管を挿入し、この外管内に、外側長手方向に一対の膨縮パッカを間隔をあけてはめ込んでこれら膨縮パッカ間を噴出位置とし、かつ、吐出口がそれぞれ噴出位置に位置する複数の注入液流路と、膨縮パッカに流体を送って膨脹させ、あるいは排出して収縮させるパッカ流路とをそれぞれ内部に独立して形成された内管を移動自在に挿入し、前記噴出位置を外管吐出口に合致させた後、パッカ流路を通して一対の膨縮パッカに流体を送って該膨縮パッカを膨脹させ、これにより一対の膨縮パッカによって挟まれるすき間に管内空間を形成し、吐出口から注入液を管内空間および外管吐出口を経て地盤中に注入し、次いで膨縮パッカから流体を排出して膨縮パッカを収縮し、内管を移動して噴出位置を他の外管吐出口に合致させ、注入ステージを移動の後、膨縮パッカを膨脹させて管内空間を形成し、同様にして繰り返し注入液を地盤中に注入することを特徴とする。   Furthermore, in order to solve the above-described problems, according to the ground injection method of the present invention, the outer wall has a plurality of outer pipe discharge ports covered with rubber sleeves in the drilling hole formed in the ground to be improved. An outer tube is inserted, and a pair of expansion / contraction packers are fitted into the outer tube with a space therebetween in the outer longitudinal direction to form a discharge position between the expansion / contraction packers, and a plurality of discharge ports are respectively positioned at the discharge positions. An inner pipe formed independently of each of an injection liquid flow path and a packer flow path for inflating by sending a fluid to the expansion / contraction packer or for discharging and contracting is movably inserted, and the ejection position is set. After matching the outer tube discharge port, a fluid is sent to the pair of expansion / contraction packers through the packer flow path to expand the expansion / contraction packers, thereby forming a space in the pipe sandwiched between the pair of expansion / contraction packers, Injecting liquid from the discharge port And then injected into the ground through the outer tube discharge port, then drains the fluid from the expansion / contraction packer, contracts the expansion / contraction packer, moves the inner tube to match the injection position with the other outer tube discharge port, and injects After moving the stage, the expansion / contraction packer is expanded to form a space in the tube, and the injection solution is repeatedly injected into the ground in the same manner.

上述の本発明は次の効果を奏する。
（１）地盤が均等な場合、同じ注入液のＡ液およびＢ液を同時に注入すれば、通常の２倍の長さの注入ステージで注入し得、施工能率が２倍になる。
（２）地盤が複雑な層からなる場合、懸濁型グラウトをＡ液、溶液型グラウトをＢ液とし、あるいは浸透性の悪いグラウトをＡ液、浸透性の良いグラウトをＢ液とし、さらにはゲル化時間の短いグラウトをＡ液、ゲル化時間の長いグラウトをＢ液とし、これらＡ、Ｂ液を２つの管内空間から同時に注入しながら内管を引き上げ、注入ステージを移動して注入すれば、Ａ液を注入した領域にＢ液を重ね合わせて注入でき、施工能率を２倍にすることができるのみならず、高強度で固結した領域に止水効果のある注入を行って、高強度地盤改良と、止水改良が同時にできる。 The above-described present invention has the following effects.
(1) When the ground is uniform, if the liquid A and liquid B, which are the same injection liquid, are injected at the same time, the injection can be performed at an injection stage twice as long as the normal, and the construction efficiency is doubled.
(2) When the ground consists of complex layers, the suspension type grout is liquid A, the solution type grout is liquid B, the poorly permeable grout is liquid A, the permeable grout is liquid B, and If the grout with a short gelation time is liquid A and the grout with a long gelation time is liquid B, the A and B liquids are simultaneously injected from the space in the two pipes, the inner tube is pulled up, and the injection stage is moved and injected. In addition to being able to superimpose and inject the B liquid in the area where the A liquid has been injected, the work efficiency can be doubled, and a high strength solidified area can be injected with a water stop effect. Strength ground improvement and water stop improvement can be done at the same time.

ゲル化時間の異なるＡ液、Ｂ液を二つの噴出位置から、すなわち、二つの注入ステ−ジからそれぞれ同時に注入した場合、それぞれの注入液流路に独立して設置されている流量計、圧力計、注入ポンプで注入管理し、地盤条件や、注入目的に応じて最適の注入が可能である。この注入は地盤が複雑な層からなる場合に適している。この場合も施工速度が２倍になる。   When liquid A and liquid B with different gelation times are injected simultaneously from two ejection positions, that is, from two injection stages, respectively, flow meters and pressures installed independently in the respective injection liquid flow paths The injection can be controlled with a meter and an injection pump, and optimal injection is possible according to the ground conditions and the purpose of injection. This injection is suitable when the ground consists of complex layers. In this case, the construction speed is doubled.

さらに、粗い土層と細い土層が互層になっている地盤の場合、Ａ液を懸濁型グラウトあるいはゲル化時間の短いグラウトとし、Ｂ液をゲル化時間の長い溶液型グラウトとし、粗い土層をＡ液で、細い土層をＢ液で、噴出位置を移動して注入ステージを変えながら注入し、あるいはＡ液を注入した土層にＢ液を重ねて注入する。これにより懸濁グラウトによる高強度の地盤改良を行うとともに、溶液型グラウトで土粒子間の浸透注入を行い、固結と止水の同時処理を行うことができる。
（３）Ａ液を水ガラス水溶液、Ｂ液を反応剤水溶液とし、注入ステージを移動しながらＡＢ液を注入することにより、Ａ液を注入した領域にＢ液を注入して地盤中でＡ液とＢ液を反応させる。この場合、水ガラスと塩化カルシウム液のように、高強度は得られるものの、瞬結のため、浸透しにくいという欠点を解決して地盤改良が可能になる。すなわち、水ガラスをＡ液として地盤に浸透させた上で、水ガラスが外部に流失しないうちに、すなわち、土粒子間の間隙にとどまっているうちに、塩化カルシウム水溶液を重ねて注入し、水ガラスと塩化カルシウムが土粒子間で反応して広範囲に固結する。 Furthermore, in the case of a ground in which a rough soil layer and a thin soil layer are alternating layers, the liquid A is a suspension type grout or a grout with a short gelation time, and the liquid B is a solution type grout with a long gelation time. Inject the layer with the A liquid and the thin soil layer with the B liquid, move the spraying position and change the injection stage, or inject the B liquid over the soil layer into which the A liquid has been injected. As a result, high-strength ground improvement by suspension grout can be performed, and permeation injection between soil particles can be performed by solution-type grout to perform simultaneous treatment of solidification and water stopping.
(3) Liquid A is a water glass aqueous solution, liquid B is a reactive aqueous solution, and liquid AB is injected while moving the injection stage, so that liquid B is injected into the area where liquid A is injected, and liquid A in the ground. And B liquid are reacted. In this case, high strength can be obtained like water glass and calcium chloride solution, but the ground improvement can be achieved by solving the drawback that it is difficult to permeate due to instantaneous coupling. That is, after water glass is infiltrated into the ground as liquid A and before the water glass is washed away to the outside, that is, while it remains in the gaps between the soil particles, the calcium chloride aqueous solution is poured and injected. Glass and calcium chloride react between soil particles and solidify over a wide area.

以上のように、地盤条件や、使用する注入液の注入目的に応じて、Ａ、Ｂ液を同時に注入することも交互に注入することもできる。このように、Ａ、Ｂ液が独立した注入液流路を通して、複数の外管吐出口から別々に地盤中に注入できるため、注入工程が２倍以上に早まるのみならず、地盤条件に応じて最適の注入が可能である。
（４）上下に隣接する噴出位置（注入ステージ）からＡ、Ｂ注入液をそれぞれ同時に注入することにより、上下の注入液が互いに拘束し合って水平方向に均等に浸透し得、このため、所定形状の浸透固結が可能になる。一注入ステージづつ別々に注入すると、最初の注入ステージからの注入液が先行し、隣接する注入ステージの受け持ち領域まで浸透、固結してしまい、次の注入ステージからの注入の際、注入が困難になったり、あるいは注入の形状が不規則になったり等、所定個所に所定の固結形状の注入が困難になる。
（５）土圧が大きくなるような注入深度の深い所に注入管を設置したり、あるいは水平方向に注入管を設置したり等、外管が変形しやすく、内管の移動が困難になるような場所では、膨縮パッカを使用することにより、膨縮パッカを収縮すれば移動が容易になる。従来では、膨縮パッカの代わりにゴムリングを用いていた。この場合、パッカ機能はゴムリングと外管との間の摩擦によるから、特に３段階以上のゴムリングパッカを使用した場合、摩擦が大きくなり、内管の移動が困難である。
（６）膨縮パッカを用いず、弾性ゴムリングを用いた場合、管内空間にＡ、Ｂ混合液のゲルが填充してしまい、この場合、内管を地上に引き上げて管内空間を洗浄しなければならない。 As described above, the A and B liquids can be injected simultaneously or alternately depending on the ground conditions and the purpose of injecting the injection liquid to be used. In this way, since the A and B liquids can be separately injected into the ground from the plurality of outer tube discharge ports through independent injection liquid channels, not only the injection process is accelerated more than twice, but also depending on the ground conditions. Optimal injection is possible.
(4) By injecting the A and B injection liquids simultaneously from the upper and lower ejection positions (injection stages), the upper and lower injection liquids can be bound to each other and permeate evenly in the horizontal direction. Shape penetration and consolidation is possible. If injection is performed separately for each injection stage, the injection solution from the first injection stage precedes and penetrates and consolidates to the area in charge of the adjacent injection stage, making injection difficult during injection from the next injection stage. It becomes difficult to inject a predetermined solidified shape at a predetermined location, for example, or the shape of the injection becomes irregular.
(5) The outer tube is easily deformed, such as installing an injection tube at a deep injection depth where the earth pressure increases, or installing the injection tube in the horizontal direction, making it difficult to move the inner tube. In such a place, the use of the expansion / contraction packer facilitates movement if the expansion / contraction packer is contracted. Conventionally, a rubber ring is used instead of the expansion / contraction packer. In this case, since the packer function depends on the friction between the rubber ring and the outer tube, especially when a rubber ring packer having three or more stages is used, the friction becomes large and the movement of the inner tube is difficult.
(6) When the elastic rubber ring is used without using the expansion / contraction packer, the gel of the A and B mixed solution is filled in the tube interior. In this case, the inner tube must be pulled up to the ground to clean the tube interior. I must.

これに対して、膨縮パッカを用いれば、Ａ、Ｂ混合液を注入してのち、パッカ流路からの流体の圧送を中断して膨縮パッカを収縮することにより、管内空間内のゲルになりかかった注入液は外管下方に落ち込んで排除される。あるいは、注入液流路から送水することにより、ゲルが地上部に排出される。いずれの場合でも、従来のように内管を地上に引き上げて洗浄する必要はない。
（７）水ガラスと塩化カルシウムのように、混合により瞬結する溶液を水ガラス、次いで塩化カルシウムというように、交互に地盤に注入する場合、管内空間に残存している水ガラスを膨縮パッカを収縮して外管下方に排除の後、あるいは水洗の後、パッカを膨脹し、塩化カルシウムを送液すれば、両液は管内空間で反応することなく、地盤中で反応する。
（８）地盤が均等な場合、同じ注入液のＡ、Ｂ両液を一つの駆動体で複数のポンプを同時に作動することにより、一つの流路に設けられたポンプと流量計のみで、他の流路の圧力、流量もほぼ同一とみなして管理でき、施工が簡易化されて能率的である。
（９）地盤が複雑な層からなる場合、同じ注入液を、あるいはゲル化時間の異なるＡ、Ｂ液を二つの管内空間からそれぞれ同時に注入する。この場合、これら注入管理はそれぞれの管路に独立して設置された流量計、圧力計、注入ポンプによって最適の注入速度、注入圧力、注入量の注入を行うことができる。 On the other hand, if the expansion / contraction packer is used, after injecting the A and B mixed liquid, the pumping of the fluid from the packer channel is interrupted and the expansion / contraction packer is contracted, so that the gel in the inner space of the tube is compressed. The injecting liquid that has become stagnates falls below the outer tube and is eliminated. Or a gel is discharged | emitted by the above-ground part by supplying water from an injection liquid flow path. In any case, it is not necessary to raise the inner tube to the ground as in the prior art for cleaning.
(7) When water glass and calcium chloride are injected into the ground alternately, such as water glass and then calcium chloride, a solution that instantly freezes when mixed, the water glass remaining in the tube space is expanded and contracted. After contracting the tube and removing it below the outer tube, or after washing with water, if the packer is expanded and calcium chloride is fed, both solutions react in the ground without reacting in the space inside the tube.
(8) When the ground is uniform, the pumps and flowmeters provided in one flow path can be operated by simultaneously operating a plurality of pumps for both the A and B liquids of the same injection liquid with a single driver. The pressure and flow rate of the flow path can be regarded as almost the same, and the construction is simplified and efficient.
(9) When the ground is composed of complicated layers, the same injection solution or the A and B solutions having different gelation times are injected simultaneously from the two internal spaces. In this case, the injection management can perform injection at an optimum injection speed, injection pressure, and injection amount by a flow meter, a pressure gauge, and an injection pump installed independently in each pipeline.

以下、本発明を添付図面を用いて詳述する。   Hereinafter, the present invention will be described in detail with reference to the accompanying drawings.

図１は本発明一具体例装置の説明図、図２は図１の実際の装置の断面図、図３は本発明の他の具体例装置の説明図、図４は図３の実際の装置の断面図、図５は本発明装置の他の注入系統の説明図である。   1 is an explanatory view of an apparatus according to one embodiment of the present invention, FIG. 2 is a sectional view of the actual apparatus of FIG. 1, FIG. 3 is an explanatory view of another embodiment of the present invention, and FIG. 4 is an actual apparatus of FIG. FIG. 5 is an explanatory view of another injection system of the device of the present invention.

図１および図２に示される本発明装置は外管７と、内管１０とから基本的に構成される。外管７は外壁３にゴムスリーブ１６で覆われた複数の外管吐出口１７，１７・・・１７を有する。内管１０はこの外管７内に移動自在に挿入され、外側長手方向に流体の充填、排出によって膨縮自在な三個以上の膨縮パッカ８，８・・・８が間隔をあけてはめ込まれて構成される。   The device of the present invention shown in FIGS. 1 and 2 basically includes an outer tube 7 and an inner tube 10. The outer tube 7 has a plurality of outer tube discharge ports 17, 17... 17 covered with a rubber sleeve 16 on the outer wall 3. The inner tube 10 is movably inserted into the outer tube 7, and three or more expansion / contraction packers 8, 8,... Configured.

内管１０の内部には、注入液を送液する複数の注入液流路１２，１２と、膨縮パッカ８に流体を送って膨脹させ、あるいは排出して収縮させるパッカ流路１３とがそれぞれ独立して備えられる。そして、膨縮パッカ８が流体を充填して膨脹したときに、互いに隣接する膨縮パッカ８，８・・・８間に複数の噴出位置９，９・・・９を形成し、これら噴出位置９，９・・・９には注入液流路１２，１２の吐出口１１，１１がそれぞれ別々に位置して構成される。   Inside the inner tube 10, there are a plurality of infusion fluid channels 12, 12 for delivering the infusion fluid, and a packer channel 13 for inflating the fluid by inflating it to the expansion / contraction packer 8 or for contracting it by discharging it. Provided independently. When the expansion / contraction packer 8 is inflated by being filled with a fluid, a plurality of ejection positions 9, 9... 9 are formed between the expansion / contraction packers 8, 8,. 9, 9... 9, the discharge ports 11, 11 of the injection liquid channels 12, 12 are separately located.

上述の本発明装置は実施に当たり、地盤１の削孔２中にまず、外管７を挿入し、次いで外管７内に内管１０を移動自在に挿入する。そして噴出位置９，９を外管吐出口１７，１７・・・１７に合致させた後、パッカ流路１３を通して三個以上の膨縮パッカ８，８・
・・８に流体を送って膨縮パッカ８，８・・・８を膨脹させ、これにより互いに隣接する
膨縮パッカ８，８・・・８によって挟まれるすき間１４に管内空間１５を形成し、吐出口１１から注入液を管内空間１５および外管吐出口１７，１７・・・１７を経て地盤１中に注入する。 In carrying out the above-described apparatus of the present invention, the outer tube 7 is first inserted into the drilling hole 2 of the ground 1, and then the inner tube 10 is movably inserted into the outer tube 7. After the ejection positions 9 and 9 are matched with the outer tube discharge ports 17, 17... 17, three or more expansion / contraction packers 8, 8.
.. The fluid is sent to 8 to expand the expansion / contraction packers 8, 8... 8, thereby forming the inner space 15 in the gap 14 sandwiched between the expansion / contraction packers 8, 8. An injection solution is injected from the discharge port 11 into the ground 1 through the inner space 15 and the outer tube discharge ports 17, 17.

さらに、上述の本発明装置は膨縮パッカ８，８・・・８から流体を排出して収縮し、内管１０を移動の後、噴出位置９を他の外管吐出口１７に合致させて注入ステージを移動し、
膨縮パッカ８，８・・・８を膨脹させて管内空間１５，１５を形成し、同様にして繰り返し注入液を地盤１中に注入する。 Further, the above-described apparatus of the present invention discharges the fluid from the expansion / contraction packers 8, 8... 8 and contracts, moves the inner tube 10, and then matches the ejection position 9 with the other outer tube discharge port 17. Move the injection stage,
The expansion / contraction packers 8, 8... 8 are expanded to form pipe spaces 15, 15, and the injection solution is repeatedly injected into the ground 1 in the same manner.

なお、本発明は図１および図３に示されるように、外管７の外壁３と削孔壁５の間の空間６にシールグラウト４を填充し、注入液をシールグラウト４を破って地盤１中に注入することもできる。   As shown in FIGS. 1 and 3, the present invention fills the space 6 between the outer wall 3 and the drilling wall 5 of the outer tube 7 with a seal grout 4 and breaks the injected liquid into the ground by breaking the seal grout 4. 1 can also be injected.

上述の本発明装置を用い、本発明地盤注入工法は次のようにして施工される。まず、図１に示されるように、改良すべき地盤１中に削孔２を形成する。次いで、この削孔２中に外管７を挿入するとともに、外管７の外壁３と削孔２の削孔壁５との間の空間６にシールグラウトを填充する。外管７は外壁３にゴムスリーブ１６で覆われた複数の外管吐出口１７，１７・・・１７を有している。   Using the above-described apparatus of the present invention, the ground injection method of the present invention is constructed as follows. First, as shown in FIG. 1, a hole 2 is formed in the ground 1 to be improved. Next, the outer tube 7 is inserted into the hole 2 and a seal grout is filled in the space 6 between the outer wall 3 of the outer tube 7 and the hole 5 of the hole 2. The outer tube 7 has a plurality of outer tube discharge ports 17, 17... 17 covered with a rubber sleeve 16 on the outer wall 3.

さらに、上述の外管７内に内管１０を移動自在に挿入する。内管１０は長手方向に三個以上の膨縮パッカ８，８・・・８が間隔をあけて設けられ、複数の噴出位置９、すなわち、図１および図２では二個の連続した噴出位置９，９を形成する。さらに、内管１０内に複数の注入液流路１２およびパッカ流路１３がそれぞれ独立して備えられる。注入液流路１２は吐出口１１がそれぞれ別々の噴出位置９，９に位置し、Ａ液およびＢ液をそれぞれ別々の噴出位置９，９の吐出口１１，１１に送液する。   Further, the inner tube 10 is movably inserted into the outer tube 7 described above. The inner tube 10 is provided with three or more expansion / contraction packers 8, 8,... 8 at intervals in the longitudinal direction, and a plurality of ejection positions 9, that is, two consecutive ejection positions in FIGS. 9 and 9 are formed. Furthermore, a plurality of infusion fluid channels 12 and packer channels 13 are provided independently in the inner tube 10. The injection liquid flow path 12 has the discharge ports 11 located at the separate ejection positions 9 and 9, respectively, and sends the liquid A and the liquid B to the discharge ports 11 and 11 at the separate ejection positions 9 and 9, respectively.

また、パッカ流路１３はパッカ流路吐出口１３ａがそれぞれの膨縮パッカ８に位置し、吐出口１３ａを通して膨縮パッカ８を膨脹させたり収縮させたりする。パッカ流体は空気、不活性気体、水等の流体であって、これを膨縮パッカ８に送って膨脹させ、一対の膨縮パッカ８，８を形成する。この結果、内外管７，１０のすき間１４には膨脹された一対の膨縮パッカ８，８によって挟まれた管内空間１５が形成される。なお、１８はＡ液貯槽、１９はＢ液貯槽であって、これら貯槽１８，１９から内管１０の注入液流路１２に通じる導管２３，２３にはそれぞれ、ポンプ２０、流量計２１、圧力計２２が配置される。   Further, the packer flow path 13 has a packer flow path discharge port 13a positioned at each expansion / contraction packer 8, and the expansion / contraction packer 8 is expanded or contracted through the discharge port 13a. The packer fluid is a fluid such as air, inert gas, water, etc., and is sent to the expansion / contraction packer 8 to be expanded to form a pair of expansion / contraction packers 8, 8. As a result, a space 15 between the inner and outer tubes 7 and 10 is formed in the space 14 between the pair of expanded and contracted packers 8 and 8 that are expanded. Reference numeral 18 denotes an A liquid storage tank, and 19 denotes a B liquid storage tank. The pipes 23 and 23 leading from the storage tanks 18 and 19 to the injection liquid flow path 12 of the inner pipe 10 are respectively connected to a pump 20, a flow meter 21, and a pressure. A total of 22 is arranged.

また、パッカ流路１３は吐出口１３ａがそれぞれの膨縮パッカ８に位置し、空気、水等
の流体を膨縮パッカ８に送って膨脹させ、三個以上の膨縮パッカ８を形成する。この結果、内外管７，１０のすき間１４には、互いに隣接する三個以上の膨縮パッカ８，８・・・８によって挟まれた二個以上の連続した管内空間１５，１５が形成される。 Further, the discharge passages 13a are located in the respective expansion / contraction packers 8 in the packer flow path 13, and a fluid such as air or water is sent to the expansion / contraction packers 8 to be expanded, thereby forming three or more expansion / contraction packers 8. As a result, in the gap 14 between the inner and outer pipes 7, 10, two or more continuous pipe inner spaces 15, 15 sandwiched by three or more adjacent expansion / contraction packers 8, 8,. .

上述構成からなる本発明は注入液流路１２の吐出口１１から注入液を、管内空間１５，１５および外管吐出口１７，１７・・・１７を経て地盤１中に注入する。次いで、膨縮パッカ８，８・・・８から流体を抜いて膨縮パッカ８，８・・・８を収縮し、この状態で内管１０を例えば上方に移動して噴出位置９，９を他の外管吐出口１７，１７・・・１７に合致させ、注入ステージを移動の後、再度膨縮パッカ８，８・・・８に流体を填充して膨脹させて管内空間１５，１５を形成し、同様にして繰り返し注入液を地盤１中に注入する。図２および図４中、２４は撓み管である。   In the present invention having the above-described configuration, the injection solution is injected from the discharge port 11 of the injection solution channel 12 into the ground 1 through the inner space 15, 15 and the outer tube discharge ports 17, 17. Then, the fluid is removed from the expansion / contraction packers 8, 8... 8 to contract the expansion / contraction packers 8, 8,... 8 and, in this state, the inner pipe 10 is moved upward, for example. After matching the other outer tube discharge ports 17, 17... 17 and moving the injection stage, the expansion / contraction packers 8, 8. In the same manner, the injection solution is repeatedly injected into the ground 1. 2 and 4, reference numeral 24 denotes a flexible tube.

なお、図３および図４では、一対の膨縮パッカ８，８を備え、したがって、噴出位置９は一個である。この場合、噴出位置９は二個以上の外管吐出口１７，１７に合致させ、次いで、パッカ流路１３を通して一対の膨縮パッカ８，８に流体を送って膨縮パッカ８，８を膨脹させ、これにより一対の膨縮パッカ８，８によって挟まれるすき間１４に管内空間１５を形成する。   3 and 4, the pair of expansion / contraction packers 8 and 8 are provided, and therefore, the ejection position 9 is one. In this case, the ejection position 9 is matched with the two or more outer tube discharge ports 17, 17, and then the fluid is sent to the pair of expansion / contraction packers 8, 8 through the packer flow path 13 to expand the expansion / contraction packers 8, 8. Thus, an in-pipe space 15 is formed in the gap 14 sandwiched between the pair of expansion / contraction packers 8 and 8.

そして、吐出口１１，１１からＡ、Ｂ液の注入液を管内空間１５、外管吐出口１７を経て、ゴムスリーブ１６を開き、さらに、シールグラウト４を破って地盤１中に注入する。さらに、膨縮パッカ８，８を収縮し、内管１０を例えば上方に移動して注入ステージを移動の後、膨縮パッカ８，８を再度膨脹させて管内空間１５を形成し、上述と同様にして吐出口１１，１１から注入液を管内空間１５および外管吐出口１７，１７を経て地盤１内に注入し、この注入を繰り返す。   Then, the liquids A and B are injected from the discharge ports 11 and 11 through the inner space 15 and the outer tube discharge port 17, the rubber sleeve 16 is opened, and the seal grout 4 is broken and injected into the ground 1. Further, the expansion / contraction packers 8 and 8 are contracted, the inner tube 10 is moved upward, for example, and the injection stage is moved, and then the expansion / contraction packers 8 and 8 are expanded again to form a tube internal space 15. Then, the injection solution is injected from the discharge ports 11 and 11 into the ground 1 through the inner space 15 and the outer tube discharge ports 17 and 17, and this injection is repeated.

上述の本発明は削孔壁５の崩壊があっても、複数の吐出口１１，１１から独立した流路１２，１２を通してそれぞれ独立したポンプによって注入液が地盤中に圧入される。このため、崩壊砂を押し分けてそれぞれの分担領域に注入液が注入され、長尺の柱状浸透が可能になる。なお、図５は図１、３とは別な構造の注入液注入系統を示す。図５では上述のとおり、地盤１が均等な場合、Ａ液貯槽１８、Ｂ液貯槽１９中の同じ注入液のＡ、Ｂ両液を一つの駆動体２５で複数のポンプを同時に作動することにより、一つの導管２３に設けられたポンプ２０と流量計２１のみで、他の導管２３の圧力、流量もほぼ同一とみなして管理でき、施工が簡易化されて能率的である。   In the above-described present invention, even if the hole 5 is collapsed, the injected liquid is pressed into the ground by independent pumps through the flow paths 12 and 12 independent of the plurality of discharge ports 11 and 11. For this reason, the collapsed sand is pushed apart, and the injection solution is injected into each of the shared areas, thereby enabling long columnar penetration. 5 shows an injection solution injection system having a structure different from that shown in FIGS. In FIG. 5, as described above, when the ground 1 is uniform, the A and B liquids in the A liquid storage tank 18 and the B liquid storage tank 19 are simultaneously operated by operating a plurality of pumps with one driver 25. By using only the pump 20 and the flow meter 21 provided in one conduit 23, the pressure and flow rate of the other conduits 23 can be regarded as substantially the same, and the construction is simplified and efficient.

図１および図２の注入装置は図３および図４と同様の効果を奏する他、さらにこの装置を用いてゲル化時間の異なるＡ液、Ｂ液を連続する二つの噴出位置９，９からそれぞれ同時に注入した場合、それぞれの注入液流路１２，１２に独立して設置されている流量計２１、圧力計２２、注入ポンプ２０で注入管理し、地盤条件や、注入目的に応じて最適の注入が可能である。   The injection device of FIGS. 1 and 2 has the same effect as that of FIGS. 3 and 4, and further uses this device from two ejection positions 9 and 9, in which the liquid A and the liquid B having different gelation times are continuous. In the case of simultaneous injection, injection management is performed by the flow meter 21, pressure gauge 22, and injection pump 20 installed independently in each of the injection liquid flow paths 12, 12, and the optimal injection according to the ground conditions and the injection purpose Is possible.

さらに、図１および図２の注入装置を用い、粗い土層と細い土層が互層になっている地盤１に注入する場合、Ａ液を懸濁型グラウトあるいはゲル化時間の短いグラウトとし、Ｂ液をゲル化時間の長い溶液型グラウトとし、粗い土層をＡ液で、細い土層をＢ液で、噴出位置９，９を移動して注入ステージを変えながら注入し、あるいはＡ液を注入した土層にＢ液を重ねて注入する。これにより、懸濁型グラウトによる高強度の地盤改良を行うとともに、溶液型グラウトで土粒子間浸透注入を行い、固結と止水の同時処理を行うことができる。   Furthermore, when using the injection apparatus of FIG. 1 and FIG. 2 and inject | pouring into the ground 1 where a rough soil layer and a thin soil layer are alternate layers, liquid A is made into a suspension type grout or a grout with a short gelation time, The solution is made into a solution-type grout with a long gelation time, the coarse soil layer is liquid A, the thin soil layer is liquid B, and the injection positions 9 and 9 are moved and injected while changing the injection stage, or liquid A is injected. B liquid is poured into the soil layer and injected. Thereby, while performing the high intensity | strength ground improvement by suspension type grout, it can carry out the simultaneous process of solidification and water stop by performing the infiltration injection | pouring between soil particles with a solution type grout.

さらに、図１および図２の注入装置を用い、水ガラスをＡ液として地盤１に浸透させ、これにＢ液としての塩化カルシウムを重ねて注入することにより、水ガラスと塩化カルシウムが土粒子間で反応して広範囲に固結することができる。Ａ液、Ｂ液を同時に注入してもよく、また膨縮パッカ８の作動を繰り返してＡ液、Ｂ液を別々に注入してもよく、さらに、ステージを移動しながらＡ液、Ｂ液を交互に注入し、地盤中で反応させてもよい。   Further, by using the injection apparatus of FIGS. 1 and 2, water glass is infiltrated into the ground 1 as A liquid, and calcium chloride as B liquid is injected into this to overlap the water glass and calcium chloride between the soil particles. Can be consolidated in a wide range. Liquid A and liquid B may be injected at the same time, or the operation of expansion / contraction packer 8 may be repeated to inject liquid A and liquid B separately. You may inject | pour alternately and make it react in the ground.

さらに、本発明の地盤注入工程を図面を参照しながら具体的に詳述すると、以下のようになる。まず、改良すべき地盤１に削孔２を形成する。この削孔に当っては一般に知られた通常の削孔機が使用される。次いで、削孔２中に、ゴムスリーブ１６で覆われた複数の外管吐出口１７，１７・・・１７を有する外管７を挿入する。さらに続いて、外管７の外壁３と削孔２の削孔壁５との空間６にシールグラウト４を填充する。この結果、外管７は削孔２中に固定されるとともに、地盤１も補強される。   Furthermore, it will be as follows if the ground injection | pouring process of this invention is explained in full detail, referring drawings. First, the hole 2 is formed in the ground 1 to be improved. For this drilling, a generally known normal drilling machine is used. Next, the outer tube 7 having a plurality of outer tube discharge ports 17, 17... 17 covered with the rubber sleeve 16 is inserted into the hole 2. Subsequently, the seal grout 4 is filled in the space 6 between the outer wall 3 of the outer tube 7 and the hole wall 5 of the hole 2. As a result, the outer tube 7 is fixed in the hole 2 and the ground 1 is also reinforced.

さらに、外管７中に内管１０を挿入する。内管１０は外側長手方向に一対ないしは三個以上の膨縮パッカ８，８・・・８が間隔をあけて設けられて一つまたは二つ以上の噴出位置９を形成し、かつ内側に注入液を送液し、吐出口１１がそれぞれ噴出位置９に位置する複数の注入液流路１２と、膨縮パッカ８に流体を送って膨脹させるパッカ流路１３とをそれぞれ独立して備え、さらにパッカ流路１３を通して一対または三つ以上の膨縮パッカ８，８に流体を送って膨脹させ、互いに隣接する膨縮パッカ８，８によって挟まれるすき間１４に一つまたは二つ以上の管内空間１５を形成して構成される。   Further, the inner tube 10 is inserted into the outer tube 7. The inner tube 10 is provided with a pair or three or more expansion / contraction packers 8, 8,... 8 at intervals in the outer longitudinal direction to form one or two or more ejection positions 9, and is injected into the inner side. A plurality of injection liquid flow paths 12 each of which discharges the liquid and has discharge ports 11 located at the ejection positions 9; and a packer flow path 13 that sends the fluid to the expansion / contraction packer 8 to be expanded independently. One or two or more in-pipe spaces 15 are inserted into a gap 14 sandwiched between the expansion / contraction packers 8 and 8 adjacent to each other by sending a fluid to the pair or three or more expansion / contraction packers 8 and 8 through the packer channel 13. Is formed and configured.

そして、膨縮パッカ８が膨脹しているときには内管１０は外管７内に固定され、膨縮パッカ８が縮んだときには内管１０は外管７内で移動自在である。内管１０の噴出位置９を外管吐出口１７に合わせ、注入液流路１２の吐出口１１から注入液を管内空間１５および外管吐出口１７を通し、シールグラウト４を破って地盤１中に注入する。注入液流路１２，１２はそれぞれＡ液貯槽１８、Ｂ液貯槽１９に別々に独立して連通され、ポンプ２０の作動により、圧力計２２、流量計２１で調整されながら、最適の注入が行われる。   The inner tube 10 is fixed in the outer tube 7 when the expansion / contraction packer 8 is inflated, and the inner tube 10 is movable in the outer tube 7 when the expansion / contraction packer 8 is contracted. The injection position 9 of the inner tube 10 is aligned with the outer tube discharge port 17, the injection solution is passed from the discharge port 11 of the injection solution channel 12 through the tube inner space 15 and the outer tube discharge port 17, the seal grout 4 is broken, and the ground 1 Inject. The injection liquid flow paths 12 and 12 are respectively connected independently to the liquid A storage tank 18 and the liquid B storage tank 19 independently, and optimal injection is performed while being adjusted by the pressure gauge 22 and the flow meter 21 by the operation of the pump 20. Is called.

本発明は特に、注入工程が二倍以上に早まるのみならず、地盤条件や注入目的に応じて最適の注入が可能であり、さらに柱状管外空間を長くしても注入液が水平方向に互いに拘束し合って平行に浸透するから、地盤注入技術分野での利用可能性は極めて高い。   In particular, the present invention not only accelerates the injection process more than twice, but also enables optimal injection according to the ground conditions and the purpose of injection. Because they are constrained and penetrate in parallel, the applicability in the field of ground injection technology is extremely high.

本発明装置の一具体例の模型図である。It is a model figure of one specific example of this invention apparatus. 図１の実際の装置の断面である。2 is a cross-section of the actual device of FIG. 本発明装置の他の具体例の模型図である。It is a model figure of the other specific example of this invention apparatus. 図３の実際の装置の断面図である。It is sectional drawing of the actual apparatus of FIG. 本発明にかかる注入系統の模型図である。It is a model figure of the injection system concerning this invention.

符号の説明Explanation of symbols

１ 地盤
２ 削孔
３ 外壁
４ シールグラウト
５ 削孔壁
６ 空間
７ 外管
８ 膨縮パッカ
９ 噴出位置
１０ 内管
１１ 吐出口
１２ 注入液流路
１３ パッカ流路
１３ａ パッカ流体吐出口
１４ すき間
１５ 管内空間
１７ 外管吐出口 DESCRIPTION OF SYMBOLS 1 Ground 2 Drilling hole 3 Outer wall 4 Seal grout 5 Drilling wall 6 Space 7 Outer tube 8 Expansion / contraction packer 9 Ejection position 10 Inner tube 11 Discharge port 12 Injection fluid channel 13 Packer channel 13a Packer fluid ejection port 14 Clearance 15 Inside tube Space 17 Outer pipe outlet

Claims (7)

改良すべき地盤に形成された削孔中に、外壁にゴムスリーブで覆われた複数の外管吐出口を有する外管を挿入し、この外管内に、外側長手方向に二個または三個以上の膨縮パッカを間隔をあけてはめ込んで互いに隣接する膨縮パッカ間を噴出位置とし、かつ、吐出口が別々の噴出位置に位置する複数の注入液流路と、膨縮パッカに流体を送って膨張させ、あるいは排出して収縮させるパッカ流路とをそれぞれ内部に独立して形成された内管を移動自在に挿入し、さらに、前記外管の外壁と削孔壁の間にシールグラウトを填充し、前記噴出位置を外管吐出口に合致させた後、パッカ流路を通して前記二個または三個以上の膨縮パッカに流体を送って該膨縮パッカを膨張させ、これにより互いに隣接する膨縮パッカによって挟まれるすき間に管内空間を形成し、吐出口から注入液を管内空間および外管吐出口を経てシールグラウトを破って、地盤中に注入し、次いで膨縮パッカから流体を排出して膨縮パッカを収縮し、内管を移動して噴出位置を他の外管吐出口に合致させ、注入ステージを移動の後、膨縮パッカを膨張させて管内空間を形成し、同様にして繰り返し注入液を地盤中に注入することを特徴とする地盤注入工法。  An outer tube having a plurality of outer tube discharge ports covered with rubber sleeves is inserted into the drilling hole formed in the ground to be improved, and two or three or more in the outer longitudinal direction are inserted into the outer tube. The expansion / contraction packer is fitted with a space between them, and the expansion / contraction packer adjacent to each other is set as the ejection position and the discharge port is located at a separate ejection position, and the fluid is sent to the expansion / contraction packer. The inner pipe formed independently inside each of the packer flow paths to be expanded or discharged and contracted is movably inserted, and a seal grout is further inserted between the outer wall of the outer pipe and the drilling wall. After filling and aligning the ejection position with the outer tube discharge port, fluid is sent to the two or more expansion / contraction packers through the packer flow path to expand the expansion / contraction packers, thereby adjoining each other Inside the gap between expansion / contraction packers Forming a gap between the discharge port and the injection grout through the inner space and the outer tube discharge port to break the seal grout, injecting it into the ground, and then discharging the fluid from the expansion / contraction packer to contract the expansion / contraction packer. Move the tube to match the ejection position with the outlet of the other outer tube, move the injection stage, expand the expansion / contraction packer to form the space inside the tube, and repeatedly inject the injection solution into the ground in the same way This is a ground injection method. 請求項１において、注入ステージを移動して膨縮パッカを膨張する前に管内空間に残存する注入液を排除する請求項１に記載の地盤注入工法。  The ground injection construction method according to claim 1, wherein the injection solution remaining in the space in the pipe is excluded before the injection stage is moved to expand the expansion / contraction packer. 請求項１において、浸透性の悪いグラウトを注入した領域に浸透性の良いグラウトを重ね合わせて注入するように注入ステージを移動する請求項１に記載の地盤注入工法。  The ground injection method according to claim 1, wherein the injection stage is moved so that the grout with good permeability is overlapped and injected into the region into which the grout with poor permeability is injected. 請求項１において、複数の管内空間のいずれかを通して浸透性の悪いグラウトを注入して地盤中の大きな空隙や弱い土層を填充する工程および他のいずれかの管内空間を通して浸透性の良いグラウトを地盤中に注入する工程を併用する請求項１に記載の地盤注入工法。  In Claim 1, a grout with poor permeability is injected through any one of a plurality of pipe spaces to fill a large void or weak soil layer in the ground, and a grout with good permeability through any other pipe space. The ground injecting method according to claim 1, wherein a step of injecting into the ground is used in combination. 請求項１において、混合してゲル化するＡ液およびＢ液のうち、いずれか一方を注入した領域に、他方を重ね合わせて注入するように注入ステージを移動する請求項１に記載の地盤注入工法。  The ground injection according to claim 1, wherein the injection stage is moved so that the other is superposed and injected into a region where either one of the liquid A and the liquid B to be mixed and gelled is injected. Construction method. 請求項１において、注入液として、混合によってゲル化するＡ液およびＢ液をそれぞれ独立した注入液流路を通して送液し、別々の管内空間から外管吐出口を通して地盤中に注入する請求項１に記載の地盤注入工法。   2. The liquid A and the liquid B which are gelled by mixing as injection liquids, respectively, are fed through independent injection liquid flow paths, and injected into the ground from separate pipe internal spaces through outer pipe discharge ports. The ground injection method described in 1. 請求項１において、注入液として同じ注入液のＡ液、Ｂ液を別々の管内空間を通して同時に注入することにより、通常の二倍の長さの注入ステージで注入する請求項１に記載の地盤注入工法。
The ground injection according to claim 1, wherein the same injection liquids A and B as the injection liquid are simultaneously injected through separate in-pipe spaces to inject at a normal double injection stage. Construction method.
JP2003389451A 2003-11-19 2003-11-19 Ground injection device and ground injection method Expired - Lifetime JP3919739B2 (en)

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