JP3919727B2 - Ground injection device and ground injection method - Google Patents

Description

  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, a plurality of bag packers are provided at intervals in the longitudinal direction of the outer wall, and a rubber sleeve is provided between adjacent bag packers. An outer tube having a covered outer tube discharge port, which is inserted into the ground drilling hole to form an outer space between the drilling wall and the bag packer adjacent to each other, and is movable in the outer tube A plurality of infusion liquid streams, each of which has an expansion tube which is inserted in the longitudinal direction and which is provided at an interval, and which forms an ejection position, each of which has a discharge port located at the ejection position. Expansion and contraction by sending fluid to the path and expansion / contraction packer to expand the packer Road and about independently soil injection device and ground grouting method using the same with.

  In particular, the present invention allows the gelation time to be arbitrarily controlled from momentary to long-lasting, and can be arbitrarily switched between a plurality of infusions, easily reacted in the ground of a plurality of infusions, and adjacent vertically. This prevents the injection liquid from escaping into the columnar space, which makes it possible to lengthen the columnar space and speed up the injection process, as well as optimal injection according to the ground conditions and the purpose of injection. The present invention relates to a ground injecting apparatus and a ground injecting method in which injection liquids are constrained to each other in the horizontal direction and permeate in parallel even if the outer space is elongated in a columnar shape.

  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.

  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 device is known which is equipped with a sealer for sealing, injects a chemical solution into a space sealed by the packer, and improves the ground around the outer tube in the chemical solution (Japanese Patent No. 2814475).

  This device uses a mixture of at least two components as a chemical solution, and includes at least a first flow path for transporting the first chemical liquid and a second flow path for transporting the second chemical liquid. Provided in the apparatus main body, and at least two systems of nozzles for allowing the chemical solutions to flow out of the apparatus main body from the end portions of the first and second flow paths are formed in the apparatus main body. It is characterized by being closed by an open / close state.

However, in this construction method, when the main body of the apparatus is directly inserted into the injection hole, the injection hole wall is usually broken due to the soil that is subject to breakage. It becomes difficult to shift, and it is impossible to inject each injection stage. 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 a diameter of the injection outer tube (approximately 10 cm), so that the injection penetration source is small and the injection liquid is clogged. It is easy to wake up, so it is difficult to widen the penetration range. (Fig. 8)
That is, when trying to inject a hardened material from a single injection tube into a wide range of ground as in the liquefaction prevention method, the hardened material penetrates into the ground by sealing with a seal grout around the injection tube. The number of openings to the ground is small, and it is difficult to uniformly permeate a large amount of discharge per minute uniformly over a wide range for a long time.

  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 to 10 days). The seal grout precipitates in the drilling holes or is non-uniformly consolidated in the depth direction mixed with the sand due to the collapse of the sand from the surroundings. As a result, the discharge penetration of the permeable grout is inhibited.

  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).

  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.

  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.

In addition, the bag body is filled with a curable suspension from an outlet opening that opens inside the bag body to form a bag packer, and an injection material is injected from the outlet opening between the bag bodies to fix the ground. The ground injection technique that ties is also known. (JP 2002-167745 A)
This bag body is a water-permeable bag body that allows a part of the curable suspension to pass therethrough, and has a diameter larger than the diameter of the hole. When the bag body is filled with the suspension and inflated to form the bag packer, the hole diameter around the packer is consolidated by the bag packer because the bag body has a larger diameter than the hole diameter. At the same time, since the bag body is a water-permeable bag body , the curable suspension that has passed from the bag body penetrates and cures into the compacted hole, and the bag body is cured at a high concentration to form a high-strength bag packer. At the same time, a dense ground packer is formed in which the injected material is less likely to penetrate into the ground area around the bag packer.

Since this method forms a columnar injection space and can be injected from a large injection source, clogging is unlikely to occur. Moreover, even if injection is performed at a high discharge rate, the permeation rate per unit area of the injection source is small, so that it can be infiltated and consolidated over a wide range while soil particles permeate at a low pressure and a low discharge amount. In particular, when this is applied to liquefaction prevention injection, injection is performed over a wide range with a wide injection hole interval (for example, 2 to 4 m 2). (Fig. 9)
An example of the design mode in this case is shown below.

1 Embedding interval of injection pipe P = 2m × 2m
2 Infusion rate f = 30 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 Injection time per stage
tl = 6kl / 0.03kl / min = 200 minutes
= 3.3 hours (infusion duration)
Must be injected.

7 Injection filling volume of bag (l) q
q = 60 l
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 = 2 m (improved thickness) × 16 m ³ = 32 m 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 = 20 l / min, the injection time t per stage t =
Infusion of 12 kl ÷ 0.02 kl = 600 minutes = 10 hours must be performed.

  In this way, an injection solution having a long gelation time is injected for a long time from the columnar infiltration source, and the obtained columnar infiltration consolidated body is planarly and continuously up and down. It should be possible to consolidate.

  In this way, the longer the length of the columnar penetration source is, the longer the gelation time is required to perform a large amount of injection. However, the longer the length of the permeation source and the wider the interval between the injection holes, the larger the injection amount and the non-uniform soil layer. In addition, the injection solution with a long gelling time easily penetrates the upper and lower bag packers in the vertical direction and enters the adjacent upper and lower columnar spaces to form a solid columnar solid body at each predetermined injection stage. Not. (Refer to FIG. 5) Further, the longer the interval between the injection holes, the wider the infiltration range and the longer the gelation time. Therefore, the outflow to the ground surface is inevitable. In addition, for example, it is difficult to inject and inject a grout gelling time of 10 hours, so that a wide range of permeation consolidation is impossible.

In order to prevent this, it is necessary to lengthen the bag packer and shorten the columnar space. However, in this case, it is impossible to perform permeation between soil particles in a large columnar space in a wide range and at a high discharge speed. (See Figure 6)
Japanese Patent No. 2814475 JP-A 61-186613 JP 2002-167745 A

  The problem to be solved is to lengthen the extra-tube space into a columnar shape, use a grout with a long gelation time, and even if the injection hole interval is wide, a large columnar consolidated body can be surely formed for each stage. In addition to speeding up more than twice, it enables optimal injection according to the ground conditions and the purpose of injection, and even if the columnar extra-tube space is lengthened, the injection solutions are bound to each other in the horizontal direction and penetrated in parallel. is there. In addition, if a grout with a long gelation time deviates to the ground surface during injection, it is easy to instantly freeze and prevent the deviation, and subsequently, a grout with a long gelation time is injected.

  The spherical penetration method that breaks and injects the seal grout is difficult to achieve a wide range of penetration and consolidation. Therefore, the problem of the columnar penetration method is solved by paying attention to the advantages of the columnar penetration method.

  That is, in the spherical infiltration method, as shown in the principle diagram of FIG. 8, the outlet of the grout is considered as a spherical infiltration source having an effective diameter of the injection tube, and this is moved in stages in the vertical direction, Is a system in which a solidified body is formed continuously in the vertical and horizontal directions.

  The ground constituting the plain is generally flat and stratified, and its permeability is large in the horizontal direction. Therefore, since spherical infiltration causes three-dimensional infiltration from the infiltration source, the permeation resistance is large, the rate of occurrence of splitting veins increases depending on the soil condition of the ground, and the consolidated form tends to be inhomogeneous. Moreover, since the penetration source is small and is a spherical penetration source having a diameter of 5 to 10 cm, usually corresponding to a boring hole, the gel clogs the penetration source, making it difficult to infuse for a long time or increasing the pressure. It becomes pulmonary penetration.

  As shown in the principle diagram of FIG. 9, the columnar infiltration method forms a columnar space in the ground by casing drilling, and a large amount of grout is discharged into the columnar space to fill it and penetrate the entire peripheral wall. As a source, it is a method to penetrate grout into the ground. According to this method, since the permeation source is a large columnar permeation source, the cylindrical surface area is large. A homogeneous columnar consolidated body is formed in a wide range. Therefore, in homogeneous ground, it can be said that it is an injection method suitable for forming a wide range of permeation consolidated bodies. In this case, the injection tube has a diameter of 5 to 10 cm and a drilling diameter of 10 to 15 cm. Therefore, by providing a bag packer at the top and bottom, a columnar penetration source having a columnar space of about 10 cm in diameter and a length of 0.5 to 2.0 m can be formed, which is almost 10 times that of a spherical penetration source, or It becomes a columnar penetration source having the above surface area.

In order to solve the above-described problems, according to the ground injection device of the present invention, a plurality of bag packers are provided in the ground drilling hole and spaced apart in the longitudinal direction of the outer wall. A solidified material such as squeeze is inserted into the borehole wall and expanded so as to consolidate the surrounding soil, and there is at least one outer tube discharge port covered with a rubber sleeve between adjacent bag packers. And an outer tube that forms an outer space between the adjacent bag packer and the drilling wall, and a pair of expansion / contraction packers that are movably inserted into the outer tube and that are spaced apart in the longitudinal direction. And an inner pipe that forms an ejection position. The inner pipe feeds an infusate, and a plurality of infusate passages each having an ejection port located at the ejection position, and a fluid in the expansion / contraction packer And a packer flow path for inflating and expanding the packer independently. A fluid is sent through a passage to a pair of expansion / contraction packers and expanded to form a space in the tube between the inner and outer tubes sandwiched by the pair of expansion / contraction packers. The injection liquid is injected into the ground through the inner space, the outer tube discharge port and the outer space, the hole diameter is 10 to 15 cm, the outer tube diameter is 5 to 10 cm, and the column shape formed by the outer space The infiltration source has a length of 0.5 to 2 m, which enables rapid consolidation of large-capacity soil .

Furthermore, in order to solve the above-described problems, according to the ground injection device of the present invention, a plurality of bag packers are provided in the ground wall in the longitudinal direction and spaced apart in the longitudinal direction of the outer wall. The binder is pressed into the drilling wall, expanded to consolidate the surrounding soil , and has at least two outer pipe discharge ports covered with rubber sleeves between the adjacent bag packers, and An outer tube that forms a space outside the tube between the adjacent bag packer and the drilled wall, and three or more expansion / contraction packers that are movably inserted into the outer tube and spaced apart in the longitudinal direction. A plurality of injection passages that form a plurality of ejection positions, send an infusion solution to the inner pipe, and have discharge ports respectively located at different ejection positions; and the expansion and contraction A packer flow path for inflating the fluid by sending a fluid to the packer. A plurality of in-pipe spaces are formed between the inner and outer pipes sandwiched between the inflating and shrinking packers adjacent to each other by sending a fluid to three or more inflating and shrinking packers through the channel. It was matched to the same extravascular space, the injection liquid respectively through separate pipe space from the discharge port, through the outer tube discharge port, and injected from the same extravascular space in the ground, 10 to 15 cm the drilling diameter The outer tube diameter is 5 to 10 cm, and the columnar penetration source formed by the outer space is 0.5 to 2 m in length, thereby enabling rapid consolidation of large-capacity soil. To do .

Furthermore, in order to solve the above-mentioned problems, according to the ground injection device of the present invention, a plurality of bag packers are provided in the ground wall in the longitudinal direction and spaced apart in the longitudinal direction of the outer wall. The caulking material is pressed into the borehole wall, expanded so as to consolidate the surrounding soil, and has at least one outer tube discharge port covered with a rubber sleeve between adjacent bag packers. In addition, an outer tube that forms an outer space between the adjacent bag packer and the drilled wall, and a plurality of expansion / contraction packers that are movably inserted into the outer tube and are provided at intervals in the longitudinal direction are provided. And an inner pipe that forms a plurality of ejection positions, and the plurality of ejection positions are arranged at least one by one so as to be located in the space outside the pipe, and an injection liquid is fed into the inner pipe, and a discharge port A plurality of infusion flow paths separately located at each ejection position, and the expansion / contraction pack. And a packer flow path for inflating by sending a fluid to each other, and a space in the pipe between the inner and outer pipe gaps sandwiched by the adjacent expansion / contraction packers by sending the fluid to the plurality of expansion / contraction packers through the packer flow path. Each injection position is made to coincide with the space outside the tube, and the injection solution is injected from the discharge port through the space inside the tube and the discharge port of the outside tube and injected into the ground through the space outside the tube, and the diameter of the hole is adjusted to 10 to 10. It is 15 cm, and the columnar seepage source formed by the extra-tube space has a length of 0.5 to 2 m, which enables rapid consolidation of large-capacity soil .

In order to solve the above-described problems, according to the ground injection method of the present invention, a hole is formed in the ground to be improved, and a plurality of bag packers are provided in the hole in the outer wall in the longitudinal direction. These bag packers are inflated to press the caking material into the borehole wall and consolidate the surrounding soil, and at least one outer tube discharge covered with a rubber sleeve between adjacent bag packers. An outer tube having an outlet is inserted, and the inner tube is movably inserted into the outer tube, and the inner tube is provided with a pair of expansion / contraction packers spaced apart in the outer longitudinal direction to form an ejection position, In addition, a plurality of infusion liquid passages for sending the infusion liquid to the inside, each having a discharge port positioned at the ejection position, and a packer flow passage for inflating the fluid by sending the fluid to the expansion / contraction packer are provided independently. Inflate by sending fluid to a pair of expansion / contraction packers through the packer channel A space between the bag packer adjacent to each other and the hole-drilling wall is inflated by injecting a fluid into the bag packer of the outer tube. the extravascular space formed in the ejection position of the inner tube is matched to the extravascular space, the infusate through the tube space and the outer tube discharge port from the discharge port, and injected into the ground through the extravascular space, the cutting The hole diameter is 10 to 15 cm, the outer tube diameter is 5 to 10 cm, and the columnar seepage source formed by the outer space is 0.5 to 2 m in length, thereby enabling rapid consolidation of large-capacity soil. It is characterized by doing. The interval between the injection holes is preferably 2 to 4 m, whereby liquefaction prevention injection is performed.

In order to solve the above-described problems, according to the ground injection method of the present invention, a hole is formed in the ground to be improved, and a plurality of bag packers are provided in the hole in the outer wall in the longitudinal direction. These bag packers are inflated to press the caking material into the borehole wall and consolidate the surrounding soil, and at least two outer tube discharges covered with rubber sleeves between adjacent bag packers. An outer tube having an outlet is inserted, and the inner tube is movably inserted into the outer tube. The inner tube is provided with three or more expansion / contraction packers at intervals in the outer longitudinal direction, and a plurality of ejection positions. And a plurality of infusion liquid passages, each of which has an ejection port positioned at a separate ejection position, and a packer passage for inflating the fluid by sending fluid to the expansion / contraction packer, respectively. 3 or more expansion / contraction packs are provided independently through the packer channel. A plurality of inner spaces are formed between the inner and outer tube gaps sandwiched between adjacent expansion / contraction packers, and the bag packer of the outer tube is inflated by injecting fluid. An external space is formed between the adjacent bag packer and the drilling wall, a plurality of ejection positions are made to coincide with the same external space, and the injection solution is discharged from the discharge port through separate internal spaces. Injecting into the ground from the same external space through the tube discharge port, the hole diameter is 10 to 15 cm, the outer tube diameter is 5 to 10 cm, and the columnar penetration source formed by the external space is long. It is characterized by being able to rapidly consolidate large-capacity soil. The interval between the injection holes is preferably 2 to 4 m, whereby liquefaction prevention injection is performed.

Furthermore, in order to solve the above-described problem, according to the ground injection method of the present invention, a hole is formed in the ground to be improved, and a plurality of bag packers are formed in the hole with a space in the longitudinal direction of the outer wall. These bag packers are inflated to press the caking material into the drilled wall and consolidate the surrounding soil, and at least one of the bag packers adjacent to each other is covered with a rubber sleeve. An outer tube having an outer tube discharge port is inserted, and the inner tube is movably inserted into the outer tube. The inner tube is provided with a plurality of expansion / contraction packers at intervals in the outer longitudinal direction, and a plurality of ejections. And a plurality of ejection positions are arranged so as to be located in the space outside the columnar tube at least one by one, and the injection liquid is further fed to the inside, and a plurality of ejection openings are separately located at each ejection position. The fluid is sent to the infusate flow path and the expansion / contraction packer for expansion. Each is equipped with a packer flow path independently, and is further configured to send a fluid to a plurality of expansion / contraction packers through the packer flow path to expand them, thereby forming an internal space between the inner and outer pipes sandwiched between adjacent expansion / contraction packers. In addition, a fluid is injected into the bag packer of the outer pipe to inflate it to form an extra-tube space between the adjacent bag packer and the drilling wall. An injection solution is injected from the outlet through the inner space and the outer tube outlet, and injected into the ground through the outer space , the hole diameter is 10 to 15 cm, the outer tube diameter is 5 to 10 cm, and the outer space is The formed column penetration source has a length of 0.5 to 2 m, which enables rapid consolidation of large-capacity soil. The interval between the injection holes is preferably 2 to 4 m, whereby liquefaction prevention injection is performed.

  In the present invention, as shown in FIG. 1, the liquid A and the liquid B from independent injection liquid flow paths are mixed in the internal space and immediately injected into the columnar external space through the internal space between the upper and lower expansion / contraction packers. Therefore, it is possible to inject any injection solution from instantaneous setting to long setting into the ground. For this reason, in order not to get over the upper and lower bag packers and enter the upper and lower outer space of the tube, inject a grout with a short gel time and fill the part that tends to deviate, and then switch to a grout with a long gel time. Therefore, osmotic injection can be performed over a wide range. In addition, an osmotic grout with a long gelation time of several hours or several tens of hours, for example, acidic silica sol grout, is used as the liquid A, and when this deviates to the ground surface during the injection, water glass is immediately injected with the liquid A as the liquid B. Then, the flow path leading to the escape portion of the liquid A is immediately closed by the instantaneous grouting. By stopping the injection of the B liquid at this time, it is possible to switch to the wide penetration with only the A liquid.

  For this reason, the upper and lower bag packers are made relatively short, and the length of the space between them is made longer, so that the grout having a long gelation time penetrates a wide range horizontally from the permeation source of the long columnar extra-tube space. It is possible. The reason for this is that, as shown in FIG. 10, the grout with a short gel time fills irregularly while searching for rough or weak portions of the ground, so the grout permeability coefficient with a long gel time is higher than the vertical direction in the horizontal direction. This is because if the upper and lower water-permeable portions are closed, it will be easier to penetrate in the horizontal direction.

Furthermore, in the above-described present invention, when the same injection liquid A and liquid B are injected at the same time, the injection process can be simultaneously performed through one or two ejection positions from two independent injection liquid flow paths. The construction efficiency is more than doubled. (See Figures 2 and 3)
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. (Figure 3)
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. Layer A with liquid A, thin soil layer B with liquid, injecting while changing the injection stage (Figs. 2 and 3), or injecting B liquid over the soil layer into which A liquid has been injected To do. (Fig. 1, Fig. 2, Fig. 3). 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.

  Furthermore, the liquid A is a water glass aqueous solution and the liquid B is a reactant aqueous solution, and the liquid B is injected into the stage where the liquid A is injected by moving the injection position on the same stage or by moving the ejection position. The liquid A and liquid B can be reacted in the ground. In this case, as with water glass and calcium chloride solution as a reactant, although high strength can be obtained, the ground can be improved by solving the disadvantage that it is difficult to penetrate due to instantaneous setting. That is, the water glass is infiltrated into the ground as the A liquid, and while the water glass is not washed away to the outside, that is, while the water glass is filled in the gaps between the soil particles, the calcium chloride aqueous solution as the B liquid is added. By injecting repeatedly, water glass and calcium chloride can react between soil particles and solidify in a wide range.

  In this way, the A liquid and the B liquid can be injected simultaneously or alternately according to the ground conditions and the injection purpose of the injection liquid to be used. This is because the A liquid and the B liquid can be separately injected from the discharge port through independent injection liquid channels, so that the injection process is not only accelerated more than twice, but also optimal injection is possible according to the ground conditions.

Furthermore, according to the present invention, the upper and lower injection solutions are constrained to each other and permeate evenly in the horizontal direction by simultaneously injecting the upper and lower injection stages from the upper and lower ejection positions. (FIG. 2, FIG. 3, FIG. 7). For this reason, the permeation consolidation of a predetermined shape is attained. When the injection is performed one stage at a time, the injection of the first injection stage precedes and penetrates to the area of the adjacent injection stage to be consolidated. For this reason, the injection becomes difficult at the time of transfer to the adjacent stage, or the shape of the injection becomes irregular, and it becomes difficult to inject a predetermined solidified shape at a predetermined location. (Fig. 5)
Furthermore, the present invention enables infiltration between soil particles by injecting with a large discharge amount from a large columnar outer space formed between adjacent upper and lower bag packers. In the case of injecting from a large columnar extra-tube space, that is, from a large columnar infiltration source, the infiltration rate from the unit infiltration source is low even if the injection is performed at a large injection rate, so that it is possible to infiltrate between soil particles. However, when the length of the columnar tube outer space is increased, as shown in FIG. 5, the injected liquid easily flows over the bag packer and flows into the upper and lower columnar tube outer spaces. In this case, the columnar extra-tube space is already closed even if the inner pipe is moved there. In order to prevent this, it is necessary to lengthen the length of the bag packer and shorten the space outside the columnar tube as shown in FIG. In this case, it becomes spherical penetration like the point injection, and columnar penetration from a large columnar penetration source becomes difficult. On the other hand, as shown in FIG. 7, if the injection is simultaneously performed from a plurality of adjacent upper and lower spaces, the injected solutions are constrained in parallel in the horizontal direction even if the length of the columnar extra-tube space is long. One of them does not flow into the columnar permeation source adjacent to the top and bottom, and the permeation is not hindered.

  If a rubber ring packer is used as a packer as in the known technology, the packer effect is due to the friction between the rubber ring and the outer tube, so if the outer tube is deformed by earth pressure, the inner tube cannot move up and down. Become. For this reason, it is difficult to move the inner pipe not only when the injection depth is deep, where the earth pressure increases, but also when the outer pipe is easily deformed by installing the injection pipe in the horizontal direction. In particular, when the packer has three or more stages, the friction of the rubber ring becomes too large and it becomes difficult to move up and down. On the other hand, in the expansion / contraction packer that is expanded by the fluid as in the present invention, even if the outer tube is deformed, it can be freely moved into the inner tube by removing the fluid and contracting.

    In particular, the expansion / contraction packer is important in the present invention. For example, as shown in FIG. 1, when injecting a grout with a short gelation time in advance, it is also necessary to inject a quick-set grout. It becomes clogged and it becomes difficult to inject at the next injection stage. On the other hand, if an expansion / contraction packer is used, the gelled product falls by contracting the packer when the injection of the injection stage is completed, and if the packer is expanded by moving to the next stage, the complete internal space Is formed. Moreover, the gel in the space in the tube can be washed away without extracting the inner tube on the ground.

  Also, in FIG. 1, firstly, by injecting a water glass aqueous solution into the ground from one of the injection liquid flow paths, and then contracting the expansion / contraction packer, the water glass falls downward and does not remain in the pipe space. Next, after expanding the packer and injecting calcium chloride from the other injection liquid flow path at the same stage, it reacts with the water glass and solidifies only in the ground without reacting with the water glass in the space inside the tube. For this reason, wide-ranging columnar penetration is possible using the instantaneous setting grout.

  2 and 3, the liquid A is injected from one injection liquid flow path, and the liquid B is injected from the other injection liquid flow path. Can be injected from the same flow path. In this case, the rubber packer reacts with the remaining A liquid and B liquid. On the other hand, if the expansion / contraction packer is used, after the A liquid and the B liquid are injected, the remaining A, Liquid B is washed away with washing water and loses reactivity. Thereafter, the packer is expanded, and the A1 and B1 liquids are fed from the respective flow paths, and can be injected in a superimposed manner on the areas of the ground where the A and B liquids are injected.

  Such a process can also be performed on the same stage. Further, the four types of injection liquids A, B, A1, and B1 can be superimposed and injected according to the ground conditions while changing the stage. By performing such an operation, even if the length of the bag packer is shortened to provide a long columnar extra-tube space, the injection solution is prevented from flowing over the bag packer and into the upper and lower extra-tube spaces. Injected into.

  Hereinafter, the present invention will be described in detail with reference to the accompanying drawings.

  1, FIG. 2, and FIG. 3 are explanatory views showing specific examples of the ground injection device according to the present invention. 4 (a), 4 (b), 4 (c) and 4 (d) are explanatory views showing process diagrams of the ground injection method of the present invention. 5 and 6 are model views showing the drawbacks of the conventional injection device, and FIGS. 7 and 10 are model views showing the advantages of the device of the present invention. FIG. 8 is a model diagram showing the principle of spherical infiltration. FIG. 9 is a model diagram showing the principle of spherical penetration. 10 is a model diagram showing the principle of penetration according to the present invention.

  The ground injection device in FIG. 1 basically includes an outer tube 7 and an inner tube 10. The inner pipe 10 is usually formed of a steel pipe or a hose. Or the part near the front-end | tip with a discharge outlet may be formed with a steel pipe, and the part above it may be formed with a hose. A flow path is provided in the inner tube 10 and can be integrated to move up and down in the outer tube 7. The outer tube 7 is inserted into the drilling hole 2 of the ground 1, and a plurality of bag packers 4, 4... 4 are provided at intervals in the longitudinal direction of the outer wall 3, and between the bag packers 4, 4 adjacent to each other. Has at least one outer tube discharge port 17 covered with a rubber sleeve 16 functioning as a check valve, and further, a columnar tube outer space 6 between the adjacent bag packers 4 and 4 and the drilled wall 5. Form. As will be described later, the bag packer 4 is inflated by injecting a caking material into the inside through the rubber sleeve 16 from the outer tube discharge port 17 to form the bag packer 4.

  The inner tube 10 is movably inserted into the outer tube 7, and a pair of expansion / contraction packers 8, 8 are provided at intervals in the longitudinal direction to form an ejection position 9. Furthermore, a plurality of infusion fluid channels 12 and packer channels 13 are provided independently in the inner tube 10. In the injecting liquid channel 12, the discharge port 11 is located at the ejection position 9, and the liquid A and the liquid B are respectively fed to the ejection port 11 at the ejection position 9.

  Further, the packer flow path 13 has a packer flow path discharge port 13a located at the expansion / contraction packer 8, communicates with the expansion / contraction packer 8, and expands / contracts the expansion / contraction packer 8 through the packer fluid 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.

  The apparatus of the present invention configured as described above aligns the ejection position 9 of the inner tube 10 with the columnar tube outer space 6, and injects the injection solution from the discharge port 11 (the A solution is the discharge port 11 a and the B solution is the discharge port 11 b). The rubber sleeve 16 is opened through the space 15 and the outer tube discharge port 17, and further injected into the ground 1 through the columnar tube outer space 6. Further, the inner tube 10 is moved upward, for example, so that the ejection position 9 is matched with another columnar outer space 6 (not shown), and the injection liquid is injected from the discharge port 11 in the same manner as described above. It inject | pours in the ground 1 through the columnar extra-tube space 6, and repeats this injection | pouring.

  FIG. 2 is a cross-sectional view of another ground injection device according to the present invention, and this device is basically composed of an outer tube 7 and an inner tube 10 as in FIG. As in FIG. 1, the outer tube 7 is inserted into the drilling hole 2 of the ground 1 and is provided with a plurality of bag packers 4, 4... Between the bag packers 4 and 4, there are at least two outer tube discharge ports 17 covered with a rubber sleeve 16, and a columnar tube between the upper and lower bag packers 4 and 4 adjacent to each other and the drilling wall 5. An outer space 6 is formed.

  Similarly to FIG. 1, the inner tube 10 is also movably inserted into the outer tube 7, and three or more expansion / contraction packers 8, 8,... In position 9, FIG. 2, two continuous ejection positions 9, 9 are formed. Further, the inner tube 10 is provided with a plurality of infusion fluid channels 12 and packer channels 13 independently. 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.

  Further, the discharge passage 11a is located in each expansion / contraction packer 8 in the packer flow path 13, and a fluid such as air or water is sent to the expansion / contraction packer 8 to be expanded to form three or more expansion / contraction packers 8. As a result, in the gap 14 between the inner and outer pipes 7, 8, two or more continuous pipe inner spaces 15, 15 sandwiched by three or more adjacent expansion / contraction packers 8, 8,. .

  The device of the present invention configured as described above aligns two continuous ejection positions 9 and 9 with a common columnar tube outer space 6, and separates the injection liquid from the discharge port 11 into separate tube inner space 15 and outer tube discharge port 17, respectively. After that, the rubber sleeve 16 is opened and injected into the ground 1 through the same columnar outer space 6. Further, the inner tube 10 is moved upward so that the two continuous ejection positions 9 and 9 are matched with other columnar tube outer spaces 6 (not shown), and the injection is continued in the same manner.

  As a result, the space outside the columnar tube is enlarged, and even if the drilling wall is collapsed, the injected liquid is pressed into the ground by independent pumps through the flow paths independent from the plurality of discharge ports. 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.

  2 has the same effect as that of FIG. 1, and when the A liquid and the B liquid having different gelation times are simultaneously injected from the two continuous ejection positions 9 and 9 using the apparatus, respectively, Infusion control is performed by a flow meter 21, a pressure gauge 22, and an infusion pump 20 that are independently installed in the infusion liquid flow paths 12 and 12, and optimum infusion is possible according to the ground conditions and the purpose of the infusion.

  Furthermore, when injecting into the ground 1 in which the rough soil layer and the thin soil layer are alternately formed using the injection device of FIG. 2, the liquid A is a suspension type grout or a grout with a short gelation time, and the liquid B is a gel. A solution type grout with a long crystallization time, a rough soil layer with A liquid, a thin soil layer with B liquid, and injection while changing the injection stage by moving the ejection positions 9 and 9, or a soil layer into which A liquid was injected Inject B liquid in layers. 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.

  Further, by using the injection apparatus of FIG. 2, water glass is infiltrated into the ground 1 as the A liquid, and calcium chloride as the B liquid is superposed and injected thereon, whereby the water glass and calcium chloride react 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 the 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. The present invention not only doubles the injection fixation and doubles the construction efficiency, but also performs injection management with the flow meter 21, the pressure meter 22, and the injection pump 20 to optimize injection according to the ground conditions and the purpose of injection. Is possible.

FIG. 3 is a cross-sectional view of still another ground injection device according to the present invention, and this device is basically composed of an outer tube 7 and an inner tube 10 as in the devices of FIGS. 1 and 2, the outer tube 7 is inserted into the drilling hole 2 of the ground 1, and a plurality of bag packers 4, 4... 4 are provided at intervals in the longitudinal direction of the outer wall 3 and adjacent to each other. Between the upper and lower bag packers 4 and 4, there is at least one outer tube discharge port 17 covered with a rubber sleeve 16, and a columnar shape between the upper and lower bag packers 4 and 4 adjacent to each other and the drilling wall 5. An extra-tube space 6 is formed.
The inner tube 10 is also movably inserted into the outer tube 7 as in FIGS. 1 and 2, and a plurality of expansion / contraction packers 8, 8... 8 are provided at intervals in the longitudinal direction. 9, in FIG. 3, the ejection positions 9, 9... 9 are formed one by one between the adjacent bag packers 4, 4. That is, the plurality of ejection positions 9, 9... 9 are arranged so as to be located in the columnar outer space 6 at least one by one.

  Further, the inner tube 10 is provided with a plurality of infusion fluid channels 12 and packer channels 13 independently. In the injecting liquid flow path 12, the discharge ports 11 are located at separate ejection positions 9, 9, respectively, and the ejection ports 11, 11 at the separate ejection positions 9, 9 with the bag packer 4 interposed between the A liquid and the B liquid, respectively. To liquid.

  Further, the discharge passages 13a of the packer passages 13a are located in the respective expansion / contraction packers 8, and a fluid such as an inert gas such as air, water or nitrogen is introduced into the expansion / contraction packers 8, and the expansion / contraction packers 8, 8 are introduced. ... 8 is formed. As a result, in the gap 14 between the inner and outer tubes 7, 8, a plurality of inner spaces 15, 15,... 15 sandwiched between a plurality of adjacent expansion / contraction packers 8, 8,.

  The apparatus of the present invention configured as described above is adapted to align each ejection position 9 with a separate external space 6 and feed the injected liquid from each discharge port 11 via a separate internal space 15 and external tube discharge port 17 to a rubber sleeve. 16 is pushed open and injected into the ground 1 via a separate extra-space 6. Further, the inner tube 10 is moved upward so that the respective ejection positions 9 are matched with the separate outer space 6 (not shown), and the injection is continued in the same manner.

  3 has the same effect as that of FIGS. 1 and 2, and the upper and lower injection liquids are simultaneously injected from the upper and lower ejection positions 9 and 9 into the upper and lower injection stages using this apparatus. Bind to each other and penetrate evenly in the horizontal direction. That is, even if the extra-tube space 6 is lengthened, it is possible to prevent the injected solutions from constraining each other in the horizontal direction and penetrating in parallel, and one flowing into the columnar permeation source adjacent to the top and bottom to inhibit the permeation. . For this reason, a predetermined shape of permeation consolidation is possible.

  4 (a) to 4 (d) are explanatory views showing the ground injection process of the present invention, and this will be described using the ground injection apparatus shown in FIG. First, as shown in FIG. 4A, a hole 2 is formed in the ground 1 to be improved. For this drilling, a generally known normal drilling machine is used.

  Next, as shown in FIG. 4B, a plurality of bag packers 4, 4... 4 are provided in the drilling hole 2 at intervals in the longitudinal direction of the outer wall 3. , 4, an outer tube 7 having at least one outer tube discharge port 17 covered with a rubber sleeve 16 is inserted. Since the bag packer 4 is not expanded at the time of insertion, the insertion is easy.

  As shown in FIG. 4C, the outer tube 7 inserted into the hole 2 is pressed into the bag packer 4 through the outer tube discharge port 17 and expanded to form the packer 4. At this time, the bag packer 4 bites into the drilled wall 5 and consolidates the periphery, thereby forming a soil packer larger than the outer tube diameter. As a result, the outer tube 7 is fixed in the hole 2 and the tensile strength of the outer tube is added to the ground to reinforce the ground.

  Further, as shown in FIG. 4 (d), the inner tube 10 is inserted into the outer tube 7. The inner tube 10 is provided with a pair of expansion / contraction packers 8, 8 spaced apart from each other in the outer longitudinal direction to form an ejection position 9, and an injecting solution is fed inside, and the discharge port 11 is located at the ejection position 9. A plurality of infusion solution channels 12 positioned and a packer channel 13 for sending and expanding fluid to the expansion / contraction packer 8 are independently provided, and the fluid is supplied to the pair of expansion / contraction packers 8 and 8 through the packer channel 13. And an in-pipe space 15 is formed in a gap 14 sandwiched between a pair of expansion / contraction packers 8 and 8.

  When the expansion / contraction packer 8 is inflated, the inner tube 10 is fixed in the outer tube 7, and when the expansion / contraction packer 8 is contracted, the inner tube 10 is movable within the outer tube 7. FIG. 4D shows a state where the expansion / contraction packer 8 is contracted and the inner tube 10 is movable. The ejection position 9 of the inner tube 10 is aligned with the outer space 6, and an injection solution is injected from the discharge port 11 through the inner space 15 and the outer tube discharge port 17, and then injected into the ground 1 through the outer space 6. As in FIG. 1, each of the injection liquid channels 12 and 12 is independently communicated with the liquid A storage tank 18 and the liquid B storage tank 19, and is adjusted by the pressure gauge 22 and the flow meter 21 by the operation of the pump 20. Optimal injection is performed. 2 and 3 is the same as that shown in FIG.

  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.

It is sectional drawing of one specific example of the ground injection apparatus of this invention. It is sectional drawing of the other specific example of the ground injection apparatus of this invention. It is sectional drawing of the other specific example of the ground injection apparatus of this invention. It is one process figure of the ground injection construction method of the present invention. It is one process figure of the ground injection construction method of the present invention. It is one process figure of the ground injection construction method of the present invention. It is one process figure of the ground injection construction method of the present invention. It is a model figure showing the fault of the conventional injection device. It is a model figure showing the other fault of the conventional injection device. It is a model figure showing the advantage of the device of the present invention. It is a model figure showing the principle of spherical penetration. It is a model figure showing the principle of spherical penetration. It is a model figure showing the principle of penetration concerning the present invention.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Ground 2 Drilling hole 3 Outer wall 4 Bag packer 5 Drilling hole wall 6 Columnar outer space 7 Outer tube 8 Expansion / contraction packer
9 Ejection position 10 Inner tube 11 Discharge port 12 Injection liquid flow channel 13 Packer flow channel 13a Packer fluid discharge port 14 Clearance 15 Internal space 17 Outer tube discharge port

Claims (9)

A plurality of bag packers are inserted into the ground drilling holes and spaced in the longitudinal direction of the outer wall, and these bag packers are pressed into the drilling walls by press-fitting the consolidating material so as to consolidate the surrounding soil. And at least two outer tube discharge ports covered with rubber sleeves between the adjacent bag packers and forming an outer tube space between the adjacent bag packers and the drilled wall An outer tube, and an inner tube that is movably inserted into the outer tube and has three or more expansion / contraction packers spaced apart in the longitudinal direction to form a plurality of continuous ejection positions. The pipe is independently provided with a plurality of infusion liquid passages for sending infusion liquid and discharge ports located at different ejection positions, and a packer passage for inflating the fluid by sending fluid to the expansion / contraction packer. The fluid is sent to three or more expansion / contraction packers through the packer flow path to expand A plurality of inner spaces are formed between the inner and outer tubes sandwiched between the expansion / contraction packs adjacent to each other, the plurality of ejection positions are made to coincide with the same outer space, and the injection liquids are separately supplied from the discharge ports. A ground injection device for injecting into the ground from the same external space through the outer space through the outer tube discharge port.   In Claim 1, the inner pipe is moved to match a plurality of ejection positions with other extra-spaces, and the injection solution is discharged from the outlet through the outer pipe outlet and from the same extra-space through the outer pipe outlet. The ground injection device according to claim 1, which is injected into the ground.   A plurality of bag packers are inserted into the ground drilling holes and spaced in the longitudinal direction of the outer wall, and these bag packers are pressed into the drilling walls by press-fitting the consolidating material so as to consolidate the surrounding soil. And at least two outer tube discharge ports covered with rubber sleeves between the adjacent bag packers and forming an outer tube space between the adjacent bag packers and the drilled wall An outer tube and a plurality of expansion / contraction packers which are inserted in the outer tube so as to be movable, and are provided at intervals in the longitudinal direction, to form a plurality of ejection positions, and the plurality of ejection positions are A plurality of injection liquid flow paths are arranged so that at least one is located in a separate external space, the injection liquid is fed into the inner pipe, and the discharge ports are separately located at the respective ejection positions; Each is independently equipped with a packer flow path that expands by sending fluid to the contraction packer, A fluid is sent to a plurality of expansion / contraction packers through a packer channel to expand them, and a plurality of internal spaces are formed between inner and outer tube gaps sandwiched by adjacent expansion / contraction packers, and each ejection position is made to match the external space. A ground injection device characterized by injecting an injection solution from a discharge port through a space in a tube and a discharge port in an outer tube and into the ground through the space outside the tube.   4. The method according to claim 3, wherein the inner pipe is moved so that a plurality of ejection positions are matched to at least one other pipe outer space one by one, and the injection liquid is passed from the outlet through the inner pipe through the outer pipe outlet. The ground injecting device according to claim 3, which injects into the ground from outside space.   A hole is formed in the ground to be improved, and a plurality of bag packers are provided in the hole in the outer wall in the longitudinal direction, and these bag packers are pressed into the hole by pressing the consolidated material. The outer pipe having at least two outer pipe discharge ports covered with rubber sleeves is inserted between the bag packers adjacent to each other, and the inner pipe is moved into the outer pipe. The inner tube is freely inserted, and three or more expansion / contraction packers are provided at intervals in the outer longitudinal direction to form a plurality of ejection positions, and an injection solution is sent to the inner tube, and a discharge port Are provided independently with a plurality of infusion liquid channels positioned at different ejection positions and a packer channel for sending fluid to the expansion / contraction packer for expansion, and three or more expansion / contraction packers through the packer channel. The fluid is sent to A plurality of internal spaces are formed between the gaps between the inner and outer tubes to be sandwiched, and the bag packer of the outer tube is inflated by injecting a fluid between the adjacent bag packer and the perforated wall. An outer space is formed, a plurality of ejection positions are made to coincide with the same outer space, and the injection solution passes from the outlet through the inner tube through the outer tube outlet, and enters the ground from the same outer space. Ground injection method characterized by injection.   6. The method according to claim 5, wherein the inner pipe is moved so that the ejection position is matched with the other outer space, and the injection solution is injected from the discharge port through the inner space and the outer tube discharge port, and injected into the ground through the outer space. Item 5. Ground injection method according to Item 5.   A hole is formed in the ground to be improved, and a plurality of bag packers are provided in the hole in the outer wall in the longitudinal direction, and these bag packers are pressed into the hole by pressing the consolidated material. The outer tube is expanded so as to consolidate the surrounding soil, and an outer tube having at least one outer tube discharge port covered with a rubber sleeve is inserted between adjacent bag packers, and the inner tube is moved into the outer tube. The inner tube is freely inserted, and a plurality of expansion / contraction packers are provided at intervals in the outer longitudinal direction to form a plurality of ejection positions, and at least one of the plurality of ejection positions is located in the columnar outer space. And a plurality of infusion liquid passages in which the infusion liquid is further sent to the inner tube, and the discharge ports are separately located at the respective ejection positions, and the packer flow path for inflating the fluid by sending the fluid to the expansion / contraction packer Each independently, and a plurality of packer channels It is configured by sending a fluid to the contraction packer and inflating it, and forming a plurality of inner spaces between the inner and outer pipes sandwiched by adjacent expansion / contraction packers, and inflating the bag packer of the outer pipe by injecting the fluid Forming a space outside the tube between the bag packer adjacent to each other and the drilling wall, matching each ejection position to the space outside the tube, and passing the injection liquid from the discharge port through the space inside the tube and the outer tube discharge port, Ground injection method characterized by injecting into the ground through the outer space.   8. The liquids A and B having different permeability as infusion liquids are separately fed through independent infusion liquid flow paths, and both liquids are passed from the ejection port at the ejection position through the inner space and the outer tube ejection port. After injecting into the ground through the outer space, the ground was injected with poorly permeable injection by moving the inner tube to match the ejection position with the other outer space and injecting into the ground The ground injection method according to claim 7, wherein an injection solution having good permeability is injected in layers.   8. The liquid A and the liquid B, which are mixed and gelled, as the injection liquid, are separately fed through the independent injection liquid flow paths, and either one of the liquid A or liquid B is injected into the ground. Then, the inner pipe is moved to match the ejection position with the other outer space, and the injection solution is injected from the discharge port through the inner space and the outer tube discharge port, and injected into the ground through the outer space. 7. Ground injection method according to 7.

Images