TWI588325B - Unsaturated soil improvement device and unsaturated ground improvement method - Google Patents

Description

Unsaturated foundation improvement device and unsaturated soil improvement method

In the present invention, it is possible to prevent the liquidification by the injection of an air fluid such as a microbubble liquid to prevent the liquidification, and it is economical, and the injection design, the injection management, and the injection effect can be easily confirmed. Saturated ground improvement device and unsaturated foundation improvement method.

If the slowly accumulating saturated sand foundation is subjected to the repeated shear stress caused by the ground motion, the structure between the sand particles will be disrupted, and the bite between the particles will gradually fall off. As a result, the excess gap water pressure will rise. When the effective stress is reduced, the sand foundation exhibits a liquid-like property (liquidization phenomenon), and as a result, it is accompanied by sand blasting, unequal sinking of the structure, side flow, earthquake oscillation, destruction of the flow of the slope, reduction of supporting force, and revetment . The liquefaction of the destruction of the retaining wall and the floating of the buried pipe causes damage.

Although the ground improvement method of the liquid chemical injection has been widely practiced for such a liquidification phenomenon, the chemical liquid injection is to prevent the liquid from rising in the gap by filling the gel (gel) in the gap of the sand particles. Shaped.

[Practical Technical Literature] [Patent Document]

[Patent Document 1] Japanese Patent Laid-Open Publication No. 2010-209633

[Patent Document 2] Japanese Patent No. 4899164

In recent years, it has been proposed to inject a liquid bubble fluid (microbubble) having a diameter of 5 to 100 μm and an air-containing fluid such as air into the ground to desaturate the ground to prevent liquidification (Patent Document 1 and Patent Literature) 2, Figure 1 reference)

In this method, by injecting microbubbles and air into the ground, the shearing force generated by the ground motion can effectively generate a gas volume contraction function to suppress the rise of the interstitial water pressure, and the liquidification can be economically prevented. The liquidification engineering measure by the injection is as shown in Fig. 2 of the soil of the target foundation.

The most difficult problem in practical application of a gas-liquid injection method such as injection of a microbubble mixture and air is

(1) Injecting air into the ground or injecting the bubble-containing liquid into the ground, the injection amount and the injection speed (injection per minute) are difficult to grasp, and the pump is carried out by the pump containing the injection liquid of the air. The liquid and the measurements made by the electromagnetic flowmeter are difficult and incorrect. That is, injection management is difficult.

(2) Since it is difficult to grasp the amount of air injected into the foundation, it is difficult to grasp the degree of unsaturation.

(3) Whether or not the microbubbles injected into the foundation or the air is micronized is not clearly defined between the soil particles, and the agglomerates which may immediately become air in the foundation are detached toward the ground surface.

(4) Measurement of the degree of unsaturation of the injected ground is difficult.

(5) Injecting a foundation containing an air fluid and once it is not saturated has a problem that air leaks out of the range of the object over time, or has a possibility of being dissolved in the groundwater to reduce the degree of unsaturation.

Therefore, it is difficult to judge how much the injection has the effect of desaturation. It is not clear what kind of behavior is shown by the bubbles and gases in the foundation. Therefore, the design method and the injection management method and effect confirmation method for injecting bubbles and gas into the ground to satisfy the predetermined degree of unsaturation have not been established. Moreover, the durability of the unsaturated foundation is also unknown.

According to the study of the present applicant, the problem of using liquid fluid-containing liquid engineering measures such as microbubble liquid is as described above.

(1) The injection into the foundation of the microbubble liquid and the air is different from the conventional confining injection liquid, and it is not known that the air-containing fluid to be injected is not accompanied by the gelation. When the injection speed is increased, it does not penetrate into the soil particles and is detached from the ground surface and the coarse layer, and the liquidization does not penetrate into the target soil layer (refer to Fig. 3).

(2) Although the air-containing fluid must be adsorbed between the soil particles to inject the air into the ground, the discharge speed must be reduced to make it between the infiltrated soil particles, so the construction energy rate is not practical. 3 figure reference).

(3) The injection of the microbubble liquid and the air toward the ground is difficult for the injection by the injection pump and the measurement of the injection amount and the injection speed by the flow meter. Therefore, injection management is difficult.

(4) In the unsaturated chemical process in which the microbubble liquid and the air are injected into the unsaturated foundation, the method of directly injecting the gas toward the ground is a problem in which the air in the ground becomes a mass which easily escapes toward the ground surface. When the microbubble liquid is injected into the ground, the particle diameter of the microbubbles is 5 μm to 100 μm, and the fine particle bubbles (microbubbles) are easily adsorbed between the soil particles (refer to Fig. 1 (c)). However, it is not clear whether or not microbubbles are formed at the time point when the microbubbles are formed in the foundation even if microbubbles are formed on the ground. The microbubbles in the tube from the microbubble generating device to the tip end portion of the injection tube may have a mass of air.

(5) Unsaturated chemical method, although it is desired to evaluate the improvement effect from the saturation of the foundation, it is difficult to confirm the degree of unsaturation in the case of how much is injected into the foundation. The measurement of the desaturation caused by air has been proposed by the method of measuring the resistance value and the soil moisture meter, but the behavior in the foundation of the air and the bubble is unclear, so the relationship between the amount of gas injected and the unsaturation of the foundation is not clear. It is difficult to confirm the overall desaturation of the injection effect foundation, and therefore it is impossible to confirm the injection design and effect of the construction management and the plan.

(6) Since the injected gas is detached from the ground in the air or the groundwater, or dissolved to reduce the degree of unsaturation, it is difficult to maintain the saturation for a long time for an earthquake that does not know when it occurs.

The present applicant has completed the present invention in order to solve the above problems of the injection of microbubble liquid and air (bubble injection liquid).

In the unsaturated ground improvement apparatus of the present invention, a ground improvement method is adopted in which an air-containing fluid such as microbubbles is injected into a ground under a groundwater surface through an injection pipe to desaturate the foundation, and the ground improvement device is provided. a pressure injection device for injecting an air fluid, a liquid supply pipe and an injection pipe, and a pore having a predetermined pore diameter at a predetermined position of the liquid supply pipe and the injection pipe, and an injection pressure in the liquid supply pipe and the fine The injection amount of the injection speed determined by the hole diameter of the hole is calculated as the amount of air that is opened to the ground, and the ground of the corresponding value is not saturated.

Further, the present invention provides a ground improvement device for inverting a foundation by injecting a microbubble liquid into a groundwater under a groundwater surface through an injection pipe, and is characterized in that it has a pressurized injection device for injecting a microbubble liquid and a plurality of injection pipes. Disposing the air-containing fluid from the pressurized injection device to the plurality of injection lines, and providing fine holes at a plurality of injection lines at the injection pipe tip end portion of the injection pipe, the holes being such that the specified The method of the amount of discharge determines the predetermined aperture and the predetermined number of holes. By injecting a predetermined amount of microbubble into the ground, a small amount of low pressure is injected from the first hole, and the whole is discharged by a large amount of discharge. Unsaturation of the foundation.

In the method for improving the unsaturated ground of the present invention, the liquid is prevented from being liquidified by injecting the microbubble into the ground under the groundwater surface through the injection pipe in a predetermined field of the liquid which is predicted to be liquidified. Ground The base improvement method is characterized in that a predetermined pore diameter is set at a predetermined position of the liquid supply pipe and the injection pipe by using a pressure injecting device for injecting a microbubble liquid, a liquid supply pipe and an injection pipe The hole is injected into the ground under the groundwater surface by the injection pressure determined by the injection pressure in the liquid supply pipe and the pore diameter of the pores, and the unsaturation of the ground caused by the amount of air opened to the ground is performed (second Figure, Figure 3, Figure 4, Figure 5).

In the general injection, since it is necessary to be injected by the low pressure, the pore size and the number of the pores at the tip end portion of the injection pipe are such that the pressure generated by the pressure is not generated by the low pressure, and the total area thereof is made. It is set to be larger than the section of the tube. This condition is referred to as a non-restricted spout.

In the present invention, the pore diameter and the number of the pores at the tip end portion of the injection pipe are smaller than the sectional area of the injection pipe, and the pressure inside the pipe itself is sufficiently maintained. In this case, the amount of discharge into the foundation is determined by the pressure in the injection pipe and the pore size and number of the pores and the permeation resistance pressure of the foundation. This condition is called a current limit discharge port.

The position of the pores in which the internal pressure of the tube is generated is not at the tip end discharge portion of the injection line, but at the branching portion of the injection line at the non-front end discharge portion, and is provided on the upstream side of the injection hole in the middle of the injection line. Pressure can also be used (the pores in this case are called restriction holes).

In this case, in order to prevent the air passing through the restriction orifice from becoming a mass in the injection tube and injecting the air containing liquid into the ground in the micronized state, a plurality of pores are provided at the discharge port at the tip end portion of the injection tube (non- limit The spout outlet is preferred. Of course, it is also possible to provide a current-limiting discharge port instead of the non-limiting flow discharge port.

When a pressure restricting hole is provided in the upper portion of the injection pipe and a pressure gauge or a flow meter is provided on the downstream side, the measurement value is preferable because the injection pressure and the flow rate of the injection liquid to be injected into the ground are displayed.

Further, when the relationship between the orifice diameter, the pore diameter and the number, the liquid supply pressure, and the ground penetration resistance pressure and the discharge amount are confirmed in advance, the permeation resistance pressure is almost constant even if the discharge amount is changed. Since the field exists (Fig. 6 to Fig. 7), the amount of injection can be grasped without using a pressure gauge and a flow meter, so that the amount of air and the degree of unsaturation injected into the foundation can be grasped.

Further, in a predetermined field of the ground which is predicted to be liquidified, a micro-bubble liquid is injected into the ground under the groundwater surface through the injection pipe to inject a foundation to prevent liquidification, thereby preventing liquidification. a pressurized injection device for injecting a microbubble liquid and a ground improvement device for a plurality of injection pipes, wherein the air-containing fluid is distributed from the pressure injection device to the plurality of injection pipes, and at the tip end of the injection pipe of the injection pipe A plurality of pores are provided in a plurality of injection lines, and the pores are a predetermined pore diameter and a predetermined number of pores for which a predetermined discharge amount is determined, and a predetermined amount of microbubble is injected into the ground under the groundwater surface.

The inventors have found that (1) the amount of air injected into the ground can be managed, and the degree of unsaturation can be grasped from the amount of air in the field of injection.

(2) A method of measuring the amount of air without using a flow meter and a pressure gauge.

(3) The amount of discharge is grasped by the difference between the pressure of the liquid supply pressure of the pressurizing device containing the air fluid from the microbubble liquid and the pressure in the injection pipe, and the pore diameter of the pores of the injection pipe. The amount of air injected into the foundation can be used to estimate the degree of unsaturation (refer to Figures 5 to 9).

(4) With a view to focusing on the microbubbles in the injection line, the microbubbles can be held between the soil particles in the ground by injecting the air containing liquid into the ground at the tip end portion of the injection tube. It can be understood that a predetermined amount of air is supplied to the injection line, and it can be injected finely in the ground (refer to Figs. 1(c) and 10(d)).

(5) In order to make the air fine particles, it is necessary to pass through the pores. Therefore, it is necessary to inject a small amount of discharge, and the workability is reduced, and the discharge pressure from the pores is increased, and the economic improvement of the large capacity is not It is possible, however, that the number of pores is increased, or by simultaneously injecting from a plurality of injection tubes, the pumping pressure is not excessively large by simultaneously performing a predetermined amount of injection through a plurality of injection tubes while performing a small amount of injection without a degree of air detachment. It is possible to increase the total discharge amount and increase the construction energy rate (refer to Fig. 3).

(6) It is found that even if the air is not saturated in the foundation, the air will detach from the peripheral portion with time, or dissolved in the groundwater to reduce the degree of unsaturation, it is found that the degree of unsaturation can be prevented and can be further The method of injection.

The present inventors have solved the conventional problem of the above-described gas mixture by solving the problem of injecting an air liquid from a fine hole and the function of simultaneously injecting air containing liquid from a plurality of pores.

As described above, in order to prevent the liquid-containing liquid from being gelatinized, each The amount of liquid supplied to a well must be small and can be injected into management. Otherwise, it will cause cracks on the foundation and will detach from the object.

Therefore, it is necessary to infiltrate the air-containing liquid from a slow time and a small amount and a low pressure for a long time (Fig. 2, Fig. 3, Fig. 4). Therefore, it is preferable to feed a small amount of liquid from a plurality of injection tubes or a discharge hole or continuously to feed each hole (Fig. 13 to Fig. 25).

The basic liquid supply system is shown, for example, in Figs. 5 to 12 . The principle of injection by the restriction orifice is shown in Figures 5 to 9. The orifice is usually pumped at a pressure of 0.01 to 4 MPa/cm ² , and a discharge of 0.5 to 10 liters/min per hole is obtained from a pore of 0.5 to 5 mm. Therefore, it can be injected into the ground which is easy to be liquefied, and can penetrate into the soil particles without breaking, and can be maintained in a predetermined field (Fig. 2, Fig. 3, Fig. 26(d)).

Fig. 5 to Fig. 9 show the relationship between the liquid supply pressure (P ₀ ) and the nozzle diameter (a) and the discharge amount (liter/min) and the permeation resistance pressure (P ₁ ) in the piping provided with the restriction orifice. .

Fig. 5(a) is a test device in which a pipe having a nozzle diameter (a) is inserted into the outer pipe to be sealed on both sides of the nozzle, and a pressure regulating valve is provided in the pipe from the outer pipe to adjust The construction of the opening of the pressure regulating valve.

The pump is fed into the pipeline to measure the pressure (P ₀ ) and flow. The opening of the pressure regulating valve is adjusted to measure the pressure and flow rate of the discharge liquid discharged from the nozzle diameter (a). The pressure P1 at this time is the penetration resistance pressure, and the flow rate at that time is the discharge amount.

Fig. 5(b) shows the relationship between the hydraulic pressure (P ₀ ), the nozzle diameter (a), and the discharge amount when the pressure regulating valve is fully opened, that is, when the liquid is supplied by air. When the pump pressure P ₀ is constant, the nozzle diameter is small and the pressure is high, and the larger the nozzle diameter, the larger the discharge amount.

Fig. 6 is a view showing the relationship between the nozzle aperture a and the differential pressure ΔP of the restriction orifice and the discharge amount per minute. The differential pressure ΔP is the difference between the hydraulic pressure P _{0 of the} pump and the resistance pressure P ₁ downstream of the restriction orifice. The larger the differential pressure, the larger the nozzle diameter and the larger the discharge amount. Greater resistance to pressure P _1, as it approaches the liquid supply pressure P _0, the discharge amount closer to 0 (FIG. 7).

In the state of Fig. 7, the resistance pressure P1 ≒ 0 is ΔP = P ₀ , but the larger the osmotic resistance is, the smaller the ΔP is, and the smaller the discharge amount is. However, if the osmotic pressure P _{1 is} sufficiently smaller than the pump pressure (P ₀ ) as shown in Fig. 7 and Fig. 8, even if the resistance pressure is slightly changed, the discharge amount can be ejected corresponding to the pump pressure P ₀ and the nozzle diameter. The amount gets almost a certain value.

Therefore, as shown in Fig. 9, the nozzle diameter, the number of nozzles, and the number of injection pipes are multiplied in accordance with the conditions of the site foundation, and a predetermined discharge amount of the air containing liquid can be simultaneously supplied at each injection.

In the present invention, a regulator (developed by a light craftsman) can be used in addition to the restriction orifice (Fig. 12, Fig. 13). The regulator can control the pressure and flow of the downstream side according to the pressure on the upstream side, and is set in the plurality of pipelines, and the pressure can be simultaneously. Flow control, but in the present invention the regulator is considered to be flow. Pressure variable. A restriction orifice is used as a restriction orifice.

Of course, in the present invention, even if the restrictor hole is not used, the controller can operate the branching valve only by operating the branching valve, and the prescription can be sequentially performed. The injection point is supplied to the material (Fig. 16 and Fig. 18). In this case, the discharge port at the tip end portion of the injection pipe is a flow restriction discharge port.

In Figures 16 to 18, the split valve is not used to actuate the split valve, and V _{1 is} turned on. If the other is closed, the treatment liquid is only injected from V ₁ , and V _{i is} turned on to turn off the other because the treatment liquid is from Since V _i is injected, the treatment liquid can be continuously and selectively injected. Further, when the orifice is used, it is possible to simultaneously inject all of the injected foundations (Fig. 19, Fig. 20).

Further, the plurality of unit pumps and valves shown in Figs. 21, 23, and 25 are collectively managed by the controller, and it is easy to supply or selectively supply the plurality of injection portions. In this case, the discharge port at the tip end portion of the injection pipe is a flow restriction discharge port.

In Fig. 23, since the plurality of unit pumps are collectively controlled by the controller, the air containing liquid can be supplied simultaneously or selectively by a predetermined discharge amount at a predetermined number of injections. In this case, the discharge port at the tip end portion of the injection pipe is a flow restriction discharge port.

In the liquid feeding branch pipe or the liquid feeding pipe in the present invention, a plastic pipe made of plastic such as a thin hose having a diameter of about 0.5 to 2.0 cm can be used. Moreover, by using the biodegradable tube for injection, it is not necessary to recover the injection tube, and finally it can be decomposed into water and carbon dioxide.

In order to know that the degree of unsaturation has to be calculated from the absolute value of the air injected into the foundation, it is difficult to grasp the absolute value of the amount of air injected into the foundation from the amount of injection. Since the injection pressure in the ground injected during the injection changes, the volume of the gas changes. And the microbubble mixture is also the same In this way, the microbubbles will change their volume by the injection pressure.

The present inventors have found that the absolute amount of the discharged fluid is caused by the difference between the pressure P _{0 on the} upstream side and the pressure P ₁ on the downstream side in the case where the gas-containing pressurized fluid is ejected from the pores provided at any position of the flow path. The pressure (P ₀ -P ₁ ) and the aperture a of the injection port are determined. Even if the injection pressure P ₁ changes to some extent, the absolute amount is almost constant as long as it has a certain differential pressure ΔP (Fig. 6 and Fig. 7). Reference).

Therefore, the absolute amount of air can be managed by managing the pressure of the pressurized fluid and the aperture and the number of the injection ports to a predetermined value (Fig. 8 and Fig. 9).

When a predetermined aperture and a number of injection ports (current limiting discharge ports) are provided at the tip end portion of the injection pipe, the fluid in the pressurized fluid is in the state of air, or the microbubbles formed by the microbubble generating device are in the injection pipe. In the liquid supply pipe at the tip end, even if it is a mass of air in the microbubble, when the ground is injected into the foundation, the pressure is released into the foundation, and the fine particles are ejected to be infiltrated and held between the soil particles (Fig. 10 to 13). Figure, Figure 16 ~ Figure 26).

According to the present invention, the amount of air can be measured without using a flow meter and a pressure gauge, and the amount of air injected into the foundation can be managed, and the degree of unsaturation can be grasped from the amount of air injected into the object area.

That is, the differential pressure between the liquid supply pressure of the pressurizing device containing the air fluid from the microbubble liquid or the like and the pressure in the injection pipe, and the injection pipe are provided in the injection pipe. The relationship between the pore diameters of the pores is controlled by the amount of discharge, and the degree of unsaturation can be estimated by grasping the amount of air injected into the foundation.

Moreover, even if the microbubbles are concentrated in each other in the injection line, the microbubbles can be held between the soil particles by the fine particles in the tip end portion of the injection tube by injecting the air liquid into the ground, toward the injection line. The liquid is sent to the liquid in a predetermined amount, and it can be injected into the ground in fine particles.

By increasing the number of pores or simultaneously injecting from a plurality of injection tubes, a small amount of injection without a degree of air separation can be performed by a predetermined injection amount through a plurality of injection tubes, so that the pump pressure does not become excessive. By increasing the overall discharge amount, the construction energy rate can be improved.

Even if the foundation is unsaturation by the above method, the air will be detached or hydrolyzed according to the foundation conditions over time, and the degree of unsaturation will be reduced, but in this case, the degree of unsaturation can be increased again by reinjection.

1‧‧‧microbubble generating device

1a‧‧‧ wing wheel

2‧‧‧ solution tank

2a‧‧‧Injected tubules

3‧‧‧Injection tube

4‧‧‧ Liquid supply tube

5‧‧‧Air supply pipe

6‧‧‧pressure pipe

7‧‧‧ valve

8‧‧‧Microbubble generating device

9‧‧‧Water pump

10‧‧‧Compressor

11‧‧‧Microbubble nozzle

11a‧‧‧Circular access

11b‧‧‧solution release

12‧‧‧Water supply pipe

12a‧‧‧ apex

13‧‧‧Injection of thin tubes

13a‧‧‧ apex spit

18‧‧‧ next door

19‧‧‧Non-liquid layer

20‧‧‧ partition wall

20‧‧‧ laying tube

21‧‧‧Injection tube for sealing mortar

22‧‧‧Injection tube

22a‧‧‧Injection tube

23‧‧‧Chain valve

24‧‧‧ pressure gauge

25‧‧‧ Flowmeter

26‧‧‧Microbubble generating device

27‧‧‧ Controller

28‧‧‧Sucking pipe

29‧‧‧Water suction valve

30‧‧‧Parts

33‧‧‧ laying pipe

34‧‧‧Injection manufacturing machinery

34‧‧‧Management mechanism

35‧‧‧ Pressure. Flow sensor

36‧‧‧ Liquid supply tube

37‧‧‧Electric signal circuit

38‧‧‧Flow path switching solenoid valve

39‧‧‧Foundation Displacement Sensor

40‧‧‧Consolidated cylinder

42‧‧‧ drive source

43‧‧‧Central management device

44‧‧‧ unit pump

45‧‧‧Microbubble generating device

[Fig. 1] (a) is an explanatory view of a case where air (bubble) is injected into a conventional unsaturated chemical method and a case where microbubble is injected, and (b) is a microbubble which is injected after the field of injecting air. (C) is an explanatory view showing the behavior of a normal bubble and a microbubble.

[Fig. 2] (a) is a table showing the relationship between the particles of the foundation to be injected and the water permeability, and (b) is a case where the sand having a uniform coefficient has a liquid state. Explanation of the range of properties, (c) is the possibility of liquidification in the case of small sand of equal coefficient An illustration of the scope.

[Fig. 3] shows the pressure of the infusion solution. A graph of the relationship between the injection speed and the setting of the upper injection speed.

[Fig. 4] An explanatory diagram in which the injection pressure, the discharge amount, the water permeability coefficient, the columnar permeation, and the characteristics of simultaneous injection from the plurality of discharge holes are considered in consideration of Darcy's law.

[Fig. 5] (a) and (b) are explanatory views showing the relationship between the liquid supply pressure (P ₀ ), the nozzle diameter (a), the discharge amount, and the permeation resistance pressure of the foundation.

[Fig. 6] A graph showing the relationship between the discharge amount, the nozzle diameter, and the differential pressure (?P).

[Fig. 7] A graph showing the relationship between the permeation resistance pressure (P ₁ ), the nozzle diameter (a), and the discharge amount.

[Fig. 8] A graph showing the relationship between the hydraulic pressure (P ₀ ) and the permeation resistance pressure (P ₁ ) and the discharge amount.

[Fig. 9] A graph showing the relationship between the hydraulic pressure (P ₀ ), the nozzle diameter, the number of nozzles, and the discharge amount.

[Fig. 10] An explanatory view showing a microbubble generating device and an injection system.

[Fig. 11] An explanatory view showing a microbubble generating device and an injection system (equivalent injection of microbubbles and air, or injection of time difference).

[Fig. 12] is an explanatory view showing an injection system in which a pressure containing an air liquid is maintained at a constant pressure by a regulator.

[Fig. 13] is an explanatory view showing an injection system using a regulator.

[Fig. 14] is an explanatory view showing an injection system that can be simultaneously injected from a plurality of discharge ports.

[Fig. 15] Flow. An explanatory diagram of the pressure control device.

[Fig. 16] is an explanatory view showing a system in which the discharge port of the plurality of injection pipes is continuously or selectively injected through the branching valve (the optimum injection can be performed from the one microbubble generating device corresponding to the soil condition).

[Fig. 17] is an explanatory view showing the injection of a bundle into a thin tube into a thin tube (in the tip end portion, a plurality of pores are provided).

[Fig. 18] is an explanatory view showing a system in which a microbubble containing liquid is injected from a plurality of injection tubes through a plurality of bifurcation valves from an injection pump at one place. The branching valve can be continuously opened or closed, or the injection can be selected.

[Fig. 19] is an explanatory view showing a system in which an injection pump from one portion passes through a plurality of orifices and is injected from a plurality of injection tubes through pores.

[Fig. 20] An explanatory view of an injection device which is injected simultaneously into a plurality of injection lines. In this case, the larger the pore diameter of the pores, the pressure (P ₁ ) of the foundation is directly the pressure (P ₁ ) in the injection pipe, and the discharge amount from the respective injection pipes to the foundation is by P ₀ and ΔP. (=P ₀ -P ₁ ) and the current limiting aperture are determined. The air pressure (P ₀₀ ) of the compressor is not easy to obtain a certain value. Therefore, the pressure is reduced to a predetermined pressure (P ₀ ) by the regulator. The discharge amount from the injection pipe is increased by the resistance pressure (P ₁ ) of the foundation, the pore diameter of the pores, and the number of pores and the pressure (P ₀ ) of the pressure reduction. Moreover, the pressurized gas is micronized by the pores.

[Fig. 21] An explanatory view of an injection device which is injected simultaneously into a plurality of injection lines. a cluster injection capillary is provided in the foundation to form near the ground surface There is a consolidated layer containing air liquid injected into the lower portion to form an unsaturated layer. By providing the consolidating layer, the escape of the air-containing surface to the ground surface at the time of injection is prevented, and the air bubbles can be restrained for a long period of time to maintain the unsaturated foundation.

[Fig. 22] An explanatory diagram of a case where a plurality of bundles are simultaneously injected. In Fig. 21, when the mixed air liquid is injected in the same manner at the same injection point in the middle of the injection of the solution-type solidified injection liquid, the particle diameter of the microbubbles mixed in the air liquid is 5 μm to 100 μm. The solution is inferior to the solution type injecting solution, so that the mixed liquid which is not yet gelatinized is pushed out to form a spherical solidified layer, and the mixed air liquid is held inside. In this case, the microbubbles are prevented from being detached to the outside inside the spherical solidified layer, and the effect of maintaining the unsaturated foundation can occur.

[Fig. 23] is an explanatory view showing an injection system in which microbubbles are mixed while injecting an injection liquid from a complex unit pump.

[Fig. 24] is an explanatory view showing injection from a bundle injection capillary.

[Fig. 25] An explanatory view showing an injection system in which the discharge port at the tip end portion of the bundle injection capillary tube is covered by the columnar permeation source holding material and can be infiltrated by the low pressure.

[Fig. 26] shows the constructor of the columnar permeation source, (a), (b), and (c) are perspective views showing a part of the cross section, and (d) is a liquid containing liquid which does not have a consolidating function. An illustration that will remain in the prescribed area will be infiltrated.

[Fig. 27] shows the function of injecting a solidified injection liquid in order to prevent the air-containing gas having no consolidating function from moving toward the ground, or moving toward the coarse layer or escaping for a long period of time. Injection tube In the figure, it is also possible to use an injection tube having a bag isolation instead of the consolidation injection.

[Fig. 28] Fig. 28 is a view showing an injection tube in which a bundle injection capillary tube is covered with a water-impermeable film, and a tip end portion of each injection tube is injected outwardly to the water-impermeable coating, and has the same effect as that of Fig. 27.

[Fig. 29] A schematic longitudinal cross-sectional view showing a ground improvement method directly under the existing structure.

[Fig. 30] (a) and (b) are schematic plan views showing a ground improvement method directly under the existing structure.

[Fig. 31] (a) and (b) are schematic longitudinal cross-sectional views showing a ground improvement method directly under the existing structure.

[Fig. 32] shows a ground improvement method directly under the existing structure, (a) is a schematic plan view, and (b) is a schematic longitudinal cross-sectional view.

[Fig. 33] shows a method for improving the foundation immediately below the existing structure, (a) is a schematic plan view, and (b) is a schematic longitudinal cross-sectional view.

[Fig. 34] (a) is a schematic plan view showing a ground improvement method for injecting an injection material at a plurality of injection sites in the field of ground improvement, and (b) showing a lifeline along a gas pipe or the like, which is injected into a plurality of pipes (Lifeline). A schematic plan view of a ground improvement method for injecting an injection material at a point, and (c) is a schematic longitudinal cross-sectional view thereof.

[Fig. 35] (a) and (b) are vertical cross-sectional views showing a ground improvement method for injecting an injection material to a plurality of injection points along a laying pipe (Lifeline) such as a gas pipe.

[Fig. 36] (a) and (b) are measures for measuring the moisture content in the foundation. An explanatory diagram of the RI method for the rate and density.

[Fig. 37] (a) is a graph showing the result of showing the relationship between the saturation and the dielectric constant in advance, (b) is a view showing the injection point, and (c) is a side where the plurality of points are simultaneously measured while being displayed on the spot. A diagram of an example of construction management.

Specific embodiments of the invention are described in terms of additional drawings. Fig. 1(a) shows the conventional air injection method and the concept of the microbubble injection method, and Fig. 1(b) shows the combined injection of air injection and microbubble. Both can be implemented by the injection device of Figs. 10 and 11. Further, Fig. 1(c) is a feature showing the behavior in the groundwater of the air block and the microbubbles.

Fig. 2(a) is an explanatory view of the soil to be subjected to the foundation injection, and Figs. 2(b) and 2(c) are particle size distributions showing the soil which is easy to be liquidized.

Fig. 3 is a graph showing the relationship between the injection speed and the injection pressure for infiltrating the soil particles between the injection liquids, and shows the injection upper limit velocity and the injection upper limit pressure for infiltration between the soil particles.

Figure 4 is a diagram showing Darcy's law in the infiltration of soil particles. Under the ground conditions of Fig. 2, in the upper limit velocity injection shown in Fig. 3, it is necessary to reduce the injection speed, especially from the tip of the injection tube. When the hole is injected from the pore of the restriction orifice, the discharge speed becomes very small, by injection from a plurality of injection tubes or a plurality of pores, or by passing through a plurality of pores. By injecting the columnar osmotic source, it is economical and the air is infiltrated between the soil particles as fine particles.

Fig. 5 to Fig. 9 are diagrams showing the caliber a of the nozzle of the injection port when the air or microbubble is injected from the injection device of Fig. 16 using the air-liquid pressurizing device of Fig. 10 or Fig. 11; The relationship between the pressure P _{0 on the} upstream side and the differential pressure ΔP on the downstream side or the base resistance pressure P ₁ and the discharge amount.

The discharge amount as used herein refers to the discharge amount from the nozzle, and the nozzle includes: a fine hole provided in the injection portion of the injection pipe (Fig. 10(d)), or a discharge port in the regulator of Fig. 12, or Figure 13 and Figure 14 are restricted orifices.

Here, the pressure P _{0 on the} upstream side and the pressure P _{1 on the} downstream side mean the fluid pressure on the upstream side of the pore or the restriction orifice and the pressure on the downstream side.

Figure 6 is a graph showing the flow rate from a fine hole or a restriction orifice. The larger the differential pressure ΔP is, the larger the pore diameter of the pore or the restriction orifice is, and the larger the discharge amount is. In addition, when the pressure on the downstream side is close to the pressure on the upstream side, that is, when ΔP is equal to or less than a certain size (ΔPb), the discharge amount is smaller, and finally becomes zero.

Fig. 7 is a view showing that the pressure P _{0 on the} upstream side is constant. From this, it can be understood that the larger the injection amount is, the larger the nozzle diameter a is, and the pressure on the downstream side or the resistance pressure P _{1 of the} foundation even changes, P ₀ and If the differential pressure ΔP of P ₁ is large, a certain amount of discharge can be obtained. When the pressure P ₁ on the downstream side becomes a certain level or more and approaches P ₀ , the discharge amount approaches zero.

It can be understood that in the mixed air liquid, because the air is the corresponding pressure, the volume is changed according to Boyle's law or Boyle's law, so if the resistance pressure P ₁ in the injection changes, the volume of the air will be injected into the ground. Although it is difficult to grasp the absolute amount, if the differential pressure ΔP between the upstream pressure P ₀ and the downstream pressure P ₁ is sufficient, even if the injection pressure is changed during the injection, the nozzle aperture can be made constant by a certain amount of air. The liquid is sent to the ground.

Therefore, by the preliminary test injection, it is confirmed that the relationship between the P ₀ and P ₁ of the predetermined air-containing liquid corresponding to the ground and the range of the ΔP of the nozzle liquid to the liquid in the ground are within the range of ΔP. Even if there is no flow meter, the amount of air contained in the ground can be grasped. Therefore, it is very easy to design and construct the unsaturation rate of the ground from the amount of air contained in the air liquid.

If the gas is a change in pressure and temperature, the volume will vary according to Boyle's law. Therefore, a flow meter commonly used for chemical injection cannot manage the absolute amount of air. Moreover, the liquid mixed with air and air bubbles is not easily measured by the electromagnetic flowmeter.

However, when the fluid passes through the nozzle having the pores, the differential pressure ΔP between the upstream pressure P ₀ and the downstream pressure P1 is within a certain range, and a certain amount of fluid can pass.

The pressure P _{1 on the} downstream side rises to a pressure P ₀ close to the upstream side, that is, the flow rate gradually decreases as it approaches ΔP ₀ , but in the foundation injection under the ground condition of Fig. 2, the injection liquid penetrates between the soil particles. The upper limit injection speed to be used is 1 to 6 liters/min for the straight line range of Fig. 3 .

Therefore, in Fig. 9 and Fig. 13 to Fig. 21, when the injection is performed simultaneously from the plurality of discharge ports by 1 to 6 liters/min, the whole can be infiltrated between the soil particles by the low pressure at a large discharge speed.

Therefore, the gas does not easily escape from the surface. The injection per one discharge port is performed by such injection conditions, and the diameter of the discharge port and the number of the discharge ports may be determined.

Fig. 6 is a view showing the relationship between the nozzle apertures a and ΔP and the discharge amount, Fig. 7 is a view showing the relationship between the nozzle diameter and the P ₁ , P ₀ and the discharge amount, and Fig. 8 is a view showing the discharge pressure (the upstream pressure of the nozzle) and The relationship between the resistance pressure of the foundation and the discharge amount, and Fig. 9 is a graph showing the relationship between P ₁ and P ₀ and the discharge amount in the case of the number of nozzles having a plurality of nozzle diameters.

In the case of the liquid supply pressure P ₀ , as the ground resistance pressure P ₁ approaches P ₀ , the discharge amount also approaches zero.

When the test is performed in advance at the time of injection, if the relationship between these is confirmed, the injection flow rate and the injection pressure are not measured one by one from all the injection pipes, and the injection is still possible in the upper injection pressure of FIG. . Of course, further by the flow meter. The pressure gauge measurement, or the opening and closing of the branching valve and the regulator (refer to Figures 13, 19, and 20) can be managed by the controller by the opening of the variable aperture limiting orifice and the restriction orifice. The implantation is performed arbitrarily according to the ground conditions.

The position of the discharge nozzle is as shown in Fig. 13 to Fig. 26, and can be injected into the foundation by a plurality of injection nozzles through a plurality of injection nozzles, for example, in Fig. 17 (a) to (d), 22nd Fig. 24 and Fig. 26 can also be injected simultaneously at the same time.

An example of the case of injecting from a plurality of pipes is the case where the regulator is used. When the regulator is used, the pressure on the upstream side of the orifice is P _0i , the pore is sufficiently large, and the inside of the pipe on the downstream side of the orifice The pressure resistance of the pressure and foundation is the same. The pressure on the downstream side of the orifice is P _1i and becomes ΔP _i =P _0i -P _1i , in which case P _1i can be regarded as the resistance pressure in the foundation.

When there is no regulator in Fig. 13, the hydraulic pressure on the upstream side of the orifice is P ₀₀ , and the pressure on the downstream side of the orifice is P _1i , ΔP _i = P _{00 -} P _1i . In the case where the regulator and the restriction orifice are absent in Fig. 13, when the pores are small, the pores function as the restriction orifices (current-limiting discharge ports), and the hydraulic pressure on the upstream side of the pores becomes P ₀ and the foundation. The resistance pressure becomes P ₁ and becomes ΔP = P _{0 -} P ₁ . Thus, the amount of air liquid is calculated as described above, whereby the amount of air can be calculated to calculate the degree of unsaturation.

The number of the fine holes at the tip end portion of the injection pipe is plural, and the total area thereof is larger than the sectional area of the injection pipe (non-restricted discharge port), and the fine holes have only a function of subdividing air.

In the case of such an infinite flow hole, the pore size and the number of the pores may be set in such a manner that the pores have a function of the restriction holes.

10 (a) to (c) and 11 (a) to (c) are examples of microbubbles (hereinafter referred to as "microbubbles") injecting liquid generating apparatus used in the implementation of the ground improvement method of the present invention. In Fig. 10, reference numeral 1 denotes a microbubble generating device (vortex generating device) for mixing microbubbles into water or a cerium oxide solution (hereinafter referred to as "injecting liquid"), and symbol 2 is fed to the microbubble generating device 1 The injection solution is placed in the solution tank, and Reference numeral 3 is an injection pipe that injects the microbubble injection liquid generated in the microbubble generating device 1 into the ground.

The microbubble generating device 1 is a vane wheel 1a (refer to FIG. 10(c)) in which the viscera is rotated at a high speed by power, and is connected to the liquid supply pipe 4 and the air extending from the solution tank 2, respectively. Further, the air supply pipe 5 is connected to a pressure which is extended toward the injection pipe 3 which injects, mixes, and dissolves the water in the microbubble generating device 1 or a mixture of the ceria solution and the fine bubbles into the ground. Feed tube 6. Further, the valves 7 are attached to the liquid supply tube 4, the air supply tube 5, and the pressure feed tube 6, respectively.

In this configuration, the vane wheel 1a in the microbubble generating device 1 is rotated at a high speed by the power, and the injecting liquid is sucked from the solution tank 2 into the device 1 through the liquid supply pipe 4 while being permeated through the air supply pipe 5. Air is drawn into the device 1 .

The injection liquid and the fine bubbles are stirred, mixed, and dissolved by the vane wheel 1a rotating at a high speed in the apparatus 1, and are pressure-fed to the injection pipe 3 through the pressure feed pipe 6, and from the injection pipe 3 toward the foundation. The medium is injected to make the foundation unsaturation.

The microbubble generating device is also a microbubble generating device as shown in Figs. 11(a) to (c), for example. The microbubble generating device is configured to include a microbubble generating device 8, a feed water pump 9, and a compressor 10 (air is self-contained).

The microbubble generating device 8 is provided with a microbubble nozzle 11 including a circular circular passage 11a and a solution discharge path 11b having a larger inner diameter than the circular passage 11a at the tip end thereof, in the circular passage 11a. of An air supply pipe 5 extending from the compressor 10 through a gas flow rate adjusting valve (valve) 7 is connected to the rear end side, and a water supply pipe 12 extending from the feed water pump 9 is connected to a side closer to the tip end of the circular passage 11a. The tip end 12a of the water supply pipe 12 is opened toward the wiring direction of the inner peripheral surface of the circular passage 11a.

In this configuration, when the air is supplied to the circular passage 11a through the air supply pipe 5 by the operation of the compressor 10, and the water is supplied from the feed water pump 9 through the water supply pipe 12 to the circular passage 11a, the water is pressurized. The tip end portion of the shaped passage 11a to the solution discharge path 11b forms a swirling flow of pressurized water and gas by the flow of pressurized water. Further, the microbubble water is discharged from the tip end of the solution discharge path 11b. Further, in the circular passage 11a, a cerium oxide solution mixed with microbubbles can be produced by pressurizing the cerium oxide solution instead of the pressurized water.

When the excessive amount of air is sent out from the air supply pipe 5, the microbubble is supersaturated, and the microbubbles and air are injected into the foundation. That is, in the present invention, the microbubble liquid or the gas-containing liquid means a liquid containing a microbubble liquid or a mixture of microbubbles and air.

Although the microbubbles are adsorbed between the soil particles but the foundation is restrained, the air is easily retained in the foundation. When the pressure of the pressurized water is increased, the amount of dissolved air can be increased. The molten air is injected into the ground by making eddy currents in the nozzle portion into microbubbles. However, the amount of air contained in the microbubble-containing liquid does not necessarily have to be released into the microbubbles in the ground. Since the microbubble-containing pressure in the ground and the pressure and temperature of the groundwater contained in the ground and the pressure and temperature of the groundwater in the ground are different, the conditions of those conditions are considered. And the amount of air dissolved in the microbubbles being manufactured can be It is measured as described later.

The injection device of the present invention is shown, for example, in Figs. 12 to 15 .

Figure 12 is the simplest injection device. It is difficult to use a certain pressure device of the compressor because it is unstable. However, it will be 0.4mm~4mm in the tip end of the injection pipe containing the air hydraulically supplied to the injection pipe through the regulator. If the number of pores is set to an arbitrary number, the injection pipe internal pressure P ₀ and the ground resistance pressure P ₁ and the differential pressure ΔP (= P _{0 -} P ₁ ) from the upstream side with the fine hole portion can be obtained (if not adjusted) The discharge pressure (ΔP = P _{00 -} P ₁ ) and the discharge amount (per unit time) determined by the relationship between the pore diameter a and the number n (refer to Fig. 9). Even if P _{1 is} changed, the discharge amount is almost constant (refer to Fig. 7), so that a stable discharge amount can be obtained, and the amount of air injected into the foundation can be known from the total discharge amount of the injection time, so that the degree of unsaturation can be calculated.

Of course, the larger the resistance pressure P _{1 is, the} closer to P ₀ is because the discharge amount is close to zero, so P ₀ must be increased (refer to Fig. 9).

In this case, the air pressurizing means may be a solid foaming liquid of the microbubble liquid or a cerium oxide solution and a reactant.

The regulator (reduced pressure valve, developed by the limited company) has a function of adjusting the unstable air pressure to a suitable pressure to stabilize the pressure of the compressed air sent from the compressor.

The type of regulator and the structure regulator are divided into direct-acting (direct-acting) and guided (indirect-acting).

[Direct-acting regulator]

The valve is actuated by the difference between the force of the pressure-regulating spring compressed by the operating lever and the secondary side pressure acting on the upper side of the diaphragm, and the flow of the compressed air from the primary side to the secondary side is controlled.

[guide type regulator]

The direct-acting regulator is incorporated as a pilot valve, and the configuration of the larger regulator is operated by the air pressure on the secondary side.

Figure 20 is an example of an injection device that is simultaneously injected into a plurality of injection lines. The air containing liquid is divided into a plurality of injection lines, each of which is controlled to a predetermined pressure P _0n by a regulator, corresponding to the aperture of the restriction orifice and P The differential pressure ΔP _n between _0n and P _1n causes a predetermined injection amount to be pressure-fed.

Further, even if the air-containing liquid to be pumped is in a block shape, for example, the pores at the tip end portion of the injection tube are made fine in the ground, and the microbubbles are injected between the soil particles.

Figure 14 is a simultaneous or selective opening and closing of the branching valve V by the controller. Moreover, the downstream pressure of the restriction orifice can control the pressure and flow of the compressor or the pressurized microbubble generating device corresponding to the information from the flow meter. Although the restrictor hole of Fig. 14 shows a certain aperture restricting hole, it is possible to use a diaphragm possible restrictor or a pressure possible restrictor, that is, a regulator and a flow pressure control valve (refer to Fig. 15).

In Fig. 15, the injection liquid from the injection liquid pressurizing unit is supplied to the flow rate control valve through the injection pump by an instruction from the control unit X. The control department is to make traffic. The flow of the pressure control device Ui. The upper and lower reverse motor M of the pressure control valve V _i is actuated, and the forward and reverse rotation of the shaft 4 causes the flow to be moved up and down. The cross section of the flow path in the control valve of the pressure control valve V _i is controlled so as to have a predetermined flow rate.

For example, if the axis 4 is rotated positively to move forward (moving downward in Figure 15), the flow rate. The cross section of the flow path in the control valve of the pressure control valve V _i is made small so that the flow rate becomes a small amount, and on the other hand, when the shaft 5 is reversely rotated to retreat (moving upward in Fig. 15), the flow rate. The cross section of the flow path in the control valve of the pressure control valve V _i is increased to increase the flow rate.

Fig. 16 is a view in which the position of the discharge port of the injection pipe formed by the bundle injection capillary is shifted in the axial direction, and a predetermined injection amount can be obtained by the diameter or the number of the pores of the tip end portion of the injection pipe. In this case, the pores at the tip end portion of the thin tube are set such that the pore diameter and the number thereof are the roles of the restriction orifice. By increasing the number of the thin tubes into which the bundles are injected into the thin tubes, it is possible to economically construct the amount of discharge from the one platform by reducing the amount of discharge from the entire system. Further, a restriction hole may be provided downstream of the branch valve. In this case, since the pores injected into the tip end portion of the capillary tube can only have a function of subdividing the air-containing fluid into fine particles, the number of pores can also be arbitrary.

Therefore, although the pores at the tip end of the injection tube are different, the former should also be referred to as a restriction orifice.

In this way, the discharge of the air amount from the discharge port of the soil layer in the plurality of depth directions or the discharge port in the horizontal direction can correspond to the water permeability coefficient, the gap ratio of the foundation, the volume of the injection of one platform, the discharge amount per minute, and the total injection. Quantity setting, so in a wide range of injected object grounds It is possible to make the air-containing liquid which is not accompanied by the gelation into the predetermined soil layer and the responsible volume at the same time and inject a small amount at a time, so that it can be unsaturated without being escaped.

And as shown in Fig. 18 to Fig. 25, it is also possible to combine the injection tube and the injection device.

The permeable layer of the microbubbles can be stabilized by injecting a solid solution into the prescribed layer or by restraining the foundation by fine particles.

Examples of the construction method and the construction management method of the microbubble of the present invention are shown below.

Fig. 17 (a) to (d) are diagrams showing an example of an injection tube inserted into a foundation during the practice of the present invention, and particularly, the injection tube shown in Figs. 17(a) and (b) is a plurality of injections. The tip end discharge port 13a of each of the injection tubes 13 of the thin tube 13 is shifted by a predetermined length in the tube axis direction, and is bundled into a bundle.

The tip end portion of the injection capillary is contracted so that the gas injected into the tube when the gas is sprayed is supersaturated and liberated toward the foundation and microbubbles are formed to penetrate into the soil, so that the microbubbles are easily adsorbed between the soil particles.

With such a configuration, it is possible to mix the microbubble water and the ceria solution from the tip end discharge port 13a of each of the injection capillary tubes 13 to a different plurality of platforms (ground layers) having different depths, or to selectively inject one or more platforms arbitrarily. . Further, the injection of the fine particle injection material, the suspension injection material, or the cerium oxide solution injection material into the shallow platform may be performed, and the microbubble liquid may be injected into the deep platform. Further, this may include a fine particle injecting material or a ceria solution, and may contain microbubbles. Further, the fine particle injecting material and the suspended injection material may be injected at a time to inject the microbubble liquid twice. Also use a complex injection tube to micro The injection of the bubble liquid and the injection of the air may be used in combination, and any of them may be injected first (refer to Fig. 1(b)).

In this case, when the air is injected first, the air compresses the groundwater in the foundation toward the surroundings, and the microbubbles are displaced by the microbubble before the groundwater is restored. Therefore, there is an effect that the microbubble liquid is broadly expanded to widen the penetration range of the microbubbles. The apparatus of Fig. 11 may be used to inject microbubble and air into the same manner as described above. Further, after the injection of the microbubble into the injection tube of the above-mentioned Fig. 17, the air is injected from another injection tube to expand the microbubble toward the periphery, or the process can be repeated to penetrate a wide range.

Fig. 18 to Fig. 20 are diagrams showing an example in which air is mixed into a fluid from one injection pump, and the liquid is supplied to the plurality of injection tubes simultaneously or selectively through the branching valve.

The pores of Fig. 18 are constructed as a function of the restriction holes.

In Fig. 19, the hydraulic pressure P _{0 in the} injection pipe is determined by the regulator, and the amount of injection into the air foundation is determined by the difference ΔP = P _{0 -} P ₁ from the ground resistance pressure P1 and the aperture and the number of holes of the pores. . In this case, the pores are configured as a function of the restriction holes.

Fig. 20 is an example of using a restriction orifice or a variable orifice orifice (refer to Fig. 15).

In this case, the amount of air injected is determined by ΔP = P _{00 -} P ₁ and the area A of the aperture opening of the restriction orifice. In this case, the pores only have the function of atomizing the air injected into the tube.

In Fig. 21, Fig. 22, and Fig. 25, it is possible to mix the micro-bubble water or the cerium oxide solution from the tip end outlet of each injection capillary to a different depth platform (ground layer) of the depth, or 1 or multiple platforms arbitrarily choose to inject. Further, the injection of the fine particle injection material, the suspension injection material, or the cerium oxide solution injection material into the shallow platform may be performed, and the microbubble liquid may be injected into the deep platform.

Further, the fine particle injecting material or the ceria cerium oxide solution may contain microbubbles. Further, the fine particle injecting material and the suspended injection material may be injected at one time, and the microbubble liquid may be injected twice. Further, it is also possible to inject air from one of the plurality of injection tubes before or after the injection of the microbubble liquid. According to this method, the detachment of the microbubbles over time can be prevented for a long period of time.

Figures 23 and 24 show the simultaneous or selective injection of microbubble into the side using a complex unit pump. The tip end of the injection tube is a fine hole provided with a function of a restriction orifice.

In the apparatus of Fig. 12, Fig. 13, Fig. 25, and Fig. 26, the injection tube device is shown, as shown in Fig. 26, the plurality of pores and the plurality of pores are covered in a certain range in the tube axis direction. An injection device composed of a columnar permeation source formed by the installed columnar space water guiding member.

This injection pipe device may be provided in a sealing mortar provided in the hole. Since the air-containing liquid is not gelatinized by itself, it is less likely to be infiltrated into a predetermined area unlike the injection of the solid solution, and has a problem that it is easily detached everywhere.

In the present invention, the discharge port from the plurality of columnar osmotic sources is The plurality of air-containing liquids which are simultaneously discharged by the low discharge amount are rebounded from each other by the osmotic pressure of the fluid-liquid layers, and therefore, the injection liquid is layered and penetrates into the ground from the horizontal direction. Therefore, the infusion liquid does not substantially escape toward the ground surface but penetrates horizontally, and can penetrate immediately in the longitudinal direction and the horizontal direction.

Therefore, when the apparatus of the present invention is used, low-pressure injection of permeable pores between the pores of the soil can be performed, and the osmotic pressure of the adjacent injection liquids is infiltrated by the layers which are mutually restrained by mutual rebound, so that the low pressure does not escape, and It becomes possible to continue to infiltrate for a long time by a large amount of spit.

As described above, in the present invention, it has been found that when the plurality of stages are simultaneously infiltrated, the flow is mutually restrained by the osmotic pressure of each other, and therefore, the permeation in the up and down direction is impeded and penetrates in the horizontal direction. The injection liquid is selectively injected in accordance with the condition of the soil layer of each platform, the injection speed, and the injection amount.

The discharge ports are arranged at intervals in the axial direction. By stacking a plurality of thin tubes, the foundation conditions are different foundations of the respective layers, and the most suitable injection can be simultaneously achieved for each layer. Further, it is also possible to simultaneously inject three-dimensional in the vertical direction and the lateral direction in the foundation (refer to Fig. 26).

Figs. 27 and 28 are views showing an example of an injection tube device used in the present invention.

In the case where the consolidation mortar is injected from the bundle injection capillary 2A to which the injection capillary 2a is bundled, the bundle injection capillary 2A is provided in the sealing mortar 4 in the hole, and the injection capillary 2a of the bundle injection capillary 2A has each other even if Space, consolidation mortar and sealing mortar 4 in the hole will reverse Should, consolidate and close the space without problems.

However, in the case where the air-containing fluid is used as the non-hardening property, the bundle injection capillary tube 2A is used, and even if the bundle injection capillary tube 2A is provided in the sealing mortar 4, the gap between the injection capillary tubes 2a is not sufficiently filled and the space remains. The air-containing liquid such as a liquid does not easily flow out from the gap of the injection capillary 2a to the ground and is not easily injected into a predetermined area. Therefore, the following methods are used.

(1) A method of filling not only the inside of the hole but also the gap between the injection thin tubes 2a into which the bundle is injected into the thin tube is filled with the sealing mortar. Therefore, the sealing mortar injection pipe 21 is placed in the bundle injection capillary to seal the gap (the injection mortar 21 for the sealing mortar of Fig. 27(a)). The injection mortar 21 for the sealing mortar may be withdrawn even if it is injected together with the sealing mortar.

(2) A method of providing a spacer 30 in a bundle injection capillary and providing it in the sealing mortar 4 in the hole-cut foundation (refer to Figs. 27(b) and (c)).

(3) A method in which the bundle injection capillary is provided in the sealing mortar 4, and the cement slurry is injected into the gap between the bundle injection capillary tubes at least higher than the air liquid discharge port and the periphery thereof (refer to Fig. 27(a)) .

(4) A method in which a bag body is provided at least above the discharge port of the bundle injection capillary tube, and a fixed material is injected into the bag body to block the gap between the bundle and the injection tube (not shown).

(5) A method (not shown) in which a plurality of bags are provided in the above (4), and a mortar is injected from an injection port provided between the bags.

(6) A method in which the bundle injection tube is wrapped by the bag body 9 and the discharge port is injected toward the outside of the bag body 9 (Fig. 28(a) to (c)).

In the present invention, a partition wall is provided on the ground of the injection target, and an unsaturated foundation for the injection of the gas mixed liquid is formed inside the partition wall.

In the deposition layer containing the air liquid easily liquefied, it is easy to escape widely along the interface plane of the soil layer deposited in a plane. Therefore, the partition wall is provided in a predetermined range to prevent the escape of the mixed liquid, and the partition wall has an effect of achieving desaturation. Moreover, this partition wall also has the effect of reducing the shear stress generated by the ground motion.

In the case where the air containing liquid is injected through the injection pipe in the foundation, it is not known whether or not the air liquid has penetrated the predetermined range. That is, the reach range of the air-containing liquid and the degree of unsaturation in the injection field are. It is not clear whether the injection is completed when the amount is injected. In the unsaturated chemical process by air injection, a technique of confirming the unsaturation by a sensor such as a resistance method has been proposed. However, in this case, the overall desaturation of the ground improvement target area is substantially grasped. difficult.

However, the area of improvement is surrounded by the partition wall, and the amount of the gap of the liquid layer in the inside is grasped, and the amount of the target unsaturated air is calculated, and a predetermined amount of micro-bubble is supplied to the micro-bubble. The liquid is easy to manage. In this case, since the amount of the gap of the liquidified layer can be accurately grasped by restraining the field of improvement from the next wall, it can be reliably managed.

Further, the foundation is set at a predetermined position inside the partition wall The improved measuring sensor measures the saturation rate at any time, and determines the injection rate of the microbubble from the difference by calculating the measured value and the calculated degree of the unsaturation generated by the target microbubble injecting solution. The injection rate management and design for obtaining a predetermined desaturation can be performed by the content rate of the microbubbles and the rate of generation or loss of microbubbles in the foundation.

In addition, the ground-based improvement method of the present invention which is a countermeasure against liquidification is shown in the foundation immediately below the existing structure such as a storage tank. Initially, by mixing a finely mixed fine particle such as a suspended mortar and white carbon with a solution type cerium oxide mortar or a solution type cerium oxide mortar in the ground surrounding the existing structure A These mortars of very small particles form the partition wall 18. It is also possible to inject these into the voids which are easy to escape from the microbubbles.

Then, the microbubble liquid is injected into the ground layer partitioned by the partition wall 18, or by injecting: a fine particle mixed solution or a ceria solution (cerium oxide mortar), or a bubble is mixed in the solution. A solution of liquid, air or microbubbles can prevent liquidification by unsaturation of the foundation immediately below the structure.

Further, the microbubble may be injected after injecting a fine particle mixed solution or a ceria solution into the ground. Further, as shown in Fig. 33(b), a cerium oxide mortar or a bubble, air or a cerium oxide mortar in which microbubbles are mixed may be injected into the surface layer portion of the foundation, and the microbubble liquid may be injected into the lower layer portion. Further, water containing a microbubble or a cerium oxide solution (air-dissolved solution of bubbles of 5 μm to 100 μm) may be injected into the ground.

The partition wall 18 is formed by enclosing a foundation directly below the structure around the existing structure A, and is formed in a rectangular frame shape, for example, and the partition wall 18 is continuously formed until the water-impermeable layer or the non-liquidized layer 19 is formed. .

Further, when the area of the foundation in the partition wall 18 in which the circumference of the existing structure A is taken up is relatively wide, a lattice-shaped partition wall 20 is formed on the inner side of the partition wall 18 as shown in Fig. 30(b). The foundations in 18 are separated into plural numbers (see Figure 31 to Figure 34 for reference).

Moreover, the partition wall 18 is a steel sheet pile, a concrete sheet pile, a concrete wall caused by the site, a continuous wall of the RC pile, a high-pressure sprayed solid body or a consolidated column (intercalated cement cylinder), and is further injected by the injection. A solid material such as a suspension or a cerium oxide solution may be formed.

By the construction, the injection material such as the fine particle mixed solution, the cerium oxide solution, or the microbubbles is less likely to be detached from the periphery, and is less susceptible to the influence of the groundwater, and further, it is less likely to cause the flow of groundwater and the ground motion. The deformation of the foundation (deterioration of abnormal damage) makes it difficult to liquidize.

The liquidification can be prevented by unsaturation of the ground by injecting the microbubble solution. Therefore, even if the foundation improvement is carried out even if a slight change in the foundation is allowed, the liquid formation is not so large, so that the injection design (performance design) within the allowable displacement of the importance of the construction corresponding to the surface can be performed, which is extremely economical. Ground improvement.

Further, the rigidity of the partition wall 18 and the partition wall 20 is injected by injecting water into which the microbubbles are mixed or the fine particle liquid or the ceria solution in the respective bases partitioned by the partition wall 20. To reduce The shearing force generated by the seismic force can reduce the shearing force acting on the inside and prevent liquidification.

Further, since the liquefaction intensity of the microbubbles is small, liquidization can be prevented by suppressing the displacement of the entire foundation by the lattice-shaped partition wall 20 even if a slight displacement occurs during an earthquake, and can be designed by economical performance. In the improvement of the foundation, the partitioning of the microbubbles can be prevented by the partition wall 18 and the partition wall 20, and the liquidification preventing effect by the microbubbles can be continued for a long period of time.

Further, instead of the partition wall 18 and the partition wall 20, a plurality of columnar solid bodies (piles formed of mixed soil of the sandwiched cement and the consolidated material) may be formed as a solidified body wall at intervals or on the column. After the fine particles are injected around the solid body, the microbubble or the cerium oxide bubble in which the fine bubbles are mixed can be used to prevent the liquidification of the foundation immediately below and around the existing structure to prevent liquidification. . In this case, even if a slight change in the foundation is allowed, the improvement of the foundation designed according to the performance can be economically performed without being in a large liquidification range.

Further, in Fig. 32, in the foundation in the partition wall 18, the liquidified layer is further provided by the ground-improved measurement sensor 21 in the partition wall as shown in Figs. 31 to 33 to immediately inject the microbubbles. It is confirmed that the injection can be performed without any waste and efficiently and reliably.

The ground-based improvement measuring sensor 21 is a process of reducing the range of arrival of the bubble and the change of the saturation and the rate of the gap by the change of the resistance of the ground or the dielectric constant by the moisture meter and the electric specific resistance measuring device. The degree and the condition of the cloth can be used to manage the injection.

And as shown in FIGS. 33(a) and (b), the controller 27 centrally manages the ground-based improved measurement sensor 21, the injection pipe 22, and the injection pipe 22 which are respectively disposed in the hole formed in the injection field. The branching valve 23, the pressure gauge 24, the flow meter 25, and the microbubble generating device 26 can perform the injection amount, the selection of the injection pipe 22, the completion of the injection, the reversal of the injection, etc., based on the information from the ground improved measurement sensor 21. Management.

The amount of microbubble water required to obtain the target degree of unsaturation can be calculated from the amount of air contained in the gap ratio and the gap filling ratio and the target degree of unsaturation and the microbubbles in the infusate.

In this way, management of injection management and desaturation can be performed.

In the above-mentioned FIG. 29 to FIG. 33, the injection amount of the microbubble injecting liquid injected so as to obtain the amount of air necessary for the foundation of the liquidified layer in the partition wall to be the target unsaturated foundation is calculated. The amount of air injected into the foundation. On the other hand, the degree of unsaturation by the injection is calculated from the amount of air in the microbubbles calculated from the injection amount of the microbubble injected into the predetermined injection tube.

[Example 1]

An embodiment of the injection system of Figure 14 is shown. The case where the orifice is used in the drawing and the number of pores and the number of the pores in the case of using the restriction discharge port are set so that a predetermined mixed air liquid can be injected.

The diameter of the injection capillary tube having the flow-limiting discharge port is 10 mm, the pore diameter of the fine hole is 1 mm, and it is 4 segments (n=4), and the rubber sleeve is set at the tip end. Cover the tube and bag (check valve). The discharge amount per one hole was 0.3 MPa and 1 liter/min, and the discharge port 4 was 4 liters/min.

A restrictor hole having a hole diameter of 1 mm is disposed under the branching valve, and the diameter of the small hole of the non-restricted discharge port is 5 mm and 6 segments. In this case, the discharge amount from one injection tube was 1 liter/min, and the case where four thin tubes were simultaneously discharged was 4 liter/min.

From the amount of air contained in the air liquid, it is understood that the present invention can grasp the amount of air (or the amount of microbubbles) from the amount of the air-containing liquid injected into the foundation by the above method. Therefore, the degree of unsaturation of the foundation or the design of the unsaturated foundation can be estimated from the following calculations.

1. Injecting improved body design 1.1 [basic]

The saturation Sr of the improved range may be the following formula.

Here, the range V is improved, the gap ratio n, the filling rate α, the microbubble generation rate β, and the loss rate d, Injection amount Q.

1.2 [Dissolution rate and production rate of microbubbles]

The solubility of air is 1 psi (0.1 MPa), and for water 1 cm ³ is 0.019 cm ³ (19%) at 20 °C.

According to Henry's law, the pressure and the dissolution rate become proportional. The storage rate δ of the microbubbles of 1 cm ³ of water in the case of injection at a pressure of 20 ° C and P gas may be the following formula.

[Number 2] δ = 1.9 P (%)

When the injection liquid is injected into the ground and is considered to be atmospheric pressure, the dissolved amount is reduced to 0.019 cm ³ , and the difference is that microbubbles are formed in the ground.

The microbubble formation rate β can be as follows.

[Number 3] β = ( δ -1.9) (%)

When injected at a pressure of 2 MPa (0.2 MPa), the dissolution rate δ of the microbubbles was 38%, and the production rate was 19%.

However, the above difference is not necessarily directly related to the generation of microbubbles. In this case, the portion of the microbubble generation rate may be added. Or the part can be used as the loss rate.

1.3 [Review of loss rate]

The improved range V is 1000 m ³ (10 m × 10 m × 10 m), and the gap ratio n is 0.4.

Calculate the amount of injection necessary for saturation of 90%.

In the case of no loss rate (d = 0), it is sufficient to inject 2104 m ³ .

In the above formula, if the loss rate is assumed to be 10% (d = 0.1), it is necessary to inject 4208 m ³ .

Thereby, the injection amount corresponding to the loss rate can be reviewed. Others can be designed to correspond to the solid foundation by changing the parameters.

In Fig. 37(b), the modified body is formed into a spherical shape having a radius r (= 0.5 m). When the saturation is Sr90%, the bubble amount q contained in the modified ball is as follows.

When the injection speed is v, the generation rate of the bubbles contained in the water is v'=βv=0.019v.

The time t necessary for injecting the injection velocity v from the bubble of 8 L/min 20.91 is as follows.

Although the degree of unsaturation can be calculated from the injection into the ground containing the air liquid below, the degree of unsaturation can be confirmed by directly measuring the amount of air in the injection liquid injected into the ground.

2. Microbubble containing air volume measurement method

The amount of air contained in the microbubble before being injected into the foundation is measured.

A method of measuring the dissolution rate δ of microbubbles.

1) Calculate the pressure of the gas mixed into the injection liquid

The air was dissolved at 0.019 cm ³ (19%) per 1 air pressure (0.1 MPa) at 20 ° C for water at 1 cm ³ . According to Henry's law, the injection pressure and solubility become proportional. The solubility γ (%) in the case where the pressure scale is x (atm) can be calculated from γ = 19 × x, from which δ is calculated.

2) Calculation from dissolved oxygen meter

The dissolved oxygen meter was manufactured by Yokogawa Electric Co., Ltd. (DO402G, DO70G, DO30G).

The oxygen in the air is contained in about 20%. The amount of air can be calculated by dividing the measured value by five times.

When the saturation of the foundation is Sr, it can be indicated by the amount of air β=(1-Sr) (%) contained in the gap of the foundation. The storage rate of microbubbles δ can be It is shown by the sum of the solubility and the amount of air β that δ = β + 19 = (1 - Sr + 19) = 2.9 - Sr.

The oxygen amount D0 is 20% of the dissolution rate δ as shown below.

[Number 7] Do = 0.2 × δ = 0.2 × (2.9 - Sr )

Therefore, [Number 8] Sr = 2.9-5 Do

When D0 is 40% (=400 ppm), it can be judged that the saturation reaches 90%.

3) Measurement by a hydrometer

The water taken out from the measuring port is placed in a hydrometer. Keep the gas from escaping. The water is facing down and the bubbles are separated upwards. The separation time and the diameter of the bubble are calculated according to the position of the water surface using the Stokes formula to calculate the amount and saturation of the bubble.

From the measuring device provided in the foundation, the progress of the degree of unsaturation in the following foundation, the confirmation of the unsaturated field, and the completion of the injection can be known.

Moreover, the measurement of the degree of unsaturation of the foundation can be used as a means for reinjection when the air is detached from the ground surface with time or dissolved in the groundwater to reduce the degree of unsaturation.

According to the present invention, as described above, it may not be directly measured. The degree of unsaturation is set in the degree of unsaturation in the base, but the degree of unsaturation in the injected foundation is measured by the following method, and the ratio can be grasped by the appropriate value.

3. Measurement of the amount of air contained in the foundation

A method of obtaining the microbubble formation rate β contained in the foundation is obtained.

1) Measurement by resistance (Fig. 37)

The microbubble generation rate was obtained by calculating the saturation from the measured dielectric constant. The calculation formula of the saturation is as shown in Equation 1, and the calculation formula of the dielectric constant is as shown in Equation 2. The relationship between Sr and K in the case where Kair is 1, Kwater is 81, KsoiL is 4, the gap ratio n, and the volumetric water content ratio θ are parameters is as shown in Fig. 37(a). The saturation Sr is read from the measured value K.

Formula 1 and Formula 2 are as follows.

[Formula 1] Sr = θ / n × 100

[Formula 2] K = (n - θ) Kair ^0.5 + θ Kwater ^0.5 + (1-n) Ksoi L ^0.5

Sr: saturation

θ: volumetric moisture content

n: gap ratio

K: dielectric constant

Kair: the dielectric constant of air

Kwater: the dielectric constant of water

KsoiL: dielectric constant of soil

2) Measurement by soil moisture meter

The volumetric water content θ can be obtained from a soil moisture meter. The saturation is calculated from the volume content rate.

From these results, the loss rate can be converted to calculate the total injection amount.

4. Injection design example

For the improvement range V is 1000 m ³ (10 m × 10 m × 10 m), the ground rate n is 0.4.

The target saturation is 90%, the loss rate d in the actual foundation is 10%, and the saturation is 80%.

The solubility of air is 1 psi (0.1 MPa), and for water 1 cm ³ is 0.019 cm ³ (19%) at 20 °C. Since the injection pressure 2 (0.2MPa), so according to Henry's law, for 1cm ³ aqueous microbubbles is from 20 ℃ 0.038cm ³ is dissolved (dissolved of δ = 38%). When the injection liquid is contained in the soil, it becomes atmospheric pressure (0.1 MPa), and the dissolved amount becomes 0.019 cm ³ . 0.038 cm ³ -0.019 cm ³ =0.019 cm ³ was eluted, and bubbles were present in the soil (containing a bubble ratio of β = 19%).

The total amount of microbubbles injected into the improved body is as follows.

Because of the presence of microbubbles 80m ³ so that the total injection amount necessary toward improved body as shown below.

When the injection interval is 1 m, the modified ball can be formed into 1000 pieces. The injection amount per one modified ball is as follows.

The injection time for each modified ball is targeted at 60 minutes. The injection speed is as follows.

Here, the microbubble generating device (air turbine mixer) was modified by the KTM32ND15Z (product of NIKUNI Co., Ltd.) by injection of a flow rate of 801 / min, a pressure of 0.2 MPa, and a motor power of 195 kW.

[Construction example]

Before the injection, a sensor (TDR Soil Moisture Meter (Takahara Seisakusho TDR-341F)) was installed at six places shown in Fig. 37 (b) for quality management. The saturation Sr can be calculated from the volumetric water content θ and the gap ratio n by the following equation.

The saturation Sr is calculated from the displayed volumetric water content θ. For example, if θ is 0.36, the target saturation is 90%.

The saturation is calculated from the volumetric water content, and the relationship between the elapsed time and the saturation is plotted.

The result is shown in Fig. 37 (c). The saturation from the farthest position from the measurement position after the passage of 70 minutes also showed 90% or less, and it was confirmed that the quality determined by considering the loss rate of 10% and designed by 80% was obtained. It is also possible to inject it into other improvements in 70 minutes.

Therefore, after the air-containing liquid is injected, the degree of unsaturation is periodically measured. If it is confirmed that the value is lowered, and the injection is continued to maintain the predetermined degree of unsaturation, the liquid can be prevented from being eroded whenever an earthquake occurs.

In this case, it is also possible to inject the injection tube at any time while the injection tube is provided, or to refill the injection tube to provide injection.

Of course, it is also possible to re-inject after measuring the degree of unsaturation, but according to the present invention, since the amount of air that can be supplied from the infusion itself is not sufficient Therefore, if the change in the degree of unsaturation with time is confirmed once, the predetermined air-containing liquid can be injected at intervals of the predetermined period.

If, for example, the degree of unsaturation is reduced to 20% to 10% after one year, it can be injected after one year. It is simple and inexpensive to inject air-containing liquid, and its practical value cannot be estimated.

The desaturation of the groundwater descent method is also known, but the present invention can be understood by considering the risk of damage to the structure due to the compaction of the foundation and the cost of picking up the groundwater in time. Effectiveness.

Further, it is possible to estimate the arrival distance of the injection liquid and the saturation of the ground from the air content of the groundwater when the water absorption pipe (or the inspection hole and the drainage pipe) is provided in the foundation. Further, the degree of unsaturation of the ground can be calculated from the sensor provided in the range of the injection liquid from the injection hole (refer to FIG. 33), and the degree of unsaturation and the sense of dependence calculated from the above injection liquid can be compared. The degree of unsaturation calculated from the measured values generated by the detector is used to calculate the difference.

The difference can be regarded as the loss rate of the microbubbles in the foundation, or the difference between the amount of air contained in the air injecting liquid and the amount of air discharged in the foundation which is included in the difference is regarded as micro The bubble generation rate is injected in an amount, or the microbubble mixing rate is increased (pressurization in microbubble production to increase the content of microbubbles, etc.). Since the air contained in the air liquid before being injected into the foundation is not necessarily full, it will be released in the foundation. The above may be injected for each of the microbubble injections or for the injection of the entire injection field. Into management. The program is shown below.

And as shown in FIG. 33, the water supply valve connected to the ground improved measurement sensor 21, the injection pipe 22, the suction pipe 28, and the injection pipe 22 provided in the hole in the injection field is collectively managed by the controller 27. 29. The pressure gauge 24, the flow meter 25, the microbubble generating device 26, and the water absorbing pump 30 further connected to the injection pipe 22 can select the injection amount and the injection pipe 22 according to the information from the ground improved measuring sensor 21. The completion of injection, the reversal of injection, etc., further management of the balance of groundwater level and groundwater pressure.

In the injection of the microbubbles, since the injection tube 22 and the suction tube 28 are different from the injection of the chemical liquid, the injection liquid is not consolidated, so there is no need to worry about occlusion after the injection. When it is necessary to re-inject, it is also possible to inject multiple times from the injection tube. Therefore, the upper portion of the injection pipe 22 and the suction pipe 28 is usually closed, and the groundwater can be discharged through the check valve only when the interstitial water pressure rises during an earthquake.

In this case, since the foundation is not caused by the dewatering and compaction, but is caused by an earthquake, for example, even if the function of the microbubbles decreases after a long period of time, the gap water can be dehydrated to prevent the gap water pressure during the earthquake. The rise to prevent the effect of liquidation.

Further, the inventions of Figs. 34 and 35 are a construction method, a construction management method, a liquidification prevention method for an infrastructure, and particularly a linear injection system and an injection method.

Figure 34 and Figure 35 show that the injection material is arbitrarily selected and injected at the same time as the injection site or at one or more injection locations. The foundation improvement method of the injected material, in Figure 34 (a), shows that each piece of land is divided into a plurality of sections, and in each zone and in the field of detached house construction, the injection site will be injected at the same time or will be A top view of a ground improvement method for arbitrarily selecting and injecting an injection material at one or a plurality of injection locations.

And (b) of FIG. 34 is a plan view showing a method for improving the ground injecting the injection material through the injection pipe at a predetermined injection point at a predetermined interval along the gas pipe, the water supply pipe, the sewage, and the like. Fig. 34 (c) and Fig. 35 (a) and (b) are schematic longitudinal cross-sectional views of these.

Shown in FIG. 34(a), symbols X ₁ , X ₂ , X ₅ , X ₆ , and X ₂ , X ₃ , X ₄ , X ₅ , and X ₄ , X _n , X _i , X ₅ , and X ₅ , X ₆ , X ₇ , and X _i are injection locations in which the soil areas of each block are divided into plural numbers and the independent houses A ₁ , A ₂ , A _i , and A _{n in} each zone are surrounded.

Further, in Fig. 34(b), the symbols X ₁ and X ₂ are gas pipes, and the injection points are set at intervals along the laying line (Lifeline) 33 such as a water supply or a sewage pipe. Further, in Fig. 35(a), L ₁ is a coarse sand layer, and L ₂ is a fine sand layer, and both are ground layers predicted to be liquid.

As shown, the injection tube 22 is inserted into each of the set injection locations, and the injection material manufacturing mechanism 34, the injection pump, and the pressure are applied. The flow sensor 35 is connected to the injection pipe 22 of each injection point through the liquid supply pipe 36. Moreover, these through the electrical signal circuit 37 can be collectively controlled by the controller 27, and the plurality of injection locations or one or more injection locations can be used. Optionally, the injection material is continuously injected.

Further, the flow path switching solenoid valve 38 is provided in the liquid supply pipe 36 passing through each of the injection pipes 22, and each of the flow path switching electromagnetic valves 38 is collectively controlled by the controller 27. Further, when there is an instruction from the controller 27 through the electrical signal circuit 37 at a certain injection site, the flow path switching solenoid valve 38 is actuated to open the flow path switching solenoid valve 38 at the injection point X _i toward the injection pipe 22 in the ground. The flow path switching solenoid valve 38 from the injection point X ₁ to X _{i- 1} is closed in the direction of the injection point Xi ₊₁ , and is opened only in the direction of the injection point Xi.

In this case, when the injection pipe 22 at the injection point X _i is injected with a predetermined injection amount or the injection pressure is increased more than the predetermined pressure, the flow path switching solenoid valve 38 is actuated to send the injection liquid to another injection point. The liquid can be continuously continuously reformed by injecting the injection site toward the multiple injection site. For example, when the flow path switching solenoid valve 38 at a certain injection point is opened and the other flow path switching electromagnetic valve 38 is closed, the injection liquid is injected only from the predetermined injection pipe 22 toward the ground.

Needless to say, the flow path switching solenoid valve 38 may be manually operated. However, by instructing the operation from the management center via the electric signal circuit 37, the laying pipe can be opened even in a limited working space (Lifeline) ) Liquidification engineering measures are implemented for use at each injection site.

The plurality of ground displacement sensors 39 are disposed at predetermined positions, and the local base displacement sensors 39 are collectively managed by the controller 27. Further, the ground displacement sensor 39 is monitored by the controller 27 in such a manner that the damage of the above-ground structure and the underground embedded material does not occur, and when the ground displacement is abnormal at a certain injection site, the injection in the injection site is suspended and By switching to other injection points, it is possible to easily perform liquidization prevention from the periphery of the structure.

Each of the flow path switching solenoid valves 38 is a three-way stopcock, and the water cleaning pipe is further installed, and is also managed by the controller 27, and if the water is cleaned immediately after the injection of the predetermined three-way stopcock is completed, the pipe can be constantly prescribed. The injection site is injected.

According to the above-mentioned configuration, in accordance with the ground improvement method shown in Fig. 35 (a), in particular, the land is divided into a plurality of pieces, and the liquidification measures in the field of the independent house construction in each division are adopted. It can be carried out extremely efficiently and reliably. Further, it is possible to carry out the liquefaction measures of the entire detached house site as a whole, and the improvement of the foundation of the entire house site can be easily and economically performed.

Moreover, the foundation improvement can be carried out without hindering the living environment of the residential land. In addition, although the measures for the liquefaction of the residential land have been described, the continuous road and the runway of the airport may be formed, and the object to be liquefied may be formed into a plurality of injection lines in a plurality of ways, and the consolidated body may be continuous on the line. Formation is also possible. Further, the injection line means a line of the liquid supply pipe 36 in which the injection pipes 22 are continuous with each other.

On the other hand, according to the ground improvement method shown in Fig. 35(b), the cable of the common ditch, the underground iron, the gas pipe, the water supply pipe, the sewage pipe, etc., the cable of the telecommunications telephone line, etc. ,or It is a liquidization measure of a paving structure such as a road or a railway, and it can be carried out extremely efficiently and reliably.

(a) and (b) of FIG. 35 are formed by injecting an injection material at an injection point set at a predetermined interval along a laying pipe 33 such as a gas pipe, a water supply pipe, or a sewage pipe. The cement and the suspended mortar or the column formed by the injecting material of the ceria solution are directly supported by the laying pipe 33 in the consolidating column 40, and the difference in the laying pipe 33 generated by the liquidification is avoided. Sinking and other damage. In the figure, reference numeral 41 is a sealing mortar, L1 is a coarse sand layer, and L2 is a fine sand layer, all of which are predicted to be liquidified. Further, reference numeral 38 is a flow path switching solenoid valve.

In the figure, the injection is continuously performed while moving the injection point X _i-1 , X _i , X _i+1 , . . . , and the electrical signal circuit can be passed from the injection and management mechanism 34. 37, the flow path switching solenoid valve 38 that can change the flow path in the three directions is instructed to block the flow path of the injection pipe 22a to the three-way stopcock up to X _i-1 , and to liberate the flow path up to X _i .

In addition, the joint pillars 40 are formed in the joint portions (joining portions) of the laying pipes 33 which are easily broken by the liquidification at the time of the earthquake, and the joint portions are preferably supported by the consolidated pillars 40. In addition, the liquid supply pipe 36 that supplies the injection material to the injection pipe 22 may be arranged in a zigzag shape by holding the laying pipe 33, and may be disposed on both sides of the laying pipe 33.

In the paving pipe 33 thus liquefied, the joint portion of each of the laying pipes 33 is supported by the solidified column 40, and the laying pipe 33 itself has a certain bomb Sex, although some degree of bending will occur but will not be destroyed.

The ground improvement method and the ground improvement device shown in Figs. 21 and 22 include a plurality of unit pumps 44 that are controlled by respective independent drive sources 42 and controlled by the centralized management device 43; The plurality of injection pipes 22 connected to the plurality of unit pumps 44, and the microbubble generating device 45 connected to the liquid supply pipe 36 disposed between the unit pumps 44 and the injection pipes 22.

The microbubble solution (for example, a mixture of fine bubbles or water and a mixture of fine bubbles and cerium oxide solution) generated in the microbubble generating device 45 by the operation of each unit pump 44 is injected into each of the liquid feeding tubes 38. The injection pipe 22 at the location is pumped and injected through the injection pipe 22 toward the foundation of each injection site.

Further, each unit pump 44 is controlled by the centralized management device 43, and the start, stop, reopening, and the like of the injection of the bubble mixed liquid in each injection point can be arbitrarily controlled.

Fig. 23, Fig. 24, and Fig. 25 show that the microbubble solution can be simultaneously or selectively injected into the complex injection site of the weak foundation, and the optimal amount of microbubbles can be injected into the layers of different ground conditions, and further By injecting the fixed material toward the upper portion before the injection of the microbubbles, the escape of the microbubbles can be prevented.

Further, instead of the solidified column of Fig. 35(b), a continuous base body may be formed along the laying line (Lifeline), and the laying line (Lifeline) may be supported by the base body. Moreover, the consolidated cylinder in this case is formed in the joint portion of the laying line (Lifeline), and the joint portion is supported. Better support. The position of the consolidated cylinder is injected into the upper portion or the side of the laying pipe to prevent the floating of the pipe generated by the liquidification.

Further, the injection pipe in each of the injection points may be provided perpendicularly to the ground, and may be provided obliquely on the basis of the detached house, and may be provided vertically or obliquely. Further, the liquid supply path from the liquid supply pipe to each injection point may be a plural system. Further, the injection in each injection location is collectively controlled by injection and management mechanisms.

Of course, even if the ground surface is improved in a wide range, as shown in Fig. 35, the ground improvement can be continuously performed by performing the linear arrangement combination. In other words, the injection pipe illustrated in Fig. 17 is disposed at a predetermined interval along the ground of the laying pipe 20 of the distribution pipe, the water supply pipe, the sewage pipe, or the like.

And by configuring the flow path switching solenoid valve and the ground displacement sensor, the foundation to be laid in a dwelling house, a gas pipe, a water supply, a sewage pipe, etc., which are densely built in a single house, will not be displaced by the foundation generated by the injection. Destruction of buildings and pavements makes it easy and safe to liquidize and prevent injection.

Further, the injection pipes are disposed at regular intervals along the laying pipes of the gas pipe, the water supply pipe, the sewage pipe, and the like, and the injection pipes are connected by the liquid supply pipe 13 arranged in a line along the laying pipe, and the injection is configured by Since the management mechanism 21 does not need to move the work site of the injection mechanism, the injection of the long section can be performed by using the minimum construction work range, so that the operation can be performed while the laying line (Lifeline) is being operated. Base improvement.

The liquidification can be prevented by unsaturation of the ground by injecting the microbubble solution. Therefore, even if a small amount of foundation is allowed to be modified, the foundation improvement is not performed, and the liquidification can be performed extremely economically.

Further, the rigidity of the partition wall 18 and the partition wall 20 is injected by injecting water into which the microbubbles are mixed or the fine particle liquid or the ceria solution in the respective bases partitioned by the partition wall 20. By reducing the shearing force generated by the seismic force, the shearing force acting on the inside can be reduced and the liquidification can be prevented.

Further, since the liquefaction intensity of the microbubbles is small, even if a slight displacement occurs during an earthquake, the displacement of the entire foundation can be suppressed by the lattice-shaped partition wall 20, whereby liquidification can be prevented, so that the foundation can be economically performed. Further, the partition wall 18 and the partition wall 20 can prevent the escape of the injection liquid of the microbubbles, and the liquidization preventing effect by the microbubbles can be continued for a long period of time.

Further, instead of the partition wall 18 and the partition wall 20, a plurality of columnar solid bodies (piles formed of mixed soil of the sandwiched cement and the consolidated material) may be formed as a solidified body wall at intervals or on the column. After the fine particles are injected around the solid body, the microbubble or the cerium oxide bubble in which the fine bubbles are mixed can be used to prevent the liquidification of the foundation immediately below and around the existing structure to prevent liquidification. . In this case, even if a slight change in the foundation is allowed, the foundation can be improved economically in a range that does not cause a large liquid.

When the injection pipe made of the biodegradable resin is used as the injection pipe in the method of the present invention, it will be half a year to one year after the construction. It is decomposed into carbonic acid gas and water, and it can become a liquidification engineering measure which is excellent in environmental preservability even after construction in the living environment which implements this invention.

Further, the biodegradable resin has a chemical structure, (1) the main lock is aliphatic, here has ether bonding or ester bonding, and (2) has a hydroxyl group, a carboxyl group in the main lock (or side lock), or (3) The plastic which is excellent in biodegradability by an additive containing a photocatalytic decomposition of a plastic and a microbial decomposition inducer, specifically, a starch type, a cellulose silicate type, a polylactic acid type, an aliphatic polyester type, and a polyethylene. A biodegradable plastic such as an alcohol. Among these main raw materials, other polymer compounds may be added depending on the purpose of improving performance or imparting flexibility, for example, plastics such as polyethylene and polypropylene, plasticizers, stabilizers, and the like. Coloring agents, etc.

Further, the compound having the hydroxyl group or the carboxyl group of the above (2) is preferably an aliphatic compound. Specifically, in the case of the above-mentioned (1), "Bionolle" (aliphatic polyester of polyphenol and dicarboxylic acid) (Showa Polymer Co., Ltd. and Showa Denko Co., Ltd.) can be exemplified. Co., Ltd., "CELLGREEN" (Citrate Cellulose, Polycaprolactone) (Dai Sai Chemical Industry Co., Ltd.), "LACTY (lactic acid)" (Shimadzu Corporation), (2) For example, "polyvinyl alcohol" (polyvinyl alcohol) (Kuraray Co., Ltd.), (3), for example, "WONDERSTURKEN" (corn starch and polyethylene) (WONDER Co., Ltd.) and the like can be exemplified.

In the above biodegradable plastic, by polyhydroxybutyl A high-melting biodegradable plastic such as an acid ester, a polylactic acid or a polyglycoside may be mixed to improve workability, or may be used as a bag by forming a woven fabric or a non-woven fabric. These main raw materials can be decomposed in the soil by bacteria, for example, by the number of days from 90 to 300 days.

2‧‧‧ solution tank

P ₀ ‧‧‧ pump pressure

P ₁ ‧‧‧ resistance pressure

Claims (27)

An unsaturated ground improvement device is a ground improvement method for injecting an air-containing fluid into a ground under a groundwater surface through an injection pipe to desaturate a foundation, the unsaturated ground improvement device characterized by having an injection containing air a pressurized injection device for a fluid, a liquid supply pipe, and an injection pipe, wherein a predetermined hole diameter and a predetermined number of holes are provided at predetermined positions of the liquid supply pipe and the injection pipe, and the total area of the pores is larger than the injection. The cross-sectional area of the tube is smaller, and the ground is prepared by injecting the liquid supply from the liquid supply tube and the amount of liquid supplied from the pore size and the number of holes of the pores and the amount of air contained in the liquid supply. Unsaturation is calculated. An unsaturated ground improvement device is a ground improvement method for injecting an air-containing fluid into a ground under a groundwater surface through an injection pipe to desaturate a foundation, the unsaturated ground improvement device characterized by having an injection containing air a pressurized injection device for a fluid, a liquid supply pipe, and an injection pipe, wherein a predetermined hole diameter and a predetermined number of holes are provided at predetermined positions of the liquid supply pipe and the injection pipe, and the pores are pores having a predetermined diameter. The restricting orifice formed by the orifice, or the variable orifice restricting orifice or the pressure variable restricting orifice, is injected by the liquid feeding in the liquid feeding pipe and the number of holes and the number of holes from the fine hole The amount of liquid to be supplied and the amount of air contained in the liquid to be supplied are used to calculate the unsaturation of the foundation. An unsaturated ground improvement device is used for injecting an air-containing fluid into a foundation under a groundwater surface through an injection pipe to unsaturate the foundation, and the foundation is improved. The utility model is characterized in that: a pressure injection device for injecting an air-containing fluid and a plurality of injection pipes are provided, and the air-containing fluid is distributed from the pressure injection device to the plurality of injection pipes, and the injection pipe tip end portion of the injection pipe is provided. A plurality of pores are provided in a plurality of injection lines, and a total area of the pores is smaller than a cross-sectional area of the injection tube, and the pores have a predetermined pore diameter and a predetermined shape so that a predetermined discharge amount can be obtained. The number of holes is subjected to unsaturation of the ground by injecting a predetermined amount of air-containing fluid into the ground. An unsaturated ground improvement device is a ground improvement method for injecting an air-containing fluid into a ground under a groundwater surface through an injection pipe to desaturate a foundation, and the ground improvement device is characterized in that it is provided with an injection containing an air fluid. a pressurized injection device and a plurality of injection pipes for distributing the air-containing fluid from the pressure injection device to the plurality of injection pipes, and providing fine holes at a plurality of injection pipes at the injection pipe tip end portion of the injection pipe. The pores are current limiting holes formed by pores of a predetermined diameter, or variable orifice orifices, or pressure variable orifices, which allow a certain amount of discharge to be obtained. The method determines the predetermined aperture and the predetermined number of holes, and the foundation is desaturated by injecting a predetermined amount of the air-containing fluid into the foundation. The apparatus for improving the unsaturated ground according to the third or fourth aspect of the invention, wherein a discharge port formed of a fine hole is provided at a tip end portion of the injection pipe, and a predetermined amount of liquid to be fed into the injection pipe can be provided. An air-containing fluid is injected from the pores into the ground in a microparticle. An apparatus for improving an unsaturated foundation according to claim 3 or 4, wherein the injection pipe is formed by using a plurality of the injection pipes on an axial side An injection tube that is bundled at different locations injects a prescribed amount of fluid into the foundation. The device for improving an unsaturated ground according to any one of the preceding claims, wherein the injection tube is a plastic thin tube having a diameter of 1 mm to 10 mm, and an inner diameter of 0.4 to 4 mm is provided at a tip end portion of the injection tube. The pores. The device for improving an unsaturated ground according to any one of claims 1 to 4, wherein a flow restricting hole for adjusting a flow rate or a pressure is provided at a predetermined portion from the pressurized injection device to the injection pipe. The tip end of the injection tube is provided with a discharge port for the pores. An unsaturated foundation improvement method is to prevent the ground from being liquidified by injecting an air-containing fluid into the ground under the groundwater surface through the injection pipe in a predetermined area of the predicted liquidified foundation to prevent liquidification. The method of the present invention is characterized in that a predetermined amount of pores and a number of holes are provided at predetermined positions of the liquid supply pipe and the injection pipe by using a pressure injecting device for injecting a microbubble liquid, and a ground improving device for the liquid feeding pipe and the injection pipe. The pores, the total area of the pores is smaller than the cross-sectional area of the injection tube, and the air pressure from the liquid supply tube and the pore diameter and the number of holes of the pores are injected into the ground under the groundwater surface. the amount. An unsaturated foundation improvement method is to prevent the ground from being liquidified by injecting an air-containing fluid into the ground under the groundwater surface through the injection pipe in a predetermined area of the predicted liquidified foundation to prevent liquidification. The method is characterized in that the foundation is modified by using a pressurized injection device for injecting microbubble liquid, and a liquid supply pipe and an injection pipe. In the device, a predetermined hole diameter and a number of holes are provided at predetermined positions of the liquid supply pipe and the injection pipe, and the pores are restriction holes formed by pores having a predetermined diameter or a variable diameter limit. The orifice or the pressure variable orifice restricts the amount of air determined by the fluid pressure in the liquid supply pipe and the pore diameter and the number of holes of the pores toward the ground below the groundwater surface. An unsaturated foundation improvement method for preventing the liquidification of the foundation by injecting the microbubble through the injection pipe to the ground under the groundwater surface in a predetermined field of the predicted liquidified foundation to prevent liquidification. And characterized in that the microbubble liquid is distributed from the pressurized injection device to the plurality of injection lines, and the injection line is used, using a ground improvement device having a pressure injection device for injecting the microbubble liquid and a plurality of injection tubes A plurality of pores are formed in a plurality of injection lines from the tip end of the injection tube, and the total area of the pores is smaller than a cross-sectional area of the injection tube, and the pores are predetermined pore diameters for determining a certain discharge amount. And the specified number of holes is injected into the ground under the groundwater surface to inject a predetermined amount of microbubble. An unsaturated foundation improvement method for preventing the liquidification of the foundation by injecting the microbubble through the injection pipe to the ground under the groundwater surface in a predetermined field of the predicted liquidified foundation to prevent liquidification. And characterized in that the microbubble liquid is distributed from the pressurized injection device to the plurality of injection lines, and the injection line is used, using a ground improvement device having a pressure injection device for injecting the microbubble liquid and a plurality of injection tubes a fine hole is formed in a plurality of injection lines from the tip end portion of the injection pipe, and the pores are a restriction hole formed by pores having a predetermined diameter, or a variable orifice type orifice, or a variable pressure Type restrictor hole A predetermined amount of microbubble is injected into the ground under the groundwater surface with a predetermined aperture and a predetermined number of holes for which a certain amount of discharge can be obtained. An unsaturated foundation improvement method is to prevent the liquidification of the foundation by injecting the microbubble into the ground under the groundwater surface through the injection pipe in a predetermined field of the predicted liquidified foundation to prevent the liquid from being saturated. The method of the present invention is characterized in that the microbubble liquid is a fine pore diameter which is provided at a predetermined point of the injection line which is obtained from the tip end portion of the plurality of injection tubes which are branched from the pressure injection device. The orifice or flow of the orifice or the pressure variable orifice is injected with a defined amount of microbubble. The method of improving the unsaturated soil according to any one of the items 9 to 13, wherein the injection pipe is a bundle injection capillary formed by a plurality of injection pipes having a discharge port at a tip end, and the bundle injection pipe is such that The discharge port of the injection pipe is bundled at a position different from the axial direction of the injection pipe, and the ground consolidation material is injected from a part of the bundle injection pipe, and the air liquid is injected from the other injection pipe. The method for improving an unsaturated soil according to any one of claims 9 to 13, wherein the injection of the ground consolidated material is followed by injection of an air liquid to form an injection inside the consolidated layer consolidated by the ground consolidated material. A field containing air liquid. The method for improving an unsaturated soil according to any one of the items 9 to 13, wherein the liquid is prevented from being unsaturated by injecting an air containing liquid into a predetermined area of the ground to be predicted to be liquidified. The method of improving the foundation, setting the body necessary for the target's degree of unsaturation The amount of air to be accumulated is set so as to satisfy the amount of air, and the amount of injection and/or loss rate of the air liquid is set to improve the foundation. The method for improving an unsaturated soil according to any one of the items 9 to 13, wherein the liquid is prevented from being unsaturated by injecting an air containing liquid into a predetermined area of the ground to be predicted to be liquidified. In the ground improvement method, the amount of air is calculated from the air-containing liquid injected into the soil to be injected, and the degree of unsaturation in the foundation is calculated. The method of improving the unsaturated ground according to any one of the items 9 to 13, wherein the ground-based improved measuring sensor is provided in the ground to measure the amount of air contained in the groundwater to calculate the degree of unsaturation. The method for improving an unsaturated ground according to any one of the items 9 to 13, wherein the saturation calculated from the amount of air containing the air liquid to be injected and the liquid state to be predicted are set. The ground improvement within the foundation measures the saturation calculated by the sensor and estimates the actual saturation. The method of improving the unsaturated soil according to any one of the items 9 to 13, wherein the injection is completed when the degree of unsaturation in the injection field reaches a predetermined value. The method of improving the unsaturated soil according to any one of the items 9 to 13, wherein the re-injection of the microbubble liquid maintains the sustainability of the unsaturation. The method for improving the unsaturated soil according to any one of the items 9 to 13, wherein after injecting the microbubble, the upper end of the injection tube is occluded, and the reduction of the degree of unsaturation in the corresponding ground is injected into the microbubble again. Maintain not Sustainability of saturation. The method for improving the unsaturated ground according to any one of the claims 9 to 13, wherein the insertion hole of the unsaturation measuring sensor of the foundation is sealed to prevent the injection of the microbubble after the injection or the injection. Leakage of the ground. The method for improving the unsaturated soil according to any one of the items 9 to 13, wherein the soil layer in the vicinity of the ground in the ground of the object to be injected or the water permeability of the microbubble liquid is easily desorbed or is The partition wall injects microbubble into the interior of the object to be injected. The method for improving an unsaturated ground according to any one of the items 9 to 13, wherein the re-injection after the injection is performed to reduce the decrease in the degree of unsaturation or to fix the upper portion of the liquid-like layer of the object to be grounded. The cemented injection material is injected, and the lower portion thereof is desaturated by the microbubble liquid to perform performance design. The method for improving an unsaturated ground according to any one of the items 9 to 13, wherein a partition wall is formed on the ground of the injection target, and an air-containing fluid is injected into the partition wall. The method of improving the unsaturated ground according to any one of the items 9 to 13, wherein the injection pipe is an injection pipe made of a biodegradable resin.