JP5306121B2 - Consolidation ground improvement method - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a soil improving method by consolidation that allows banking to be deformed following consolidation settlement shape even when using a hard material such as compacted snow, ice or solidified soil with high bending tensile strength compared with sandy soil, as a banking material. <P>SOLUTION: The soil improving method by consolidation adapted to place a load by the banking on the ground for soil improvement, uses the hard material with high bending tensile strength compared with sandy soil, for the banking 10, and lays isolating materials 1, 2 from the top end of the banking to the bottom face to divide the banking into a plurality of parts. The banking can thereby be deformed following the consolidation settlement of the ground. <P>COPYRIGHT: (C)2011,JPO&amp;INPIT

Description

  The present invention relates to a consolidation ground improvement method using a load applied by embankment.

  As one of the improvement methods for soft ground, there is known a consolidation ground improvement method for draining pore water in soft ground by placing a drain and placing load of embankment (see Patent Documents 1, 2 and 3). . The purpose of the consolidation ground improvement is to increase the strength of the soft ground due to drainage of pore water and to expand the use space by consolidation settlement of the ground (for example, reducing the volume of sludge disposed at the final disposal site or expanding the river channel area). Can be mentioned. The loading method by embankment is a consolidation ground improvement method in which the load of the embankment M is directly placed on the soft ground G as shown in FIG. 9, and sand is generally used as the embankment material.

JP 2000-328550 A JP 2001-226951 A JP 2002-138456 JP

  In order to cope with such a situation, it may be difficult to secure sand as embankment material due to the geographical conditions and sampling conditions of the planned area for soft ground improvement, or it may increase costs. As the embankment material instead of sand, it is conceivable to use a rigid material having a bending tensile strength more than that of sandy soil, such as compacted snow, ice and solidified soil.

  However, according to the conventional loading method using embankment, as shown in FIG. 10, as the consolidation progresses, the ground surface S is dented due to consolidation settlement and deformed into a concave shape, and the sand embankment M is also formed on the ground surface S. Deformation easily follows the deformation, but if the embankment M is made of a rigid material, the deformation of the embankment M is suppressed by its bending tensile strength, and unlike the case of sand, the ground improvement center Because the settlement is large and cannot follow the consolidation settlement shape that tends to deform into a depression, the load transferability to the ground improvement center part becomes low, and the planned improvement area cannot be effectively consolidated. .

  In particular, when using a vacuum compaction method (see Patent Documents 1 to 3) and a load-loading method that promotes consolidation of the ground by reducing the pressure inside the ground by applying a negative pressure using a suction device by a vacuum pump, Since external consolidation (atmospheric pressure) other than the embankment load promotes consolidation settlement in the center of the ground improvement, deformation conformity to the embankment is prevented so as to prevent the formation of a cavity between the soil surface S and the embankment M in FIG. It is an important issue for effective consolidation improvement.

  In view of the problems of the prior art as described above, the present invention provides compaction even when using a rigid material having a bending tensile strength as compared with sandy soil, such as compacted snow, ice, and solidified soil, as the embankment material. An object of the present invention is to provide a consolidation ground improvement method capable of deforming the embankment following the subsidence shape.

  The first consolidation ground improvement method for achieving the above object is a consolidation ground improvement method in which a load by embankment is placed on the ground to be ground improvement, and a rigid material having a bending tensile strength than sandy soil is embanked. By laying an edge cutting material from the top to the bottom of the embankment and dividing the embankment into a plurality of sections, the divided embankment undergoes sliding deformation with the edge cutting material during ground improvement, and the consolidation of the ground It can be deformed following the above.

  According to this consolidation ground improvement method, by laying the edge cutting material from the top to the bottom of the embankment made of rigid material and dividing the embankment into multiple sections, the sectioned embankment slides with the edge cutting material during the ground improvement. It can be deformed to follow the consolidation settlement of the ground, so even if a rigid material with bending tensile strength than sandy soil is used as the embankment material, it can be used for embankment against the consolidation settlement shape of soft ground Deformation followability can be given, and the embankment load can be effectively applied to the soft ground.

  In the consolidation ground improvement method, the edge cutting material is preferably a plate-like member, a sheet-like member, or a bagging material. The rigid material is preferably compacted snow, ice, or solidified soil.

  The second consolidation ground improvement method to achieve the above purpose is a consolidation ground improvement method in which a load by embankment is placed on the ground to be ground improvement, and a rigid material having a bending tensile strength than sandy soil is embanked. By forming a cavity that extends from the top to the bottom near the shoulder of the embankment, the embankment deforms in the cavity during ground improvement and can follow the consolidation settlement of the ground. It is characterized by being.

  According to this consolidation ground improvement method, by forming a cavity that extends from the top of the embankment made of a rigid material to the vicinity of the bottom, the embankment can collapse and greatly deform in the cavity during ground improvement. Therefore, even if a rigid material that has a bending tensile strength than sandy soil is used as the embankment material, it gives deformation conformability to the embankment shape of the soft ground. The embankment load can be effectively applied to the soft ground.

  In the consolidation ground improvement method, the rigid material is preferably compacted snow, ice, or solidified soil.

  In the first and second consolidation ground improvement methods, it is preferable to place a drain material in the ground before the embankment is installed. In this case, a vacuum consolidation ground improvement method using a vacuum pump is used in combination. Is preferred. When vacuum consolidation is used together, the vacuum consolidation improvement process is started after the drain material is placed and before the bank is installed.

  Furthermore, it is preferable to install the embankment after achieving a pressure density of about 50% by the vacuum consolidation ground improvement method. In this way, by installing the embankment after 50% of the ground improvement by vacuum consolidation is completed, the deformation of the soft ground after the embankment becomes smaller and it becomes easier to keep the deformation followability of the embankment. Can be done efficiently.

  According to the consolidation ground improvement method of the present invention, even when using a rigid material having a bending tensile strength as compared with sandy soil, such as compacted snow, ice, or solidified soil, the embankment is formed into a consolidated settlement shape. Therefore, the target load can be applied to the planned ground improvement area as in the case of using conventional sand. Further, since the embankment load can be applied to the planned improvement area, the influence of consolidation settlement on the surrounding area outside the planned improvement area can be suppressed as much as possible.

In order to explain the consolidation ground improvement construction method of a 1st embodiment, it is a side view (a) showing roughly embankment at the initial stage, and a side view (b) showing roughly embankment after consolidation ground improvement. In order to explain the consolidation ground improvement method of the modified example of FIG. 1, a side view (a) schematically showing the initial embankment and a side view (b) schematically showing the embankment after the consolidation ground improvement. It is a side view similar to Fig.1 (a) which shows the installation position and edge improvement depth of edge cutting material in this embodiment. FIG. 4 is a side view similar to FIG. 3 but similar to FIG. In order to explain the consolidation ground improvement construction method of the second embodiment, a side view (a) schematically showing the initial embankment and a side view (b) schematically showing the embankment after the consolidation ground improvement. It is the top view which looked at the embankment of Drawing 3 (a) from the upper surface. In order to explain the consolidation ground improvement method of the third embodiment, a side view (a) schematically showing the initial embankment and a side view (b) schematically showing the embankment after the consolidation ground improvement. It is a figure which shows roughly the experimental apparatus of the bending tensile strength test for obtaining the tensile bending strength of the compacted snow applicable as a rigid material of each embodiment. It is a schematic side view of the embankment for demonstrating the conventional loading method by embankment. It is a side view similar to FIG. 9 for demonstrating the problem at the time of using a rigid material as a banking material in the conventional loading method. It is a side view which shows roughly the embankment of the initial stage in order to demonstrate the consolidation ground improvement construction method of the modification of FIG.

  Hereinafter, embodiments for carrying out the present invention will be described with reference to the drawings.

<First Embodiment>
FIG. 1 is a side view schematically showing an embankment at the initial stage in order to explain the consolidation ground improvement method of the first embodiment, and a side view schematically showing the embankment after the consolidation ground improvement (b). It is.

  As shown in FIG. 1A, a trapezoidal embankment 10 is formed on a soft ground G, and the embankment 10 is divided into a plurality of embankment portions 11, 12, and 13 by sheets 1 and 2. The embankment material is a material having higher bending tensile strength and higher bending rigidity than sandy soil, and is, for example, compacted snow, but may be solidified soil such as ice or cement. In addition, the sheets 1 and 2 may be vinyl sheets, but may be sheet materials made of other materials, and may be bagging materials such as plate materials and sandbags. A material that does not stick and is slippery with respect to the rigid material is preferable.

  First, the central embankment portion 12 in FIG. 1A is formed in a trapezoidal shape. After the sheets 1 and 2 are laid as the edge cutting material on the inclined surface of the embankment portion 12, the embankment portions 11 and 13 are formed so as to contact the sheets 1 and 2 on both sides thereof, thereby being separated by the sheets 1 and 2. Moreover, the embankment 10 having a planned shape composed of a plurality of embankment portions 11, 12, and 13 can be installed on the soft ground G. At this time, the sheets 1 and 2 extend from the top edge of the embankment 10 to the bottom surface. The embankment portions 11 and 12 are relatively slippery because the sheet 1 is interposed therebetween, and easily slip and deform due to consolidation settlement. Similarly, the embankment portions 12 and 13 are relatively easy to slide, and easily slip and deform due to consolidation settlement. The sheets 1 and 2 may be laid at both ends of the central trapezoidal embankment portion 12, but may be laid so as to surround the embankment portion 12.

  As described above, the consolidation of the soft ground G progresses due to the loading load of the embankment 10 on the soft ground G, and as shown in FIG. 1B, consolidation settlement occurs around the ground improvement center C. The surface S is deformed into a depression shape. Corresponding to the deformation of the ground surface S due to the consolidation settlement, the central embankment portion 12 slides with the sheets 1 and 2 with respect to the embankment portions 11 and 13 on both sides, and the subsidence is deformed relatively smoothly. As a result, as shown in FIG. 1 (b), the embankment portions 11, 12, and 13 can continue to be placed on the ground surface S so as to follow the deformed depression-like consolidated settlement shape.

  Next, a modification of FIG. 1 will be described with reference to FIG. FIG. 2 is a side view (a) schematically showing the initial embankment and a side view (b) schematically showing the embankment after improvement of the consolidation ground in order to explain the consolidation ground improvement method of the modified example of FIG. ).

  In this example, as shown in FIG. 2A, a trapezoidal embankment 20 is formed on a soft ground G, and the embankment 20 is divided into a plurality of embankment portions 21, 22, 23 by sheets 3, 4. It is what. The embankment material and the sheets 3 and 4 may be the same as those in FIG.

  First, the embankment portions 21 and 23 on both sides of FIG. 2A are each formed in a trapezoidal shape. By laying sheets 3 and 4 as edge-cutting materials on the inclined surfaces facing each other inside the embankment portions 21 and 23, the center embankment portion 22 is formed so as to be in contact with the sheets 3 and 4 therebetween. The embankment 20 having a planned shape composed of a plurality of embankment parts 21, 22, 23 divided by 3, 4 can be installed on the soft ground G. At this time, the sheets 3 and 4 extend from the top edge of the embankment 20 to the bottom surface.

  As described above, the consolidation of the soft ground G progresses due to the loading load of the embankment 20 on the soft ground G, and as shown in FIG. 2B, consolidation subsidence occurs around the ground improvement center C, and the ground. The surface S is deformed into a depression shape. Then, in response to the deformation of the ground surface S due to the consolidation settlement, the central embankment portion 22 slides with the sheets 3 and 4 with respect to the embankment portions 21 and 23 on both sides, and the subsidence is deformed relatively smoothly. As a result, as shown in FIG. 2B, each embankment portion 21, 22, 23 can continue to be placed on the ground surface S so as to follow the deformed depression-like consolidated settlement shape.

  As described above, according to the consolidation ground improvement method of the present embodiment, the embankment made up of a plurality of embankment portions is divided by the sheet, causing slip deformation in the sheet, and therefore, as the consolidation progresses, The resulting ground surface S can be deformed following the consolidation settlement. Therefore, even when a rigid material having a higher bending tensile strength than sandy soil is used as the embankment material, the target load can be reliably applied to the planned ground improvement area as in the case of using conventional sand. it can. Further, since the embankment load can be applied to the planned improvement area, the influence of consolidation settlement on the surrounding area outside the planned improvement area can be suppressed as much as possible.

  Next, referring to FIGS. 3 and 4, a preferred installation position of the edge cutting material (sheet) in FIGS. 1 and 2 will be described. FIG. 3 is a side view similar to FIG. 1A showing the installation position of the edge cutting material and the ground improvement depth in the present embodiment. FIG. 4 is a side view similar to FIG.

  As shown in FIG. 3, in the case of the embankment 10 in FIG. 1A in which the sheets 1 and 2 are installed, a distance B <b> 1 (on the both sides The width at the bottom of the embankment portions 11 and 13 is preferably shorter than the ground improvement depth H of the improvement target area (B1 <H).

  Further, as shown in FIG. 4, in the case of the embankment 20 in FIG. 2A in which the sheets 3 and 4 are installed, a distance B <b> 2 (from the position 8 of the sheets 3 and 4 on the bottom surface of the embankment 20 to the end 9 of the embankment 20 ( The width at the bottom of the embankment portions 21 and 23 on both sides is preferably shorter than the ground improvement depth H in the improvement target area (B2 <H).

<Second Embodiment>
FIG. 5 is a side view (a) schematically showing the embankment at the initial stage in order to explain the consolidation ground improvement method of the second embodiment, and a side view (b) schematically showing the embankment after the consolidation ground improvement. It is.

  In the consolidation ground improvement method of this embodiment, a hollow portion is provided in an embankment made of a rigid material instead of the sheets shown in FIGS. That is, as shown in FIG. 5A, a trapezoidal embankment 30 is formed on the soft ground G, and the embankment 30 has groove-shaped portions 31 and 32 as hollow portions so as to extend from the top end 30a to the vicinity of the bottom surface. Is formed. The embankment material may be the same as that shown in FIG.

  A known drain material (not shown) is placed in the soft ground G, and then the planned-shaped embankment 30 is formed on the soft ground G. Excavation is carried out from the top end 30a to the vicinity of the bottom surface in the vicinity of the shoulder portion of the top end 30a of the embankment 30 to form a plurality of groove portions 31 and 32.

  As described above, the consolidation of the soft ground G proceeds due to the loading of the embankment 30 on the soft ground G, and as shown in FIG. 5B, consolidation settlement occurs around the ground improvement center C, and the ground. The surface S is deformed into a depression shape. Corresponding to the deformation of the ground surface S due to the consolidation settlement, the outer portions 34 and 35 of the embankment 30 are easily deformed while falling toward the hollow groove-shaped portions 31 and 32 as shown in FIG. The central portion 33 of the embankment 30 sinks while being deformed relative to the outer portions 34 and 35, and as a result, the central portion 33 and the outer portions 34 and 35 of the embankment 30 are deformed into a depressed depression-like consolidated subsidence shape. It can continue on the ground surface S so that it may follow.

  As described above, according to the consolidation ground improvement method of the present embodiment, the embankment is formed with a groove-like portion that is a hollow portion extending from the top to the vicinity of the bottom surface. It can be deformed following the consolidation settlement. Therefore, even when a rigid material having a higher bending tensile strength than sandy soil is used as the embankment material, the target load can be reliably applied to the planned ground improvement area as in the case of using conventional sand. it can. Further, since the embankment load can be applied to the planned improvement area, the influence of consolidation settlement on the surrounding area outside the planned improvement area can be suppressed as much as possible.

  In addition, although the groove-shaped parts 31 and 32 of Fig.5 (a) may be formed in the both ends of the embankment 30 like the top view of FIG. 6, in addition to the groove-shaped parts 31a and 32a shown with a broken line, It may be formed so as to make a round, or may be formed continuously, but may be formed intermittently. For example, the groove portions 31 and 32 are provided with broken intermittent portions 31b and 32b, and intermittently formed. It may be formed automatically. Moreover, although the groove-like parts 31 and 32 may be formed in the vertical direction from the top to the bottom, they may be formed to be inclined, and the longitudinal section of the groove-like parts 31 and 32 is shown in FIG. Although it is a substantially rectangular shape as in a), it is not limited to this, and may be formed in an inverted triangular shape in which the top end 30a side is wide and the bottom side side is narrow in consideration of the stability and workability of the ground, for example. .

<Third Embodiment>
FIG. 7: is a side view (a) which shows the embankment of the initial stage schematically in order to explain the consolidation ground improvement construction method of 3rd Embodiment, and a side view (b) which also shows the embankment after consolidation ground improvement similarly It is.

  The consolidation ground improvement method of the present embodiment is a combination of the consolidation ground improvement method of FIG. 1 or FIG. 2 and the vacuum consolidation ground improvement method using a vacuum pump. That is, as shown in FIG. 7 (a), before installing the embankments 10 and 20 of FIG. 1 (a) or 2 (a), a plurality of drain materials 41 having water permeability in the soft ground G are predetermined. Place at intervals. A drain hose 43 is connected to the drain material 41 via an airtight cap 42. The drain material 41 is inserted into the soft ground G so that the airtight cap 42 is almost at the same height as the ground surface. The drain hose 43 is connected to the water collection pipe 44, and the water collection pipe 44 communicates with the vacuum pump P. In addition, the drain material 41 and the airtight cap 42 can use what was disclosed by the said patent documents 2 and 3 by this applicant, for example.

  When the vacuum pump P shown in FIG. 7A is operated, vacuum compaction progresses by applying atmospheric pressure as an external force from the ground surface S due to negative pressure action, thereby improving the ground. After this vacuum consolidation method is executed in advance and the ground surface S has settled to some extent, the embankment 10 is installed together with the sheets 1 and 2 as shown in FIG. As the embankment material, for example, snow is used to fill the ground surface S, and the embedding material 10 is compacted. By continuing the operation of the vacuum pump P, the vacuum compaction process is continued.

  In this embodiment, in addition to the loading load by the embankment 10 with respect to the soft ground G, the atmospheric pressure by vacuum consolidation is added as an external force, and consolidation ground improvement can be performed more efficiently.

  In addition, vacuum consolidation is performed to some extent before the embankment is installed, and the embankment is installed after a certain amount of ground subsidence has occurred due to vacuum consolidation. It becomes easy to keep. For this reason, for example, it is preferable to perform a vacuum consolidation process until the compaction density reaches 50%, and then install embankment.

  According to the combined use of the vacuum consolidation method and the load-loading method of this embodiment, the embankment composed of a plurality of embankment parts is divided by the sheet, and each sheet part is slid by the sheet. The resulting ground surface S can be deformed following the consolidation settlement. Therefore, even when a rigid material having a higher bending tensile strength than sandy soil is used as the embankment material, the target load can be reliably applied to the planned ground improvement area as in the case of using conventional sand. it can. In particular, when the vacuum consolidation method is used in combination, the embankment can follow the progress of subsidence due to vacuum consolidation, so that no cavity is formed between the soft ground and the embankment, and consolidation can be improved efficiently. Further, since the embankment load can be applied to the planned improvement area, the influence of consolidation settlement on the surrounding area outside the planned improvement area can be suppressed as much as possible.

Next, snow and ice will be considered as examples of rigid materials that can be used as embankment materials in the present embodiment. In the loading method, a material with high density is suitable as the embankment material, and when snow is used as the loading load, it is compacted as necessary while considering the limit density of snow, and the density is 0.4 to 0.6 g / cm. It is desirable to adjust to about ³ for use. However, since such high-density snow has a high bending tensile strength, when the soft ground is improved, the deformation of the snow cannot follow the depression-like consolidated settlement shape or local topographical changes, and the load is applied to the ground. However, according to the present embodiment shown in FIGS. 1, 2, and 7, such a problem can be solved.

Here, the density of the snow depends snow quality, 0.05 to 0.1 / cm ³ approximately in the fresh snow, is about 0.3 to 0.5 g / cm ³ in the tightening snow and coarse snow. Ice has a density of about 0.8 to 0.9 g / cm ³ (Kobe Watanabe (1982), “Snow and ice in geotechnical engineering”) 4. Distribution and properties of snow, soil and foundation, 30-8 (295) 77-85).

Snow has the property that the density increases with compression under the action of a load, but there is a limit density that does not exceed a certain value no matter how large the load changes and the density change occurs. In fresh snow, it is 0.35 g / cm ³ , and in snow-bound snow, it is 0.6 g / cm ³ (see Watanabe Koa's reference). That is, when the snow is compacted and used as a banking material, the maximum density that can be expected by compaction matches the limit density of the snow.

  Regarding the bending tensile strength of snow / ice / solidified soil, the following Table 1 shows the bending tensile strength of hard snow, compacted snow, and cement solidified soil in comparison with sandy soil.

  From Table 1 above, it can be seen that the snow and cement-solidified soil has a relatively high bending tensile strength, is higher than sandy soil, and is a rigid material having bending rigidity than sandy soil. .

The bending tensile strength test of the compacted snow shown in Table 1 was performed according to the following procedure.
(1) In a laboratory where the room temperature is kept at 10 ° or less, use a shaved ice machine to cut the ice finely and create a material that can be likened to snow.
(2) While compacting the material so that the density is about 0.55 g / cm ³ , snow is packed into a 10 cm square × 40 cm long iron formwork.
(3) As shown in Fig. 8, install the compacted snow removed from the formwork in a simple beam shape between the fulcrums, and gradually increase the load to the central part of the beam-shaped compacted snow. Given, the bending tensile strength of snow is obtained from the load at the time of fracture and the shape of the beam, and the experimental results are obtained.

  As described above, the modes for carrying out the present invention have been described. However, the present invention is not limited to these, and various modifications can be made within the scope of the technical idea of the present invention. For example, in FIG. 1, the bank 10 is divided into the bank parts 11, 12, and 13, and in FIG. 2, the bank 20 is partitioned into the bank parts 21, 22, and 23. Of course it is good. For example, as shown in FIG. 11, a banking portion may be added to FIG.

  That is, the embankment 50 on the soft ground G in FIG. 11 is divided into a plurality of embankment portions 51, 52, 53, 54, and 55 by the sheets 5, 6, 7, and 8, and the deformation of the ground surface due to consolidation settlement is caused. Correspondingly, the inner embankment portions 52, 53, 54 sink relative to the embankment portions on both sides with the sheets 5 to 8 while being deformed relatively smoothly, and the embankment portions 51 to 55 are deformed. It is possible to continue to be placed on the ground surface so as to follow the depressed depression-like consolidation shape. The embankment material and sheets 5 to 8 may be the same as those shown in FIG.

  Further, when using a bag filling material such as a sandbag as the edge cutting material, the top edge height of the embankment portion 12 at the center of FIG. 1A and the edge cut portions 11 and 13 at the end portions is kept constant. The construction method may be to pile up the embankment in multiple stages.

  In this specification, sandy soil is used in the meaning of non-viscous soil with respect to viscous soil, and its bending tensile strength is almost 0 as shown in Table 1 above.

  The compaction is an index that expresses the degree of consolidation at a given time as a percentage, with 100% being the state in which excess pore water pressure generated in the ground is completely dissipated by the load.

  Moreover, in FIG.1, FIG.2, FIG.7, FIG. 11, when the ground improvement process by consolidation is complete | finished, embankment and edge cutting materials, such as a sheet | seat, a board | plate material, and a bagging material, are removed. For example, in a waste disposal site, there is a case where a part is covered with a sheet according to the amount of waste carried, and in this case, in the present invention, the embankment part divided by the sheet is slid and deformed, and the sheet Is removed later, but it is semi-permanently covered with a sheet to prevent waste leakage, which is different from the present invention. In some cases, lightweight solidified soil (such as air bubbles or plastic beads) is used as a filling material for roads, etc., in a bag, but in the present invention, the embankment section divided by the bagging material is slid and deformed. The material is later removed, whereas the bagging material in this case differs from the present invention in that it is used semi-permanently as part of the road embankment.

  According to the present invention, when consolidation of soft ground is performed by a load-loading method using embankment, as an alternative to general sand as embankment material, for example, sandy material such as compacted snow or ice cement solidified soil A rigid material having a bending tensile strength higher than that of the soil can be used, and such a rigid material can be used for the consolidation ground improvement. In particular, when the vacuum consolidation method and the loading method are used in combination, the embankment can follow the progress of settlement due to vacuum consolidation, so that the consolidation ground can be improved efficiently.

1,2,3,4 sheets (edge cutting material)
10, 20, 30 Embankment 11, 12, 13 Embankment part 21, 22, 23 Embankment part 31, 32 Groove part (hollow part)
41 Drain material G Soft ground S Ground surface

Claims (7)

A consolidation ground improvement construction method in which a load due to embankment is placed on the ground to be ground improved,
A rigid material that has a bending tensile strength than sandy soil is used for embankment,
By laying edge cutting material from the top to the bottom of the embankment and dividing the embankment into a plurality of sections, the sectioned embankment undergoes sliding deformation with the edge cutting material and follows the consolidation settlement of the ground. A compact ground improvement method characterized by being deformable.   The consolidation ground improvement method according to claim 1, wherein the edge cutting material is a plate-shaped member, a sheet-shaped member, or a bagging material. A consolidation ground improvement construction method in which a load due to embankment is placed on the ground to be ground improved,
A rigid material that has a bending tensile strength than sandy soil is used for embankment,
By forming a cavity that extends from the top edge to the bottom near the top shoulder of the embankment, the embankment can be deformed in the cavity during ground improvement to follow the consolidation settlement of the ground. Consolidation ground improvement method characterized by   The consolidation ground improvement method according to any one of claims 1 to 3, wherein the rigid material is compacted snow, ice, or solidified soil.   The consolidation ground improvement construction method according to any one of claims 1 to 4, wherein a drain material is placed in the ground before the embankment is installed.   The consolidation ground improvement method according to claim 5, wherein a vacuum consolidation ground improvement method using a vacuum pump is used in combination.   The consolidation ground improvement construction method according to claim 6, wherein the embankment is installed after achieving a compaction density of about 50% by the vacuum consolidation ground improvement construction method.

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