Embankment construction method

Abstract

To provide a construction method for banking which enables simple and quick construction using fluidized soil, and has durability against external factors such as stagnation of rainwater and dryness.SOLUTION: In a construction method for banking, a bag body 2a is arranged on the outer periphery of a banking construction place, the inside of the bag body 2a is filled with a filer to form a bag body form 2, the bag body form 2 is built up to a first-stage height, then first-stage fluidized soil 3 is installed up to a top end height of the bag body form 2, the first-stage fluidized soil 3 is cured to a predetermined uniaxial compressive strength, then the bag body form 2 is installed on the first-stage fluidized soil 3 similarly to the first stage, the bag body form 2 is built up to a second-stage height and the second-stage fluidized soil 3 is installed, the above operation is repeatedly performed and the fluidized soil 3 is installed up to a predetermined height, and then the upper end of the top layer of the fluidized soil 3 is covered with a protective layer 4 having a drainage and water retention and load dispersion effect.SELECTED DRAWING: Figure 2

Description

[Technical field]

[0001] The present invention relates to a method for constructing embankments for use in railways and the like, and more particularly to a method for constructing embankments using liquefied treated soil. [Background technology]

[0002] For example, railway embankments, by their very nature, often require construction in places with poor workability, such as narrow areas, or in limited time slots, such as at night, so there is a demand for labor-saving and rapid construction. In addition, with the increase in damage from torrential rains in recent years, there is also an increasing demand for the early restoration of collapsed embankments.

[0003] Fluidized treated soil, which is made by mixing construction waste soil with water, cement, and other solidifying materials, has high fluidity and filling properties. Using fluidized treated soil as an embankment material makes it possible to reduce the labor required for embankment construction and speed up the process compared to using soil materials.

[0004] When constructing embankments using liquefied treated soil, it is necessary to set up formwork on the sides to prevent the soil from flowing out when pouring. Traditionally, large sandbags and PC retaining walls have been used as formwork. However, large sandbags are only temporary materials and cannot be used as permanent structures, so when using large sandbags, they must be removed after the liquefied treated soil has hardened and the slope must be constructed. On the other hand, PC retaining walls are limited in size due to transportation and construction, and it takes a long time to construct a large PC retaining wall. Therefore, these methods do not fully utilize the advantages of using liquefied treated soil as an embankment material, such as labor-saving and speedy construction.

[0005] As an example of a method for constructing embankments using liquefied treated soil, Patent Document 1 discloses a method for constructing embankments in which liquefied treated soil is poured into a dam made of multiple boxes or bags filled with a filling material. [Prior art documents] [Patent documents]

[0006] [Patent Document 1] JP 2002-21083 A Summary of the Invention [Problem to be solved by the invention]

[0007] However, liquefied stabilized soil has the property of deteriorating due to external factors such as water retention by rainwater, drying due to the outside air, etc. To ensure the soil's ability to support the load of trains over the long term as a railway embankment, for example, it is necessary to have a method of protecting it from these external factors and improving its durability.

[0008] The present invention has been made in consideration of the above circumstances, and aims to provide a method for constructing embankments using liquefied treated soil, which allows for simple and quick construction and has durability against external factors such as water retention by rainwater and drying. [Means for solving the problem]

[0009] In order to solve the above problems, the present invention provides a method for constructing embankments using liquefied treated soil, which comprises arranging bags around the periphery of an embankment construction site, filling the inside of the bags with a filler material to form a bag formwork, stacking the bag formwork to the height of the first stage, and then pouring the first stage of liquefied treated soil up to the top height of the bag formwork. After the first stage of liquefied treated soil has hardened to a predetermined uniaxial compressive strength, a bag formwork is installed on top of the first stage of liquefied treated soil in the same manner as the first stage, stacking the bag formwork to the height of the second stage and pouring the second stage of liquefied treated soil. This process is repeated until the liquefied treated soil has been poured to a predetermined height, and then covering the top end of the topmost layer of the liquefied treated soil with a protective layer having drainage, water retention and load dispersion effects. The protective layer is composed of two layers with different permeabilities, with a lower layer with high permeability directly above the liquefied treated soil and an upper layer with low permeability above that. It is characterized by the following. Another aspect of the present invention is a method for constructing embankments using liquefied treated soil, which comprises placing bags around the periphery of an embankment construction site, filling the insides of the bags with filler to form a bag formwork, stacking the bag formwork to the height of the first stage, pouring the first stage of liquefied treated soil up to the top height of the bag formwork, and after the first stage of liquefied treated soil has hardened to a predetermined uniaxial compressive strength, dismantling the first stage of the bag formwork, placing the bags of the dismantled bag formwork on top of the first stage of liquefied treated soil, filling the insides of the bags with filler to form a bag formwork, and pouring the second stage of liquefied treated soil. This process is repeated until the liquefied treated soil has been poured up to a predetermined height, and then covering the upper end of the topmost layer of the liquefied treated soil with a protective layer having drainage, water retention and load distribution effects.

[0011] The liquefied treated soil may have a 28-day unconfined compressive strength of 600 kPa or more.

[0012] The uniaxial compressive strength of the poured liquefied treated soil when it hardens can be determined by measuring the subgrade reaction coefficient of the liquefied treated soil in a small-scale FWD test, determining the deformation coefficient from the relationship between the subgrade reaction coefficient and the deformation coefficient, and then determining the uniaxial compressive strength of the liquefied treated soil from the relationship between the deformation coefficient and the uniaxial compressive strength.

[0013] A rod-shaped reinforcing material may be provided, one end of which is fixed to the bag formwork and the other end of which is anchored within the liquefied treated soil.

[0014] The bag may be made from synthetic fibers.

[0015] The filler may be concrete.

[0017] A retaining wall may be provided on the slope of the embankment. The embankment may be a railway embankment. Effect of the Invention

[0018] According to the present invention, embankments can be easily and quickly constructed using liquefied treated soil, which are durable against external factors such as rainwater retention and drying, and can be used for railways and other applications. [Brief description of the drawings]

[0019] [Figure 1] FIG. 2 is a perspective view showing an example of a bag form used in the present invention. [Diagram 2] FIG. 2 is a cross-sectional view illustrating an example of a construction procedure for embankment according to an embodiment of the present invention. [Diagram 3] 1 is a graph showing the relationship between the subgrade reaction coefficient KP.FWD value and the deformation coefficient E50. [Figure 4] 1 is a graph showing the relationship between unconfined compressive strength qu and deformation modulus E50. [Diagram 5] FIG. 1 is a cross-sectional view showing an example of construction of a railway embankment. [Figure 6] FIG. 1 is a perspective view showing an example of a reinforcement method when constructing a steeply sloping embankment. [Figure 7] FIG. 11 is a cross-sectional view showing an example of construction of a steep embankment. [Figure 8] FIG. 13 is a perspective view showing an example of an anchoring rebar having an anchoring portion at its tip. [Figure 9] 13 is an oblique view showing an example in which long anchoring members are attached to the ends of multiple anchoring steel bars. FIG. [Figure 10] 10A to 10C are cross-sectional views for explaining an example of a construction procedure for embankment according to a different embodiment of the present invention. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

[0020] Hereinafter, an embodiment of the present invention will be described with reference to the drawings. In this specification and the drawings, elements having substantially the same functional configurations are denoted by the same reference numerals, and duplicated explanations will be omitted.

[0021] FIG. 1 shows an example of a bag formwork 2 used in the present invention. The bag formwork 2 is formed by placing a bag body 2a on the periphery of the area where the embankment is to be constructed, and then filling the interior of the bag body 2a with a filler material such as concrete through an injection port 2b. The bag formwork 2 is usable as the main structure of the embankment after construction of the embankment, and the bag body 2a is preferably made of a material with excellent weather resistance and strength, such as synthetic fiber. In addition, the bag body 2a before being filled with the filler material is preferably light enough to be folded, for example, and transported and set up by hand.

[0022] An example of the procedure of the embankment construction method according to the embodiment of the present invention will be described below with reference to Fig. 2. This embodiment is a construction method for a railway embankment.

[0023] First, a bag body 2a made of synthetic fiber, for example, is placed at a predetermined position on the site, and a filler such as concrete is filled into the bag body 2a and shaped into the shape shown in FIG. 1 to form the bag body formwork 2. The filler is pressed in, for example, by a pump truck. The bag body formwork 2 filled with the filler has a height of, for example, about 500 mm. The width is a dimension that can resist the lateral pressure when pouring the liquefied treated soil, for example, about 1,000 to 4,000 mm, and is determined according to the width and height of the embankment to be constructed, the unit volume weight of the filler, and the like. The longitudinal dimension of the bag body formwork 2 is not particularly limited, but it may be a long shape arranged along the longitudinal direction of the embankment, for example, about 50 m.

[0024] Next, another bag 2a is placed on top of the bag form 2 filled with the filler, and the filler is similarly filled to form the bag form 2. Then, for example, when the two bag forms 2 are stacked, curing is performed until the filler hardens. The nominal strength of the filler is 24 N / mm 2 When using concrete of this type, it is recommended to allow it to cure for about one day. In the same manner, as shown in Fig. 2(a), bag formwork 2 is piled up on both ends of the embankment to a height of, for example, about 2 m. In the embodiment of Fig. 2(a), four layers of bag formwork with a height of 500 mm are stacked.

[0025] Then, liquefied treated soil 3 is poured between the bag formwork 2 that have been piled up to a specified height as the first layer, up to the height of the top of the bag formwork 2 (Figure 2(b)). The liquefied treated soil 3 may be a general mixture of construction waste soil and solidifying materials such as water and cement. Conventionally, when using liquefied treated soil as embankment material for railways, there have been no clear regulations regarding the design standard strength of liquefied treated soil. For example, in the tunnel invert section, soil with an uniaxial compressive strength of about 6,000 kPa has been used to ensure sufficient safety. However, in recent years, experimental research by the inventors has shown that the uniaxial compressive strength q of liquefied treated soil can be increased by providing a protective layer on embankment made of liquefied treated soil. u It has been confirmed that if the strength of the concrete is about 600 kPa or more, the concrete structure can withstand the repeated load of trains. In this embodiment, the concrete structure uses liquefied treated soil 3 with a strength of 1,200 kPa at 28 days.

[0026] The poured liquefied treated soil 3 is allowed to harden until it reaches an unconfined compressive strength determined according to the weight of the bag formwork 2, etc. In this embodiment, it is allowed to harden until the unconfined compressive strength reaches about 50 kPa. For example, if the mix is ​​designed for a 28-day strength of 1,200 kPa, the strength will usually reach 50 kPa or more after about one day of age.

[0027] To carry out a uniaxial compression test, a dedicated testing machine is required, which takes time. In addition, the number of specimens for the uniaxial compression test is limited, which makes it difficult to carry out a test that reflects the on-site conditions. Therefore, in this embodiment, a small-scale FWD test is used as a method for easily checking the strength of the liquefied treated soil 3 after casting on-site. First, the subgrade reaction coefficient K P.FWD Measure the value and calculate the subgrade reaction coefficient K P.FWD Value and deformation modulus E 50 From the relationship, the deformation coefficient E 50 Furthermore, the previously confirmed unconfined compressive strength q u and the deformation modulus E 50 From the relationship between the unconfined compressive strength and the u The unconfined compressive strength q u This makes it possible to grasp the strength of the liquefied treated soil 3.

[0028] Once it has been confirmed that the liquefied treated soil 3 has hardened to a prescribed strength, the bag formwork 2 is piled up on top of it as the second layer at a position where a prescribed inclination can be obtained in the same manner as described above (Fig. 2(c)), and furthermore, liquefied treated soil 3 with a mix for a 28-day strength of 1,200 kPa is poured up to the height of the top of the bag formwork 2 (Fig. 2(d)). In this embodiment, the height of one layer of liquefied treated soil 3 poured at one time is set to 2 m, and stacking of the bag formwork 2 and pouring of the liquefied treated soil 3 are repeated in three layers as shown in Figs. 2(e) and (f). When pouring the liquefied treated soil 3 in the top layer, a specimen for a uniaxial compression test to be tested after the embankment construction is taken in advance.

[0029] As shown in FIG. 2(f), after the casting of the third layer of liquefied treated soil 3 is completed, heavy machinery work is carried out on the liquefied treated soil 3 to lay railway tracks, etc. In this embodiment, when carrying out this heavy machinery work, the uniaxial compressive strength q of the liquefied treated soil 3 is set as the strength at which general spreading and compaction machines can work on the liquefied treated soil 3. u In the case of liquefied soil3 with a 28-day strength of 1,200 kPa, the unconfined compressive strength q u becomes more than 100kPa.

[0030] Unconfined compressive strength q of the top layer of liquefied treated soil 3 cured for about 2 days u If the unconfined compressive strength q of the liquefied treated soil 3 is not reached, the soil is cured for another day or so and the small-scale FWD test is carried out again. u This is repeated until the desired intensity is confirmed.

[0031] Unconfined compressive strength q u When it is confirmed that the pressure is 100 kPa or more, a protective layer 4 is constructed on the top surface of the liquefied treated soil 3 of the top layer to prevent rainwater from accumulating, protect against drying, and disperse the load of trains, etc. In this embodiment, the protective layer 4 is formed by stacking two types of layers 5, 6 with different permeabilities, as shown in FIG. 2(g), and the lower layer 5 directly above the liquefied treated soil 3 is made to have high permeability, for example, a coarse gravel layer, and the upper layer 6 is made to have fine sand. By lowering the permeability of the upper layer 6 in this way, drainage is promoted at the upper layer 6 and at the boundary between the upper layer 6 and the lower layer 5, and rainwater is less likely to soak into the liquefied treated soil 3 through the lower layer 5. The thickness of the entire protective layer 4 is, for example, about 300 mm. The protective layer 4 can also prevent excessive drying of the liquefied treated soil 3 and disperse the load of trains, etc. The protective layer 4 is provided in an area that covers at least the top surface of the liquefied treated soil 3, and may cover the top surface of the bag formwork 2 as shown in FIG. 5(a). In this way, an embankment 10 is formed, with the upper surface of the liquefied treated soil 3 protected by the protective layer 4 and the sides protected by the bag formwork 2.

[0032] Furthermore, when used as a railway embankment, as shown in FIG. 5, a crushed stone roadbed 7 and a track 8 are constructed on the upper surface of the protective layer 4. Then, a uniaxial compression test is performed on a test specimen taken when pouring the top layer of liquefied treated soil 3, and the uniaxial compressive strength q u It is confirmed that the unconfined compressive strength q is a predetermined strength, i.e., 1,200 kPa or more in this embodiment. u After this has been confirmed, test trains are run to confirm that the support performance for train operation is secured, and then train operations begin.

[0033] As described above, according to this embodiment, the bag body 2a, which can be transported and installed manually, is arranged along the area of ​​the embankment 10, and the filler is pressed into the bag body 2a by a pump truck or the like, so that the bag body formwork 2 can be easily installed. Furthermore, since the installed bag body formwork 2 can be used as the main structure as it is, removal of the formwork and slope work can be omitted. Therefore, the construction period can be shortened and the embankment can be constructed quickly. Furthermore, if concrete is used as the filler for the bag body formwork 2, a weed-prevention effect on the slope can also be expected.

[0034] In addition, by constructing a protective layer 4 on the top surface of the liquefied treated soil 3, the liquefied treated soil 3 is protected from external factors such as rainwater retention and drying due to the outside air, improving the durability of the liquefied treated soil 3 and also dispersing the train load. u28 In the past, liquefied soil with a strength of about 6,000 kPa was used, but liquefied soil with a lower strength (q u28 = 600kPa or more, for example 1200kPa) can be applied, improving versatility. The sides of the liquefied treated soil 3 can be protected from external factors by leaving the continuous bag formwork 2 in place.

[0035] Furthermore, by checking the strength of the liquefied treated soil 3 with a small-scale FWD test, it is possible to evaluate the strength of the liquefied treated soil 3 more easily and at the right time than by checking the strength with a conventional uniaxial compression test. Therefore, work on the liquefied treated soil 3, such as the protective layer 4 and the track 8, can be carried out at the right time, and the embankment 10 can be constructed quickly.

[0036] FIG. 6 shows a different embodiment of the present invention, illustrating the procedure for constructing the bag formwork 2 when the slope gradient is steep.

[0037] First, as in the example of FIG. 2, a bag body 2a is placed at a predetermined position on-site, and a filler such as concrete is filled in through the injection port 2b of the bag body 2a to form a bag body formwork 2 (FIG. 6(a)).

[0038] In this embodiment, the bag formwork 2 and the liquefied treated soil 3 are integrated by attaching a rod-shaped reinforcing material to the bag formwork 2, which is fixed to the liquefied treated soil 3. This prevents the bag formwork 2 from collapsing due to an earthquake or the like, and improves the stability of the steeply sloping embankment 10 made of the liquefied treated soil 3. In this embodiment, an anchoring reinforcing bar 22 is used as the rod-shaped member. First, as shown in FIG. 6(b), fixing reinforcing bars 21 are arranged vertically at appropriate intervals in the longitudinal direction on the surface of the bag formwork 2 that will be the outer side of the embankment. Then, fixing reinforcing bars 22 are arranged to be fixed to the fixing reinforcing bars 21 and fixed to the liquefied treated soil 3. One end of the fixing reinforcing bar 22 is bent, and the bent portion 22a is hooked onto the fixing reinforcing bar 21, and the other end is arranged to extend horizontally (FIG. 6(c)). Then, the next bag body 2a is placed on top of this anchoring reinforcing bar 22, and a filler material is filled in to form the bag body formwork 2 (FIG. 6(d)).

[0039] In this way, the anchoring rebars 22 are sandwiched between the bag body formwork 2 and fixed in a state in which the anchoring rebars 22 extend horizontally. In the same manner, the anchoring rebars 22 are placed on top of the bag body formwork 2 of each stage (Fig. 6(e)). When the bag body formwork 2 has been piled up to a specified height, for example 2m (Fig. 6(f)), liquefied treated soil 3 is poured up to the height of the top of the bag body formwork 2, as in Fig. 2(b). The diameter and number (installation interval) of the anchoring rebars 22 and the length of anchorage into the liquefied treated soil 3 are designed so that the embankment 10 has the strength to stably withstand earthquakes and the like as a permanent structure.

[0040] When the above steps are repeated and the desired embankment height is reached, as shown in Fig. 7, a retaining wall 9 is constructed of concrete or the like on the outside of the bag-shaped formwork 2 according to the gradient of the slope, and multiple piled-up bag-shaped formwork 2 are integrated. If the gradient is relatively gentle, a sprayed material or a planar or mesh-like reinforcing material that is weather-resistant to ultraviolet rays, rainwater, etc. may be laid instead of the retaining wall 9. Note that in the case of a mesh-like reinforcing material, a separate means for protecting the reinforcing bars 21, 22 exposed on the surface is required.

[0041] Furthermore, after checking the strength of the liquefied treated soil 3, a protective layer 4 is constructed on the liquefied treated soil 3 in the same manner as in the embodiment shown in FIG. 2(g).

[0042] When constructing a steep embankment using liquefied treated soil, it was necessary to construct a strong wall such as a PC retaining wall, but the PC retaining wall takes time to manufacture and has a problem of limited transportation. In addition, when using large sandbags to construct a steep embankment, it was necessary to take measures to ensure stability during construction corresponding to the steep slope. On the other hand, according to the embodiment shown in FIG. 6, for an embankment with a steep slope, the stability of the structure of the embankment 10 can be increased by placing rod-shaped reinforcing materials between the bag formwork 2 and pouring the liquefied treated soil 3. Furthermore, the stability of the embankment 10 is improved by integrating a plurality of bag formworks 2 by constructing a retaining wall 9 or laying a planar reinforcing material on the surface layer of the slope. The embankment 10 reinforced in this way can be applied when the land area is limited or when sufficient area cannot be secured, such as when restoring an existing embankment with a steep slope.

[0043] In order to strengthen the anchoring of the anchoring rebars 22 to the liquefied treated soil 3, a rectangular or circular plate-shaped anchoring portion 22b may be provided at the tip of the anchoring rebars 22 as shown in Fig. 8. Alternatively, the tips of multiple anchoring rebars 22 may be attached to a long anchoring member 23, such as an L-shaped angle as shown in Fig. 9.

[0044] FIG. 10 shows the steps of a construction method for an embankment 10 according to still another embodiment of the present invention.

[0045] The bag body 2a is placed at a predetermined position on-site and filled with a filler to form the bag body form 2 (FIG. 10(a)). In this embodiment, water is used as the filler. The bag body form 2 filled with the filler has a height and width of, for example, about 1,500 mm.

[0046] Thereafter, liquefied treated soil 3 is poured between the bag formwork 2 to a height equal to or lower than the top end height of the bag formwork 2, for example, to a height of 1,000 mm (FIG. 10(b)). The liquefied treated soil 3 may be the same as that in the above-described embodiment.

[0047] After pouring the liquefied treated soil 3 and curing it for about a day until it reaches the required strength, the water is drained from the first layer of the bag formwork 2 and the bag formwork 2 is dismantled (Fig. 10(c)). The bag 2a of the dismantled bag formwork 2 is then placed on top of the first layer of the liquefied treated soil 3 and filled with filler to form the bag formwork 2 (Fig. 10(d)). Thereafter, liquefied treated soil 3 is poured in the same way as for the first layer (Fig. 10(e)), and after curing for about a day, the water is drained from the bag formwork 2 and the bag formwork 2 is dismantled (Fig. 10(f)).

[0048] The same process is repeated to pile up the liquefied treated soil 3 to a specified height (Figure 10(g)). The unconfined compressive strength q of the liquefied treated soil 3 u Once it has been confirmed that the soil has the required strength, a protective layer 4 consisting of two overlapping layers 5, 6 with different permeabilities is constructed on top of the top layer of liquefied treated soil 3. Furthermore, a retaining wall 9 is constructed of concrete or the like on the side of the liquefied treated soil 3 to integrate the piled up multiple layers of liquefied treated soil 3. When used as an embankment for a railway, a crushed stone roadbed 7 and tracks 8 are constructed on top of the protective layer 4 (Figure 10(h)).

[0049] In this embodiment, water is used as a filler for the bag formwork 2, and the same bag formwork 2 is repeatedly used in each stage, so that embankment can be constructed at low cost.

[0050] Although the preferred embodiment of the present invention has been described above, the present invention is not limited to such an example. It is clear that a person skilled in the art can come up with various modified or revised examples within the scope of the technical ideas described in the claims, and it is understood that these also naturally belong to the technical scope of the present invention. [Industrial Applicability]

[0051] The present invention is useful as a method for constructing embankments for use in railways and the like. [Explanation of symbols]

[0052] 2. Bag formwork 3. Liquefied soil 4 protective layer 9. Retaining Walls 10 Embankment 21 Fixing steel bars 22 Anchorage rebar

Claims

1. A method for constructing embankments using liquefied treated soil, comprising the steps of: A bag is placed around the periphery of the embankment construction site, and a filler is filled into the bag to form a bag formwork; After stacking the bag formwork to the height of the first stage, pour the first stage of liquefied treated soil up to the top height of the bag formwork, After the first stage of liquefied soil has hardened to a specified uniaxial compressive strength, A bag formwork is installed on the first layer of liquefied treated soil in the same manner as the first layer, and the bag formwork is piled up to the height of the second layer and the second layer of liquefied treated soil is poured in. This process is repeated until the liquefied treated soil is poured to a specified height, and then The upper end of the top layer of the liquefied treated soil is covered with a protective layer having drainage, water retention and load dispersion effects. The method for constructing embankments is characterized in that the protective layer is composed of two types of layers with different permeabilities, with a lower layer with high permeability being placed directly above the liquefied treated soil, and an upper layer with low permeability being placed on top of that.

2. 2. The method for constructing embankments according to claim 1, further comprising providing a rod-shaped reinforcing material having one end fixed to the bag formwork and the other end anchored in the liquefied treated soil.

3. 3. The method for constructing a bank as claimed in claim 1, wherein the bag body is made of synthetic fiber.

4. The method for constructing embankments according to any one of claims 1 to 3, characterized in that the filling material is concrete.

5. A method for constructing embankments using liquefied treated soil, comprising the steps of: A bag is placed around the periphery of the embankment construction site, and a filler is filled into the bag to form a bag formwork; After stacking the bag formwork to the height of the first stage, pour the first stage of liquefied treated soil up to the top height of the bag formwork, After the first stage of liquefied soil has hardened to a specified uniaxial compressive strength, The first stage of the bag body formwork is dismantled, the bag body of the dismantled bag body formwork is placed on the first stage of the liquefied treated soil, a filler material is filled inside the bag body to form a bag body form, and the second stage of the liquefied treated soil is poured in. This process is repeated until the liquefied treated soil is poured to a specified height, and then A method for constructing embankments, characterized in that the upper end of the topmost layer of the liquefied treated soil is covered with a protective layer that has drainage, water retention and load dispersion effects.

6. The method for constructing embankments according to any one of claims 1 to 5, characterized in that the 28-day unconfined compressive strength of the liquefied treated soil is 600 kPa or more.

7. The uniaxial compressive strength of the cast liquefied treated soil when hardened is as follows: The subgrade reaction coefficient of the liquefied treated soil was measured in a small FWD test. The deformation coefficient is calculated from the relationship between the subgrade reaction coefficient and the deformation coefficient.

7. The method for constructing embankments according to claim 1, wherein the unconfined compressive strength of the liquefied treated soil is determined from the relationship between the deformation coefficient and the unconfined compressive strength.

8. 8. The method for constructing an embankment according to claim 1, further comprising providing a retaining wall on the slope of the embankment.

9. 9. The method for constructing an embankment according to claim 1, wherein the embankment is an embankment for a railway.

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