JP7131767B2 - Reinforcement embankment structure and construction method of reinforcement embankment - Google Patents

Description

The present invention relates to a reinforced embankment structure and a method for constructing a reinforced embankment, in which a grid-like or net-like embankment reinforcing material is embedded in the embankment and the slope surface is covered with cast-in-place concrete.

As disclosed in Patent Documents 1 to 3, it is known to provide a wall structure made of concrete on the slope of a reinforced embankment constructed by laying embankment reinforcing material inside. For example, Patent Literatures 1 and 2 disclose structures in which precast concrete blocks or concrete panels are installed along the slope.

Specifically, in Patent Document 1, an inclined wall surface is provided by raising the edge of an embankment reinforcing material formed by lattice reinforcing bars, and a hook attached to the back side of the wall block is hooked to the horizontal reinforcing bar of the wall surface. An installation method is disclosed.

On the other hand, in Patent Document 2, a ring piece attached to the back surface of a concrete panel and a ring piece provided at the tip of the slope side of a rod-shaped tension member or reinforcing bar grid having a bearing plate assembled in a net shape are provided. , pin-coupled structures are disclosed.

In Patent Document 3, when constructing a retaining wall by casting in place, a slope formation frame L-shaped in side view is placed at the end of a geotextile reinforcing sheet, and the spacing between forms for cast in place concrete is An anchoring structure is disclosed in which one end of a spacer rod for holding a slope is connected to a slope forming frame. Since the concrete placing pressure acts on this slope formation frame, the corners between the metal slope frame and the ground frame are reinforced with angles.

JP-A-8-232266 JP-A-5-118038 JP-A-4-108915

However, as disclosed in Patent Literatures 1 and 3, when hooking a wall block or fixing one end of a spacer rod on a raised wall, the wall must be reinforced so that it does not fall down. It is necessary to increase the rigidity. On the other hand, the method of connecting two ring pieces with a pin as disclosed in Patent Document 2 requires a lot of time and effort during processing of the ring pieces and on-site connection work.

SUMMARY OF THE INVENTION Accordingly, it is an object of the present invention to provide a reinforced embankment structure and method for constructing a reinforced embankment, which can increase the anchoring force of concrete covering a slope with a simple structure and is excellent in workability.

In order to achieve the above object, the reinforced embankment structure of the present invention is a reinforced embankment structure in which a grid-like or net-like embankment reinforcing material is embedded in the embankment and the slope surface is covered with cast-in-place concrete. an embankment reinforcing material laid laterally inside the embankment and having an edge hanging down along the slope surface; a reinforcing bar body arranged substantially parallel to the slope surface; and one end connected to the reinforcing bar body. and a fixing material whose other end is hooked to the mesh of the embankment reinforcing material, and a concrete body filled around the reinforcing bar body and the fixing material to cover the slope surface.

Here, the embankment reinforcing material may be made of geotextile. Further, the anchoring material can be configured to be hooked on the upper portion of the hanging portion of the embankment reinforcing material. Further, it is preferable that the fixing material is formed in a Z shape.

In addition, the invention of a method for constructing a reinforced embankment is a method for constructing a reinforced embankment in which grid-like or net-like embankment reinforcing materials are buried inside the embankment, and the slope surface is covered with cast-in-place concrete. a step of arranging the embankment reinforcement so that the edge of the embankment reinforcement hangs down along the slope surface when laying the embankment reinforcement on the upper surface formed by spreading the embankment material evenly to a height; a step of arranging reinforcing bars substantially parallel to each other and hooking a fixing member connected to the reinforcing bars to the eyes of the embankment reinforcing material hanging down on the slope surface; and a step of filling concrete so as to cover the

In the reinforced embankment structure or construction method of the reinforced embankment of the present invention configured as described above, the edge of the embankment reinforcement material laid laterally inside the embankment hangs down along the slope. Then, the other end of the fixing material, one end of which is connected to the reinforcing bar body of cast-in-place concrete covering the slope surface, is hooked on the eye of the embankment reinforcing material. It is possible to increase the anchoring force of the concrete covering the slope with a simple structure in which such an anchoring material is hooked on the hanging portion of the embankment reinforcing material, and it is excellent in workability.

Also, even if the embankment reinforcement material is geotextile, if it hangs down along the slope surface, it can be made to function as a resistance part for enhancing the fixing force without special reinforcement. Furthermore, if the fixing material is hooked to the upper part of the sagging part of the embankment reinforcing material, the fixing effect can be demonstrated at an early stage, and even if the first hooked part is broken, it will be fixed to the lower eye. Since the material is caught, it is possible to prevent the fixing force from suddenly decreasing. By making the shape of the fixing material Z-shaped, it is possible to facilitate processing and hooking.

It is an explanatory view showing the configuration of the main part of the reinforcing embankment structure of the present embodiment. 1 is a cross-sectional view showing the overall configuration of a reinforcing embankment structure of the present embodiment; FIG. It is a front view of the stretched concrete showing the positional relationship between the drooping portion of the embankment reinforcement and the fixing reinforcing bar. It is sectional drawing of the embankment which performed the test which confirms fixing force. FIG. 2 is a diagram for explaining the configuration of two specimens with different fixing methods, in which (a) is a case without anchoring reinforcing bars, and (b) is a front view and cross-sectional view of a case with anchoring reinforcing bars. FIG. 4 is an explanatory diagram showing an outline of a peeling test in which the loading direction is horizontal. FIG. 10 is a diagram showing the results of a horizontal loading test, in which (a) is a displacement-load relation diagram of a case without anchoring reinforcing bars and (b) a case with anchoring reinforcing bars. It is explanatory drawing which showed the outline|summary of the peeling-off test from which a loading direction is a glue surface perpendicular direction. It is a diagram showing the results of a load test in the direction perpendicular to the slope surface, where (a) is a case without anchoring reinforcing bars, and (b) is a displacement-load relationship diagram for a case with anchoring reinforcing bars.

BEST MODE FOR CARRYING OUT THE INVENTION Hereinafter, embodiments of the present invention will be described with reference to the drawings. FIG. 1 is an explanatory diagram showing an enlarged configuration of a main part of a reinforcing embankment structure 1 described in this embodiment, and FIG. 2 is a diagram for explaining the overall configuration of the reinforcing embankment structure 1.

First, the overall configuration will be described with reference to FIG. 2. The embankment 2 is provided on the foundation ground. In the reinforced embankment structure 1 described in the present embodiment, an embankment reinforcing material 3 is embedded inside an embankment 2 . By burying the embankment reinforcing material 3 inside the embankment 2, the lack of strength of the embankment material (soil quality) can be compensated. That is, the embankment 2 can be provided with tensile strength and shear strength by sandwiching the embankment reinforcing material 3 having high tensile strength between the embankment materials.

As the embankment reinforcing material 3, a lattice-like or net-like sheet material such as geotextile, wire mesh, and lattice reinforcing bars can be used. Geotextiles are flexible reinforcements made from fibers of polymeric materials and plastics. As indicated by the dashed lines in FIG. 3, numerous meshes (voids) are formed in both the grid-like embankment reinforcement 3 and the net-like embankment reinforcement.

The embankment 2 is formed by spreading the embankment material evenly from the foundation ground every predetermined thickness (height) and compacting it by rolling. In FIG. 2, the first embankment reinforcing material 3A is laid on the upper surface of the first layer, and the layer thickness control material 21 is laid on the upper surface of the second layer. Then, the embankment reinforcing material 3 is laid again on the upper surface of the sixth layer.

The embankment reinforcing material 3 embedded in the upper part of the embankment 2 is a horizontal laying portion 31 that is laid horizontally, which is the lateral direction, and hangs down along the slope surface 2a at the edge integral with the horizontal laying portion 31. and a hanging portion 32 . The embankment material is spread evenly on the upper surface of the horizontal laying portion 31 and rolling compaction is performed.

In the embankment 2 constructed in this manner, a slope 2a is formed as an inclined surface. The slope 2a can be formed at any angle, but since the embankment reinforcing material 3 imparts a tensile reinforcing effect, the steep slope 2a can also be formed.

In the reinforced embankment structure 1 of the present embodiment, the slope surface 2a is covered with cast-in-place concrete for protection. That is, a concrete covering 5, which is a concrete body, is provided with a constant thickness along the slope 2a. In the interior of this stretched concrete 5, a reinforcing bar body 4 is embedded as a tensile resistance.

FIG. 1 is a cross-sectional view for explaining the relationship between an embankment 2, an embankment reinforcing material 3, and a concrete covering 5. As shown in FIG. Here, let L be the length of the hanging portion 32 that hangs down along the slope 2a. Within the range of this hanging length L, the reinforcing bar body 4 of the stretched concrete 5 and the hanging portion 32 are connected.

Here, details of the reinforcing bar body 4 will be described with reference to FIG. 3 . The reinforcing bar body 4 is composed of vertical reinforcing bars 41 extending substantially parallel to the inclination direction of the slope surface 2 a and horizontal reinforcing bars 42 extending in the horizontal direction perpendicular to the vertical reinforcing bars 41 . A plurality of vertical reinforcing bars 41 are arranged substantially parallel to each other at intervals in the width direction of the slope surface 2a (the direction perpendicular to the plane of FIG. 1). On the other hand, a plurality of horizontal reinforcing bars 42 are arranged substantially parallel to each other at intervals in the inclination direction of the slope surface 2a.

As shown in FIG. 1, the fixing reinforcing bar 6, which is the fixing material, has an upper piece 61, which is one end, connected to the reinforcing bar body 4, and a lower piece 62, which is the other end. It is hooked on the mesh of the grid of the part 32 . The anchoring reinforcing bar 6 is formed in a substantially Z shape in which an upper piece portion 61 and a lower piece portion 62 extend substantially parallel in opposite directions.

The upper piece 61 of the fixing reinforcing bar 6 is bound to the vertical reinforcing bar 41 adjacent to the upper piece 61 by, for example, a cord. Therefore, it is not necessary to arrange the upper piece 61 according to the position of the horizontal reinforcing bar 42 . Further, in FIG. 1, the fixing reinforcing bars 6, 6 are arranged in two stages in the direction of inclination according to the hanging length L of the drooping part 32, but they may be arranged in only one stage in the upper stage. Moreover, when the sagging length L is long, three or more tiers of fixing reinforcing bars 6, . . . can be arranged.

In addition, as shown in FIG. 3, this embodiment shows an example in which the anchoring reinforcing bar 6 is arranged for each vertical reinforcing bar 41, but this is not a limitation, and the anchoring force can be adjusted according to the required anchoring force. , the anchoring reinforcing bars 6 can be arranged at arbitrary intervals such as skipping one or skipping two.

Next, a method for constructing a reinforcing embankment according to this embodiment will be described.
First, as described above, the embankment 2 is built up to a predetermined height by repeating the leveling and rolling of the embankment material layer by layer from the foundation ground. Then, when reaching the height at which the embankment reinforcing material 3 is laid, the horizontally laid portion 31 of the embankment reinforcing material 3 is laid on the upper surface, and the edge protruding toward the slope surface 2a hangs down along the slope surface 2a. and arranged as a hanging portion 32 .

Subsequently, the embankment material is laid evenly over the horizontal laying portion 31 and rolled to form the uppermost surface of the embankment 2 . On the other hand, vertical reinforcing bars 41, . . . and horizontal reinforcing bars 42, .

Then, in the region of the reinforcing bar body 4 that overlaps the drooping portion 32 of the embankment reinforcing material 3, the lower piece portion 62 of the anchoring reinforcing bar 6 is inserted into the mesh of the grid of the drooping portion 32, and the upper piece portion 61 is inserted into the adjacent vertical reinforcing bar 41. Tie it with a wire. Arrangement of the anchoring reinforcing bars 6 can be performed in about 15 seconds per one.

By hooking the fixation reinforcing bars 6, . Subsequently, concrete is filled around the reinforcing bar body 4 and the anchoring reinforcing bar 6 so as to form the surface layer of the slope 2a to construct the concrete covering 5.例文帳に追加

Next, a test conducted to confirm the fixing force of the concrete covering 5 of the reinforced embankment structure 1 of the present embodiment will be described with reference to FIGS. 4 to 9. FIG.
FIG. 4 is a cross-sectional view of the embankment 2 on which the test was performed. In the interior of this embankment 2, embankment reinforcing materials 3 and 3A are embedded. Moreover, in order to conduct the test on both the upper and lower embankment reinforcements 3, 3A, the drooping portions 32, 32 were provided on both.

Then, the specimens 7 having a size corresponding to the length L of the drooping portion 32 (see FIG. 1) were arranged respectively. FIG. 5 shows the configurations of two specimens 7A and 7B with different fixing methods. Since the specimens 7A and 7B are both formed into rectangular parallelepipeds of 500 mm×500 mm×150 mm, they will be referred to as the specimen 7 unless they are distinguished from each other.

Vertical reinforcing bars 71 and horizontal reinforcing bars 72 are arranged in the specimen 7 . In addition, in the fixing method B in which the fixing reinforcing bar 73 is present, the substantially Z-shaped fixing reinforcing bar 73 is arranged for each vertical reinforcing bar 71 . Further, bolt holes 74 for mounting eyebolts 75 and fixing bolts were provided on the upper surface side of the specimen 7 .

This test is a peeling test for confirming the fixing strength of the fixing reinforcing bar 73 by applying a force to peel the test piece 7 from the glue surface 2a. In this peeling test, the specimen 7 was pulled by hydraulic jacks 76 and 77, and the load of the jacks and the displacement of the specimen 7 were measured.

FIG. 6 shows an overview of the peeling test performed on the lower stage of the glue surface 2a. In this test, a hydraulic jack 76 was arranged so that the specimen 7 could be peeled off in the horizontal direction. Two hydraulic jacks 76 are arranged at intervals in the direction perpendicular to the plane of FIG.

In addition, a retaining wall and a reaction force portion 762 fixed thereto by an anchor are provided at a position facing the test piece 7 in the lower stage, and the hydraulic jacks 76 and 76 are placed horizontally toward the test piece 7 . A load cell 761 is arranged between the hydraulic jack 76 and the reaction force portion 762 so as to measure the force when the cylinder of the hydraulic jack 76 contracts.

Then, the tip of the hydraulic jack 76 and the eyebolt 75 attached to the test piece 7 were connected by a wire 763, and the hydraulic jack 76 was contracted to apply a force to pull the test piece 7 off in the horizontal direction.

FIG. 7 shows the test results of horizontal loading. FIG. 7(a) shows the relationship between the specimen displacement and the tensile load in the case where there is no anchoring reinforcing bar, and FIG. 7(b) shows the relationship between the specimen displacement and the tensile load in the case where the anchoring reinforcing bar is present. In this figure, the load is arranged as the total value of the measured values of the two load cells 761, 761 on the left and right, and the displacement is arranged as the average value of the displacements measured at the four corners of the specimen 7. FIG.

From this test result, the maximum load was about 2.6 kN (10.4 kN/m ² ) and the average displacement of the test piece was 45.65 mm in the fixing method A that does not use fixing reinforcing bars. On the other hand, in the fixing method B using the fixing reinforcing bars 73, the maximum load was about 3.9 kN (15.6 kN/m ² ), and the average displacement of the specimen at that time was 219.98 mm.

In the fixing method B, the maximum load was increased by about 1.5 times compared to the fixing method A, and since the number of fixing reinforcing bars 73 installed on the specimen 7B was three, the fixing load was about 0.44 kN per fixing reinforcing bar. There has been an increase in strength.

From the test results of this fixing method B, it can be seen that the displacement progresses rapidly when the tensile load exceeds 2.0 kN, and it can be seen that the same tendency is observed in the fixing method A as well. This result indicates that the specimen 7 began to peel off from the drooping portion 32 when the tensile load reached around 2.0 kN.

Further, in the fixing method B, the fixing reinforcing bars 73 did not contribute to the increase in fixing strength at this time, and the magnitude of the load was close to that of the fixing method A up to a displacement amount of about 50 mm. However, in the fixing method B, the load increases again after the displacement amount exceeds 150 mm, and it can be seen that the effect of the fixing reinforcing bar 73 appears.

Such results in the horizontal loading peeling test are due to the behavior of the specimen 7 being peeled off from the top of the embankment reinforcing material 3 . In this peeling test, the left, right, and lower three sides of the specimen 7 are free edges that do not restrain the hanging part 32, and only the upper side where the hanging part 32 is laid in the embankment 2 It is considered that the behavior of peeling off from the upper part was attributed to the fact that it was restrained by the

Moreover, it is considered that the anchoring reinforcing bar 73 exhibited its effect at the stage when the drooping portion 32 was peeled off from the upper portion of the specimen 7 and the peeled region reached the vicinity of the anchoring reinforcing bar 73 . For this reason, in order to efficiently exhibit the fixing effect of the fixing reinforcing bar 73 to the embankment reinforcing material 3, it is necessary to fix the reinforcing bar 73 at the upper part of the drooping part 32 that hangs down on the slope 2a as much as possible so that the displacement of the concrete 5 is minimized. It is considered effective to allow the fixing reinforcing bars 73 to exhibit their effects from a small level.

Regarding the state of the drooping portion 32 of the embankment reinforcing material 3 after the peeling test, in the fixing method A, the drooping portion 32 was peeled off without noticeable damage, whereas in the fixing method B, there was a portion where the fixing reinforcing bar 6 was hooked. The reinforcing material was broken. As can be seen from the test results shown in Fig. 7, after reaching the maximum load of about 3.9 kN at a displacement of about 175 mm, the load value did not suddenly drop to 0 kN, but after a certain amount of decrease, the load increased again. , the behavior of decreasing again after increasing to a certain extent is repeated.

In short, as the displacement of the specimen 7B progresses, the load borne by the reinforcing material of the drooping portion 32 and the anchoring reinforcing bar 6 increases, but the reinforcing material strands around the anchoring reinforcing bar 6 gradually break. It is presumed that the load was repeatedly increased and decreased in a stepwise manner. In FIG. 7, the reason why the load value drops to near 0 kN during loading is that the setup is changed when the stroke of the hydraulic jack 76 becomes full.

FIG. 8 shows an overview of the peel test performed on the upper stage of the glue surface 2a. In this test, a hydraulic jack 77 was arranged so that the specimen 7 could be peeled off in the direction perpendicular to the slope. Specifically, a pair of hydraulic jacks 77 , 77 and a reaction beam 772 form a gate-shaped loading section for the specimen 7 in the upper stage. Through this reaction beam 772, a connecting rod 774 having one end joined to a fixing plate 773 fixed by a bolt screwed into the bolt hole 74 on the upper surface of the test piece 7 is passed, and from the slope 2a of the reaction beam 772, A locking nut 775 is installed so that movement in the away direction is limited.

A load cell 771 is arranged between the hydraulic jack 77 and the H-shaped steel arranged on the slope 2a so as to measure the force when the cylinder of the hydraulic jack 77 expands. When the hydraulic jacks 77, 77 are extended in this state, a force is applied to the test piece 7 via the reaction beam 772, the connecting rod 774, and the fixing plate 773 to pull it off in the direction perpendicular to the slope.

Moreover, the hanging portion 32 on the peripheral surface of the specimen 7 was restrained by H-shaped steel, and the load was applied. Furthermore, unlike the horizontal loading method, the specimen 7 was constrained so as not to rotate during loading, and the specimen 7 was pulled up in the direction perpendicular to the slope.

FIG. 9 shows the test results of loading in the direction perpendicular to the slope. FIG. 9(a) shows the relationship between the specimen displacement and the tensile load in the case where there is no anchoring reinforcing bar, and FIG. 9(b) shows the relationship between the specimen displacement and the tensile load in the case where the anchoring reinforcing bar is present. In this figure, the load is arranged by summing the measured values of the load cells 771, 771 at two points on the upper and lower sides of the slope, and the displacement is arranged by the average value of the displacements measured at the four corners of the specimen 7.

From this test result, the maximum load was about 6.9 kN (27.6 kN/m ² ) in the fixing method A that does not use fixing reinforcing bars, and the average displacement of the test piece at that time was 92.01 mm. On the other hand, in the fixing method B using the fixing reinforcing bars 73, the maximum load was about 10.3 kN (41.2 kN/m ² ), and the average displacement of the specimen at that time was 69.22 mm.

In the fixing method B, the maximum load was increased by about 1.5 times compared to the fixing method A, and since the number of fixing reinforcing bars 73 installed on the specimen 7B was three, the fixing load was about 1.15 kN per fixing reinforcing bar. There has been an increase in strength.

Comparing the test results of the fixing method A and the test results of the fixing method B, the maximum load value increases in the fixing method B, and the displacement amount until reaching the maximum load decreases. Therefore, unlike the above-described horizontal peeling test, the test piece 7B does not peel off from the upper edge of the drooping portion 32, and the reinforcing effect of the fixing reinforcing bar 6 is exhibited from the initial stage of loading. I understand. It is considered that this is because the entire boundary surface between the specimen 7B and the drooping portion 32 exerted a uniform resistance against the anchoring reinforcing bar 6 that was hooked.

In addition, as shown in FIG. 9(b), even in the peeling test in the direction perpendicular to the slope surface, the load increased and decreased in a stepwise manner. are presumed to break in sequence.

Next, the operation of the reinforcing embankment structure 1 and the construction method of the reinforcing embankment according to the present embodiment will be described.
In the reinforced embankment structure 1 of the present embodiment configured in this way, the drooping portion 32, which is the edge of the embankment reinforcing material 3 that is laid laterally inside the embankment 2, hangs down along the slope surface 2a. be done.

An upper piece 61, which is one end of the anchoring reinforcing bar 6, is connected to the reinforcing bar body 4 inside the covering concrete 5 covering the slope surface 2a formed by cast-in-place concrete, and a lower piece 62, which is the other end, is connected to the reinforcing bar body 4. The eyes of the drooping portion 32 are hooked.

With such a simple structure that the anchoring reinforcing bar 6 is hooked to the drooping portion 32 of the embankment reinforcing material 3, the anchoring force of the concrete 5 can be increased. In addition, in this method of constructing a reinforcing embankment, the fixing reinforcing bars 6 for increasing the fixing force can be installed in a short time by simply inserting them into the eyes of the drooping parts 32 and binding them with wire. Excellent in nature.

Furthermore, even if the embankment reinforcing material 3 is made of a flexible material such as geotextile, if it hangs down along the slope surface 2a instead of standing up, the fixing force can be increased without special reinforcement. It can function as a resistance part for

In addition, since the anchoring reinforcing bar 6 is hooked to the drooping portion 32 of the embankment reinforcing material 3, in addition to the anti-slip effect due to the self weight of the concrete 5, it is possible to increase the resistance to the inertial force during an earthquake. . As a result, the stability of the stretched concrete 5 during an earthquake can be enhanced.

Furthermore, if the anchoring reinforcing bar 6 is hooked to the upper part of the drooping part 32 of the embankment reinforcing material 3, the anchoring force will be exerted from an early stage after the displacement of the concrete 5 occurs. Moreover, even if the reinforcing material strand at the first hooked portion is broken, the anchoring reinforcing bar 6 is caught by the reinforcing material strand at the lower eye, so that the anchoring force can be prevented from decreasing rapidly.

Such fixing reinforcing bars 6 having a Z-shape can be easily manufactured by bending the reinforcing bars. In addition, since the Z-shape makes it easy to adjust the height, the shape can be adjusted according to the distance between the reinforcing bar body 4 and the drooping portion 32 . Furthermore, if it is Z-shaped, the straightly extending lower piece 62 can be easily inserted into the eye of the drooping portion 32 to create a hooked state.

Although the embodiment of the present invention has been described in detail with reference to the drawings, the specific configuration is not limited to this embodiment. Included in the invention.

For example, in the above-described embodiment, the substantially Z-shaped fixing reinforcing bar 6 was described as an example, but it is not limited to this. Any fixing material having a portion and a portion for connecting to the reinforcing bar body 4 may be used.

1: Reinforced embankment structure 2: Embankment 2a: Slopes 3, 3A: Embankment reinforcing material 31: Horizontal laying part 32: Hanging part (hanging part, edge)
4: Reinforcement body 5: Tension concrete (concrete body)
6: Fixing reinforcing bar (fixing material)
61: upper piece (one end)
62: Lower piece (other end)

Claims (4)

A reinforced embankment structure in which a lattice-like or net-like embankment reinforcing material is embedded inside the embankment and the slope surface is covered with cast-in-place concrete,
an embankment reinforcing material laid laterally inside the embankment and having an edge hanging down along the slope;
a reinforcing bar body arranged substantially parallel to the slope;
a fixing member having one end connected to the reinforcing bar body and having the other end hooked to the embankment reinforcing member;
a concrete body filled around the reinforcing bar body and the fixing material and covering the slope surface ;
The reinforcing embankment structure , wherein the fixing material is formed in a Z shape . The reinforced embankment structure according to claim 1, wherein the embankment reinforcement is made of geotextile. 3. The reinforcing embankment structure according to claim 1, wherein the fixing material is hooked to the upper portion of the hanging portion of the embankment reinforcement. A method for constructing a reinforced embankment in which a lattice-like or net-like embankment reinforcing material is buried inside the embankment and the slope surface is covered with cast-in-place concrete,
When laying the embankment reinforcing material on the upper surface formed by spreading the embankment material evenly to a predetermined height, arranging the embankment reinforcing material so that the edge of the embankment reinforcing material hangs down along the slope surface;
a step of arranging a reinforcing bar body substantially parallel to the slope surface and hooking a Z-shaped fixing member connected to the reinforcing bar body to the eyes of the embankment reinforcing material hanging down on the slope surface;
A method of constructing a reinforcing embankment, comprising the step of filling concrete around the reinforcing bars and the fixing material so as to cover the slope surface.

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