JP5433885B1 - Ground improvement method - Google Patents

Abstract

The present invention provides a ground improvement method capable of economically and easily performing ground improvement by injecting a bubble-containing liquid by grasping the unsaturated state of the ground in real time.
A partition wall 18 is provided so as to surround a predetermined region of the ground where liquefaction is expected. A ground improvement measurement sensor 21 is installed in the ground partitioned by the partition wall 18. A bubble-containing liquid such as microbubble water or a silica solution mixed with microbubbles is injected into the ground defined by the partition wall 18 through the injection tube 3. The ground improvement measurement sensor 21 knows the extent of the bubble arrival range and the degree of saturation, the degree of decrease in the porosity, and the distribution state thereof from the electrical resistance change or dielectric constant of the ground. The administration of the injection is thereby performed.
[Selection] Figure 11

Description

  The present invention relates to a ground improvement method that makes it possible to perform ground improvement economically by injecting a bubble-containing liquid, and to easily perform injection design, injection management, and confirmation of the injection effect.

  When loosely deposited saturated sand is subjected to repeated shear stress due to earthquake motion, the structure between sand particles is disturbed, and the intergranular meshing gradually disengages, resulting in an increase in excess pore water pressure and a decrease in effective stress. As a result, the sand ground exhibits liquid properties (liquefaction phenomenon). As a result, sand sand, uneven settlement of structures, lateral flow, earthquake oscillation, fluid failure of slopes, reduced bearing capacity, revetments and retaining walls Damage due to liquefaction such as destruction of the pipe and floating of the buried pipe occurs.

  In preparation for such a liquefaction phenomenon, ground improvement by chemical injection is widely implemented, but chemical injection is intended to prevent liquefaction by filling the gaps between sand particles with gel to suppress the increase in pore water pressure. To do.

JP2010-209633 Patent No. 4899164 Patent No. 2903375

  In recent years, methods have been proposed for preventing liquefaction by injecting fine particle bubbles (microbubbles) having a diameter of 5 to 100 μm or air into the ground to desaturate the ground (Patent Document 1, Patent Document 2, FIG. 20). ).

  By injecting microbubbles and bubbles (air) into the ground, this method effectively creates a gas volume contraction function against shearing forces caused by earthquake motions, and suppresses the increase in pore water pressure, making it possible to prevent liquefaction economically. Is. However, if there was a groundwater flow in the ground, bubbles and gas would flow out to the ground surface or flow into the groundwater, and the long-term durability was unknown.

  Therefore, the present applicant has invented an invention for preventing liquefaction by injecting a gas or a mixture of bubbles and a silica solution into the ground and gelling silica containing the gas in order to prevent gas from flowing out.

  The mixed gel of silica and gas has a significant advantage in the ground consolidation effect due to the gelation of silica, and the effect of preventing the liquefaction by preventing the increase in excess pore water pressure due to the volume shrinkage of the gas due to earthquake motion. There was a problem that it was difficult to appear.

  The present applicant has already developed a ground improvement method that is unlikely to cause liquefaction by a liquefaction prevention method using a silica solution and has proved its effect, but it is economical and effective using microbubble liquid injection. Thus, the present invention was completed without taking measures for liquefaction.

  The injection of silica bubbles (mixed liquid of silica and microbubbles) by the present applicant is extremely excellent as a countermeasure for liquefaction, and the mixed gel of silica and gas (silica bubbles) generates gas by the gelation of silica. The ground consolidation effect is large in terms of restraining inside, and the liquefaction prevention effect is excellent. However, when considering the excellent economics of microbubbles, it is important to keep them stable in the ground without deviating from microbubbles.

  Therefore, in the present invention, if the microbubble liquid is injected under the ground conditions where bubbles are likely to deviate, and the silica bubble liquid or silica grout is previously injected to create a ground condition that is difficult to deviate, It focuses on the fact that the effect of preventing liquefaction by shrinking and preventing an increase in excess pore water pressure can be economically exhibited.

  However, even in this case, it is difficult to determine how much the injection is effective. This is because it is unclear how bubbles and gases behave in the ground. For this purpose, a design method, an injection management method, and an effect confirmation method for injecting bubbles or gas into the ground to satisfy a predetermined degree of unsaturation have not yet been established.

According to the applicant's research, the problem of liquefaction countermeasure work using microbubble liquid or air bubbles (air) is as described above.
(1) In the unsaturated construction method that forms an unsaturated ground by injecting microbubble liquid or gas into the ground, it is considered that the air basically stays in the ground. However, in reality, the method of directly injecting gas into the ground is considered to cause the underground air to solidify and easily escape to the ground surface. When microbubble liquid is injected into the ground, fine bubbles (microbubbles) are generated. It is thought to be easily adsorbed between soil particles (Figure 20). However, in places where there is an osmotic flow in the ground or in ground conditions where there is a rough layer, it tends to flow out and its long-term sustainability is unclear.

 (2) If the microbubbles injected into the ground together with the liquid adhere to the surface of the soil particles and are retained between the soil particles without being affected even under the flow of groundwater, the effect will not be measured.

 (3) The size of bubbles is 5μm to 100μm, which is not much different from cement particles, so it is difficult to infiltrate all fine ground with potential for liquefaction. However, microbubbles are less likely to escape to the ground surface because they are adsorbed to the soil particles compared to air injection, but if there is an osmotic flow in the ground or if it is liable to liquefy, it will loosen in layers. It is considered that microbubbles are likely to escape in the horizontal direction in a simple sand layer.

 (4) The desaturation method is trying to evaluate the improvement effect based on the degree of saturation of the ground, but it is difficult to confirm how much desaturation will occur if it is injected into the ground. A method of measuring resistivity and soil moisture has been proposed as a method of measuring desaturation due to air, but the behavior of air and bubbles in the ground is unknown, so there is a relationship between the amount of gas injection and ground desaturation. It is unclear and it is difficult to confirm the total desaturation of the injection effect ground, so construction management, planned injection design and confirmation method of the effect are impossible.

  The present applicant has completed the present invention by solving the above-described problems in the injection of microbubble liquid (bubble injection liquid).

According to the present invention (Claim 1), a region constrained by a partition wall (blocking wall, etc.) is formed in the ground where liquefaction countermeasure work is performed, and microbubble liquid is injected into the region, thereby predetermined in a planned manner. It is possible to achieve desaturation, or to establish a management method for desaturation by injecting microbubble liquid with a predetermined amount of air into the injection target area (Claim 3). By installing an improved sensor or measuring the dissolved amount of groundwater air from the check hole, and confirming the improvement effect, the ground can be desaturated to enable a management method that effectively and economically prevents liquefaction. Establishing the injection design and construction method for the whole area of improvement in desaturation by combining one or both of the above management methods , and further improving the ground constrained by partition walls (shielding walls, etc.), unsaturation of the ground, etc. real time By knowing, in which to enable economically and conveniently be performed desaturation ground improvement by injection of the bubble-containing liquid.

In addition, the amount of microbubbles injected from the target degree of unsaturation of the entire improved ground for improvement was grasped, and an injection management method for predicting the degree of unsaturation of the entire ground from the measured value by the improved sensor was made possible. In addition, it was possible to design the injection to obtain a predetermined degree of unsaturation by calculating the difference between the amount of microbubbles in the injection of microbubbles and the amount of microbubbles generated in the ground measured by the improved sensor .

  In the present invention, the partition wall is particularly preferable for injecting a gas mixed liquid (claims 1 and 2). This is because in the case of air injection, the injected air easily deviates into the air above, but the microbubble mixed liquid is immediately air itself because the fine particle bubbles in the mixed liquid are adsorbed on the soil particle surface. It will not dissipate inside.

  However, the gas-containing liquid tends to escape widely in a plane along the boundary surface of the soil layer deposited in a plane in a deposition layer that is liable to be liquefied. For this purpose, it is preferable to provide a partition wall in a predetermined range to prevent the escape of the mixed liquid, and then to desaturate the partition wall. This partition also has the effect of reducing shear stress due to earthquake motion. Moreover, if the desaturation management method mentioned later is used in a partition, it will be easy to express the outstanding effect of this invention.

The present invention also relates to an “injection management method, an effect confirmation method, an injection design method, and a ground improvement method using the same” in injecting a gas mixture to desaturate the ground .

  Further, when the gas mixture is injected into the ground through the injection tube, it is unknown whether the gas mixture has penetrated to a predetermined range. In other words, what was the degree of unsaturation in the reach of the gas mixture and in the injection area? And it is unclear how much to inject to complete the injection. In the desaturation method by air injection, it has been proposed to confirm the desaturation by a sensor such as a specific resistance method (Patent Document 2), but in this case, the desaturation of the entire ground improvement planned area is substantially reduced. Is difficult to grasp. On the other hand, the present applicant surrounds the improvement region with a partition wall, grasps the gap amount of the liquefied layer inside, calculates the target amount of desaturation air, and supplies the air amount by microbubbles. A management method has been developed by injecting a predetermined amount of microbubble liquid with a specific content. In this case, since the gap amount of the liquefied layer can be accurately grasped by constraining the improved region with the partition wall, the management is further ensured. Further, as shown in FIGS. 6 to 11, a partition wall is formed to restrain the ground improvement region, and a ground improvement measurement sensor is provided at a predetermined position inside thereof to measure the saturation rate over time. By calculating the degree of unsaturation with the target microbubble injection solution, the difference between the injection rate of microbubble solution or the content rate of microbubbles, the generation rate of microbubbles in the ground, or the loss rate An injection management method and an injection effect confirmation method for obtaining predetermined desaturation have been developed to solve the above problems (FIGS. 23 to 29).

 (1) In the ground improvement method of the present invention, the ground improvement measurement sensor installed in the borehole in the injection region or the gas-containing liquid to be injected, or the measured value of the gas content of groundwater in the injected ground, From the moisture content, electrical resistance change, or dielectric constant, the degree of change in the saturation of the bubble reach and the degree of reduction in the porosity and its distribution are known, and the injection is managed accordingly.

 (2) In addition to the soil moisture meter and electrical resistivity measurement method, the RI method (RI density meter, RI moisture meter), elastic wave velocity measuring device, etc. can be used as the ground improvement measurement sensor. It is also possible to measure the air content of the injected liquid or ground water in the injected ground.

 (3) Complete the implantation when the saturation or porosity in the implantation region reaches a predetermined value.

 (4) If a partition wall is provided, it is possible to grasp how many bubbles are injected into the target ground in the partition wall from the injection amount of the air-containing injection solution. By knowing this and the measurement value of the ground improvement sensor, it becomes easy to manage the saturation of the ground and the distribution of the saturation.

(5) After the ground improvement is completed, the bubbles or air can be repeatedly injected until the measurement result by the soil moisture meter or the electric resistance detection sensor falls below the target saturation.
In addition, if the degree of unsaturation decreases after a long period of time after ground improvement, it is possible to regularly respond to earthquakes that do not know when they occur by repeating injection.

 (6) As described above, either the calculated value of the gas content of the microbubble liquid in the ground calculated from the gas content of the injected liquid and the injected amount in the injection target area, or the calculated amount of unsaturation from the ground improvement measurement sensor Alternatively, a combination of these can be used to select the injection solution device, the injection amount, the position of the injection tube, the control when the injection is completed, the estimation of the degree of unsaturation of the entire target ground, and the like.

  The present invention creates an area constrained by a partition wall (blocking wall, etc.) in the ground where countermeasures against liquefaction are performed, or a rough soil layer or a layer in which groundwater is flowing near the ground surface or easily deviates by a solidified material. By solidifying and injecting a predetermined gas mixture into the region, it is possible to effectively and economically and easily prevent liquefaction by desaturating the ground while confirming the improvement effect.

  In addition, the measurement of the air content of the microbubble liquid in the target ground and the management of the unsaturation by the measurement of the injection amount and the management of the degree of unsaturation by the ground improvement sensor are used together to check the ground improvement status and the ground unsaturation status. It is possible to grasp in real time and perform injection design, injection management, and confirmation of effects. Moreover, it is possible to improve the ground without deviating from microbubbles for a long time by using a microbubble-containing liquid together with a silica solution or suspension. Moreover, the ground can be improved effectively in combination with injection from a plurality of injection tubes.

1 shows an example of a fine bubble (microbubble) injection solution generator and injection tube used in the ground improvement method of the present invention. FIGS. 1 (a) and 1 (b) are explanatory diagrams of the whole, and FIG. It is explanatory drawing of a bubble generator. FIGS. 2 (a) and 2 (b) are explanatory diagrams of the whole, and FIG. 2 (c) shows another example of a micro-bubble injection liquid generating device and injection pipe used in the ground improvement method of the present invention. These are explanatory drawings of a microbubble nozzle. 3 (a) to 3 (d) are explanatory views showing an example of an injection pipe used in the ground improvement method of the present invention. Examples of the microbubble generating device in FIG. 3 are FIGS. 4 (a) to (c) show another example of the injection tube used in the ground improvement method of the present invention, FIGS. 4 (a) and 4 (b) are longitudinal sectional views of the tip of the injection tube, FIG. c) is a cross-sectional view. FIGS. 5 (a) and 5 (b) are partially broken longitudinal side views showing an example of an injection tube having a ground penetration test function. It is a schematic longitudinal cross-sectional view which shows the ground improvement construction method just under the existing structure. 7 (a) and 7 (b) are schematic plan views showing the ground improvement method directly under the existing structure. 8 (a) and 8 (b) are schematic plan views showing the ground improvement method directly under the existing structure. FIG. 9 (a) is a schematic plan view and FIG. 9 (b) is a schematic longitudinal sectional view showing a ground improvement method directly under an existing structure. 10 (a) and 10 (b) are schematic longitudinal sectional views showing the ground improvement method directly under the existing structure. FIG. 11 (a) is a schematic plan view and FIG. 11 (b) is a schematic longitudinal sectional view showing a ground improvement method directly under an existing structure. FIGS. 12 (a) and 12 (c) are schematic longitudinal sectional views showing a state in which the drainage function acts, and FIG.12 (b) is a schematic diagram showing a state before the drainage function is actuated. It is a longitudinal cross-sectional view. Fig. 13 (a) is a plan view showing a ground improvement method for injecting an injection material into a plurality of injection points in the ground improvement region, and Fig. 13 (b) is along a laying pipe (life line) such as a gas pipe, FIG. 13 (c) is a plan view showing a ground improvement method for injecting an injection material into a plurality of injection points, and FIG. 13 (c) is a longitudinal sectional view thereof. 14 (a) and 14 (b) are longitudinal sectional views showing a ground improvement method for injecting an injection material into a plurality of injection points along a laying pipe (lifeline) such as a gas pipe. 15 (a) and 15 (b) are longitudinal sectional views showing a ground improvement method for injecting an injection material into a plurality of injection points along a laying pipe (lifeline) such as a gas pipe. FIGS. 16 (a), (b) and (c) are longitudinal sectional views showing a ground improvement method for injecting an injection material into a plurality of injection points. FIG. 17 (a) is a longitudinal sectional view showing a ground improvement method for injecting an injection material into a plurality of injection points, and FIG. 17 (b) is a partially enlarged sectional view of an injection pipe. 18 (a) and 18 (b) are explanatory diagrams of the RI method for measuring the moisture content and density in the ground. FIG. 19 (a) is an explanatory view of a specimen manufacturing apparatus, and FIG. 19 (b) is an explanatory view showing the behavior of microbubbles and bubbles in the ground. FIGS. 20 (a) and 20 (b) are explanatory views showing the behavior when bubbles are injected, when the microbubble liquid is injected, and when the microbubble liquid is injected following the region where air is injected. 20 is a graph showing a particle size curve of silica sand used in a mold produced by the apparatus of FIG. 19 (a). (a), (b) is a graph which shows the particle size distribution of the ground which may be liquefied especially. Fig. 23 (a) is a graph showing the results of the relationship between saturation and dielectric constant in advance, Fig. 23 (b) is a diagram showing the injection point, and Fig. 23 (c) is measuring multiple locations simultaneously on site. It is a graph which shows the example which performed construction management. Fig. 24 (a) is a graph showing the relationship between the gap ratio and liquefaction strength when fine particles are injected into the gap in the ground, and Fig. 24 (b) shows the relationship between the dielectric constant and the gap ratio at that time. FIG. 24 (c) is a graph showing an example in which construction management is performed while simultaneously measuring a plurality of locations on the site. Figures (a) and (b) show a graph showing the particle size distribution of ground that is particularly liquefiable and the change in particle size distribution when bentonite liquid is injected as fine-grained soil. ) Is a graph showing a case where 5% bentonite liquid is injected, and FIG. 25 (b) is a graph showing a case where particularly 10% bentonite liquid is injected. FIG. 26 shows changes in the particle size distribution of white carbon and the particle size distribution of Toyoura sand when a 10% white carbon solution is injected into Toyoura sand as ultrafine particles. FIG. 27 (a) is a graph showing the value of L2 / L1 shown in Table 6 in relation to the distance from the inlet, and FIG. 27 (b) shows the value of L22 / L1 shown in Table 6 in the same manner. It is a graph. It is a graph showing the calculated value of the injection amount, as shown in FIG. 23 (b), L1 shows the relationship with the distance from the injection port when the microbubbles expand concentrically, L21 is L1 FIG. 29 shows a value obtained by multiplying L21 / l1 shown in FIG. It is a graph which shows the relationship between elapsed time and saturation when making injection rate high on the way.

  1 (a) to (c) and FIGS. 2 (a) to (c) show an example of a microbubble (hereinafter referred to as “microbubble”) injecting liquid generating apparatus used in the implementation of the ground improvement method of the present invention, In FIG. 1, reference numeral 1 denotes a microbubble generator (vortex generator) for mixing microbubbles into water or silica solution (hereinafter referred to as “injected liquid”), and reference numeral 2 denotes an injected liquid fed into the microbubble generator 1. Reference numeral 3 denotes an injection tube for injecting the microbubble injection solution generated in the microbubble generator 1 into the ground.

  The microbubble generator 1 includes an impeller 1a that rotates at high speed by power (see FIG. 1 (c)), and a liquid feed pipe 4 extending from the solution tank 2 and an air supply pipe 5 for taking in air are connected to each other. In addition, a pressure feed pipe 6 extending to an injection pipe 3 for injecting a mixed solution of water or silica solution stirred and mixed and dissolved in the microbubble generator 1 and fine bubbles into the ground is connected. Further, valves 7 are respectively attached to the liquid feeding pipe 4, the air supply pipe 5 and the pressure feeding pipe 6.

  In such a configuration, the impeller 1a in the microbubble generator 1 is rotated at high speed by power, so that the injected liquid is sucked into the apparatus 1 from the solution tank 2 through the liquid feed pipe 4, and at the same time the air supply pipe. Air is sucked into the apparatus 1 through 5.

  The injection liquid and fine bubbles are stirred, mixed and dissolved by the impeller 1a rotating at high speed in the apparatus 1 and pumped to the injection pipe 3 through the pressure feed pipe 6 and injected into the ground from the injection pipe 3. As a result, the ground is desaturated.

  As the microbubble liquid generator, for example, a microbubble liquid generator as illustrated in FIGS. 2 (a) to (c) is also used. The microbubble liquid generator includes a microbubble generator 8, a feed water pump 9, and a compressor 10 (air may be self-supplied).

  The microbubble generator 8 includes a microbubble nozzle 11 including a circular passage 11a that forms a straight line and a solution discharge passage 11b that has a larger inner diameter at the tip than the circular passage 11a. An air supply pipe 5 extending from the compressor 10 is connected via a gas flow rate adjusting valve (valve) 7, and a water supply pipe 12 extending from the water supply pump 9 is connected to a side near the tip of the circular passage 11 a. The tip 12a of the water supply pipe 12 opens in the tangential direction of the inner peripheral surface of the circular passage 11a.

  In such a configuration, when the compressor 10 is operated, air is supplied to the circular passage 11a via the air supply pipe 5, and simultaneously, when pressurized water is supplied from the water supply pump 9 to the circular passage 11a via the water supply pipe 12, A swirling flow of pressurized water and gas is formed by the flow of pressurized water in the solution discharge path 11b from the tip portion of the passage 11a. Then, microbubble water is discharged from the tip of the solution discharge path 11b. A silica solution mixed with microbubbles can be generated by supplying a silica solution under pressure instead of pressurized water to the circular passage 11a.

  If an excessive amount of air is sent from the air supply pipe 5, it becomes a supersaturated microbubble liquid, and air is also injected in the ground in addition to the microbubbles. That is, in the present invention, the microbubble liquid or the gas-containing liquid means a microbubble-containing liquid or a liquid in which microbubbles and air are mixed at the same time. In both cases, the microbubbles are adsorbed between the soil particles, but if the ground is constrained, air is easily held in the ground. Further, if the pressure of the pressurized water is increased, the dissolved amount of air can be increased. The melted air generated by generating a vortex in the nozzle portion is microbubbles and injected into the ground. However, not all of the air content in the microbubble-containing liquid is discharged as microbubbles in the ground. Since the microbubble generation rate in the ground differs depending on the pressure and air content of the injected microbubble-containing liquid, the pressure and temperature of groundwater in the ground, etc., calculation is performed in consideration of these conditions. Further, the dissolved amount of air in the produced microbubbles can be measured as described below.

  The present invention also relates to a microbubble liquid construction method and construction management method (claims 17 to 30). 3 (a) to 3 (d) show an example of an injection tube inserted into the ground in the practice of the present invention, and in particular, the injection tube shown in FIGS. 3 (a) and 3 (b) has a plurality of injection capillaries. 13 is configured by shifting the distal end discharge port 13a of each injection thin tube 13 by a certain length in the tube axis direction and binding them into one bundle.

  If the gas-containing liquid is jetted by squeezing the tip of the injection capillary tube, the gas in the injection tube is released into the supersaturated ground, microbubbles are generated and permeate into the ground, and the microbubbles adsorb between the soil particles. It's easy to do.

  By being configured in this manner, water or silica solution mixed with microbubbles from a distal discharge port 13a of each injection capillary 13 to a plurality of stages (stratification) having different depths simultaneously or one or a plurality of stages Any choice can be made. It is also possible to inject a fine particle-containing injection material, a suspension injection material or a silica solution injection material into a shallow stage, and a microbubble solution into a deep stage. The fine particle-containing injection material or silica solution may contain microbubbles. Alternatively, the microbubble liquid may be secondarily injected by firstly injecting the fine particle-containing injection material or the suspension injection material. Note that air can be injected from one of the plurality of injection tubes before or after the injection of the microbubble liquid (FIG. 20, (b)).

  In this case, the microbubble liquid is replaced before the groundwater returns to its original state because the air spreads the groundwater in the ground to the surroundings, and the microbubbles are adsorbed to the soil particles. For this reason, there is an effect that the microbubble liquid spreads over a wide range and the permeation range of the microbubble is widened. As described above, the microbubble liquid and air injection can be equally injected using the apparatus of FIG. In addition, after injecting the microbubble liquid using the injection pipe of FIG. 3 above, air can be injected from another injection pipe to spread the microbubble liquid to the periphery, or these steps can be repeated to penetrate a wide range. .

FIGS. 4 (a) to 4 (c) also show an injection tube, which includes a casing 14 and one or a plurality of injection thin tubes 13 installed in the casing 14, and a tip cone 15 is detached at the tip of the casing 14. It is attached as possible. In particular, in the injection tube shown in FIGS. 4 (a) and 4 (b), a plurality of injection tubules 13 are bundled together, and the distal outlet 13a of each injection tubule 13 is displaced by a certain length in the tube axis direction. ing. Reference numeral 16 denotes a holder for holding a plurality of injection capillaries 13 in the casing 14.
In such a configuration, the casing 14 is driven into the ground together with the injection thin tube 13, and then only the casing 14 is gradually pulled out while the seal grout 16 is press-fitted into the casing 14. Then, by injecting water or silica solution mixed with microbubbles into the ground through each injection tubule 13, the ground can be desaturated and the ground can be improved. The tip cone 15 at the tip of the casing can be removed from the tip of the casing 14 by being pushed out by the injection pressure by press-fitting a seal grout into the casing 14.

  FIGS. 5 (a) and 5 (b) show a modification of the injection tube.In the injection tube described in FIGS. 4 (a), (b) and (c), the casing 14 is further moved by continuous impact by natural fall. A hammer 17 that penetrates into the ground together with the injection thin tube 13 and a counter 18 that records the number of strikes (N value) for each fixed penetration amount of the casing 14 by hitting the hammer 17 are provided. When this injection tube 3 is used, it is possible to perform a ground penetration test, ground investigation, and boring that should be performed in advance by separate work while the injection tube 3 is driven into the ground. For this reason, the optimal amount can be injected while grasping the ground condition. The injection tube 3 shown in FIGS. 5 (a) and 5 (b) is configured as shown in FIGS. 4 (a) to 4 (c).

  6 to 10 show the ground improvement method of the present invention performed as a countermeasure against liquefaction on the ground directly under an existing structure such as a storage tank. First, in the ground around the existing structure A, a very small (Table 3) mixture of fine particles such as suspended grout or white carbon, or a solution type silica grout or a solution type silica grout. A partition wall 18 is formed by injecting a grout mixed with. Alternatively, these may be primarily injected to fill the voids where the microbubbles can easily escape (Tables 1 to 3).

  Subsequently, a microbubble liquid is injected into the ground partitioned by the partition wall 18, or a fine particle mixed liquid or a silica solution (silica grout), or a solution in which a bubble liquid, air, or microbubble is mixed in these solutions. By injecting, the ground directly under the existing structure can be desaturated to prevent liquefaction.

  The microbubble liquid may be injected after the fine particle mixed liquid or the silica solution is injected into the ground. Further, as shown in FIG. 8 (b), silica grout mixed with silica grout or bubbles, air or microbubbles may be injected into the surface layer portion of the ground, and microbubble liquid may be injected into the lower layer portion thereof. Furthermore, water or silica solution mixed with microbubbles (air-dissolved solution containing bubbles of 5 μm to 100 μm) may be injected into the ground (Tables 4 and 5).

  The partition wall 18 is formed, for example, in the shape of a rectangular frame around the existing structure A so as to surround the ground directly under the structure, and the partition wall 18 is continuously formed up to the impermeable layer or the non-liquefied layer 19. .

  Further, when the ground area in the partition wall 18 surrounding the existing structure A is considerably large, a grid-like partition wall 20 is formed inside the partition wall 18 as shown in FIG. Then, the ground in the partition wall 18 is divided into a plurality (FIGS. 6 to 11).

  The partition wall 18 is a steel sheet pile, concrete sheet pile, cast-in-place concrete wall, cast-in-place RC pile, continuous wall of high-pressure injection solidified body or solid column (soil cement column), suspension or silica solution, etc. It can also be formed by injecting a solidified material.

  By constructing in this way, injection materials such as fine particle mixed liquid, silica solution, or microbubbles are less likely to deviate to the surroundings, and are less susceptible to the influence of groundwater. Since deformation is less likely to occur, liquefaction is less likely to occur.

  Moreover, liquefaction can be prevented by injecting a microbubble solution to desaturate the ground. Therefore, even if a slight ground deformation is allowed and the ground is improved, the ground cannot be liquefied, so the ground can be improved extremely economically.

  Furthermore, by injecting water mixed with microbubbles or an injection material added with these fine particle liquid or silica solution into each board partitioned by the partition wall 20, the seismic force is increased by the rigidity of the partition wall 18 and the partition wall 20. It is possible to reduce the shearing force caused by, and to reduce the shearing force acting on the inside to prevent liquefaction.

  In addition, since the liquefaction strength of the microbubbles is small, even if a slight displacement occurs during an earthquake, the liquefaction can be prevented by suppressing the overall ground displacement by the grid-like partition wall 20, which is economical. The ground can be improved, and the partition wall 18 and the partition wall 20 can prevent the microbubble injection liquid from being discharged, so that the liquefaction prevention effect by the microbubbles can be maintained for a long time.

  In addition, instead of the partition wall 18 and the partition wall 20, a plurality of columnar consolidated bodies (stakes formed with a soil mixture of soil cement and consolidated material) are formed at regular intervals to form a consolidated body wall. After injecting fine particles around the columnar consolidated body, injecting microbubble liquid or silica bubble liquid mixed with fine bubbles to unsaturated the ground immediately under and around the existing structure and prevent liquefaction. be able to. In this case as well, the ground can be improved economically within a range that does not lead to a large liquefaction even if a slight deformation of the ground is allowed.

  In addition, in FIG. 7, the ground liquefaction layer in the partition wall 18 and the ground improvement measurement sensor 21 are installed in the partition wall as shown in FIGS. 6 to 11 to perform the injection while checking the microbubble injection status in real time. Therefore, ground improvement can be performed very efficiently and reliably without waste.

  The ground improvement measurement sensor 21 is a soil moisture meter, electrical resistivity measuring instrument, etc., and knows the extent of the electric resistance change or dielectric constant of the ground, the change of the bubble arrival range, the degree of saturation, the decrease in porosity, and the distribution status In this way, the administration of the injection can be performed.

  Further, as shown in FIG. 9 (b), the ground improvement measurement sensor 21 installed in the drilling hole in the injection region, the injection pipe 22, the branch valve 23 connected to the injection pipe 22, the pressure gauge 24, the flow rate, respectively. Centralized management of the total 25 and the microbubble generator 26 by the controller 27 allows management of the injection volume, selection of the injection pipe 22, completion of injection, repetition of injection, etc. based on information from the ground improvement measurement sensor 21 Can do.

  The injection amount of microbubble water required to obtain the target degree of unsaturation can be calculated from the porosity, the gap filling rate, the target unsaturation degree, and the air amount of the microbubbles contained in the injection liquid. In this manner, injection management and desaturation management can be performed.

  As described above with reference to FIGS. 6 to 11, the microbubble injection liquid is injected from the injection amount so that the air amount necessary for the ground of the liquefied layer in the partition wall to be the target unsaturated ground is obtained. The calculated air amount is calculated. On the other hand, the degree of desaturation due to the injection, in which the amount of air in the microbubbles is calculated from the injection amount of the microbubble liquid injected from the predetermined injection tube, is calculated.

  In addition, it is possible to estimate the reach of the injected liquid and the degree of saturation of the ground from the air content of groundwater collected by providing a water absorption pipe (or check hole, drain pipe) in the ground. Also, the degree of unsaturation of the ground is calculated from a sensor provided in the reach of the injection solution from the injection hole (Figs. 23 and 24), and the degree of desaturation calculated from the above injection solution and measurement by the sensor The degree of unsaturation calculated from the values can be compared to calculate the difference rate. This difference rate is regarded as the loss rate of microbubbles in the ground, or the difference rate is used to generate the difference between the amount of air contained in the manufactured air-containing injection and the amount of air released in the ground. It can be considered as a rate, and the amount can be added and injected, or the microbubble mixing rate can be increased (pressurizing during microbubble production to increase the content of microbubbles, etc.), and the injection design can be performed. This is because the total amount of air in the air-containing liquid before being injected into the ground is not necessarily released into the ground. The above-described injection management can be performed by comparing and examining either one or both of the injection of the microbubble liquid per one and the injection of the entire injection region. The procedure is shown below.

1. Design of improved injection body
1-1 The saturation Sr in the basic formula improvement range can be expressed by the following formula.

here,
Improvement range V, porosity n
The filling rate α, the microbubble generation rate β, the loss rate d, and the injection amount Q.

1-2 Dissolution rate and formation rate of microbubbles The solubility of air is 0.019 cm ³ (1.9%) at 20 ° C. with respect to 1 cm ^{3 of} water per 1 atmosphere (0.1 MPa).
According to Henry's Law, the pressure and the dissolution rate are proportional. The microbubble dissolution rate δ with respect to 1 cm ³ of water when injected at 20 ° C. and P atmospheric pressure can be expressed by the following equation.

Moreover, when it is assumed that when the injection solution is injected into the ground, the atmospheric pressure is reached, the dissolved amount decreases to 0.019 cm ³ , and the difference is generated in the ground as microbubbles.
The microbubble generation rate β can be expressed by the following equation.

When injected at 2 atm (0.2 MPa), the microbubble dissolution rate δ is 3.8% and the generation rate is 1.9%.
However, the above difference does not always contribute to the generation of microbubbles. In that case, the microbubble generation rate may be added accordingly. Alternatively, the loss may be used as the loss rate.

1-3 Examination of loss rate Improvement ground V is 1000m3 (10m x 10m x 10m), and porosity n is 0.4.
Calculate the amount of injection required to achieve 90% saturation.

If there is no loss rate (d = 0), 2104 m ³ may be injected.
Assuming that the loss rate is 10% (d = 0.1) in the above equation, 4208m ³ injection is required.
This makes it possible to examine the injection amount in accordance with the loss rate. In addition, it is possible to design according to the actual ground by changing each parameter.
In Fig. 25 (a), the improved body is a sphere with a radius r (= 0.5 m). When the saturation Sr is 90%, the amount of bubbles q contained in the improved sphere is shown below.

When the injection speed is v, the generation speed of bubbles contained in water is v ′ = βv = 0.019v.
The time t required for 20.9 l bubbles to enter at an injection rate v of 8 l / min is shown below.

2 Method for measuring air content of microbubble liquid The air content of the microbubble liquid before being injected into the ground is measured.
This is a method of measuring the dissolution rate δ of microbubbles.

1) Calculated from the pressure of the gas mixed in the injection solution
Air dissolves to 0.019 cm ³ (1.9%) at 20 ° C per 1 atm ^{3 of} water per atmospheric pressure (0.1 MPa).
According to Henry's law, the injection pressure and solubility are proportional. The solubility γ (%) when the pressure scale is x (atm) can be calculated by γ = 1.9 × x, and δ is calculated from this value.

2) Calculation from dissolved oxygen meter Yokogawa Electric Co., Ltd. (DO402G, DO70G, DO30G) is used as the dissolved oxygen meter.
About 20% oxygen is contained in the air. The amount of air can be calculated by multiplying the measured value by 5.

When the degree of saturation of the ground is Sr, it can be expressed by the amount of air β included in the ground gap β = (1−Sr) (%). The dissolved rate δ of microbubbles can be expressed as the sum of solubility and air amount β,
δ = β + 1.9 = (1−Sr + 1.9) = 2.9−Sr.
Since the oxygen amount Do is 20% of the dissolution rate δ, it is shown below.

Therefore,

When Do shows 40% (= 400ppm), it can be judged that the saturation has reached 90%.

3) Measurement with a pycnometer Put water taken from the measurement port into the pycnometer. Seal to prevent gas from escaping. Water separates below and bubbles separate above. From the separation time, bubble diameter, and water surface position, the amount of bubbles and the degree of saturation are calculated using the Stokes equation.

3 Measurement of air content in the ground This is a method for obtaining the microbubble generation rate β contained in the ground.
1) Measurement by electrical resistance (Fig. 23)
The degree of saturation is calculated from the measured dielectric constant to obtain the microbubble generation rate. The equation for calculating the degree of saturation is shown in Equation 1, and the equation for calculating the dielectric constant is shown in Equation 2. FIG. 23 (a) shows the relationship between Sr and K when Kair is 1, Kwater is 81, Ksoil is 4, and the porosity n and volumetric water content ratio θ are parameters. The saturation Sr is read from the measured value K from FIG.

Equations 1 and 2 are shown below.
Formula 1
Sr = θ / n × 100
Formula 2
K = (n-θ) Kair ^0.5 + θKwater ^0.5 + (1-n) Ksoil ^0.5
Sr: Saturation θ: Volumetric water content
n: Porosity
K: Dielectric constant
Kair: dielectric constant of air
Kwater: Dielectric constant of water
Ksoil: Dielectric constant of soil

2) Measurement by soil moisture meter Volume moisture content θ can be obtained by soil moisture meter. The degree of saturation is calculated from the volume content.

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

4 Injection design example A barrier wall is formed so as to surround a certain area in the ground, and the ground is desaturated by injecting a gas mixed liquid into the ground in the barrier wall.
Improve the ground with an improvement range V of 1000m ³ (10m × 10m × 10m) and a porosity n of 0.4.
The target saturation is 90%, and the loss rate d in the actual ground is 10%, so that the saturation is 80%.

The solubility of air is 0.019 cm ³ (1.9%) at 20 ° C. with respect to 1 cm ^{3 of} water per 1 atmosphere (0.1 MPa). Since injection is performed at 2 atm (0.2 MPa), according to Henry's law, 0.038 cm ³ microbubbles are dissolved at 20 ° C. per 1 cm ^{3 of} water (dissolution rate δ = 3.8%). When the injection solution is contained in the soil, it becomes atmospheric pressure (0.1 MPa), so the dissolved amount becomes 0.019 cm ³ . 0.038cm2-0.019m2 = 0.019m2 is eluted and present as bubbles in the soil (bubble content β = 1.9%).

The total amount of microbubbles injected into the improved body is shown below.

The total amount of injection into the improved body required for the presence of 80 m ³ microbubbles is shown below.

If the injection interval is 1 m, 1000 improved balls can be formed. The injection amount per improved ball is shown below.

The target injection time per improved ball is 60 minutes. The injection rate is shown below.

  Therefore, the microbubble generator (air turbo mixer) was improved by using KTM32ND15Z (product of NIKUNI) and injecting at a flow rate of 80 l / min, a pressure of 0.2 MPa, and a motor power of 1.95 kW.

Example of construction Prior to injection, quality control was performed by installing sensors (TDR moisture meter (TDR-341F), Fujiwara Seisakusho) at six locations shown in Fig. 23 (b). The saturation Sr can be calculated from the volume water content θ and the porosity n by the following formula.

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

The saturation was calculated from the volumetric water content, and the relationship between elapsed time and saturation was plotted.
The result is shown in FIG. After 70 minutes, the saturation was 90% or less even at the farthest position from the measurement position, and it was confirmed that the predetermined quality was obtained by designing at 80% considering the loss rate of 10%. Other improvements can be injected in 70 minutes.

Example of construction management When microbubbles are concentrically formed from the inlet in FIG. 23 (b), the microbubble amount L1 required at a saturation of 80% is obtained.
Next, the microbubble generation speed v ′ in the ground is shown below.

The time when the degree of saturation Sy measured by the sensor is 90% and 80% is measured, and values L21 and L22 multiplied by the microbubble generation speed v ′ (= 1.52 l / min) in the ground are obtained.
Since L21 and L22 are actually measured values and L1 is a theoretical value, L21 / L1 and L22 / L1 were calculated and used as the loss rate. These results are shown in Table-6. A1 to A3, which are close to the inlet, have a large loss rate, but B-1 to B-3 are two to five times.

図27に注入口からの距離とロス率との関係を示す。近似線によって推測することで、注入口からの距離の違いによるロス率の値を求めることができる。

FIG. 27 shows the relationship between the distance from the inlet and the loss rate. By estimating with the approximate line, the value of the loss rate due to the difference in distance from the inlet can be obtained.

For example, when forming an improved diameter of 1.2 m with a saturation degree of 90%, the distance from the inlet is 0.6 m, and L21 / L1 is 1.56 from the approximate expression shown in FIG. Therefore, the required microbubble amount L21 can be obtained by the following equation.

  FIG. 28 shows the relationship between the required injection amount L1 calculated from the microbubble generation amount and the required injection amount L21 calculated from the degree of saturation from the sensor by changing the improved diameter. The amount of L21 was large at the beginning of the injection, and the amount of L1 increased as the injection ended. At the initial stage of injection, the microbubbles formed near the injection port concentrate, and the improvement area can be shown to expand with the passage of time, and the injection amount can be designed according to the actual situation.

  FIG. 29 shows a case where the injection speed is changed between the initial stage of injection and the case where a certain amount of injection has passed. Designed and constructed with a loss rate of 10%, but the loss rate is greater than the design and the saturation cannot be reduced. The saturation is 96% even after 40 minutes. Therefore, 90% of the target saturation can be obtained in about 70 minutes by doubling the injection rate and increasing the injection amount of microbubbles.

  Further, as shown in FIGS. 10 and 11, a water absorption pipe 28 for pumping up groundwater together with the injection pipe 22 is installed in the ground partitioned by the partition wall 18 to inject the injection liquid through the injection pipe 22 and the water absorption pipe. By pumping groundwater with 27, liquefaction can be suppressed by balancing the groundwater level and groundwater pressure.

  The present invention also relates to the combined use of microbubble liquid in the injection region and the absorption of groundwater (claims 28 to 31). A water absorption pipe (or drainage pipe check pipe) should be installed on the microbubble injection ground, and water should be absorbed from the water absorption pipe during injection from the injection pipe of the injection liquid to induce or improve the direction of penetration of the injection liquid. It is possible to balance the injection of the injected liquid in the ground and the water absorption from the water absorption pipe. In addition, the plurality of water absorption pipes connect the upper end of the water absorption pipe to the ground water absorption pipe via a water absorption valve, and the water absorption from each injection pipe and / or the water absorption from each water absorption pipe is a flow path conversion valve and / or respectively. The injection pipe and / or the water absorption pipe can be converted by the operation of the water absorption valve to inject and / or absorb water. These can be applied to FIG. 10 (a), FIG. 11, FIG. 13, and FIG. The combined use of water absorption has the following effects. One is to prevent the increase of the pore water pressure during the earthquake. In this case, the water absorption pipe serves as a drain pipe.

  When the ground directly under the existing structure A is surrounded by the partition wall 18 and the microbubble mixed liquid is injected into the inside thereof, the groundwater rises and may be in a pressurized state depending on the case. In this case, it becomes easy to liquefy.

  For this reason, by installing a water absorption pipe 28 for pumping up the ground water together with the injection pipe 22 in the ground partitioned by the partition wall 18, the injection liquid is injected and absorbed to balance the groundwater level or the groundwater pressure. It is possible to prevent liquefaction by suppressing the rise of the groundwater level.

  In addition, the direction of permeation of the microbubble mixed liquid can be controlled by absorbing water from a specific water absorption pipe 28, and the presence or absence of the injected liquid and the presence of bubbles from the mixed state of bubbles in the groundwater from the water absorption pipe 28 can also be controlled. It is possible to grasp the degree of unsaturation of the ground from the amount of contamination.

  Further, the construction can be rationalized by using the groundwater pumped up from the water absorption pipe 28 as the injection liquid. In this case, groundwater circulates through the water absorption pipe 28-injection liquid production apparatus-injection pipe 22. Further, by measuring the air content of groundwater in which microbubble liquid has been injected using a water absorption pipe as a check pipe, the permeation range and saturation amount of microbubbles can be known.

  In addition, as shown in FIG. 11 (b), the ground improvement measurement sensor 21, the injection pipe 22, the water absorption pipe 28, the water absorption valve 29 connected to the injection pipe 22 and the pressure respectively installed in the drilling hole in the injection area By centrally managing a total of 24, a flow meter 25, a micro-bubble generator 26, and a water absorption pump 30 connected to the injection pipe 22 by a controller 27, an injection volume and an injection pipe 22 based on information from the ground improvement measurement sensor 21 It is possible to manage the balance between groundwater level and groundwater pressure, such as selection, completion of injection, and repetition of injection.

  12 (a) to 12 (c) show an injection pipe and a water absorption pipe having a drainage function for suppressing an increase in groundwater level during an earthquake (claim 31).

  In the injection of microbubbles, unlike the injection of the chemical solution, the injection tube 22 and the water absorption tube 28 do not have a risk of clogging after the injection because the injection solution does not solidify. When re-injection is necessary, the injection tube can be injected many times. Accordingly, the upper portions of the injection pipe 22 and the water absorption pipe 28 are normally closed, and groundwater is discharged through the check valve only when the pore water pressure rises during an earthquake.

  In this way, under normal conditions, it does not cause subsidence due to dehydration compaction, and since it operates during an earthquake, even if the function of the microbubbles deteriorates after many years, the pore water is dehydrated during the earthquake. The effect of preventing liquefaction by preventing an increase in water pressure is produced.

  In the example of the water absorption pipe shown in FIG. 12 (a), the groundwater inlet 28a through which groundwater flows into the side wall portion from the lower end portion of the water absorption pipe 28 to the vicinity of the intermediate portion is formed at constant depths in the pipe axis direction. Has been. In addition, a groundwater drainage port 28b is formed on the side wall near the upper end of the water absorption pipe 28, and groundwater flowing into the water absorption pipe 28 flows out of the water absorption pipe 28. The groundwater drainage port 28b prevents a reverse flow of groundwater. A check valve 29 is attached.

  Further, a drainage channel 30 formed by a method of laying crushed stones in the ground around the upper end portion of the water absorption pipe 28 is formed, and a water stop lid 31 is attached to the upper end portion of the water absorption pipe 28.

  In such a configuration, even if the groundwater level directly under the existing structure partitioned by the partition wall 18 rises, the groundwater flows into the water absorption pipe 28 through the groundwater inlet 28a of the water absorption pipe 28, and the groundwater above the water absorption pipe. The water flows out of the water suction pipe 28 through the drain port 28b and drains through the drainage channel 30. Thereby, liquefaction at the time of an earthquake can be prevented beforehand.

  12 (b) and 12 (c), the groundwater inlet 28a through which groundwater flows into the side wall portion from the lower end portion to the vicinity of the middle portion of the water suction tube 28 has a constant depth in the tube axis direction. It is formed every second. Further, a water stop lid 31 is attached to the upper end portion of the water absorption pipe 28. The water stop lid 31 is attached so as to automatically open by the action of the spring 32 when the water pressure of the groundwater flowing into the water absorption pipe 28 from the groundwater inlet 28a acts.

  The invention of the method is a construction method, a construction management method, an infrastructure liquefaction prevention method, and particularly a line-shaped injection system and injection method (claims 17 to 27, claims 32 to 34).

  FIGS. 13 to 17 show a ground improvement method for injecting an injection material by selecting an injection material at a plurality of injection points simultaneously or by arbitrarily selecting one or a plurality of injection points, among which FIG. 13 (a) The ground where a single land is divided into multiple areas, and the injection material is injected at the same time or at any one or more injection points at the same time in areas where detached houses are built in each area. It is a top view which shows an improved construction method.

  Fig. 14 (b) shows a ground improvement method in which an injection material is injected through injection pipes at injection points set at regular intervals, mainly along laying pipes (lifelines) such as gas pipes and water and sewage systems. FIG. 13 (c), FIG. 14 (a), (b) and FIG. 15 (a), (b) are schematic longitudinal sectional views thereof.

  In Fig. 13 (a), the symbols X1, X2, X5, X6, X2, X3, X4, X5, X4, Xn, Xi, X5, X5, X6, X7, Xi are divided into multiple pieces of land each And the injection point set to surround the detached houses A1, A2, Ai, An in each section.

  In FIG. 13 (b), reference numerals X1 and X2 indicate injection points set at regular intervals along a laying pipe (lifeline) 33 such as a gas pipe or a water and sewage pipe. In FIG. 13 (c), L1 is a coarse sand layer and L2 is a fine sand layer, both of which are expected to be liquefied.

  As shown in the drawing, an injection tube 22 is inserted into each set injection point, and an injection material production plant 34, an injection pump, and a pressure / flow rate detector 35 are inserted into the injection tube 22 at each injection point via a liquid supply tube 36. Connect each one. These are collectively controlled by the controller 27 via the electric signal circuit 37, so that a plurality of injection points or one or a plurality of injection points can be arbitrarily selected to inject the injection material continuously.

  More specifically, a flow path conversion electromagnetic valve 38 is installed in a liquid feed pipe 36 that communicates with each injection pipe 22, and each flow path conversion electromagnetic valve 38 is collectively controlled by a controller 27. When there is an instruction from the controller 27 via the electrical signal circuit 37 at a certain injection point, the flow path conversion electromagnetic valve 38 is activated, and the flow path conversion electromagnetic valve 38 at the injection point Xi is moved toward the injection pipe 22 in the ground. The flow path conversion electromagnetic valve 38 from the injection point X1 to Xi−1 is opened only in the direction of the injection point Xi.

  Then, when a predetermined injection amount is injected into the injection tube 22 at the injection point Xi or the injection pressure rises above the predetermined pressure, the flow path conversion electromagnetic valve 38 is similarly activated to send the injection liquid to other injection points. Thus, the ground can be improved continuously by injecting into a plurality of injection points while changing the injection point. For example, when the flow path conversion electromagnetic valve 38 at a certain injection point is opened and the other flow path conversion electromagnetic valve 38 is closed, the injection liquid is injected into the ground only from the predetermined injection pipe 22.

  Of course, the flow path conversion electromagnetic valve 38 may be configured to operate manually. However, if it is configured to operate when instructed through the electrical signal circuit 37 from the management center, the lifeline can be set even in a limited work space. While in service, liquefaction countermeasures can be implemented.

  In addition, a plurality of ground displacement sensors 39 are disposed at predetermined positions, and the various ground displacement sensors 39 are collectively managed by the controller 27. Then, the ground displacement sensor 39 is used to monitor through the controller 27 so that damage to the ground structure and underground structures does not occur, and if there is an abnormality in ground displacement at a certain injection point, the injection at that injection point is stopped. Therefore, the liquefaction prevention injection can be easily performed from around the structure by switching the injection to another injection point.

  Each flow path conversion electromagnetic valve 38 is a three-way cock, and a water washing tube is attached, and this is also managed by the controller 27, and when the injection from the predetermined three-way cock is completed, the water is immediately washed. The road can always be injected at a predetermined injection point.

  With the above configuration, according to the ground improvement method shown in Fig. 13 (a), liquefaction countermeasures are particularly effective and reliable in areas where a single land is divided into multiple sections and detached houses are built in each section. Can be done. Moreover, the liquefaction countermeasures for the entire detached residential area can be collectively performed, and the ground improvement of the entire residential area can be easily and economically performed.

  In addition, the ground can be improved without hindering the living environment of the residential area. In addition, although the liquefaction countermeasure of the residential area was explained here, it may be a continuous road or an airport runway, etc., and the injection line is formed by dividing the target to prevent liquefaction into several parts, A consolidated body may be continuously formed on the line. The injection line is a line of the liquid feeding pipe 36 that makes the injection pipes 22 continuous.

  On the other hand, according to the ground improvement method shown in Fig. 13 (b), the construction line (life line) 33 such as a common ditch, subway, gas pipe, water and sewage pipe, cables such as a telegraph telephone line, road, railway It is possible to take measures for liquefaction of the laying structure such as very efficiently and reliably. Further, by using the injection pipe shown in FIGS. 5 (a) and 5 (b), the ground penetration test, the ground investigation, and the boring can be simultaneously performed while the injection pipe is driven into the ground.

  FIGS. 14 (a) and 14 (b) show an example in which an injection material is injected at injection points set at regular intervals along a laying pipe 33 such as a gas pipe or a water and sewage pipe, and a solid column (soil cement or suspension) The column 40 is formed by turbid grout or silica solution-based injection material), and the laying pipe 33 is directly supported by the consolidated column 40 so as to avoid damages such as non-uniform settlement of the laying pipe 33 due to liquefaction. It is a thing. In the figure, reference numeral 41 is a seal grout, L1 is a coarse sand layer, and L2 is a fine sand layer, both of which are expected to be liquefied. Reference numeral 38 denotes a flow path converting electromagnetic valve.

  In the figure, when the injection is continuously performed while sequentially moving the injection points to the injection points Xi−1, Xi, Xi + 1,..., The flow paths can be converted in three directions from the injection and management plant 34 through the electric signal circuit 37. The flow path converting electromagnetic valve 38 is instructed to block the flow path to the injection pipe 22a of the three-way cock up to Xi−1 and release the flow path to Xi.

  It is desirable that the consolidated column body 40 is formed at each joint portion (connecting portion) between the laying pipes 33 that are easily broken by liquefaction during an earthquake, and each joint portion is supported by the consolidated column body 40. Further, the liquid supply pipe 36 for supplying the injection material to the injection pipe 22 may be arranged in a zigzag manner with the laying pipe 33 interposed therebetween, or may be arranged on both sides of the laying pipe 33.

  Thus, the laying pipes 33 subjected to the liquefaction countermeasures work, even if liquefaction occurs in the surrounding ground, the joint portion of each laying pipe 33 is supported by the consolidated column body 40, and the laying pipes 33 themselves By having a certain elasticity, a certain degree of deflection occurs but does not lead to destruction.

  The ground improvement method and the ground improvement device shown in FIGS. 16 (a) to 16 (c) are operated by an independent drive source 42 and controlled by a centralized management device 43, and a plurality of these unit pumps 44. A plurality of injection pipes 22 connected to the unit pump 44 via the liquid supply pipe 36, and a microbubble generator 45 connected to the liquid supply pipe 36 disposed between each unit pump 44 and the injection pipe 22 respectively. ing.

  Then, the microbubble solution generated in the microbubble generator 45 by the operation of each unit pump 44 (for example, water mixed with fine bubbles or a mixture of fine bubbles and silica solution) is injected through the liquid feed pipe 38. It is pumped to the injection pipe 22 at the point and injected into the ground at each injection point through the injection pipe 22.

  Further, each unit pump 44 is controlled by the centralized management device 43 so that the start, stop, restart, etc. of the bubble mixed liquid injection at each injection point can be arbitrarily controlled.

  FIG. 16 (b) also shows the ground improvement method and the ground improvement device of the present invention, and the microbubble solution can be injected simultaneously or selectively into a plurality of injection points of the soft ground. However, it is possible to inject an optimal amount of microbubbles for different layers, and to prevent microbubbles from being missed by performing coarse filling prior to injection of microbubbles.

  The ground improvement method and ground improvement device shown in FIGS. 17 (a) and 17 (b) include a plurality of injection pipes 22 for injecting a microbubble solution into the ground, and each injection pipe 22 is inserted into a hole 46. The outer tube 47 and the inner tube 48 inserted into the outer tube 47 are provided.

  A plurality of primary injection material discharge ports 47a are formed at different positions in the tube axis direction of each outer tube 47, and a plurality of secondary injection materials are provided between the primary injection material discharge ports 47a and 47a for injecting the fine particle suspension. A discharge port 47b is formed.

  In addition, outer tube packers 49, 49 made of an inflatable bag are attached to the upper and lower sides of each primary injection material discharge port 47a. Further, a columnar space water guide member 50 is attached to the outer periphery of the secondary injection material discharge port 47b between the outer tube packers 49, 49 so as to cover the outer periphery of the outer tube 47 including the secondary injection material discharge port 47b.

  As the inner pipe 48, an injection inner pipe used in the double packer method or the extractor method is used, and as shown in FIG. 17 (b), double packers 48a and 48a and one or a plurality of inner pipes are provided at the tip. A discharge port 48b is provided. In addition, a microbubble solution generator 45 is connected to the upper end of each inner tube 48.

In such a configuration, a method of injecting microbubbles will be described.
(1) First, the outer tube 47 is inserted into the hole 46, and an injection inner tube (not shown) different from the inner tube 48 is inserted into the outer tube 47. Then, by injecting a solidified material such as air or mortar into each outer tube packer 49 through the injection inner tube and expanding the outer tube packers 49, 49, the hole wall of the hole 46 and the upper and lower surfaces of the outer tube 47 are expanded. An injection material penetration source 51 is formed between the outer tube packers 49 and 49.

(2) Next, an injection pipe (not shown) different from the inner pipe 48 is inserted into the outer pipe 47, and from the primary injection material discharge port 47a of the outer pipe 47 to the surrounding ground through the injection pipe. inject. This process is so-called rough filling injection, and is performed to prevent the escape of microbubbles prior to the injection of microbubbles.

(3) Next, the inner tube 48 is inserted into the outer tube 47 and the microbubble solution is injected into the inner tube 48.

  The microbubbles enter the columnar space water conveyance member 50 from the secondary injection material discharge port 47b of the outer tube 47 through the inner tube discharge port 48b of the inner tube 48 and the double packers 48a, 48a between the outer tube 47 and the inner tube 48. Flows into the surrounding ground and desaturates the surrounding ground.

  The microbubble solution is used in combination with an injection solution containing fine particles, but it is particularly effective to apply a suspension containing bentonite as an active ingredient or a mixture of bentonite and silica solution and a combination of microbubbles or gas. It is.

  For example, in the ground as shown in FIG. 14 (a), bentonite or a mixture of bentonite and microbubbles, or a mixture of these and silica is injected into the coarse sand layer L1, and the microbubble liquid is injected into the fine sand layer L2. Alternatively, if air is injected by a compressor, it is effective and economical as a countermeasure for liquefaction.

  In particular, the microbubble liquid is a bubble mixed liquid of several μm to several tens of μm, and it is considered that the ground can be desaturated by injecting it under the groundwater surface to prevent liquefaction. However, there is a problem that the effect is difficult to sustain because it is washed away by groundwater flow or deviates to the ground surface.

  Moreover, since the injection of gas is easy to escape to the ground surface immediately, it is a problem to keep all in the ground for a long time.

  In addition, instead of the consolidated column body, a continuous base body may be formed along the laying pipe (lifeline), and the lifeline may be supported by the base body. In this case, it is desirable that the consolidated column body is formed in the joint portion of the lifeline so as to support the joint portion. The position of the consolidated column body can be injected into the upper part or side surface of the laying pipe to prevent the pipe line from rising due to liquefaction.

  In addition, the injection pipe at each injection point may be installed perpendicular to the ground, may be installed obliquely under the foundation of a detached house, and may be used in combination with vertical installation and diagonal installation. Further, there may be a plurality of liquid supply paths to each injection point by the liquid supply pipe. Furthermore, the injection at each injection point is collectively controlled by the injection and management plant.

  Of course, even in the case of ground improvement over a wide range in a plane, the ground improvement can be continuously performed by combining the linear arrangement as shown in FIG. That is, the injection pipes shown in FIGS. 3, 4 and 5 are arranged at regular intervals along these facilities on the ground where the laying pipes 20 such as pipelines and water and sewage pipes are laid. Of course, the injection tube may not be the injection tube shown in FIGS. 3, 4, and 5, and any injection tube may be used.

  In addition, by installing a flow path conversion electromagnetic valve and ground displacement sensor, a building or laying is performed by ground displacement due to pouring on a residential area where detached houses are densely populated, or a ground where gas pipes or water and sewage pipes are laid. The liquefaction prevention injection can be performed very simply and safely without breaking the object.

  Furthermore, the injection pipes are arranged at regular intervals along the laying pipes such as gas pipes and water and sewage pipes, and the respective injection pipes are connected by the liquid feeding pipes 13 arranged linearly along the laying pipes, and the injection and By arranging the management plant 21, it is possible to inject a long section by using the minimum construction work range without moving the work site of the injection plant, so it is possible to improve the ground while operating the lifeline it can.

    The present invention also relates to the combined use of microbubble liquid injection and injection of other injection materials and liquefaction strength (claims 17 to 20). By combining microbubble liquid injection and fine particle injection, the ground with a particle size distribution that tends to liquefy can be changed to a particle size distribution that is difficult to liquefy, or the relative density of loose sand ground that is easy to liquefy can be increased, It is to make the ground difficult to liquefy. Furthermore, it is combined use with a silica solution (Claims 17 to 20).

  By injecting a grout containing fine particles such as bentonite as an active ingredient into, for example, a coarse sand layer near the ground surface, and injecting a grout containing microbubbles as an active ingredient into a fine sand layer below it, for example, Due to the watertightness, electrochemical adsorbability, and tackiness of bentonite, it is possible to obtain an effect of preventing liquefaction by adsorbing microbubbles so that the microbubbles are not lost for a long time due to the flow of groundwater or the like.

  Further, if air is injected below the bentonite layer using a compressor, it is possible to prevent the air from deviating to the ground surface due to the blocking effect of the bentonite layer.

  FIGS. 6 to 8 and FIG. 11 show injection of fine particles such as bentonite and white carbon which are not solidified by themselves (or further added with a silica solution) around the structure 17. Liquid) or an infusion solution containing a suspension as an active ingredient to form a partition wall 18 to enclose the ground directly under the structure 17 and then inject the bubble-containing liquid or air into the interior, It is possible to prevent liquefaction by desaturating and preventing gas from deviating to the periphery.

  In particular, it is a fine particle of amorphous silica such as white carbon, has no caking property like cement, and easily penetrates into the ground compared to particles with high electrical reactivity such as bentonite. After infiltration, the soil is deposited between the soil particles to reduce the particle size distribution of the ground, and by increasing the relative density, it not only restrains the ground but also makes it easy to liquefy. Further, even if a silica solution, a solution silica grout or a microbubble mixed solution is mixed and injected into the ground, the permeability is very good and the same effect is obtained. Alternatively, the microbubbles may be injected after the primary injection of the ultrafine particles.

  In addition, the partition wall 18 is formed by filling the peripheral portion of the structure 17 with an injection solution containing bentonite or the above-mentioned ultrafine particles as an active ingredient, and the solidified plate 18a similar to the partition wall 18 is formed on the surface portion directly below the structure 17. By enclosing the ground directly under the structure 17 and injecting bubbles (microbubbles) mixed liquid or air into the interior, the interior is desaturated and the gas is prevented from escaping to the periphery. Liquefaction can also be prevented. In particular, these bentonites and ultrafine particles are excellent in long-term effect and economy by adsorbing and holding gas particles.

  In the above, since bentonite and ultrafine particles have a particle size smaller than the bubble particle size, the loss of bubbles can be prevented. Of course, a mixed solution of bentonite, ultrafine particles and water glass with a reaction agent, or an acidic to weakly alkaline silica solution composed of a mixed solution of these with water glass and an acid is economical and water-stopping, It is rich in water tightness, and when microbubbles or gas is injected into the ground into which the mixed solution or suspension with the microbubbles is injected, the microbubbles or bubbles are prevented from escaping and the gas is included in the ground for a long time. be able to.

  Of course, as shown in FIGS. 7 (a) and 7 (b), for example, a solidified wall made of silica-based grout is formed along a linear injection line, and bubbles or gas are obliquely installed in the inside thereof. Liquefaction can also be prevented by desaturating the interior by injecting through the injection tube.

  The ground injection as a countermeasure against liquefaction does not necessarily have to be performed over the entire length of the laying pipe such as a gas pipe, a sewage pipe, and a water pipe. In the case of these laying pipes, for example, as shown in FIG.14 (b), by forming a solid column 40 so as to support each joint by performing ground injection to each joint portion between the laying pipes 33. Also good.

  In order to enhance the effect of mixing bubbles in the present invention, a sheet pile, a cast-in-place pile, a continuous wall, a cement mixing wall, etc. are formed around the ground area to be improved in advance or after the construction of the present invention. The effect of the present invention is maintained by lowering the coefficient.

  In the present invention, an injection solution containing a suspended particle or ultrafine particle as an active ingredient, a silica solution, or a mixed solution of suspended particles and a silica solution may be used in combination. These may be added to the gas mixture, but may be injected separately or simultaneously. These injection solutions and test results will be described below.

  As suspended particles, bentonite, silica fume, white carbon, or a mixture thereof has a particle size smaller than the particle size of the ground that may be liquefied (FIGS. 23 (a) (b), Table 2). By injecting this, the particle size distribution can be moved in the direction of the fine-grained ground where liquefaction is unlikely to occur, and deviation of the bubble-containing liquid can be prevented.

  The suspended particles mentioned here do not have to be curable like cement or ultrafine cement. What is necessary is just to shift the particle size distribution of the soil of the ground in the direction of fine-grained soil. Of course, curable particles may be mixed in the fine particles.

  However, the fine particles can be injected into the sand ground out of the ground that may be liquefied due to the particle size, but may not be able to penetrate into the fine ground. For this reason, if a fine particle solution using a low concentration silica solution as a solvent is used to improve the penetration of fine particles, the low concentration silica solution is filtered and penetrated even in fine ground where impregnation is not possible. I found out that it is possible.

  However, in actual grounds, it may be difficult to sufficiently fill the gaps between soil particles of liquefiable ground. On the other hand, in the case of air bubbles or gas injection, it is easy to deviate to the ground surface. In addition, in the injection of a bubble-containing liquid such as microbubbles, the bubbles themselves have a particle size of about 5 μm to 100 μm, which is about the same as the cement-based particle size, and their permeability is not sufficient.

When the present inventor uses gas or bubbles in combination with fine particles,
(1) Fine particles are much finer than microbubbles, have a large specific surface area, and have electrochemical properties. There is an interfering effect.

(2) Even if the fine particles cannot be completely filled between the soil particles of the liquefied layer, the soil particles of the ground which are partially but easily liquefied are connected in a chain form. And since the microbubble is larger than the fine particle, the ground into which the fine particle is injected restrains the microbubble. Of course, the same applies to air injection.

(3) Silica bubbles in which bubbles are mixed in a silica solution have a high gel strength due to the predominance of silica gelation, but bubbles do not easily shrink due to earthquake motion, but bubbles constrained by fine particles shrink due to earthquake motion and increase pore water pressure. prevent. Moreover, since the bubbles are restrained by the weak gelled material having viscoelasticity together with the fine particles, the same phenomenon can occur in the bubbles in the ground in which the injection solution in which the fine particles and the low concentration silica solution are mixed is injected. As described above, in the present invention, the volume of the bubbles is shrunk by the earthquake motion and the increase of the pore water pressure can be prevented. In addition, the packing made of fine particles is self-healing and prevents complete destruction of the soil due to earthquake motion.

  Because of these three functions, the combined use of fine particles and gas has the effect of economically preventing liquefaction, so the combined use with the gas mixed liquid is effective to prevent the gas mixed liquid from deviating upward or horizontally.

  In general, the optimum application object of water glass grout is fine sand or coarse sand. That is, it is applied to sand having a specific surface area of 100 to 1000 cm @ -1 (Table 1).

It is mainly applied to sand with k = 10-1 to 10-3 cm / sec in terms of hydraulic conductivity (Tables 1 and 2), but silica solutions with extremely low silica concentration, especially silica concentration in non-alkaline PH region Can penetrate even with a silica concentration of 1 to 3%, even on silty sand ground of 10-4 order.
When the silica concentration is 2% or less, the solidification of silica, especially the gelation ability of silica under the groundwater surface is extremely small, and the improvement in liquefaction strength is low. However, in the presence of fine particles, a sufficient liquefaction strength can be obtained even if the silica concentration is 2% or less and 0.5%.

  In addition, in a silica solution having a low silica concentration, if there is a flow of groundwater, the gel is finely broken for a long time and the durability becomes insufficient. However, if the voids are filled with fine particles and the influence of groundwater is blocked, the silica gel is stabilized.

  The silica solution used in the present invention is an alkaline water glass solution, non-alkaline water glass (silica sol) obtained by removing the alkali of water glass with an acid, colloidal silica, or a mixture containing these as active ingredients. In particular, the silica solution used in the present invention is preferably a solution type chemical solution obtained by removing alkali from a silica solution made of water glass, such as a water glass grout, preferably a colloidal silica type or silica sol type water glass having excellent durability. .

  In the above, the alkaline water glass solution, the non-alkaline water glass (silica sol) removed with the acid of the water glass is a mixture of a diluted water glass and a reactant for adjusting the gelation time.

  As the above-mentioned reactants, as acid regulators, sulfuric acid, phosphoric acid, sodium bisulfate, aluminum chloride, aluminum sulfate, and other acidic salts, aluminum salts, carbonates, bicarbonates, carbon dioxide, carbonated water, chlorides, Examples include aluminate, glyoxal, carbonates such as ethylene carbonate, polyvalent acetates, etc. In addition, cement, lime, slag, etc. may be used alone or in combination with the above reactants. Can do.

  The silica colloid in the above is a colloid which is stabilized in weak alkalinity with a particle size of 5 to 100 nm. Moreover, the active silica obtained by processing water glass or acidic water glass formed by mixing water glass and acid with an ion exchange resin or an ion exchange membrane may be used. An active silica colloid obtained by adding water glass, an acid or a salt to the active silica colloid.

  The silica colloid in the present invention is obtained by removing most of the alkali metal ions from a liquid alkali metal silica salt aqueous solution (water glass). For example, a zeolite colloid exchanger, an ammonium ion exchanger It is obtained by passing water glass through an ion exchange resin, adding the generated silica colloid to the water glass at a temperature of 80 ° C. to 90 ° C., and passing the ion exchange resin again to perform ion exchange. Pure silica (active silica colloid) is obtained.

  Furthermore, in order to obtain a pure silica colloid, the above-mentioned dilute silica colloid is prepared to be slightly alkaline, and the silica colloid is further added to the above-mentioned silica colloid to evaporate to stabilize and concentrate simultaneously, or after ion exchange. A method is used in which the active silica colloid is heated under an appropriate alkali, and the active silica colloid is further added thereto for stabilization. Moreover, the silica solution which consists of metal silica may be sufficient.

The colloidal silica solution of the present invention has a weak alkalinity with a pH of 10 or less because Na ions are almost separated and removed, and Na ₂ O is in the range of 0.2% by mass to 4.0% by mass. When Na ₂ O is 4% by mass or more, the silica colloid dissolves and becomes an aqueous solution of silicate.

On the other hand, when Na ₂ O is less than 0.2% by mass, the silica colloid cannot be present stably and aggregates. That is, when Na ₂ O is in the range of 0.2% by mass to 4.0% by mass, Na ions can be distributed on the surface of the silica colloid and kept in a stable colloidal state.

  The silica colloid prepared in this way is almost neutral and semi-permanently stable, and when it is used as an infusion solution, it is gelled during delivery from the factory to the site and during the infusion operation. There is no worry.

  Even if this colloidal solution of silica is poured into the ground as it is, it does not gel within a practical time itself, so a practical consolidation effect cannot be obtained. Moreover, the ground injection agent of the present invention can further use these injection materials in combination. Water glass contains many silanol groups and has high reactivity, so that the initial strength development is fast. However, it contains more Na than silica colloid, and the gelled product shrinks after gelation.

  Examples of the fine particles of the present invention include bentonite, silica fume, white carbon, ultrafine cement, and residues from the production of ultrafine slag.

  Bentonite is generally used as a clay in the field of ground improvement and has a particle size of 5 μm or less. Silica fume is mainly composed of amorphous silica and has an average particle size of 1 μm or less.

White carbon is a general term for synthesized fine powders of anhydrous silicic acid, hydrous silicate, hydrous calcium silicate, hydrous aluminum silicate, etc. Called carbon. There are various types of silica (silicon dioxide) SiO ₂ in products ranging from 98% or more to 50 to 70%. Although the particle diameter varies depending on the production method, it is 5 nm to 5 μm.

  By changing the particle diameter (particle size), structure (particle connection), and surface properties (functional group) in various ways, the characteristics change greatly, and these can be controlled to some extent by the production method. White carbon has silica as a main component like soil, and can be regarded as the same quality as the ground due to its porosity, and is thus very suitable for the present invention.

  As an example of a method for producing fine particles of ultrafine cement or ultrafine slag, a method of classification in Patent Document 3 is shown by the present inventors.

  One or more of these can be mixed and injected into the gap to improve the effect.

  Table 4 shows the liquefaction strength after 28 days when the silica compound and bentonite as fine particles were mixed in Formulations 1 to 4 and injected into silica sand No. 7 described later. A higher value of liquefaction strength was obtained compared to the case of silica sand alone.

The improvement effect when using bentonite or white carbon as fine particles and the improvement effect of bentonite or a mixture of white carbon and silica were confirmed.
Bentonite or white carbon suspension, bentonite or white carbon suspension + silica were prepared (Table 5) and injected into the in-situ sand using the apparatus of FIG. 19 (a), and the improvement effect of in-situ sand was confirmed.

  The specimen preparation procedure is as follows. First, sand is packed in a mold so as to have a density of 60%, the loading plate is attached to the specimen, and the loading plate is pushed down by air pressure to apply restraining pressure. After saturating the sample with degassed water in this state, Table 5 chemical solution was injected.

  Further, an injection material and air bubbles were mixed into the 13 injection ports by the bubble generator in each mixed solution, and the injection material and air bubbles were injected into the 11 specimens. The injected specimen was cured under a restraining pressure for a predetermined period, and the liquefaction strength ratio R was determined after 4 weeks. The results are shown in Table 5. Test No. 3 used Formulation No. 2 of Example 1 and Test No. 4 used Formulation No. 3 of Example 1.

  Sand was molded using No. 7 silica sand that assumed fine sandy ground and No. 5 silica sand that assumed rough sand ground (see Fig. 19). The particle size curve of the sand used is shown in FIG.

The specimens injected with the injection materials of Test Nos. 1 and 2 increased in liquefaction strength to 0.26 compared to before the improvement.
Furthermore, the air bubbles mixed in increased to 0.32. As a result, it was found that bentonite and white carbon swell in the gap between the sands to increase the liquefaction strength, and that bubbles are mixed into the gap, thereby obtaining the effect of absorbing the amplitude during repeated loading. The effect was saturated with water, and the viscosity of the injection material was higher than when bubbles were mixed. It was found that the residual amount of bubbles increased and the effect of increasing the liquefaction strength was increased.

Furthermore, in the injection test Nos. 3, 4, and 5 where a small amount of silica compound is mixed and the whole gels, high liquefaction strength is obtained even without bubbles, and liquefaction strength is increased after mixing bubbles. It turns out that an effect becomes high. This is thought to be due to gelation of the entire injected solution, which makes it easier for bubbles to be retained in the gap between the sands, and an effect of absorbing the amplitude during repeated loading is obtained compared to Test Nos. 1 and 2. Moreover, it turns out that the liquefaction prevention effect improves by mixing bentonite in a silica type injection material from the fact that the liquefaction strength rose compared with the case of the water glass body of the comparative example.
The liquefaction strength of the material injected into the rough sand ground (No. 5 silica sand) was higher than that using fine silica sand. Furthermore, a high liquefaction strength was also obtained for the mixture containing bubbles as compared with the silica sand No. 7. From this, it was found that bentonite and white carbon easily penetrate into the gap in rough sand ground, and a higher effect can be obtained.

In the experiment of Example 1, air bubbles were additionally injected into the test body at the injection port after 4 weeks, and the liquefaction strength after one year was measured.
Table 7 shows a comparison of liquefaction strength with and without additional bubble injection.

In the unmodified sand and the comparative example, even if bubbles were additionally injected, the bubbles were removed after one year, and the liquefaction strength was almost the same as the initial value.
In Test Nos. 1, 2 and 3, the rate of decrease in the liquefaction strength field is small when there are additional bubbles compared with no additional bubbles.

  This is thought to be because the liquefaction strength was maintained for a long time by the previously injected bentonite confining the bubbles injected later.

  Tests Nos. 4 and 5 showed a slight decrease in liquefaction strength over the long term compared with the formulation of No. 3, but a sufficient improvement effect was obtained as a countermeasure against liquefaction.

  The effect of the additional bubbles above is the effect of the measurement after a long time after the construction. If it is found that the degree of unsaturation has decreased, the effect of preventing liquefaction can be continued if additional bubbles are added at that time. I can see that

  In a ground improvement method that unsaturates the ground by injecting liquid containing gas into the surrounding structure of the existing structure or structure to be built and / or through the injection pipe through the injection pipe, a certain area in the ground is formed. In the ground improvement method by ground unsaturation, the ground is desaturated by forming a shielding wall so as to surround and injecting the gas mixed liquid into the ground in the shielding wall. Obtain the relationship between saturation and dielectric constant in advance from Equation 1 and Equation 2, and confirm that the specified saturation has been reached on site.

  Fig. 23 (a) shows the result of the relationship between saturation and dielectric constant obtained in advance, and Fig. 23 (c) shows multiple locations simultaneously at the site as shown in Fig. 8 (a) and Fig. 23 (b). This is an example of performing construction management while measuring.

  Further, it can be seen from FIG. 23 (c) that if the injection is continued for 70 minutes, the saturation will be 90% or less, and the injection should be completed at that point. Furthermore, for the same reason, if the injection arrangement is used as shown in FIGS. 9 (a) and 11 (a), it will be understood how far it will spread if injected from C1 and measured by D1 to D4, and the measured data of D1 to D4 The injection holes C1 to C4 can be selected while looking at and the injection can be completed in a minimum construction time.

Formula 1
Sr = θ / n × 100
Formula 2
K = (n-θ) Kair ^0.5 + θKwater ^0.5 + (1-n) Ksoil ^0.5
Sr: Saturation θ: Volumetric water content
n: Porosity
K: Dielectric constant
Kair: dielectric constant of air
Kwater: Dielectric constant of water
Ksoil: Dielectric constant of soil

  When injecting an injection solution containing fine particles as the main material into the ground where liquefaction is expected in the ground improvement method to increase the fine particles in the ground and taking countermeasures against liquefaction, the design will reduce the fine particle content. There are a method to increase the correction N value by increasing the number, and a method to prevent negative dilatancy by reducing the gap ratio by fine particles, both of which perform construction management by obtaining the relationship between the gap ratio and the dielectric constant in advance. be able to. (Table 3 to Table 7)

  FIG. 24 (a) shows the relationship between the gap ratio and the liquefaction strength when the fine particles are injected into the gap, and FIG. 24 (b) shows the relationship between the dielectric constant and the gap ratio at that time. FIG. 24 (c) shows an example in which construction management is performed in the same manner as FIG. 23 (c).

  In the above, an example of the management method by the electrical resistivity method was shown as a method of using the ground improvement measurement sensor, but the RI moisture meter, RI density meter, soil moisture meter, and elastic wave velocity determination device can be used by the RI method. FIG. 18 shows the RI method.

  18 (a) and 18 (b), a survey hole 52 for inserting the γ-ray source 54 and a survey hole 53 for inserting the γ-ray detector 57 in the ground are dug almost in parallel, and these survey holes 52, 53 The γ-ray source 54 and the γ-ray detector 57 are respectively inserted into the inspection holes 52 and 53, and the γ-ray source 54 and / or the γ-ray detector 57 in the inspection holes 52 and 53 are moved along the inspection holes 52 and 53 while γ By detecting γ-rays from the radiation source 54 with the γ-ray detector 57, the water content ratio and density between the survey holes 52 and 53 can be measured.

  In the ground, survey holes 52 and 53 for inserting the γ-ray source 54 and the γ-ray detector 57, respectively, are dug almost parallel to a position separated by a predetermined distance. Further, an insertion tube containing a γ-ray source 54 is inserted at the tip of the survey hole 52, and a probe 56 is inserted into the survey hole 53. The probe 56 houses a γ-ray detector 57, a high-voltage power supply 58 that supplies power to the γ-ray detector 57, and a preamplifier 59 that amplifies the output signal of the γ-detector 57. It is inserted by hanging. 61 is a counter that counts the γ-ray detection signal sent via the signal line 60.

  The γ-ray source 54 in the investigation hole 52 and the γ-ray detector 57 in the investigation hole 53 are moved upward from below along the investigation holes 52 and 53, respectively, and the γ-ray from the γ-ray source 54 is converted into γ-rays. By detecting with the detector 57, the density and moisture of the ground can be measured, and the change in the moisture content of the ground can be measured to know the change in the degree of saturation.

  INDUSTRIAL APPLICABILITY According to the present invention, ground improvement by injecting a bubble-containing liquid can be performed economically and easily while confirming the desaturation of the ground.

DESCRIPTION OF SYMBOLS 1 Microbubble (fine bubble) solution production | generation apparatus 2 Solution tank 3 Injection pipe 4 Liquid supply pipe 5 Air supply pipe 6 Pressure feed pipe 7 Gas flow control valve (valve)
8 Microbubble generator 9 Water supply pump
10 Compressor
11 Micro bubble nozzle
12 Water supply pipe
13 Injection tubule
14 Casing
15 Tip cone
16 Spacer
17 Hammer
18 Bulkhead
19 Impermeable layer
20 partition wall
21 Ground improvement measurement sensor
22 Injection tube
23 Branch valve A Existing structure

Claims (34)

In the ground improvement method that prevents liquefaction by injecting microbubble-containing liquid into the predetermined area of the ground where liquefaction is expected to desaturate the ground, within the predetermined area of the ground where liquefaction is expected Provide a partition wall, inject microbubble-containing liquid into the ground in the partition wall, and calculate the gas content and saturation from the electrical resistance change or dielectric constant of the ground by the ground improvement measurement sensor provided in the ground. Knowing the extent of bubble arrival, change in saturation, degree of decrease in porosity, and distribution status, and managing the injection amount of microbubble-containing liquid, selection of injection tube, completion of injection, repeated injection, etc. A ground improvement construction method characterized by reinjecting a liquid containing microbubbles against a decrease in the degree of unsaturation after microbubble injection .   2. The ground improvement method according to claim 1, wherein the partition wall is a sheet pile, a cast-in-place concrete wall, a cast-in-place pile high-pressure injection solidified body or a continuous wall of solid columns, or a solidified wall by injection. Construction method.   The ground improvement construction method according to claim 1 or 2, wherein the microbubble-containing liquid is injected in combination with air. In ground improvement method according to any one of claims 1 to 3, ground improvement method characterized by calculating the degree of unsaturation by measuring the air content of groundwater by pin Kunometa.   The ground improvement construction method according to any one of claims 1 to 4, wherein groundwater is collected by providing a plurality of water absorption pipes, check holes or drainage pipes in the ground.   In the ground improvement method according to any one of claims 1 to 5, it is necessary to set a target degree of unsaturation when injecting a microbubble-containing liquid into a predetermined improvement region of the ground where liquefaction is expected. Set the volume of gas air and set the microbubble content of the microbubble containing liquid or / and the injection amount of the microbubble containing liquid or further the loss rate to satisfy the gas volume. A ground improvement method characterized by   In the ground improvement construction method according to any one of claims 1 to 6, the gas content rate of the microbubbles in the microbubble-containing liquid is calculated, and the microbubbles are calculated from the injection amount of the microbubble-containing liquid injected into the ground. A ground improvement method characterized by calculating the amount of gas or further calculating the degree of saturation in the ground to be injected in consideration of the loss rate.   In the ground improvement construction method according to any one of claims 1 to 7, a target unsaturation degree in the amount of soil to be injected is set, a gas amount of microbubbles contained in the injection liquid is calculated, and a micro in the ground Calculate the bubble generation rate and add the amount of microbubble-containing liquid, the amount of microbubbles contained in the liquid containing microbubbles, or the loss rate so that the amount of air generated microbubbles satisfies the target unsaturation A ground improvement method characterized by injection.   The ground improvement construction method according to any one of claims 1 to 8, wherein a saturation degree is calculated from a gas amount of a microbubble-containing liquid to be injected and a microbubble generation rate in the injection ground. . In the ground improvement construction method according to any one of claims 1 to 9, the air content in the microbubble-containing liquid to be injected or the air content of groundwater in the ground is calculated by any one or more of the following. A ground improvement method that is characteristic.
1.Calculated from gas mixing pressure in liquid
2.Calculated from dissolved oxygen solution of liquid containing microbubbles
3.Calculated by measuring with a pycnometer In the ground improvement construction method according to any one of claims 1 to 10 , the ground improvement measurement sensor is one of a soil moisture meter, an electrical resistivity measurement device, an RI density meter, an RI moisture meter, and an elastic wave velocity measurement device. A ground improvement method characterized by being. In the ground improvement construction method according to any one of claims 1 to 11 , in actuality from the saturation calculated from injection of the liquid containing microbubbles and the saturation calculated by measuring the air content of groundwater collected by a pycnometer. A ground improvement method characterized by estimating the degree of saturation. In the ground improvement construction method according to any one of claims 1 to 12 , with an estimated value related to the degree of saturation in an injection region from a predetermined injection pipe, the injection management from the injection pipe to the other and the overall ground saturation are determined. Ground improvement method characterized by grasping. The ground improvement construction method according to any one of claims 1 to 13 , wherein the injection is completed when the degree of unsaturation in the injection region reaches a predetermined value. In ground improvement method according to any one of claims 1-14, the gas content by saturation calculated from pycnometer gas content of the microbubbles containing liquid to be injected in claim 4 in claim 9 A ground improvement method characterized by calculating the microbubble generation rate in the ground and calculating the saturation of the injected ground from the gas content of the injected microbubbles. In the ground improvement construction method according to any one of claims 1 to 15 , injection containing a microbubble-containing liquid and a silica solution or / and a suspension as active ingredients in a predetermined region of the ground where liquefaction is scheduled. Ground improvement method characterized by liquefaction countermeasures in combination with liquid. 17. The ground improvement method according to claim 16 , wherein the suspension contains bentonite, silica fume, calcium carbonate, white carbon, cement, slag, or a plurality of these suspending materials. Construction method. Keep ground improvement method according to claim 16, in combination with is either multiple mixture or injecting or ground improvement method of injecting them separately or simultaneously. 17. In the ground improvement method according to claim 16 , a secondary injection of a microbubble-containing liquid / gas mixture is performed by first injecting an injection solution containing a silica solution and / or suspended particles as an active ingredient into the ground to be improved beforehand. Ground improvement method characterized by things. In the ground improvement construction method according to any one of claims 1 to 19 , a ground displacement measuring device is arranged in or near the ground injection region, and the injection is managed based on a measurement value by the ground displacement measuring device. A ground improvement method characterized by 21. In the ground improvement method according to any one of claims 1 to 20 , performing injection simultaneously or continuously or selectively from a plurality of injection pipes installed in a predetermined region of the ground where liquefaction is expected. A ground improvement method that is characteristic. The ground improvement construction method according to any one of claims 1 to 21 , wherein the injection pipe is a plurality of injection pipes branched from one liquid supply pipe, or the plurality of injection pipes are outlets of the injection pipe in the tube axis direction. A ground improvement method characterized by injecting equally or selectively from a bundling injection tube configured to be bundled in parallel so as to be different from each other. 23. In the ground improvement method according to claim 21 or 22 , from some of the plurality of injection pipes, an injection material containing a suspension or / and silica solution as an active ingredient is injected from another injection pipe, and from other injection pipes Is a ground improvement method characterized by injecting a liquid containing microbubbles. 24. The ground improvement method according to any one of claims 21 to 23 , wherein an injection pipe is arranged at each of a plurality of injection points, and the injection pipe, the pressure / flow rate detector, and the liquid supply pipe at each of the injection points are provided. The ground improvement construction method is characterized in that injection at a plurality of injection points is performed equally, continuously, or selectively by connecting them through a controller and controlling them collectively by a controller. 25. The ground improvement construction method according to any one of claims 21 to 24 , wherein upper ends of a plurality of injection pipes are connected to a liquid supply pipe via a flow path conversion device, and the liquid supply pipe is controlled by a controller. A ground improvement construction method characterized in that it is communicated with a plant, and injection from each injection pipe is performed by continuously converting the injection pipe by operation of a flow path conversion valve. The ground improvement construction method according to any one of claims 21 to 25 , wherein the plurality of injection pipes are provided along underground structures provided in a line shape in the ground, and the predetermined positions are provided in the plurality of injection pipes. A ground improvement method characterized by continuously injecting through an injection conduit connected to an injection plant installed in the ground. In the ground improvement method according to any one of claims 1 to 26 , a water absorption pipe or a drain pipe is installed in the microbubble injection ground, and water is absorbed from the water absorption pipe during injection from the injection pipe of the injection liquid. Inducing the direction of seepage or balancing the injection of the injected liquid in the ground to be improved and the water absorption from the water absorption pipe, or discharging the groundwater to prevent the increase of pore water pressure during the injection of microbubble liquid A ground improvement method characterized by replacing the microbubble liquid. 28. The ground improvement construction method according to claim 27 , wherein the amount of gas mixed in the water absorption or discharge water is measured to check the permeation state of the microbubble liquid. In the ground improvement construction method according to any one of claims 1 to 28 , the upper ends of a plurality of water absorption pipes are connected to the water absorption pipes on the ground via a flow path conversion valve or a water absorption valve, and injection from each injection pipe and / or Water improvement from each water absorption pipe is performed by converting the injection pipe and / or the water absorption pipe by the operation of the flow path conversion valve and / or the water absorption pipe, respectively. 30. In the ground improvement method according to any one of claims 1 to 29, in the case of an injection pipe and / or a water absorption pipe, a check valve is provided on the upper part thereof, and when the pore water pressure rises due to an earthquake, groundwater is injected into the injection pipe or A ground improvement method that prevents liquefaction by intruding into the water inlet, pushing up the check valve and discharging to the ground to reduce the increase in pore water pressure in the ground. 31. The ground improvement construction method according to any one of claims 1 to 30, wherein the microbubble-containing liquid is injected into a partition wall provided in a predetermined injection region where liquefaction is expected. Claim 1-31 keep ground improvement method according to any one of microbubbles containing liquid, ground improvement method, which comprises injecting in combination with air injection. 33. The ground improvement construction method according to any one of claims 27 to 32 , wherein the water absorption pipe is installed in a partition wall. In the ground improvement construction method according to any one of claims 1 to 33, the microbubble-containing liquid takes in an injection liquid and air into a microbubble generator that includes an impeller that rotates at high speed by power, and the impeller A ground improvement method, which is produced by stirring, mixing and dissolving, and injected into the ground through an injection tube.

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