JP6347120B2 - Embankment reinforcement structure - Google Patents

Description

  The present invention relates to an embankment reinforcement structure extending along a river, road, railway embankment, or other river, road, railway embankment, or the like.

  Conventionally, as a reinforcement for embankments (bank bodies) of embankments such as rivers, the slope of the embankment is covered with a material with low water permeability or imperviousness, or the bottom edge on the bottom of the slope of the embankment In addition, it has been known to construct a steel sheet pile wall in the ground along the extending direction (continuous direction) of the embankment.

  However, the slope covering does not reinforce the strength of the embankment itself, and cannot prevent the embankment from being destroyed when a large external force acts on the embankment during an earthquake or flood. In addition, in order to stabilize the embankment foundation ground and prevent the leakage of water, it is effective to arrange the steel sheet pile wall at the butt as described above. It is impossible to prevent the embankment from collapsing at the steel sheet pile wall at the bottom.

In order to solve such a problem, techniques described in Patent Documents 1 and 2 are known.
As shown in FIG. 5, the technique described in Patent Document 1 is provided with two rows of steel sheet pile walls 3 made of steel sheet piles 2 along the continuous direction of the embankment 1 on the shoulder portion of the continuous embankment 1. By embedding the sheet pile wall 3 up to the support layer 4, the embankment 1 is reinforced against an external force that tries to collapse the embankment during an earthquake or a flood.
In particular, the steel sheet pile walls 3, 3 provided facing both shoulders are connected by a connecting member 6 such as a tie rod near the top end of the embankment 1, and such a structure is formed by the steel sheet pile walls 3, 3. The structural stability is enhanced within the area closed by 3 and expected to prevent embankment settlement during earthquakes and prevent bank breakage during floods.

Moreover, as shown in FIG. 6, the technique described in Patent Document 2 is provided with two rows of steel sheet pile walls 3 made of steel sheet piles 2 along the continuous direction of the embankment 1 on the shoulder of the continuous embankment 1. The steel sheet pile wall 3 has a depth shallower than the support layer 4 (liquefaction layer 5) and has a structure in which the steel sheet pile wall 3 is not collapsed during an earthquake or a flood.
By not incorporating the steel sheet pile wall 3 to the support layer 4, the vertical length of the steel sheet pile 2 constituting the steel sheet pile wall 3 is reduced, and the liquefied layer 5 is liquefied at the time of an earthquake, so that the seismic isolation effect is obtained. The stress generated in the steel sheet pile 2 is suppressed to a small level, and the required cross-sectional performance is reduced, thereby contributing to cost reduction. Further, a steel sheet pile wall 3 made of a steel sheet pile 2 may be applied to the bottom of the embankment 1 and used together.

JP 2003-13451 A JP 2012-7394 A

However, in the technique described in Patent Document 1, in the ground conditions where the support layer is located deep in the ground, the steel sheet pile that constitutes the steel sheet pile wall requires a long period of time. Become high.
In the technique described in Patent Document 2, the steel sheet pile constituting the steel sheet pile wall can be rooted at a shallower portion than the support layer, so that the length of root penetration is short and the cost can be reduced, but the steel sheet pile is sufficiently rooted. Compared to the structure, the steel sheet pile wall sinks at the time of the earthquake, and it is possible that the bank settlement suppression effect and bank breakage suppression effect (banking failure suppression effect) during flooding may be reduced. In addition, by the vibration test for the model levee, in the state where the steel sheet pile is not embedded to the support layer, the behavior of the steel sheet pile sinking with the surrounding ground during the earthquake has been confirmed.
Moreover, although the structure which used the steel sheet pile wall together in the method bottom part of embankment is also considered, a construction period and construction cost start, and the improvement degree of embankment settlement suppression effect by using together is small.

  The present invention has been made in view of the above circumstances, and even for ground conditions where the support layer is located deeply, it is sufficient to suppress bank settlement during earthquakes and bank breakage suppression effects during bank overflow (banking failure suppression The object is to provide an embankment reinforcement structure that can be expected to be effective and can reduce costs.

In order to achieve the above object, the embankment reinforcing structure of the present invention includes a steel sheet pile wall made of steel sheet piles and / or steel pipe sheet piles in a continuous direction of the embankment, in the range of the approximate top end of continuous embankments. In the embankment reinforcement structure in which one or more rows are provided and the steel sheet pile wall is embedded to a depth shallower than the support layer,
The steel support material rooted up to the support layer is discretely arranged at a predetermined interval in the continuous direction of the embankment at the bottom of the embankment,
The steel sheet pile wall is supported by the steel support material via the first connection material by the steel sheet pile wall and the steel support materials being coupled by the first connection material, respectively.
The first connecting member is provided along the slope of the embankment,
The first connecting members connected to the steel support members adjacent to each other in the continuous direction of the embankment intersect with each other .

In the present invention, the steel sheet pile wall provided in the range of the top of the embankment is rooted only to a depth shallower than the support layer. Although the steel support material provided at the embankment of the embankment is rooted up to the support layer, it is discretely arranged at predetermined intervals in the continuous direction of the embankment, so the steel sheet pile wall rooted up to the support layer Compared to the structure continuously provided along the continuous direction of the embankment, the construction period and construction cost can be reduced and the cost can be reduced.
Moreover, since a steel sheet pile wall is supported by the said steel support material via the 1st connection material by each connecting a steel sheet pile wall and each steel support material by the 1st connection material, at the time of an earthquake The settlement of the steel sheet pile wall inside the embankment can be suppressed, and the embankment settlement suppression effect at the time of an earthquake and the bank breakage suppression effect (banking failure suppression effect) at the time of overflow are expected.
Therefore, even for ground conditions where the support layer is located deeply, it can be expected to have a sufficient effect of suppressing bank settlement during earthquakes and bank breakage during flooding, and within the range of the top of the bank. The bottom end of the steel sheet pile wall was fixed to the liquefied layer, the steel support material of the buttock part was discretely installed at a predetermined interval in the continuous direction of the embankment, and these were joined by the first connecting material, Costs can be reduced while maintaining the above effects.
Moreover, the reinforcement effect of embankment can be exhibited also with respect to the vibration which excels in the continuous direction of embankment.

Further, another embankment reinforcing structure of the present invention has a steel sheet pile wall made of a steel sheet pile and / or a steel pipe sheet pile provided so as to extend downward from both shoulders of the substantially top end of the continuous embankment. In the embankment reinforcement structure provided along the continuous direction of the embankment, the steel sheet pile wall is embedded to a depth shallower than the support layer,
The steel support material rooted up to the support layer is discretely arranged at a predetermined interval in the continuous direction of the embankment at the bottom of the embankment,
The steel sheet pile wall is supported by the steel support material via the first connection material by the steel sheet pile wall and the steel support materials being coupled by the first connection material, respectively.
The first connecting member can withstand the inertia force of the embankment at the time of an earthquake, and the weight of the steel sheet pile wall even when the liquefied layer at a position shallower than the support layer is liquefied and the support force cannot be expected. The steel sheet pile walls are provided opposite to both shoulders of the embankment, and the steel sheet pile walls are discretely arranged at predetermined intervals in the continuous direction of the embankment. It is connected by the 2nd connection material, The said 2nd connection material cross | intersects, It is characterized by the above-mentioned .
In the present invention, even when the embankment vibrates or sinks during an earthquake, the first connecting material can withstand the inertial force of the embankment during the earthquake, and the liquefied layer liquefies and the steel sheet pile wall is liquefied. Even in a state where the supporting force cannot be expected, the first connecting member can support the weight of the steel sheet pile wall. Therefore, bank subsidence or bank breakage (bank breaking) can be reliably suppressed by the steel support member via the first connecting member.
Moreover, the said structure of this invention WHEREIN: It is preferable that the said steel support material is comprised by at least any one of a steel pipe, a steel sheet pile, and a shaped steel.
The shape steel may be any shape steel such as H-shaped steel, angle steel, groove-shaped steel, and I-shaped steel.

  According to such a structure, while being able to procure a steel support material easily, a steel sheet pile wall can be reliably supported via a 1st connection material.

Moreover, the said structure of this invention WHEREIN: The said 1st connection material may be provided along the slope of the said embankment.
Here, providing the first connecting material along the slope of the embankment means that the first connecting material is provided so as to be along the slope while being exposed from the slope of the embankment, or slightly more than the slope. On the lower side, it is provided so as to be along the slope in a state hidden by the slope.

  According to such a configuration, since the first connecting material is provided along the slope of the embankment, it is easy to install the first connecting material, and the first connecting material is connected to the upper end portion of the steel sheet pile wall. And can be easily connected to the upper end of the steel support.

Moreover, in the said structure of this invention, the said steel sheet pile wall is provided facing both the shoulders of embankment, and these steel sheet pile walls are discretely arrange | positioned by the predetermined interval in the continuous direction of the said embankment. It may be connected by a connecting material.
In this case, the connection location of the 1st connection material with respect to a steel sheet pile wall and the connection location of a 2nd connection material may be the same position or a different position in the continuous direction of embankment.

  According to such a configuration, it is possible to disperse and adjust the location where the stress is generated by selecting a position where the first connecting material and the second connecting material are connected.

  Moreover, the said structure of invention WHEREIN: At least one part of the said 1st connection material may be provided in the inside of the said embankment.

  According to such a structure, the ground of embankment becomes a buffer material and the bending deformation which generate | occur | produces in a 1st connection material is reduced.

  Moreover, the said structure of this invention WHEREIN: The said 1st connection material and the said steel sheet pile wall and / or the said steel support material may be pin-coupled.

  According to such a configuration, bending deformation acting on the first connecting member can be reduced.

  Moreover, the said structure of this invention WHEREIN: The rib embedded inside the said embankment may be provided in the said 1st connection material so that it may protrude from the said 1st connection material.

  According to such a structure, the resistance from the ground of embankment increases and the bending deformation of a 1st connection material is reduced.

  According to the present invention, even for ground conditions where the support layer is located deeply, it is possible to expect a sufficient bank settlement suppression effect during an earthquake and a bank breakage suppression effect during bank overflow (banking banking suppression effect), and Cost can be reduced.

BRIEF DESCRIPTION OF THE DRAWINGS The 1st Embodiment of the embankment reinforcement structure which concerns on this invention is shown, (a) is a top view which shows the outline of a embankment reinforcement structure, (b) is the same sectional side view. The 2nd Embodiment of the embankment reinforcement structure which concerns on this invention is shown, (a) is a top view which shows the outline of a embankment reinforcement structure, (b) is a front sectional view. The 3rd Embodiment of the embankment reinforcement structure which concerns on this invention is shown, and it is a sectional side view which shows the outline of an embankment reinforcement structure. The 4th Embodiment of the embankment reinforcement structure which concerns on this invention is shown, and it is a sectional side view which shows the outline of an embankment reinforcement structure. An example of the conventional embankment reinforcement structure is shown, (a) is a top view which shows the outline of a embankment reinforcement structure, (b) is the same sectional side view. The other example of the conventional embankment reinforcement structure is shown, (a) is a top view which shows the outline of an embankment reinforcement structure, (b) is the same sectional side view.

Hereinafter, embodiments of the present invention will be described with reference to the drawings.
(First embodiment)
1A and 1B are views showing a first embodiment of the present invention, in which FIG. 1A is a plan view showing an outline of an embankment reinforcing structure, and FIG. 1B is a side sectional view thereof.
As shown in FIGS. 1 (a) and 1 (b), the embankment reinforcement structure of the first embodiment is for reinforcing the embankment 1 serving as a dike such as the sea or a river.
The embankment 1 is a top end 1a having a horizontal upper surface at the highest part in the center. Inclined slopes 1b are formed on the left and right of the top end 1a, respectively, with the upper end of the slope 1b being the shoulder 1c and the lower end being the slope 1d.

In this embankment reinforcement structure, a steel sheet pile wall 3 made of a steel sheet pile 2 is embedded in a continuous embankment 1 to a depth shallower than the support layer 4. That is, the lower end portion of the steel sheet pile wall 3 reaches the liquefied layer 5 on the support layer 4. The steel sheet pile wall 3 is provided along the continuous direction of the embankment 1 (the vertical direction in FIG. 1A and the direction orthogonal to the paper surface in FIG. 1B). The steel sheet pile wall 3 is configured by connecting a plurality of steel sheet piles 2 in the continuous direction of the embankment 1. Furthermore, the steel sheet pile wall 3 is provided so as to extend downward from both the shoulder portions 1c and 1c of the top end 1a of the embankment 1.
The steel sheet pile 2 is placed so as to vertically penetrate the embankment 1 from both the shoulders 1c and 1c of the top end 1a of the embankment 1, reaches the liquefied layer 5 and is embedded in the liquefied layer 5. ing. By connecting such steel sheet piles 2 in the continuous direction of the embankment 1, steel sheet pile walls 3 and 3 that are opposed to each other and extend along the continuous direction of the embankment 1 are constructed. .

The heads (upper end portions) of the steel sheet pile walls 3, 3 are located at a height that is near the height of the top end 1 a of the embankment 1. And in the embankment 1, the structure frame | skeleton part 7 which consists of the ground cut off by the steel sheet pile wall 3 and 3 provided in 2 rows is formed.
The steel sheet pile walls 3, 3 not only block the seepage flow, which is the flow of water that has permeated from the river, but also prevent the seepage failure from occurring in the embankment 1. By forming the steel sheet pile walls 3 and 3 up to the approximate top end 1a of the embankment 1, the upper part of the embankment 1 is prevented from collapsing, and an external force is applied by an earthquake or a flood. Even if this works, the river is prevented from breaking down.

  Further, between the two rows of steel sheet pile walls 3, 3, for example, second connecting members 6 such as tie rods are provided at predetermined intervals along the continuous direction of the embankment 1. The 2nd connection material 6 is spanned between the two rows of steel sheet pile walls 3 and 3, and has connected these. This prevents the upper portions of the two rows of steel sheet pile walls 3 and 3 from being deformed when a large external force is applied due to a flood or an earthquake. Note that the second connecting member 6 may not be provided.

Steel support materials 10 that are embedded up to the support layer 4 are discretely arranged in the continuous direction of the embankment 1 at predetermined intervals on the slope 1 d of the embankment 1.
The steel support member 10 is composed of at least one of a steel pipe, a steel sheet pile, and a shaped steel, but in the present embodiment, the steel support member 10 is composed of a steel pipe pile made of a cylindrical steel pipe. The upper end portion of the steel support member 10 is located near the height of the slope 1d of the embankment 1, that is, near the surface of the ground where the embankment 1 is provided.
Moreover, although the steel support materials 10 are discretely arranged at predetermined intervals in the continuous direction of the embankment 1 (vertical direction in FIG. 1A), in this embodiment, they are adjacent to the continuous direction of the embankment 1. The distance between the steel support members 10 and 10 is equal to the length of the two steel sheet piles 2 connected in the continuous direction of the embankment 1.

Further, the steel sheet pile wall 3 and the steel support members 10 are respectively coupled by the first connecting member 11, whereby the steel sheet pile wall 3 is connected by the steel support member 10 via the first connecting member 11. It is supported.
The first connecting member 11 can withstand the inertial force of the embankment 1 at the time of the earthquake, and the liquefied layer 5 at a position shallower than the support layer 4 is liquefied, and the support of the steel sheet pile wall 3 is not expected. It is strong enough to support the weight. Since the compressive force acts on the first connecting member 11 when the embankment 1 sinks during an earthquake, the first connecting member 11 has at least a strength that can withstand the compressive force. The lightweight section steel is preferably used.

Further, the first connecting material 11 is provided along the slope 1 b of the embankment 1. In the present embodiment, the first connecting member 11 is provided slightly below the slope 1b so as to be along the slope 1b while being hidden by the slope 1b.
Here, since the 1st connection material 11 is for supporting the weight of the steel sheet pile wall 3, if the angle | corner which the 1st connection material 11 and a horizontal surface make is set to (theta), it will be 0 degrees <(theta) <60 degrees. It is preferable to set. When θ is smaller than 0 °, the top end of the steel support member 10 spreads in the horizontal direction, and the behavior of the lower end of the steel sheet pile wall 3 spreads in the horizontal direction is promoted. This is because the length of the beam becomes longer and the bending stress generated becomes larger.

Moreover, in this Embodiment, although the 1st connection material 11 and the steel sheet pile wall 3 are pin-coupled, a rigid coupling may be sufficient. Moreover, although the 1st connection material 11 and the steel support material 10 are rigidly connected, pin connection may be sufficient. That is, the connection between the first connecting member 11 and the steel sheet pile wall 3 and the steel support member 10 may be a pin connection or a rigid connection.
Furthermore, in this Embodiment, as shown to Fig.1 (a), the 1st connection material 11 is arrange | positioned substantially perpendicularly with respect to the steel sheet pile wall 3 in planar view, The front-end | tip part (upper end part) is steel. It is connected with the connection part of the steel sheet piles 2 and 2 which adjoin the upper end part of the sheet pile wall 3, and.
Moreover, in this Embodiment, although the connection location of the 1st connection material 11 with respect to the steel sheet pile wall 3 and the connection location of the 2nd connection material 6 become a different position in the continuous direction of the embankment 1, they are the same. It may be a position.
Moreover, the 2nd connection material 6 may cross | intersect, as shown by the dashed-two dotted line in Fig.1 (a). The second connecting member 6 is formed of a tie rod as described above, but is not limited thereto, and may be formed of a lightweight section steel having a cross-sectional H shape having a strength capable of withstanding a compressive force.

As described above, according to the present embodiment, the steel sheet pile wall 3 provided in the shoulder portion 1c of the embankment 1 is rooted only up to the liquefied layer 5 having a depth shallower than the support layer 4, while Although the steel support material 10 provided in the method bottom part 1d is rooted to the support layer 4, since it was arrange | positioned discretely by the predetermined direction in the continuous direction of the embankment 1, it was rooted to the support layer 4 Compared to the conventional structure in which the steel sheet pile wall is continuously provided along the continuous direction of the embankment 1, it is possible to reduce the construction period and the construction cost and reduce the cost.
Moreover, the steel sheet pile wall 3 is supported by the steel support material 10 via the 1st connection material 11 by the steel sheet pile wall 3 and each steel support material 10 being couple | bonded by the 1st connection material 11, respectively. Therefore, the settlement of the steel sheet pile wall 3 inside the embankment can be suppressed at the time of an earthquake, and an embankment settlement suppressing effect at the time of an earthquake and a bank breakage inhibiting effect at the time of overflow (banking destruction inhibiting effect) are expected.
Therefore, even for ground conditions where the support layer 4 is located deeply, it is possible to expect sufficient embankment settlement suppression effect during an earthquake and bank breakage inhibition effect during overflow, and the steel shoulder 1c of the embankment 1 The lower end of the sheet pile wall 3 is fastened to the liquefied layer 5, and the steel support material 10 of the butt portion 1 d is discretely installed at a predetermined interval in the continuous direction of the embankment 1, and these are connected by the first connecting material 11. Thus, the cost can be reduced while maintaining the above effect.

Moreover, since the steel support material 10 is comprised with the steel pipe pile with the strong support force with respect to the ground, while being able to support the steel sheet pile wall 3 reliably via the 1st connection material 11, the steel support material 10 is easy. Can be procured.
Furthermore, even when the embankment 1 oscillates or sinks during an earthquake, the first connecting member 11 can withstand the inertia force of the embankment during the earthquake, and the liquefied layer 5 is liquefied, and the steel sheet pile wall 3 is liquefied. The first connecting member 11 can support the weight of the steel sheet pile wall 3 even in a state where the supporting force cannot be expected. Therefore, bank breakage at the time of embankment subsidence or overflowing can be suppressed by the steel support member 10 via the first connecting member 11.

Moreover, since the 1st connection material 11 is provided along the slope 1b of the embankment 1, while installing the 1st connection material 11, it is the upper end part of the steel sheet pile wall 3 with the said 1st connection material 11 being easy. And the upper end of the steel support 10 can be easily connected.
In addition, the steel sheet pile walls 3, 3 provided facing both the shoulder portions 1 c, 1 c of the embankment 1 are connected by a second connecting member 6 that is discretely arranged at predetermined intervals in the continuous direction of the embankment 1. Therefore, by selecting the position where the first connecting member 11 and the second connecting member 6 are connected to the steel sheet pile wall 3, the locations where the stress is generated can be dispersed and adjusted.
Furthermore, since the 1st connection material 11, the steel sheet pile wall 3, and / or the steel support material 10 are pin-coupled, the bending deformation which acts on the 1st connection material 11 by embankment subsidence etc. at the time of an earthquake can be reduced. .
In addition, as shown by a two-dot chain line in FIG. 1A, if the second connecting members 6 are arranged so as to cross each other, the reinforcing effect of the embankment 1 can be obtained even against the vibration that excels in the continuous direction of the embankment 1. It can be demonstrated.

(Second Embodiment)
2A and 2B are views showing a second embodiment of the present invention, in which FIG. 2A is a plan view schematically showing the embankment reinforcing structure, and FIG. 2B is a front sectional view thereof.
The second embodiment is different from the first embodiment in that first connecting members 11 connected to adjacent steel support members 10 in the continuous direction of the embankment 1 intersect.
Since other configurations are the same as those of the first embodiment, common components are denoted by the same reference numerals, and description thereof is omitted or simplified.

As shown in FIGS. 2 (a) and 2 (b), the steel supports 10 adjacent to each other in the continuous direction of the embankment 1 (vertical direction in FIG. 1 (a) and horizontal direction in FIG. 1 (b)) As in the first embodiment, the first connecting member 11 is arranged substantially perpendicularly to the steel sheet pile wall 3 in plan view, and the tip (upper end) thereof is connected to the upper end of the steel sheet pile wall 3. ing.
In addition to this, another first connecting member 11 is further introduced, the first connecting member 11 is connected to the steel support member 10 adjacent in the continuous direction of the embankment 1, and the connecting members 11, 11 intersect. ing.

The intersecting first connecting members 11, 11 are also arranged along the slope 1 b of the embankment 1, the lower end portion is connected to the upper end portion of the steel support member 10, and the upper end portion is connected to the upper end portion of the steel sheet pile wall 3. Has been. The connection location with respect to the steel sheet pile wall 3 of the 1st connection materials 11 and 11 which cross | intersect is fundamentally the connection location with respect to the steel sheet pile wall 3 of the 1st connection material 11 arrange | positioned substantially perpendicular | vertical with respect to the steel sheet pile wall 3. If the first connecting members 11, 11 that intersect each other cannot be directly connected to the steel sheet pile wall 3 due to the uneven shape in plan view of the steel sheet pile wall 3, the vertical first connected to the steel sheet pile wall 3 is the same. You may connect with the steel sheet pile wall 3 indirectly by connecting with the edge part of the connection material 11. FIG.
In the present embodiment, the first connecting member 11 disposed substantially perpendicular to the steel sheet pile wall 3 may be omitted.

  According to the present embodiment, the same effects as those of the first embodiment can be obtained, and the first connecting member 11 connected to the steel support members 10 and 10 adjacent in the continuous direction of the embankment 1. , 11 intersect, the reinforcing effect of the embankment 1 can be exerted even against the vibration that prevails in the continuous direction of the embankment 1.

(Third embodiment)
FIG. 3 shows a third embodiment of the present invention and is a side sectional view showing an outline of the embankment reinforcement structure.
The third embodiment is different from the first embodiment in the position where the first connecting member 11 is provided.
Since other configurations are the same as those of the first embodiment, common components are denoted by the same reference numerals, and description thereof is omitted or simplified.

In the present embodiment, as shown in FIG. 3, the first connecting member 11 is arranged below the first embodiment, and at least a part of the first connecting member 11 is provided inside the embankment 1. It has been.
Specifically, a substantially upper half of the first connecting material 11 is provided in the embankment 1 and a substantially lower half is provided in the liquefied layer 5. And the upper end part of the 1st connection material 11 is connected with the steel sheet pile wall 3 inside the embankment 1, and the lower end part is connected with the steel support material 10 inside the liquefied layer 5. FIG.

  According to the present embodiment, the same effect as in the first embodiment can be obtained, and a part (upper half) of the first connecting material 11 is provided inside the embankment 1. In the event of an earthquake or the like, the ground of the embankment 1 and the ground of the liquefied layer 5 serve as cushioning materials, and bending deformation generated in the first connecting material 11 is reduced.

(Fourth embodiment)
FIG. 4 shows a fourth embodiment of the present invention and is a side sectional view showing an outline of the embankment reinforcement structure.
The fourth embodiment differs from the first embodiment in that ribs 11a are provided on the first connecting member 11.
Since other configurations are the same as those of the first embodiment, common components are denoted by the same reference numerals, and description thereof is omitted or simplified.

In the present embodiment, as shown in FIG. 4, the first connecting member 11 is provided with ribs 11 a embedded in the embankment 1 so as to protrude from the first connecting member 11.
The rib 11a is inclined at a predetermined angle with respect to the horizontal plane.
Although the rib 11a is a rod-shaped thing, you may provide the unevenness | corrugation which bites into the ground of the embankment 1 on the surface.

  According to the present embodiment, the rib 11a embedded in the embankment 1 is provided in the first connecting member 11 so as to protrude from the first connecting member 11, so that the embedding from the ground of the embankment 1 that sinks during an earthquake or the like. Resistance is increased and bending deformation of the first connecting member is reduced.

DESCRIPTION OF SYMBOLS 1 Embankment 1a Top edge 1b Slope 1c Slope 1d Slope 2 Steel sheet pile 3 Steel sheet pile wall 4 Support layer 5 Liquefaction layer 6 Second connection material 10 Steel support material 11 First connection material 11a Rib

Claims (9)

One or more steel sheet pile walls made of steel sheet piles and / or steel pipe sheet piles are provided along the continuous direction of the embankment within the approximate top end of the continuous embankment, and the steel sheet pile wall is shallower than the support layer. In the embankment reinforcement structure,
The steel support material rooted up to the support layer is discretely arranged at a predetermined interval in the continuous direction of the embankment at the bottom of the embankment,
The steel sheet pile wall is supported by the steel support material via the first connection material by the steel sheet pile wall and the steel support materials being coupled by the first connection material, respectively.
The first connecting member is provided along the slope of the embankment,
The embankment reinforcing structure, wherein the first connecting members connected to the steel support members adjacent to each other in the continuous direction of the embankment intersect. A steel sheet pile wall made of steel sheet piles and / or steel pipe sheet piles provided so as to extend downward from the respective shoulders of the approximate top end of the continuous fill is provided along the continuous direction of the fills, In the embankment reinforcement structure in which the steel sheet pile wall is embedded to a depth shallower than the support layer,
The steel support material rooted up to the support layer is discretely arranged at a predetermined interval in the continuous direction of the embankment at the bottom of the embankment,
The steel sheet pile wall is supported by the steel support material via the first connection material by the steel sheet pile wall and the steel support materials being coupled by the first connection material, respectively.
The first connecting member can withstand the inertia force of the embankment at the time of an earthquake, and the weight of the steel sheet pile wall even when the liquefied layer at a position shallower than the support layer is liquefied and the support force cannot be expected. It has a strength capable of supporting,
The steel sheet pile walls are provided opposite to both shoulders of the embankment, and these steel sheet pile walls are connected by a second connecting member that is discretely arranged at a predetermined interval in the continuous direction of the embankment,
The embankment reinforcement structure characterized by the said 2nd connection material crossing .   The embankment reinforcement structure according to claim 1 or 2, wherein the steel support material is formed of one of at least one of a steel pipe, a steel sheet pile, and a shaped steel.   The embankment reinforcing structure according to any one of claims 1 to 3, wherein the first connecting member is provided along a slope of the embankment. The steel sheet pile walls are provided facing both shoulders of the embankment, and the steel sheet pile walls are connected by a second connecting member that is discretely arranged at a predetermined interval in the continuous direction of the embankment. The embankment reinforcement structure according to claim 1, 3, or 4 .   The embankment reinforcement structure according to claim 5, wherein the second connecting members intersect each other.   The embankment reinforcing structure according to any one of claims 1 to 6, wherein at least a part of the first connecting member is provided inside the embankment.   The embankment reinforcement structure according to any one of claims 1 to 7, wherein the first connecting member, the steel sheet pile wall and / or the steel support member are pin-coupled.   The embankment reinforcement structure according to any one of claims 1 to 8, wherein a rib embedded in the embankment is provided in the first connecting member so as to protrude from the first connecting member.

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