Embankment reinforcement materials and embankment reinforcement methods

Abstract

To provide an embankment reinforcement member applicable to various types of embankment members and having high pulling-out resistance performance, and an embankment reinforcement method.SOLUTION: An embankment reinforcement member comprises a plurality of longitudinal members 10 made of braids, and a plurality of lateral members 20 connected to the plurality of longitudinal members 10 in a form of a lattice, wherein the lateral member is penetrated in a stitch of the longitudinal member at a connection part 30 of an intersection where the longitudinal member and the lateral member are connected.SELECTED DRAWING: Figure 2

Description

[Technical Field]

[0001] The present invention relates to an embankment reinforcement material and an embankment reinforcement method that can reinforce embankments. [Background technology]

[0002] Conventionally, a method has been adopted in which geotextiles, which act as reinforcing materials, are laid within embankments to stabilize and reinforce them. Figure 11 shows a plan view of geotextile 300, an example of a conventional reinforcing material. Geotextile 300 is a reinforcing material that forms a 40 mm square mesh and is composed of vertical members 310 made of high-strength polyester fibers coated with polypropylene, which have extremely high tensile strength, and horizontal members 320 that are connected to vertical members 310 by heat welding. It is laid approximately horizontally at regular intervals along the depth direction of the embankment.

[0003] Furthermore, Patent Document 1 discloses an invention relating to the structure of a reinforced embankment, in which reinforcing ropes 1 are installed as vertical members within an embankment material 3, knots 11 are made in the reinforcing ropes 1, and wire rods 5 equipped with resistance plates 6 are installed as horizontal members between each knot 11, as shown in Figures 12(a) and (b).

[0004] Furthermore, Patent Document 2 discloses an invention in which, as shown in Figures 13(a) and (b), a high-strength bolt washer 31 is used as an opening connecting member, and an embankment reinforcement material 100 is developed in which rigid horizontal members 20 made of steel bars or the like and flexible vertical members 10 made of conventional geotextile vertical members or the like are assembled with a specified mesh size via the high-strength bolt washer 31, thereby improving pull-out resistance performance from the embankment. [Prior art documents] [Patent documents]

[0005] [Patent Document 1] Japanese Patent Application Publication No. 4-118419 [Patent Document 2] Japanese Patent Application Publication No. 2019-190027 Summary of the Invention [Problem to be solved by the invention]

[0006] In the conventional geotextile 300 shown in Figure 11, when the fill material is large-grained, such as cobblestones, boulders, or gravel, the mesh size (40mm x 40mm in the example shown) is too small compared to the grain size, which can actually hinder the interlocking of the cobblestones. In this case, it is possible to create a geotextile with a wider mesh size. However, this reduces the number of intersections between the vertical members 310 and horizontal members 320 per unit area, making the intersections more susceptible to fracture and potentially reducing pull-out resistance from the embankment. Additionally, while the conventional geotextile 300 has high tensile strength and tensile rigidity, its bending rigidity is very low, which means it is unable to adequately constrain the cobblestones.

[0007] Furthermore, the embankment reinforcement method described in Patent Document 1 does not ensure stable quality, for example, it is not easy to tie the knot 11 in the reinforcing rope 1.

[0008] In the invention disclosed in Patent Document 2, when a tensile force acts on the embankment reinforcement material, there is a slight possibility that the flexible vertical members 10 may get caught on the edge of the inner hole of the high-strength bolt washer 31 and break. This reduces the strength of the intersections between the rigid horizontal members 20 and the flexible vertical members 10, so a large number of intersections is required to increase the tensile strength per unit width. As a result, the installation intervals of the flexible vertical members 10 become narrow, which may reduce the locking effect caused by the interlocking of the embankment materials.

[0009] In addition, due to the above-mentioned circumstances, it was necessary to narrow the vertical spacing of the embankment reinforcement material, which could have led to increased construction work due to over-dense laying and limitations on the particle size of the embankment material used, which could have forced a change in the embankment material.

[0010] Therefore, an object of the present invention is to provide an embankment reinforcement material and an embankment reinforcement method that can be applied to various embankment materials and have high pull-out resistance performance. [Means for solving the problem]

[0011] The invention related to (1) is an embankment reinforcement material having a plurality of vertical members made of braided cord and a plurality of horizontal members connected to the vertical members in a lattice pattern, and characterized in that the intersection connection parts where the vertical members and the horizontal members are connected are formed by inserting the horizontal members into the joints of the vertical members.

[0012] According to the above-mentioned configuration (1), the vertical members are constructed from braided cord, and the horizontal members are inserted through the braided cords. This significantly improves the tensile strength of the vertical members themselves, as well as the strength of the intersections where the vertical and horizontal members are connected. This configuration also achieves high pull-out resistance. This allows for greater spacing between embankment reinforcement materials in the depth direction and shorter horizontal extension, thereby reducing labor and costs for embankment reinforcement compared to conventional construction methods. Furthermore, embankment reinforcement can be achieved with a wide range of materials, from small to large grain sizes, without impeding the interlocking of the materials. This provides high pull-out resistance.

[0013] The invention related to (2) is an embankment reinforcement material described in (1) above, in which the vertical members are made of a plurality of fiber yarn bundles woven together, and the horizontal members have higher rigidity than the vertical members.

[0014] According to the configuration (2) above, in addition to the effects obtained by the configuration (1), by using multiple fiber bundles woven into the vertical members, it is possible to provide high tensile strength and tensile rigidity, thereby exhibiting high resistance performance even when large tensile forces are applied to the embankment reinforcement material during earthquakes, etc. Furthermore, the low bending rigidity of the vertical members 10 makes it possible to improve the filling of the embankment material around the embankment reinforcement material without interfering with the interlocking of large-grained embankment material, such as cobblestones. Furthermore, by using horizontal members with a material having higher rigidity than the vertical members, it is possible to firmly restrain the embankment material. For example, in the case of large-grained embankment material, such as cobblestones, this suppresses the movement and rotation of the embankment material and further improves the pull-out resistance of the embankment reinforcement material from the embankment.

[0015] The invention according to (3) is the embankment reinforcement material according to (2) above, in which the fiber yarn bundle is made of a plurality of polyethylene-coated fiber yarns.

[0016] According to the above configuration (3), in addition to the effects obtained by the above configurations (1) and (2), the durability of the vertical members can be improved by coating the fiber yarns with polyethylene.

[0017] The invention related to (4) is an embankment reinforcement material according to any one of (1) to (3) above, in which the vertical members are subjected to a heat tension treatment before being connected to the horizontal members.

[0018] According to the above configuration (4), in addition to the effects obtained by the above configurations (1) to (3), the vertical members are subjected to a heat tension treatment, so that the vertical members can be manufactured with high density and the tensile strain can be reduced to 10% or less, thereby enabling the embankment material to be firmly restrained.

[0019] The invention related to (5) is an embankment reinforcement method characterized by forming a grid-like embankment reinforcement material by inserting horizontal members at predetermined intervals into the joints of multiple vertical members made of braided cord, and laying the multiple formed embankment reinforcement materials in layers at predetermined intervals within the embankment.

[0020] According to the above-mentioned configuration (5), high pull-out resistance performance can be achieved by using embankment reinforcement material in which vertical members are made of braided cord and horizontal members are inserted into the braided vertical members. This makes it possible to increase the depth spacing of embankment reinforcement material and shorten the horizontal extension compared to conventional construction methods, thereby reducing the labor and cost required for embankment reinforcement. In addition, it is possible to reinforce embankments with high pull-out resistance performance without impeding the interlocking of embankment materials, from small to large particle sizes.

[0021] The invention according to (6) is the embankment reinforcement method according to the above (5), wherein the embankment is a stone wall.

[0022] According to the configuration (6) above, in addition to the effect obtained by the configuration (5) above, it is possible to make the mesh size of the embankment reinforcement material larger than in conventional construction methods, so it is possible to ensure high packing properties of the cobblestones that make up the stone wall embankment material without impeding the interlocking of the cobblestones. Also, the horizontal members suppress the movement and rotation of the cobblestones, and the high pull-out resistance performance of the embankment reinforcement material reinforces the embankment material, making it possible to significantly reduce the pressure on the stone walls' building stones. [Brief explanation of the drawings]

[0023] [Figure 1] 1 shows a plan view of an embankment reinforcement material according to an embodiment of the present invention. [Figure 2] 1A is a perspective view showing a schematic diagram of an intersection connection portion of an embankment reinforcement material in an embodiment of the present invention, and FIG. 1B is an enlarged perspective view thereof. [Figure 3] 1A to 1C are diagrams illustrating a manufacturing process of a vertical member in an embodiment of the present invention. [Figure 4] FIG. 10 is a plan view illustrating the assembly pitch of vertical members in an embodiment of the present invention. [Figure 5] 1A is a diagram illustrating a heat tension treatment process for a vertical member in an embodiment of the present invention, and FIG. 1B is a graph showing the relationship between the tensile strain and the diameter of the vertical member. [Figure 6] 1 is a table showing strength characteristics of vertical members in an embodiment of the present invention. [Figure 7] FIG. 2 is a cross-sectional view showing the manner in which embankment reinforcement material is laid in an embodiment of the present invention. [Figure 8] 1A and 1B are a top view and a cross-sectional view, respectively, of a pull-out test device for embankment reinforcement in an embodiment of the present invention. [Figure 9] 1 is a graph showing the results of a pull-out test of an embankment reinforcement material according to the present invention. [Figure 10] 1 shows the laying manner of embankment reinforcement material in an embodiment of the present invention compared with a conventional example, where (a) shows the laying manner of the conventional embankment reinforcement material, and (b) shows the laying manner of the embankment reinforcement material in an embodiment of the present invention. [Figure 11] FIG. 1 is a plan view illustrating a conventional reinforcement material product. [Figure 12] 1 is a drawing cited from Patent Document 1, which explains the prior art. [Figure 13] This is a drawing cited from Patent Document 2, which explains the prior art. DETAILED DESCRIPTION OF THE INVENTION

[0024] Hereinafter, the embankment reinforcement material and embankment reinforcement method of the present invention will be described with reference to the drawings.

[0025] As an embodiment of the embankment reinforcement material and embankment reinforcement method of the present invention, Fig. 1 shows a plan view of an example of an embankment reinforcement material 100. Furthermore, Fig. 2(a) shows an enlarged perspective view of part A in Fig. 1, and Fig. 2(b) shows an enlarged perspective view of part B in Fig. 2(a).

[0026] As shown in these figures, the embankment reinforcement material 100 comprises a plurality of vertical members 10 made of braided cord, and a plurality of horizontal members 20 connected to the vertical members 10 in a grid pattern, and at the intersections 30 where the vertical members 10 and horizontal members 20 are connected, the horizontal members 20 are inserted through the gaps between the vertical members 10. The vertical members 10 are laid in the embankment so that they extend in the same direction as the direction of force acting in the embankment during an earthquake, etc. (shown as F). The "front side" shown in Figure 1 would be where the stones of a stone wall or a sloped surface such as a retaining wall is located.

[0027] 3 shows part of the manufacturing process for the vertical member 10 in this embodiment. That is, in this embodiment, as shown in (a), three raw yarns 1 of aramid fiber are doubling to manufacture a yarn bundle 2. Next, as shown in (b), the yarn bundle 2 is coated with polyethylene to manufacture a PE-coated product 3. Next, as shown in (c), the required number of the PE-coated products 3 are doubling to manufacture a PE bundle 4. Then, as shown in (d), the PE bundles 4 are woven to manufacture a braid that will become the vertical member 10. In this embodiment, a braid is manufactured using 16 of the PE bundles 4.

[0028] In the process of Figure 3(d), the stitch spacing varies depending on the feed speed of the braid (vertical member 10) in the direction of the arrow shown. That is, as shown in Figure 4(a), if the feed speed is slowed, the stitch spacing becomes smaller, and as shown in Figure 4(b), if the feed speed is increased, the stitch spacing becomes larger. As a result of a tensile test, the tensile strength of the intersection connection part 30 where the horizontal member 20 is inserted into the braided loops of the braid increases as the stitch spacing becomes smaller, so it is desirable to set the braid pitch shown in Figure 4 to the minimum stitch spacing that allows the horizontal member to be inserted.

[0029] In this example, the length of the four braids shown in Figures 4(a) and (b) is defined as the braiding pitch, and as shown in Figure 6, the braiding pitch is set for each braid diameter during production.

[0030] Furthermore, due to its structure, braided cords tend to bulge and become less dense than single wires that are pulled together and bundled together. In other words, when tension is applied in the axial direction, the density gradually increases, but as a result, the tensile strain reaches approximately 20%, which is too large to firmly restrain the embankment material.

[0031] Therefore, in this embodiment, as shown in Fig. 5(a), the woven braid is subjected to a heating tension treatment at a temperature of 100 to 120°C while being tensioned. After that, the braid is cooled at room temperature or a temperature about 5°C lower than room temperature, and the braid is taken up to produce the vertical member 10. By this treatment, a vertical member 10 with high density is produced.

[0032] Figure 5(b) shows a graph comparing the tensile strain of a braided cord that has been heat-tensioned as described above with that of an untreated braided cord. As shown in the graph, heat-tensioning can reduce the tensile strain to 10% or less, which is roughly the same as that of conventional reinforcing materials such as those shown in Figure 11.

[0033] In addition, the vertical members 10 have high tensile strength and tensile rigidity, and exhibit high resistance performance even when a large tensile force acts on the embankment reinforcement material 100 during an earthquake, etc. Furthermore, the low bending rigidity of the vertical members 10 makes it possible to improve the filling of embankment material around the embankment reinforcement material 100 without impeding the interlocking of embankment material with large particle sizes, such as cobblestones.

[0034] Figure 6 shows the characteristics of the vertical member 10 in this example and the characteristics of a conventional geotextile as shown in Figure 11. That is, it can be seen that the braided cord that forms the vertical member 10 has a tensile strength that is 3 to 11 times that of conventional reinforcing materials, and the intersection strength at the intersection 30 between the vertical member 10 and the horizontal member 20 is also 1.4 to 5 times that of conventional reinforcing materials. The intersection strength mentioned above is the maximum load when the horizontal member 20 is fixed to an Amsler-type universal testing machine and a tensile force is applied to the vertical member.

[0035] Furthermore, although this embodiment uses φ12 stainless steel for the cross members 20, other materials with high bending rigidity, such as steel bars, can be used to firmly restrain the embankment material. For example, in the case of large-grained embankment material such as cobblestones, the movement and rotation of the embankment material can be suppressed and the pull-out resistance of the embankment reinforcement material 100 from the embankment can be further improved. Note that the cross members 20 are not necessarily limited to those made of metal. For example, the cross members 20 can also be made of fiber rods made by weaving fiber material and impregnating it with resin, thereby giving them rigidity.

[0036] Next, Fig. 7 shows a schematic cross-sectional view of the installation mode of the embankment reinforcement material 100 of this embodiment. As shown in the figure, the embankment reinforcement material 100 of this embodiment is configured to be compatible with cases where the embankment material of the embankment portion 200 of a stone wall is made of pebbles 220 with a particle size of 50 to 200 mm.

[0037] Generally, the mesh size of a geotextile needs to be at least 1 / 3 to 1 / 4 of the maximum particle size of the embankment material in consideration of the interlocking effect of the embankment material, but in this embodiment, the spacing W between the vertical members 10 shown in Figure 1 is set to 125 to 250 mm to accommodate the cobblestones 220 with a maximum particle size of 200 mm. Also, in order to restrain the rotation and movement of the cobblestones 220 during an earthquake, the spacing L between the horizontal members 20 is set to 350 mm.

[0038] The embankment reinforcement material 100 may be placed in any orientation as long as it is placed approximately horizontally within the embankment, but as with the embankment reinforcement material 100 of this embodiment, it is possible to effectively reinforce the embankment by placing the vertical members 10 in a direction approximately perpendicular to the embankment slope and the horizontal members 20 in a direction approximately parallel to the embankment slope.

[0039] That is, in response to the tension shown by the arrow on the sliding surface in Figure 7, the cross members 20, which have high bending rigidity, restrain the cobblestones 220, suppressing the rotation and movement of the cobblestones 220, and also making it possible to increase the pull-out resistance of the embankment reinforcement material 100 from the cobblestone layer. Furthermore, by suppressing the rotation and movement of the cobblestones 220 and preventing them from sinking, it becomes possible to reduce the pressure on the masonry 210.

[0040] Furthermore, the vertical members 10 have high tensile strength and tensile rigidity, as well as low bending rigidity, making it possible to ensure the filling of the cobblestones around the embankment reinforcement material 100 while resisting sliding.

[0041] (Pull-out resistance performance) As mentioned above, the embankment reinforcement material 100 used in the embankment reinforcement method of the present invention has a unique structure at the intersections 30 where the horizontal members 20 and vertical members 10 are connected to form a lattice pattern, and the characteristics of the vertical members 10 made of braided cord give it significantly higher pull-out resistance than conventional reinforcement materials. Therefore, the following describes the test mode and results of the pull-out test on the embankment reinforcement material 100 of this example.

[0042] 8(a) shows a top view of the pull-out test apparatus 50, and (b) shows a cross-sectional view. As shown in the figure, a box is formed inside the pull-out test apparatus 50, and a layer of cobblestones 220 measuring 1 m square and 1.2 m high is constructed, with the embankment reinforcement material 100 of this example laid in the middle. In addition, a loading plate 55 and air springs 54 are provided above the cobblestones 220, and a predetermined surcharge load is applied based on measurements by a pressure sensor 66.

[0043] The ends of the multiple vertical members 10 extending from the laid embankment reinforcement 100 are wrapped around and fixed to a pulling jig 53, and the pulling jig 53 is pulled by a center-hole jack 51 via PC steel rods 52. In this pull-out test, a tensile force is applied at a rate of 1 mm per minute, and the pull-out test is terminated when one of the following conditions is met: the vertical members 10 break, the vertical members remain after the maximum pull-out load is reached, or the pull-out amount reaches 10% (=100 mm) of the length of the pull-out box. As shown in the figure, the center-hole jack 51 is equipped with a center-hole load meter 60.

[0044] Figure 9(a) shows a graph of the results of the pull-out test, illustrating the relationship between the pull-out resistance τ and the confining pressure σ (corresponding to normal stress) determined by the pull-out test. As shown in the figure, the embankment reinforcement material 100 of the present invention can achieve a pull-out resistance three times or more that of the conventional geotextile shown in Figure 11, and can also achieve a pull-out resistance 1.3 times or more that of the conventional embankment reinforcement material disclosed in Patent Document 2 (see Figure 13). It can be seen that the embankment reinforcement material 100 of the present invention has extremely high pull-out resistance performance.

[0045] As described above, the embankment reinforcement material 100 used in the embankment reinforcement method of the present invention has high pull-out resistance due to the distinctive configuration of the vertical members 10 and the intersection connections 30. Therefore, when designing the depthwise laying intervals and horizontal laying extension of the embankment reinforcement material 100 in the embankment section 200, it is possible to widen the depthwise laying intervals and shorten the horizontal laying extension compared to conventional embankment reinforcement materials. Therefore, it is possible to reduce the labor and costs of embankment reinforcement compared to conventional methods.

[0046] Furthermore, because the horizontal members 20 can be inserted into any joint of the vertical members 10, it is possible to appropriately set the mesh size of the embankment reinforcement material 100 to accommodate embankment materials with large particle sizes such as cobblestones 220, and the vertical members 10 and horizontal members 20 can be easily assembled in the manufacturing factory. Therefore, it is possible to provide an embankment reinforcement method using the embankment reinforcement material 100, which is extremely low cost and highly versatile compared to conventional embankment reinforcement materials.

[0047] Figure 10(a) shows the laying mode of embankment reinforcement material when using a conventional embankment reinforcement material (see Figure 13) such as that disclosed in Patent Document 2. That is, in the case of conventional embankment reinforcement material, the spacing between vertical members is 75 mm and the spacing between horizontal members is 350 mm, and in the embankment section 200, it is necessary to install 11 layers of embankment reinforcement material at laying intervals of 300 to 1000 mm in the vertical direction.

[0048] On the other hand, by using the embankment reinforcement material 100 of the present invention, as shown in Figure 10(b), due to the improved tensile strength and intersection strength of the vertical members 10, the vertical member spacing can be set to 125 to 250 mm, the horizontal member spacing to 350 mm, and the embankment reinforcement effect can be obtained by installing about six rows of embankment reinforcement material 100 in the embankment section 200 at vertical laying intervals of 750 to 1700 mm.

[0049] In this way, according to the embankment reinforcement material 100 and embankment reinforcement method of the present invention, it is possible to significantly reduce the number of vertical members 10 used and the number of layers of embankment reinforcement material 100 laid compared to when conventional embankment reinforcement material (see Figure 13) is used, thereby making it possible to halve material costs and construction labor.

[0050] (Other embodiments) Although an embodiment of the embankment reinforcement material and embankment reinforcement method of the present invention has been described above with reference to the drawings etc., the specific configuration is not necessarily limited to the above-described embodiment.

[0051] For example, in the above-mentioned embodiment, a material in which aramid fiber is coated with polyethylene is used as the vertical member 10, but the material is not necessarily limited to this, and it is possible to manufacture a braid using materials other than those in the above-mentioned embodiment as long as they have high tensile strength and low bending rigidity and can firmly hold the horizontal member 20. In addition, the numbers of the raw yarns 1, yarn bundles 2, and PE-coated articles 3 of the above-mentioned fiber material can be changed as appropriate.

[0052] In addition, in the above-mentioned embodiment, the mesh size of the embankment reinforcement material 100 corresponding to the case where the embankment material is gravel 220 is set to 125 to 200 mm x 350 mm, but it is not necessarily limited to such mesh size, and it is possible to set an appropriate mesh size depending on the particle size of the embankment material, etc.

[0053] Furthermore, the embankment reinforcement method of the present invention is particularly suitable for use as a stone wall reinforcement method for repairing and restoring stone walls of castles, castle ruins, etc. In other words, since the masonry stones 210 and backing stones used in stone walls of castles, castle ruins, etc. are important cultural assets, they may not be permitted to be processed or have fixing devices attached, and it may not be possible to fix reinforcement materials to the masonry stones 210 or retaining walls, as in conventional reinforcement methods. Furthermore, conventional geotextiles and conventional embankment reinforcement materials such as those disclosed in Patent Document 2 (see Figure 13) have a small mesh size, which causes the large-grained masonry stone layer to separate.

[0054] However, even under such conditions, with the embankment reinforcement material 100 of the present invention, the spacing between the vertical members 10 can be increased to increase the mesh size, and the embankment reinforcement material 100 alone can exhibit high pull-out resistance performance, making it suitable for use with the embankment reinforcement material 100 of the present invention and this embankment reinforcement method. A stronger reinforcing effect can be expected if the embankment reinforcement material 100 of the present invention is fixed to a retaining wall or building stones, but a significant reinforcing effect can be obtained even if it cannot be fixed to building stones 210 of cultural properties, etc.

[0055] Furthermore, the application range of the embankment reinforcement method of the present invention is not limited to the stone walls mentioned above, but can be applied to general embankments, as well as the backside embankments of various types of retaining walls and the backside embankments of retaining walls. Furthermore, the embankment material is not limited to the pebbles used in the above examples, and the same effects as those of the above examples can be obtained with coarse-grained soil such as boulders, gravel, and crushed stone.

[0056] The scope of the present invention is defined by the claims rather than the above description of the embodiments, and includes all modifications within the meaning and scope of the claims. The specific materials, dimensions, shapes, etc. described in the above examples can be modified within the scope of solving the problems of the present invention. [Explanation of symbols]

[0057] 1. Raw yarn 2 Thread bundle 3 PE coated products 4 PE bundle 10 Vertical members 20 Crosspiece 30 Intersection Connection 32 Chamfered part 33 Opening 50 Pull-out test equipment 51 Center hole jack 52 PC steel bar 53 Extraction jig 54 Air spring 55 Loading plate 60 Center-hole type load cell 66 Pressure Sensor 200 Embankment 210 Building stone 220 Chestnut Stone

Claims

1. a plurality of longitudinal members made of braided cord; A plurality of the vertical members and a plurality of horizontal members connected in a lattice pattern are provided, The intersection connection portion where the vertical member and the horizontal member are connected is formed by inserting the horizontal member through a joint of the vertical member, The cross members are steel bars or fiber rods An embankment reinforcement material characterized by:

2. The vertical members are made by weaving a plurality of fiber bundles, The horizontal members have higher rigidity than the vertical members. The embankment reinforcement material according to claim 1.

3. The fiber yarn bundle is made up of a plurality of polyethylene-coated fiber yarns. The embankment reinforcement material according to claim 2.

4. The vertical members are heat-tensioned before being connected to the horizontal members. An embankment reinforcement material according to any one of claims 1 to 3.

5. A grid-like embankment reinforcement material is formed by inserting horizontal members made of steel bars or fiber rods at predetermined intervals into the gaps between a plurality of vertical members made of braided cords; The formed multiple embankment reinforcement materials are laid in layers at predetermined intervals within the embankment. This is an embankment reinforcement method characterized by:

6. The embankment is a stone wall The embankment reinforcement method according to claim 5.

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