JP2021004470A - Reinforcement structure for filling soil - Google Patents

Abstract

To provide a reinforcement structure for filling soil using reinforcement members applicable for various types of filling materials and having high pulling resistance performance.SOLUTION: A reinforcement structure for filling soil includes: reinforcement members 100 for filling soil placed to form a plurality of layers in the filling soil to reinforce the filling soil; and wall surface reinforcement members (400, 500, 600) integrally arranged in slope part sides of the plurality of reinforcement members 100 for filling soil and reinforcing slope parts of the filling soil, wherein the reinforcement members 100 for filling soil comprise a plurality of vertical members 10, and a plurality of horizontal members 20 connected in a matrix shape through the plurality of vertical members 10 and opening-connecting members 31. Annular parts 11 are formed with the vertical members 10 by passing endless parts of the vertical members 10 at openings 33 of the opening-connecting members 31, and the horizontal members 20 are inserted in the annular parts 11, to be installed in the filling soil.SELECTED DRAWING: Figure 18

Description

The present invention relates to an embankment reinforcement structure capable of reinforcing the embankment.

Conventionally, for the purpose of stabilizing and reinforcing the embankment, a method of laying a geotextile as a reinforcing material in the embankment has been adopted. FIG. 23 shows a plan view of the geotextile 300 as an example of a conventional reinforcing material. The geotextile 300 has a 40 mm square mesh consisting of a vertical member 310 in which high-strength polyester fibers are coated with polypropylene and having extremely high tensile strength, and a horizontal member 320 that is heat-welded and connected to the vertical member 310. It is a reinforcing material to be formed, and is laid substantially horizontally at predetermined intervals in the depth direction of the embankment.

Further, as a publicly known document, in Patent Document 1, as shown in FIGS. 24A and 24B, a reinforcing rope 1 is installed as a vertical member in the embankment material 3, and a knot 11 is provided on the reinforcing rope 1. At the same time, an invention relating to a structure of a reinforcing embankment in which a wire rod 5 provided with a resistance plate 6 is installed as a horizontal member between each knot 11 is disclosed.

Further, FIG. 25 shows a cross-sectional view disclosed in FIG. 1 of Patent Document 2. As a masonry wall reinforcing structure, an elastic member is installed in front of the masonry block to prevent the masonry block from collapsing or falling. The invention to be used is disclosed.

Japanese Unexamined Patent Publication No. 4-118419 Japanese Unexamined Patent Publication No. 2013-221371

However, the reinforcing method described in Patent Document 1 cannot ensure stable quality, such as not being able to easily tie a knot 11.

Further, in the conventional geotextile 300 as shown in FIG. 23, when the embankment material is an embankment material having a large particle size such as chestnut stone, boulder, or gravel, the mesh size of the grid (the one shown in the figure is 40 mm × 40 mm). ) Is too small for the particle size, so there is a problem that the meshing of boulders and the like is rather hindered. Therefore, it is conceivable to make a geotextile with a widened mesh, but when the mesh is widened, the number of intersections of the vertical member 310 and the horizontal member 320 per unit area is reduced, and the vertical member 310 is used. The intersection with the cross member 320 is likely to break, and there is a risk that the pull-out resistance performance from the embankment will be lowered.

In addition, although the conventional geotextile 300 has high tensile strength and tensile rigidity, the bending rigidity is very small, so that there is a problem that the restraining effect of chestnut stone or the like cannot be sufficiently obtained.

Further, in the invention disclosed in Patent Document 2, since only the wall surface portion of the masonry wall is reinforced, no reinforcement measures are taken against the earth pressure acting from the inside of the embankment, and the masonry block. The effect of suppressing the collapse and fall of the masonry block by the elastic member installed on the front surface of the stone wall was limited.

Therefore, an object of the present invention is to provide an embankment reinforcing structure using an embankment reinforcing material which is applicable to various embankment materials and has high pull-out resistance performance.

1) A plurality of embankment reinforcing materials 100 laid in layers in the embankment to reinforce the embankment, and a wall surface integrally provided on the method side of the plurality of the embankment reinforcing materials 100 and reinforcing the embankment method. The embankment reinforcing member 100 includes a reinforcing member (400, 500, 600), and the embankment reinforcing member 100 is connected to a plurality of vertical members 10 and the plurality of vertical members 10 in a grid pattern via an opening coupling member 31. The cross member 20 is provided, and the annular portion 11 made of the vertical member 10 is formed through the endless portion of the vertical member 10 through the opening 33 of the opening coupling member 31, and the horizontal member 20 is inserted into the annular portion 11. An embankment reinforcement structure characterized by being laid in the embankment.

According to the configuration of 1) above, the characteristic connection configuration of the vertical member and the horizontal member by the opening coupling member 31 makes it possible to increase the strength of the intersection between the vertical member and the horizontal member as compared with the conventional case, and widen the mesh. Even so, it is possible to secure the pull-out resistance performance of the embankment reinforcing material 100 against the embankment. Further, it is possible to set an appropriate mesh size according to the particle size of the embankment material, and the position of the opening coupling member 31 can be easily changed to set the mesh size between the vertical member and the horizontal member. Therefore, it is possible to reinforce the embankment with high pull-out resistance performance without hindering the meshing between the embankments, from the embankment material having a small particle size to the embankment material having a large particle size.

Further, as shown in the respective embodiments of FIGS. 12, 15, and 18, the wall surface reinforcing members 400, 500, and 600 are installed on the law side of the plurality of embankment reinforcing members 100 laid in layers. The slope can be integrally reinforced by the embankment reinforcing material 100 of each layer, and for example, the stone 210 forming the slope can be effectively suppressed from being contained or collapsed.

2) The embankment according to 1) above, wherein one end is locked to the cross member 20 of the embankment reinforcing member 100, and the other end further has a slope tension member 300 fixed to a slope. Reinforced structure.

According to the configuration of 2) above, in addition to the effect obtained by the configuration of 1) above, for example, as shown in each embodiment of FIGS. 12 and 15, the embankment 210 forming the slope is likely to be contained. The pulling resistance force of the embankment reinforcing member 100 can be counteracted by the pulling resistance force of the embankment reinforcing member 100 via the method part tension member 300, and the embankment method part can be effectively reinforced.

3) The embankment reinforcement structure according to 2) above, wherein the wall surface reinforcing member 400 is formed in a net shape and is provided on the slope, and is locked to the other end of the slope tension member 300.

According to the configuration of 3) above, in addition to the effects obtained by the configurations of 1) and 2) above, for example, as shown in the embodiment of FIG. 12, the embankment 210 forming the slope is about to be contained. The force to be applied can be received by the wall surface reinforcing member 400 formed in a net shape and provided on the slope, and the force can be counteracted by the pull-out resistance force of the embankment reinforcing member 100 via the method tension member 300. Therefore, the embankment can be effectively reinforced.

4) The embankment reinforcing structure according to 1) or 2) above, wherein the wall surface reinforcing member connects the end portions of the embankment reinforcing material provided in a layered manner on the method side to each other.

According to the configuration of 4) above, in addition to the effects obtained by the configuration of 1) or 2) above, for example, as shown in the embodiment of FIG. 15 or 18, a plurality of embankment reinforcing materials provided in layers are provided. Since the side ends of the 100 law parts are integrally connected to each other by the wall surface strengthening member 500 or the wall surface strengthening member 600, the force that the embankment 210 forming the slope and the surrounding law parts tend to confine. On the other hand, the pull-out resistance forces of the plurality of embankment reinforcing members 100 are integrated to resist. As a result, the embankment can be effectively reinforced.

5) The embankment reinforcement structure according to any one of 1) to 4) above, further comprising a pull-out resistance member 700 provided at an end portion of the embankment reinforcement 100 on the inner side of the embankment.

According to the configuration of 5) above, in addition to the effect obtained by any of 1) to 4) above, as shown in FIG. 21, the pull-out resistance member 700 fixed to the end of the embankment reinforcing member 100 supports the support. The pressure resistance makes it possible to further improve the pull-out resistance of the embankment reinforcing material 100.

6) The embankment is a stone wall. The embankment reinforcement structure according to any one of 1) to 5) above.

According to the configuration of 6) above, the high pull-out resistance performance of the embankment reinforcing material 100 makes it possible to firmly reinforce the Kuriishi layer and reduce the pressure applied to the stone wall stone 210, and the stone wall 210. It is possible to integrally reinforce the method portion including the above with the embankment reinforcing material 100 of each layer, and it is possible to effectively prevent the stone wall 210 from confining or collapsing.

The plan view of the embankment reinforcement material in the Example of this invention is shown. It is a plan view (a) and a cross-sectional view (b) which schematically show the intersection connection part of the embankment reinforcing material in the Example of this invention. It is a schematic construction sectional view (a) and a detailed schematic sectional view (b) of the embankment reinforcing material in the Example of this invention. It is a top view (a) and a cross-sectional view (b) of the intersection tensile test apparatus in the Example of this invention. It is an enlarged plan view (a) and the cross-sectional view (b) which show the intersection tensile test mode of the intersection connection part in this invention. It is a table (a) explaining the outline of the intersection tensile test of the intersection connection part in this invention, and the table (b) which shows the result of the intersection tensile test. It is sectional drawing which shows the other embodiment of the intersection connection part in this invention. It is a top view (a) and a sectional view (b) of the pull-out test apparatus of the embankment reinforcing material in the Example of this invention. It is the specification table (a) of the conventional geotextile used in the pull-out test of the embankment reinforcement material in this invention, and the specification table (b) of the embankment reinforcement material 100 of this Example. It is a table (a), a calculation formula (b), and a result graph (c) which show the pull-out test result of the embankment reinforcing material in this invention. It is a distribution map of the shaft strain measured at the time of the pull-out test of the embankment reinforcing material in the present invention, (a) is a distribution map in the conventional geotextile, and (b) is a distribution map in the embankment reinforcing material of the present invention. It is a schematic cross-sectional view which shows an example of the embankment reinforcement structure in Embodiment 1 of this invention. It is a top view of the part A of FIG. It is a front view (a) of the wall surface strengthening member 400 in Embodiment 1 of this invention, and is the enlarged front view (b) of a pull-out prevention part 320. It is a schematic cross-sectional view which shows an example of the embankment reinforcement structure in Embodiment 2 of this invention. It is a top view (a) of the part A of FIG. 15, and the front view (b) which shows the shape of the washer 321 in the pull-out prevention part 320. It is a side view of A part and B part of FIG. It is a schematic cross-sectional view which shows an example of the embankment reinforcement structure in Embodiment 3 of this invention. It is a front view of the part A of FIG. It is a schematic cross-sectional view (a) which showed the installation mode of the embankment reinforcing material 100 in Embodiment 3 of this invention, and is the enlarged view (b) of part B of FIG. It is the top view (a) which showed the installation mode of the pull-out resistance member 700 in the Example of this invention, and the sectional view (b) AA of the pull-out resistance member 700. It is a schematic cross-sectional view which showed another embodiment of the pull-out resistance member 700 in the Example of this invention. It is a top view explaining the conventional reinforcing material product. It is a reference drawing from Patent Document 1 explaining the prior art. It is a reference drawing from Patent Document 2 explaining the prior art.

Hereinafter, the embankment reinforcement structure of the present invention will be described with reference to the drawings.

As an example of the embankment reinforcement structure of the present invention, FIG. 1 shows an example of the embankment reinforcement 100 used in the main embankment reinforcement structure by a plan view. As shown in the figure, the embankment reinforcing material 100 is formed in a grid pattern by intersecting a plurality of flexible vertical members 10 and a plurality of rigid horizontal members 20, and the direction of the force acting in the embankment during an earthquake (Fig. F). ), The flexible vertical member 10 is laid in the embankment so as to extend in the same direction. The "front side" in the figure is where an inclined surface such as a stone wall stone wall or a retaining wall is located.

Further, the broken line portion A in FIG. 1 corresponds to the intersection connecting portion 30 between the flexible vertical member 10 and the rigid horizontal member 20, and FIG. 2A is an enlarged plan view of the broken line portion A and FIG. 1B is a sectional view. It is shown. As shown in the figure, in the intersection connecting portion 30 in this embodiment, a part (endless portion) of the flexible vertical member 10 is passed through the opening 33 of the opening joining member 31, and the flexible vertical member 10 and the opening joining member 10 are passed through. An annular portion 11 is formed between the ring portion 11 and the ring portion 11. Then, by inserting the rigid cross member 20 through the annular portion 11, the flexible vertical member 10 and the rigid cross member 20 are connected by the intersection connecting portion 30.

Note that FIG. 2 shows an example in which the washer M16 for high-strength bolts is used as the opening coupling member 31, and the opening coupling member 31 of this embodiment has an outer diameter (D) of 32 mm and an inner diameter (d). ) 17 mm and thickness (t) 4.5 mm.

Further, the washer M16 for high-strength bolts used as the opening coupling member 31 in this embodiment is on the side opposite to the surface on which the rigid cross member 20 is arranged, as shown in the cross-sectional view of FIG. 2B. A chamfered portion 32 is formed on the edge of the opening 33 of the surface of the surface. Therefore, even if a large tensile force is applied to the flexible vertical member 10 and the flexible vertical member 10 and the end of the opening 33 of the washer M16 for high-strength bolts come into strong contact with each other, the chamfered portion 32 provides flexibility. The flexible vertical member 10 is hard to break by preventing the load from being concentrated on one point of the vertical member 10.

Further, in the present embodiment illustrated in FIG. 2, a round steel of φ12 is used as the rigid cross member 20, and a conventional geotextile vertical member in which high-strength polyester fiber is coated with polypropylene is used as the flexible vertical member 10. There is. That is, by using a material having high tensile strength and tensile rigidity as the flexible vertical member 10, high resistance performance is exhibited even if a large tensile force acts on the embankment reinforcing material 100 at the time of an earthquake or the like, and the flexible vertical member is exhibited. The low flexural rigidity of the material 10 makes it possible to improve the filling property of the embankment material around the embankment reinforcing material 100 without hindering the meshing of the embankment material having a large particle size such as chestnut stone.

Further, when a material having high bending rigidity such as steel bar is used as the rigid cross member 20, the embankment material is firmly restrained, and in the case of an embankment material having a large particle size such as chestnut stone, the movement and rotation of the embankment material are suppressed. At the same time, the pull-out resistance performance of the embankment reinforcing material 100 from the embankment can be further improved.

Subsequently, FIG. 3A shows an example of the installation mode of the embankment reinforcing material 100 of this embodiment. As shown in the figure, the embankment reinforcing material 100 of this embodiment has a configuration corresponding to a case where the embankment material of the embankment portion 200 is a chestnut stone having a particle size of 50 to 200 mm. That is, it is generally said that the texture of the geotextile needs to be secured 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. In the example, the interval W between the flexible vertical members 10 shown in FIG. 1 is set to 80 mm corresponding to the embankment having a maximum particle size of 200 mm, and the interval between the rigid cross members 20 is restrained in order to restrain the rotation and movement of the embankment during an earthquake. L is 120 mm.

The embankment reinforcing material 100 of the present invention may be arranged in any direction as long as it is arranged substantially horizontally in the embankment, but as in the embankment reinforcing material 100 of the above embodiment, the embankment inclined surface is particularly abbreviated. By arranging the flexible vertical members 10 in the orthogonal direction and arranging the rigid horizontal members 20 in the substantially parallel direction of the embankment inclined surface, the embankment can be effectively reinforced. That is, the embankment 220 is restrained by the rigid cross member 20 (in this embodiment, a round steel of φ12) having high flexural rigidity against the tension as shown by the arrow on the slip surface shown in FIG. 3A. The rotation and movement of the 220 are suppressed, and the pull-out resistance of the embankment reinforcing material 100 from the Kuriishi layer can be increased. Further, as shown in the detailed cross-sectional view of FIG. 3B, it is possible to reduce the pressure applied to the stone building 210 by suppressing the rotation / movement of the chestnut stone 220 and preventing the sinking.

Furthermore, the flexible vertical member 10 (in this example, a material in which high-strength polyester fiber is coated with polypropylene) having high tensile strength and tensile rigidity and low bending rigidity ensures the filling property of chestnut stone around the embankment reinforcing material 100. While doing so, it becomes possible to resist slipping.

(Characteristics of intersection connection)
The embankment reinforcement 100 used in the embankment reinforcement structure of the present invention has a characteristic configuration as described above at the intersection connection portion 30 between the rigid horizontal member 20 and the flexible vertical member 10. That is, unlike the conventional method of connecting the vertical member and the horizontal member by heat welding or connecting the wire to the knot, in the present invention, the opening coupling member 31 having a predetermined strength is used. The rigid horizontal member 20 and the flexible vertical member 10 are firmly connected by the method described above, and the embankment reinforcing member 100 is configured to sufficiently resist pulling out.

Therefore, in the following, the test mode and the result of the intersection tensile test of the intersection connection portion 30 in the embankment reinforcing material 100 will be described.

FIG. 4 shows a top view (a) and a cross-sectional view (b) of the intersection tensile test device 70, and a test piece of the intersection connection portion 30 is installed in the illustrated broken line portion A of the intersection tensile test device 70. .. Further, FIG. 5 shows an enlarged plan view (a) of the broken line portion A and a cross-sectional view (b) of BB of the enlarged plan view (a). The broken line portion A is provided with a reaction force stand 74 and a mounting base 75 on which the test body is placed, and the intersection connection portion 30 serving as the test body is mounted on the mounting base 75 in the manner shown in FIG. .. Then, a tensile force is applied to the flexible vertical member 10 by the center hole jack 71 in the direction of the arrow in the drawing, and the reaction force is received by the reaction force pedestal 74 via the rigid cross member 20.

That is, as shown in FIGS. 4 and 5, one end of the flexible vertical member 10 extending from the intersection connecting portion 30 mounted on the mounting table 75 is wound around a drawing jig 73 to be fixed, and the drawing is performed. The jig 73 is configured to be pulled by the center hole jack 71 via the PC steel rod 72. In this intersection tensile test, a tensile force is applied at a speed of 100 mm per minute, and as shown in the figure, a center hole load meter 80 and wire displacement meters 81 and 82 are provided.

FIG. 6A shows the setting conditions of the test piece tested by using the intersection tensile test device 70. Each test piece uses a conventional product in which high-strength polyester fiber is coated with polypropylene as the flexible vertical member 10, and two types of round steel φ12 and deformed bar steel D13 are used as the rigid horizontal member 20. Further, as the opening coupling member 31, the high-strength bolt washers M16 and M22, the flat washers M18, the eye nut M8, and the spring washers M16 are used alone or in combination for testing.

FIG. 6B shows the specifications of the 10 various test pieces and the results of the intersection tensile test. The flexible vertical member 10 used in this test uses the vertical member 310 of the conventional geotextile 300 as shown in FIG. 23, but is connected to the horizontal member 320 by heat welding to the vertical member 310. The tensile strength until the vertical member 310 was peeled off was 0.813 kN. Considering this, it can be seen that the intersection connection portion 30 between the flexible vertical member 10 and the rigid horizontal member 20 using the opening coupling member 31 in the present invention has a very high tensile strength.

Further, from the above test results, it can be seen that the tensile strength of the high-strength bolt washer is higher than that of the flat washer used as the opening coupling member 31. This is because a chamfered portion 32 as shown in FIG. 2 or the like is formed on the edge of the opening 33 of the washer for a high-strength bolt, so that a strong tensile force is applied to the flexible vertical member 10 to form the opening 33. This is because even if the flexible vertical member 10 comes into strong contact with the edge, the load is suppressed from being concentrated and applied to one point, and the flexible vertical member 10 is less likely to break. Therefore, it can be said that it is more preferable to form the chamfered portion 32 at least on the edge of the opening 33 in which the flexible vertical member 10 contacts.

FIG. 7 shows a plurality of connection forms of the intersection connection portion 30 in this embodiment (note that “No.” in the figure corresponds to the test result table of FIG. 6 (b)), and FIG. 7 shows. In No. 1, the flat washer M18 was used as the opening coupling member 31, in No. 2, the high-strength bolt washer M16 was used as the opening coupling member 31, and in No. 3, the opening coupling member 31 had high strength. Two bolt washers M16 were stacked and used, but in No. 5, the deformed steel bar D13 was connected using the high-strength bolt washer M16 as the opening coupling member 31, and in No. 6, the opening coupling member 31 was used. In No. 10 and No. 10, a mode in which a deformed steel bar D13 is connected by using an eye nut M8 as an opening coupling member 31 is shown. In each case, a conventional product in which high-strength polyester fiber is coated with polypropylene is used as the flexible vertical member 10, and No. 5 in FIG. 7 and No. 10 in FIG. 7 are deformed steel bars D13 as the rigid cross member 20. Various connection forms using round steel φ12 are shown.

(Pulling friction performance)
The embankment reinforcing material 100 used in the embankment reinforcing structure of the present invention has a grid shape in which the rigid horizontal member 20 and the flexible vertical member 10 are connected by the intersection connecting portion 30 due to the characteristic configuration of the intersection connecting portion 30 described above. In addition to being formed in, it is possible to easily set an appropriate mesh size according to the particle size of the embankment material, and it has extremely high pull-out resistance performance compared to conventional geotextiles. .. Therefore, in the following, the test mode of the pull-out test of the embankment reinforcing material 100 of this example and the test result thereof will be described in comparison with the conventional geotextile.

FIG. 8A shows a top view of the drawing test apparatus 50, and FIG. 8B shows a cross-sectional view. As shown in the figure, a box is formed in the drawing test device 50 to construct a layer of Kuriishi 220 having a square shape of 1 m and a height of 1.2 m, and the embankment reinforcing material 100 of this embodiment is laid in the middle portion. .. Further, a loading plate 55 and an air spring 54 are provided on the upper portion of the chestnut stone 220 so that a predetermined loading load is applied based on the measurement by the pressure sensor 66.

Then, the ends of the plurality of flexible vertical members 10 extending from the laid embankment reinforcing material 100 are wound around the drawing jig 53 and fixed, and the drawing jig 53 is fixed to the center hole jack via the PC steel rod 52. It is configured to be pulled by 51. In this pull-out test, a tensile force is applied at a speed of 1 mm per minute, and at the end of the pull-out test, the flexible vertical member 10 breaks or remains in a residual state after the pull-out load is maximized, or the pull-out amount is the pull-out box. The end condition is that the length is 10% (= 100 mm) of the above length.

Further, as shown in the drawing, the center hole jack 51 is provided with a center hole type load gauge 60, and further, in order to measure each displacement amount, contact type displacement gauges 62, 64 and wire type displacement gauges 61, 63, 65. , Strain gauges 67 are installed in various places.

In this pull-out test, in addition to the embankment reinforcing material 100 of this example, a conventional geotextile is used as a comparison target. FIG. 9 (a) shows the specifications of the conventional geotextile, and FIG. 9 (b) shows the specifications of the embankment reinforcing material 100 of this embodiment.

The result of the pull-out test is shown in FIG. 10 (a), and among the test results, the pull-out friction strength τ is calculated by the formula -1 shown in FIG. 10 (b). Further, FIG. 11 shows the relationship between the axial strain μ measured by a plurality of strain gauges 67 installed in the horizontal direction of the reinforcing material in the pull-out test and the position of the measurement point from the pull-out port as a distribution diagram for each tensile load. 11 (a) shows the measurement results of the conventional geotextile, and FIG. 11 (b) shows the measurement results of the embankment reinforcing material 100 of this embodiment. From the results shown in FIGS. 11 (a) and 11 (b), it can be seen that the conventional geotextile transmits the tensile force over the entire length in the pulling direction, and the conventional geotextile as a whole resists pulling out. .. On the other hand, in the embankment reinforcing material 100 of this embodiment, the tensile force is transmitted only to about half (400 to 500 mm) of the drawing side, and only the first half of the embankment reinforcing material 100 resists pulling out. I understand. That is, the embankment reinforcing material 100 of the present embodiment has the high intersection strength of the intersection connecting portion 30, the high pull-out resistance due to the rigid cross member 20, and the appropriate meshing with respect to the particle size of the chestnut stone 220. It is recognized that only the first half of 100 resists pulling out. Therefore, the pull-out resistance length L of the formula-1 is 1.0 m in the case of the conventional geotextile, and 0.5 m in the case of the embankment reinforcing material 100 of the present embodiment, and the pull-out friction strength τ is obtained.

Further, the graph shown in FIG. 10 (c) shows the relationship between the pull-out friction strength τ and the normal stress σ obtained by the pull-out test, but is compared with the conventional geotextile of the present embodiment. It can be seen that the embankment reinforcing material 100 has a very high pull-out resistance performance.

As described above, the embankment reinforcing material 100 used in the embankment reinforcing structure of the present invention has a high pull-out resistance performance due to the configuration of the characteristic intersection connection portion 30. Therefore, when designing the laying interval in the depth direction or the laying extension in the horizontal direction in the embankment portion of the embankment reinforcing material 100, the laying interval in the depth direction may be increased or the laying interval in the horizontal direction may be increased as compared with the conventional geotextile. It is possible to shorten the laying extension. Therefore, it is possible to save labor and reduce the cost of embankment reinforcement as compared with the conventional structure.

Further, as described above, the characteristic configuration of the intersection connection portion 30 makes it possible to easily set the mesh size according to the particle size of the embankment material and the like. Therefore, as compared with the conventional geotextile, It is possible to provide an embankment reinforcing structure using an extremely versatile embankment reinforcing material 100.

(Other embodiments)
Although an embodiment of the embankment reinforcement structure of the present invention has been described above with reference to the drawings, the specific configuration is not necessarily limited to the above-described embodiment.

For example, in the above embodiment, a material obtained by coating high-strength polyester fiber with polypropylene was used as the flexible vertical member 10, but the material is not necessarily limited to such a material, and has high tensile strength and low flexural rigidity. It is also possible to use a material other than the above-described embodiment as long as it is a material that can firmly hold the rigid cross member 20.

Further, in the above embodiment, the round steel φ12 and the deformed steel bar D13 are used as the rigid cross member 20, but the material is not necessarily limited to such a material, and any material having high flexural rigidity can be used in the above embodiment. It is also possible to use materials other than.

Further, in the above embodiment, as the opening coupling member 31, an embodiment in which a flat washer M18, a high-strength bolt washer M16 and M22, a high-strength bolt washer M16 are stacked, an eye nut M8, and the like are used has been shown. It is not necessarily limited to these, and has a predetermined strength and an opening, and the rigid cross member 20 can be connected to the opening through a part (endless portion) of the flexible vertical member 10 as in the above-described embodiment. If it is, another member may be used as the opening coupling member 31. For example, the shape / dimension of the opening coupling member 31 and the shape / dimension of the opening 33 may be a rectangular shape, and for the dimensions, the flexible vertical member 10 is passed through the opening 33 and the rigid cross member 20 is used. Can be used as appropriate as long as it can be properly held and connected.

Further, in the above embodiment, the mesh size is set to 80 mm × 120 mm as the embankment reinforcing material 100 corresponding to the case where the embankment material is chestnut stone, but the mesh size is not necessarily limited to such mesh size. As described above, the configuration of the characteristic intersection connection portion 30 of the present invention makes it possible to appropriately set an appropriate mesh size according to the particle size of the embankment material and the like.

Further, in the above embodiment, as shown in the cross-sectional view of FIG. 3B, a form in which the rigid cross member 20 is arranged on the upper side of the opening coupling member 31 has been exemplified, but the form is not necessarily limited to such a form. Instead, the rigid cross-section member 20 may be arranged under the opening coupling member 31.

Further, the embankment reinforcement structure of the present invention can be particularly preferably applied as a stone wall reinforcement structure for restoration and restoration of stone walls such as castles and castle ruins. In other words, since the stone walls and back chestnut stones used for stone walls such as castles and castle ruins are important cultural properties, they may not be allowed to be processed or attached with fixing devices, so they are conventional. As in the case of a reinforcing structure, it may not be possible to fix the reinforcing material to a stone wall or a retaining wall. Further, in the conventional geotextile, the chestnut stone layer having a small mesh size and a large particle size is divided, but even under such a condition, the mesh size can be freely changed as in the present invention, and the embankment reinforcing material 100 alone can be used alone. A main embankment reinforcement structure capable of exhibiting high pull-out resistance performance can be preferably applied. Therefore, if the embankment reinforcing material 100 of the present invention is fixed to a retaining wall or a stone, a more reinforcing effect can be expected, but even if it cannot be fixed to a stone such as a cultural property, a large reinforcing effect can be obtained.

Further, the scope of application of the embankment reinforcement structure of the present invention is not limited to the above-mentioned stone wall, but is applied not only to the general embankment part, but also to the back side embankment part of various retaining walls and the back side embankment part of the earth retaining part. It is possible to do. Further, the embankment material is not limited to the embankment stone of the above embodiment, and coarse-grained soil such as boulders, gravel materials, and crushed stones can obtain the same effect as the effect of the embankment reinforcement structure of the present invention described above.

[Reinforcement structure of the law]
Next, various embodiments capable of reinforcing the slope including the embankment slope and suppressing the collapse and swelling of blocks and stones installed on the embankment slope will be described with reference to each drawing.

(Embodiment 1)
FIG. 12 shows an example of the reinforcing structure of the law portion in the first embodiment. As shown in the figure, in the present embodiment, the method tension member 300 is installed through the joint. Then, one end of the method tension member 300 is locked to the rigid cross member 20 at the slope side end of the embankment reinforcing material 100, and the pull-out prevention portion 320 is attached to the surface side end of the stone building 210. Is provided. In this embodiment, the above-mentioned method part tension members 300 are provided at an installation interval of about ² to 3 pieces / m ² .

Further, on the surface side of the stone building 210, the wall surface reinforcing member 400 covers the surface of the stone building 210, and the wall surface strengthening member 400 is locked to the pull-out prevention portion 320, so that the law portion including the stone building 210 is formed. , Suppresses collapse and impregnation.

Although the top view of the part A in FIG. 12 is shown in FIG. 13, the method part tension member 300 of the present embodiment is composed of a hook bolt 301, a pipe type turnbuckle 302, and an anchor bolt 303, and is an anchor. A washer 321 and a nut 322 are attached to the end of the bolt 303 as a pull-out prevention portion 320.

That is, the hook bolt 301 is locked to the rigid cross member 20 at the slope side end of the embankment reinforcing member 100 as shown in the figure. With such a configuration, even if the force that the stone building 210 tries to contain is applied to the washer 321 and the pulling force in the direction of the arrow is generated in the method part tension member 300, the pull-out resistance force of the embankment reinforcing material 100 causes the stone building 210. It is configured to counter the forces of the law department, including the one, which is trying to collapse or conceive.

Although the method tension member 300 of the present embodiment is made of M12 (SUS304), it is not necessarily limited to such a member, and the dimensions, shape, and material can be appropriately set. is there. Further, although it is not essential to use the pipe type turnbuckle 302, by using this, the work efficiency is improved when adjusting the length dimension of the method part tension member 300 according to the construction site. It becomes possible.

Subsequently, FIG. 14 shows a front view of the wall surface strengthening member 400 installed so as to cover the surface of the stone building 210. The wall surface strengthening member 400 used in the present embodiment is a net-shaped member in which a hard steel wire having a diameter of 4 mm is woven as shown in the drawing, and the tensile strength in the vertical direction shown in the drawing is 70 kN / m per unit width. Have. The mesh size is a = 143 mm and b = 83 mm. Further, since the hard steel wire is coated with Zn / Al plating and the plating is coated with saturated polyester (PET), it is a member having extremely high weather resistance.

Further, since the wall surface strengthening member 400 has a flexible structure that is relatively easily deformed in the lateral direction due to the braided mode shown in the figure, for example, when the embankment slope is curved in the extension direction, Even if there is an uneven portion in the extension direction, the wall surface strengthening member 400 can be installed according to the alignment in the extension direction of the embankment slope. On the other hand, since it has a rigid structure that is not easily deformed in the vertical direction, for example, even if the stone building 210 is to be contained, the displacement of the stone building 210 can be suppressed by the rigid structure in the vertical direction. ..

Further, the wall surface strengthening member 400 is configured to be locked to the anchor bolt 303 of the above-mentioned method tension member 300, and specifically, as shown in the enlarged view of FIG. 14B, the engagement member 400 is engaged. The wall surface strengthening member 400 and the anchor bolt 303 are connected by the stop ring 323, and further, by tightening the nut 322, the lock ring 323 is sandwiched between the washer 321 and the surface of the stone 210. There is.

(Embodiment 2)
FIG. 15 shows an example of the reinforcing structure of the law portion in the second embodiment. In the present embodiment, one end of the method tension member 300 is locked to the rigid cross member 20 at the slope side end of the embankment reinforcing material 100 to prevent the stone 210 from coming off at the surface side end. The unit 320 is configured. Further, in the present embodiment, the above-mentioned method part tension members 300 are installed at intervals of 6 pieces / m.

As shown in FIG. 16, the pull-out prevention portion 320 has a relatively large washer 321 attached as a pressure receiving plate to counter the force that the law section including the stone building 210 tries to conceive. As the washer 321, a round washer having a diameter of 100 to 200 mm as shown in FIG. 16B, a square washer having a square shape of 100 to 200 mm, or the like can be used. It is preferable to use one having a size that appropriately functions as a pressure receiving plate according to the size of the joint of 210.

Further, the above-mentioned method part tension member 300 in the present embodiment includes an anchor bolt 303 and an embankment as shown in FIGS. 16A and 17 which are enlarged views of parts A and B of FIGS. 15 and 15. It has a reinforcing material locking portion 330 provided at the end on the side, and the reinforcing material locking member 330 is a rigid cross member of the embankment reinforcing material 100 as shown by an angle piece 332 fixed by a nut 331. It is locked to 20. With such a configuration, the law section tension member 300 is configured to counter the force that the law section including the stone building 210 tries to conceive by the pull-out resistance force of the embankment reinforcing member 100.

Although the method tension member 300 of the present embodiment is made of M12 (SUS304), it is not necessarily limited to such a member, and the dimensions, shape, and material can be appropriately set. is there. Further, as a method of locking the embankment reinforcing member 100 to the rigid cross member 20, it is also possible to apply the locking method using the hook bolt 301 described in the first embodiment.

Further, unlike the first embodiment described above, the present embodiment does not install the wall surface reinforcing member 400 on the surface of the stone building 210, but is shown in FIGS. 15 to 17 in the vicinity of the reinforcing material locking portion 330. A wall surface strengthening member 500 is provided.

That is, although the side views of the parts A and B in FIG. 15 are shown in FIG. 17, the anchor bolts 303 of the method tension member 300 located in the vertical direction are installed for each installation span of the embankment reinforcing material 100. The wall surface strengthening member 500 is provided so as to apply a tensile force in the direction of the arrow.

In the wall surface strengthening member 500, anchor bolt locking portions 520 are provided at both ends of all screw bolts 523, and in the anchor bolt locking portion 520, the angle piece 521 fixed by the nut 522 is used to pull the member 300. Anchor bolt 303 is locked.

With this configuration, the slope side ends of the embankment reinforcing members 100 arranged in layers are connected by the plurality of wall surface reinforcing members 500, so that the slopes including the stone 210 are collapsed or confined. It is possible to make the plurality of layers of the embankment reinforcing material 100 integrally resist the force to be applied.

Further, since the wall surface reinforcing member 500 in the present embodiment is installed in the embankment, the appearance of the stone building 210 is more aesthetically pleasing than the method in which the wall surface reinforcing member 400 is exposed on the surface of the stone building 210 as in the first embodiment. There is little damage. Therefore, it can be suitably applied to the reinforcement of stone walls of castles and the like.

(Embodiment 3)
FIG. 18 shows an example of the reinforcing structure of the law portion in the third embodiment. In the present embodiment, as shown in the schematic cross-sectional view of FIG. 20 (a), the embankment reinforcing members 100a, 100b, and 100c arranged in each layer are extended upward as shown in the vicinity of the law section. There is.

Further, in the present embodiment, as in the above-described second embodiment, the wall surface reinforcing member 600 is provided, and the plurality of layers of the embankment reinforcing members 100a, 100b, and 100c are integrally formed by the plurality of the wall surface reinforcing members 600. , It is configured to counter the collapse of the law, including the embankment 210, and the force to conceive.

More specifically, the front view of the part A in FIG. 18 is shown in FIG. 19, but the wall surface reinforcing members 600 are provided at predetermined intervals and are installed by alternately changing the pulling direction as shown by the arrows. Has been done. With such a configuration, the embankment reinforcing members 100a, 100b, and 100c can form an integral surface in the vicinity of the method. In this embodiment, the wall surface strengthening members 600 are installed at intervals of 6 pieces / m. Further, the mesh size L shown in the drawing can be appropriately set according to the size of the chestnut stone 220 and the like.

Subsequently, an enlarged view of part B in FIG. 19 is shown in FIG. 20 (b). In the wall surface reinforcing member 600 in the present embodiment, in order to apply a force in the arrow direction as shown in FIG. 19 to the rigid cross members 20 of the embankment reinforcing members 100a, 100b, 100c located in the vertical direction, all the screw bolts 623 Rigid cross member locking portions 620 are provided at both ends. In the rigid cross member locking portion 620, the rigid cross member 20 is locked by the angle piece 621 fixed by the nut 622.

With the above configuration, the embankment reinforcing members 100a, 100b, and 100c arranged in layers are connected by the plurality of wall surface reinforcing members 600, so that the embankment reinforcing members 100a, 100b, and 100c are connected by the plurality of wall surface reinforcing members 600. The embankment reinforcing materials 100a, 100b, and 100c are integrally resisted against the force to be conceived.

Further, since the wall surface strengthening member 600 in the present embodiment is installed in the embankment, there is no member exposed on the surface of the stone building 210 as in the above-mentioned first and second embodiments. Therefore, it can be suitably applied to the reinforcement of the stone wall of the castle without spoiling the aesthetic appearance of the stone building 210.

The wall surface reinforcing member 600 of the present embodiment is made of M12 (SUS304), but the present invention is not necessarily limited to such a member, and the dimensions, shape, and material can be appropriately set. ..

Although the first to third embodiments for reinforcing the slope including the embankment slope have been described above, in each of the embodiments, the stone building 210 and the chestnut stone 220 are integrated without any processing on the stone building 210. It has a reinforced structure that can withstand a huge earthquake of once every 100 to 1000 years. Therefore, the present invention is extremely suitable for protecting important cultural properties such as castles and stone walls of castle ruins.

(Terminal structure of embankment reinforcement 100)
As described above, the embankment reinforcing material 100 in the present invention can significantly suppress the collapse of the embankment and the embankment of the embankment due to the high pull-out resistance, but it is pulled out to the end of the embankment reinforcing material 100 inside the embankment. By forming the resistance member 700, it is possible to obtain even higher pull-out resistance performance.

That is, FIG. 21 shows a top view (a) and a side view (b) of the pull-out resistance member 700, but in the present embodiment, the unequal side angle steel 721 and the rigid cross member 20 are shown. It is configured to be fixed by a U-bolt 722 and a nut 723 in the above manner. With such a configuration, the pull-out resistance can be improved by the bearing pressure resistance acting on the pull-out resistance member 700. The pull-out resistance member 700 is not necessarily used only for the unequal-sided angle steel 721, and for example, an equilateral angle steel, a channel steel, an H-shaped steel, or the like can obtain a considerable bearing resistance. If it is a member, it can be appropriately adopted.

Further, as another aspect of the withdrawal resistance member 700, as shown in the schematic cross-sectional view of FIG. 22, the embankment reinforcement 100 and the withdrawal resistance member 700 are installed from the middle to the bottom of the embankment reinforcement 100. It is also possible, and by doing so, it is possible to improve the pull-out resistance of the embankment reinforcing material 100 by applying earth pressure further above.

In addition, the scope of the present invention is shown by the scope of claims rather than the description of the above-described embodiment, and further includes all modifications within the meaning and scope equivalent to the scope of claims. In addition, the specific materials, dimensions, shapes, etc. described in the above examples can be changed as long as the problems of the present invention are solved.

10 Flexible vertical member 11 Ring part 20 Rigid cross member 31 Opening joint member 32 Chamfering part 33 Opening part 100 Embankment reinforcing material 220 Kuriishi 300 Legal tension member 400 Wall reinforcing member 500 Wall reinforcing member 600 Wall reinforcing member 700 Pull-out resistance member 721 Non- Equilateral angle steel

Claims (6)

An embankment reinforcing material that is laid in multiple layers in the embankment to reinforce the embankment,
It is integrally provided on the law portion side of the plurality of the embankment reinforcing materials, and also has a wall surface reinforcing member for reinforcing the law portion of the embankment.
The embankment reinforcing material includes a plurality of vertical members, and a plurality of horizontal members connected to the plurality of vertical members in a grid pattern via the opening coupling member, and the vertical member is formed in the opening of the opening coupling member. An embankment reinforcement structure characterized in that an annular portion made of the vertical member is formed through an endless portion, and the horizontal member is inserted through the annular portion and laid in the embankment. The embankment reinforcement structure according to claim 1, wherein one end is locked to the cross member of the embankment reinforcement, and the other end further has a slope tension member fixed to the slope. The embankment reinforcement structure according to claim 2, wherein the wall surface reinforcing member is formed in a net shape, is provided on the slope, and is locked to the other end of the law tension member. The embankment reinforcing structure according to claim 1 or 2, wherein the wall surface reinforcing member connects the end portions of the embankment reinforcing material provided in a layered manner on the law portion side to each other. The embankment reinforcement structure according to any one of claims 1 to 4, further comprising a pull-out resistance member provided at an end portion of the embankment reinforcement material on the inner side of the embankment. The embankment reinforcement structure according to any one of claims 1 to 5, wherein the embankment is a stone wall.