JP2022039178A - Reinforcement structure of existing dam - Google Patents

Abstract

To provide a reinforcement structure of an existing dam which can reduce cost and shorten a construction period by activating an existing dam as it is, protects the dam from destruction caused by erosion, scouring, penetration, overflow and earthquake when a flowing-down water quantity is increased by an abnormal weather, and can prevent occurrence of flood.SOLUTION: A reinforcement structure 1 of an existing dam includes: a plurality of first support piles 7 which enter into a dam 5 and a ground 15 and are installed at predetermined intervals along the dam 5; a plurality of second support piles 9 which enter into the ground 15 and are installed at predetermined intervals along the dam 5; a floor slab 11 which is provided on the first support piles 7 and the second support piles 9 and is developed in a horizontal direction; and a partition wall 13 installed in at least either between the plurality of first support piles 7 or between the plurality of second support piles 9.SELECTED DRAWING: Figure 2

Description

The present invention relates to a reinforcing structure of an existing embankment.

Embankments and reservoirs for the purpose of storing water in rivers The embankments and banks of reservoirs are "soil structures" that are intended for water stoppage (water insulation) by mainly using soil-based materials as construction materials. .. Hereinafter, the explanation will be given using a river embankment as an example.

Conventionally, the embankment 301 of the river 303 as shown in FIG. 15 is known. In the embankment 301, the planned high water level is set as the maximum value (maximum value in the normal state) of the water level flowing through the river 303. However, when a heavy rain such as a typhoon due to climate change causes an emergency and the amount of water flowing through the river 303 increases and the water level overflows (overflows) the embankment 301, flooding occurs due to the overflow (see arrows A11 to A13). .. When the water of the river 303 overflows, the overflowed water scours the back method 311 of the embankment 301, the back method 311 collapses, and the part of the embankment 301 on the back side of the river collapses. In addition, what is shown by the reference numeral 305 in FIG. 15 is a house.

In addition, when an emergency occurs and the amount of water flowing through the river 303 increases, the infiltration of water into the embankment 301 causes infiltration destruction of the embankment 301 and causes flooding (see arrows A14 to A17), or water flowing through the ground 307. The scouring by the flow causes the levee 301 to be destroyed and floods occur (see arrows A18 to A23). That is, the flow of water causes erosion and scouring of the embankment 301, and the embankment 301 collapses. Further, when the water level in the embankment 301 rises, the water in the river 303 permeates into the embankment 301, causing a piping phenomenon (see the broken line 313 in FIG. 16), the strength of the embankment 301 decreases, and the embankment 301 permeates and collapses. do.

In addition, when an emergency occurs and the amount of water flowing through the river 303 increases, the water flow (see arrow A24) erodes the table method, the embankment 301 collapses, and a flood occurs. That is, the broken line 309 shown in FIG. 15 gradually shifts from the left side to the right side of FIG. 15, the embankment 301 collapses, and a flood occurs. Since the direction of water flow in the river 303 is orthogonal to the paper surface of FIG. 15, the arrow A24 is not in the shape of an arrow but is shown as a circle.

By the way, due to the intensification of rainfall, which is considered to be one of the causes of climate change, it is not the best measure to suppress the flood caused by the current rainfall in the river channel (so-called embankment 301). There is a way of thinking.

The concept of basin hydraulic control is as follows.

The retarding basin and storage functions will be improved by improving the retarding basin, improving and utilizing the haze embankment, and strengthening the flood control function of the dam. We will devise land use and living styles by restricting land use, relocating houses, and raising the height of houses.

The policy of relocating the target area and systematically flooding the target area in the basin hydraulic control entails major problems with the residents' feelings, costs, and project period for the relocation, and by systematically flooding it, it will be used for post-recovery and reconstruction. It seems that a large amount of cost and construction period will be required.

Further, it is conceivable to use the conventional embankment 301 as a high-standard embankment.

In high-standard embankments, the width of the embankment is widened so that even if water overflows, water gently flows over the embankment to prevent the embankment from breaking. In addition, in the high-standard embankment, the width of the embankment is widened to make it easier to prevent the collapse due to erosion inside the embankment even if water permeates. In addition, in the high-standard embankment, a core structure (concrete, steel, or clay) is provided to prevent the embankment from collapsing during flooding and to maintain the shape of the embankment.

Here, Patent Document 1 is listed as a document relating to the conventional technique.

Japanese Unexamined Patent Publication No. 2017-206863

However, if a high-standard embankment is to be installed, it will be necessary to remake or significantly remodel the embankment, which will lengthen the construction period and increase costs.

According to the present invention, it is possible to reduce the cost and shorten the construction period by utilizing the existing embankment (embankment), reservoir, reservoir embankment or embankment almost as it is, and the amount of flowing water exceeding the planned high water level. Even if it does, existing embankments, reservoirs and reservoirs that can protect the embankments, reservoirs and reservoirs from erosion, scouring, infiltration, flooding and destruction by earthquakes and prevent floods from occurring. The purpose is to provide a reinforcing structure for embankments and banks.

In the invention according to claim 1, the upper part is exposed, the middle part enters the embankment, the lower part enters the ground below the embankment, and the upper part is installed along the embankment at a predetermined interval. The plurality of first support piles and the upper part and the middle part are exposed, and the lower part enters the ground outside the embankment and is installed along the embankment at a predetermined interval. A plurality of second support piles are provided between the first support pile and the second support pile in the width direction of the embankment, and along the embankment in the longitudinal direction of the embankment. It extends long and is installed in the first support pile and the second support pile at the upper part of the first support pile and the upper part of the second support pile in the vertical direction. At least one of a floor slab developed in a horizontal direction or a direction close to the horizontal direction, and between the plurality of first support piles and the plurality of second support piles along the embankment. It is a reinforcing structure of an existing embankment which is installed in the wall and has a partition wall which closes at least one of the plurality of first support piles and the plurality of second support piles.

In the invention according to claim 2, the upper part is exposed, the middle part enters the embankment, the lower part enters the ground below the embankment, and the invention is installed along the embankment at a predetermined interval. The plurality of first support piles and the upper part are exposed outside the first support pile, the middle part enters the embankment, and the lower part enters the ground below the embankment. A plurality of second support piles installed along the embankment at predetermined intervals, and in the width direction of the embankment, are provided between the first support pile and the second support pile. In the longitudinal direction of the embankment, it extends long along the embankment, and in the vertical direction, the upper portion of the first support pile and the upper portion of the second support pile are the first portion. It is a reinforcing structure of an existing embankment which is installed on the support pile and the second support pile and has a floor slab developed in a horizontal direction or a direction close to the horizontal direction.

In the invention according to claim 3, the upper part is exposed and the lower part enters the embankment, and the key installed along the embankment and the side part and the intermediate part are exposed and the lower part is exposed. A portion enters the ground outside the embankment and is provided between a plurality of support piles installed along the embankment at predetermined intervals and between the key and the support pile in the width direction of the embankment. In the longitudinal direction of the embankment, it extends long along the embankment, and in the vertical direction, it is installed on the key and the support pile at the upper part of the key and the upper part of the support pile. It is a reinforced structure of an existing embankment that has a floor slab that expands in the horizontal direction or in a direction close to the horizontal direction.

The invention according to claim 4 comprises a support in which an upper portion is exposed, an intermediate portion enters the embankment, a lower portion enters the ground below the embankment, and the support is installed along the embankment. The upper part and the middle part are exposed, and the lower part enters the ground outside the embankment, and a plurality of support piles installed along the embankment at predetermined intervals and the embankment. In the width direction, it is provided between the support and the support pile, in the longitudinal direction of the embankment, it extends long along the embankment, and in the vertical direction, the upper part of the support and the support pile. A floor slab that is installed on the support and the support pile and is developed in a horizontal direction or a direction close to the horizontal direction, and a plurality of support piles along the embankment. It is a reinforcing structure of an existing embankment that is installed between the levee and has a partition wall that closes between the plurality of support piles.

In the invention according to claim 5, the upper part is exposed, the middle part enters the embankment, the lower part enters the ground below the embankment, and is continuously provided in the longitudinal direction of the embankment. A plurality of supports installed along the embankment at predetermined intervals, with the supporting body exposed, the upper portion and the intermediate portion exposed, and the lower portion entering the ground outside the embankment. It is provided between the levee and the support in the width direction of the levee, extends long along the levee in the longitudinal direction of the levee, and is above the support in the vertical direction. Reinforcement of an existing embankment having a floor slab installed on the support and the support pile and deployed in a horizontal direction or a direction close to the horizontal direction at the site and the upper part of the support pile. It is a structure.

The invention according to claim 6 is installed along the embankment so that the upper portion is exposed, the intermediate portion enters the embankment, and the lower portion enters the ground below the embankment. The first support installed along the embankment so that the lower part is exposed and the lower part enters the ground inside the embankment, and the upper part is exposed and the intermediate part is exposed. Is installed along the embankment so that the lower part enters the embankment and the lower part enters the ground below the embankment, or the upper part and the lower part are exposed and the lower part is the embankment. A second support installed along the embankment on the outside of the first support so as to enter the ground outside the embankment, and the first support and the second support in the width direction of the embankment. In the longitudinal direction of the embankment, it extends long along the embankment, and in the vertical direction, the upper part of the first support and the upper side of the second support. It has a floor slab that is installed on the first support and the second support and is developed in a horizontal direction or a direction close to the horizontal direction, and has the first support. It is a reinforcing structure of an existing embankment in which the body, any one of the second supports, or both of them is a water blocking wall for water flowing inside the embankment.

The invention according to claim 7 is the reinforcing structure of the existing embankment according to any one of claims 1 to 6, wherein the deck protrudes upward from the upper surface of the deck by a predetermined height. It is a reinforcing structure of an existing embankment having a parapet extending continuously and long along the embankment.

The invention according to claim 8 is the reinforcing structure of the existing embankment according to claim 7, wherein the parapet is a reinforcing structure of the existing embankment located outside the deck in the width direction.

The invention according to claim 9 is a reinforcing structure of the existing embankment according to claim 7 or 8, wherein the parapet is configured so that the value of the protrusion height can be changed. It is a reinforced structure of.

According to the present invention, it is possible to reduce the cost and shorten the construction period by utilizing the existing embankment (embankment body), the embankment of the reservoir or the reservoir, or the embankment almost as it is, and the flow exceeds the planned high water level. Even if the amount of water is reached, existing embankments and ponds that can protect embankments, dikes and reservoirs from damage caused by erosion, scouring, infiltration, flooding, and earthquakes and prevent floods from occurring. It has the effect of being able to provide a reinforced structure for the embankments and banks of the reservoir.

It is a top view of the reinforcement structure of the existing embankment which concerns on 1st Embodiment of this invention. It is a figure which shows the II-II cross section in FIG. It is a figure which shows the cross section III-III in FIG. It is a figure which shows the IV-IV cross section in FIG. It is an enlarged view of the V part in FIG. It is an enlarged view of the VI part in FIG. It is an enlarged view of the VII part in FIG. (A) is an enlarged view of the VIIIA part in FIG. 2, and (b) is an enlarged view of the VIIIB part in FIG. It is a figure corresponding to FIG. 2 and FIG. 3, and is a figure which shows the example of changing the position of the support pile and the partition wall of the existing embankment which concerns on 1st Embodiment of this invention. It is sectional drawing of the reinforcement structure of the existing embankment which concerns on 2nd Embodiment of this invention, and is the figure corresponding to FIG. It is sectional drawing of the reinforcement structure of the existing embankment which concerns on 3rd Embodiment of this invention, and is the figure corresponding to FIG. It is sectional drawing of the reinforcement structure of the existing embankment which concerns on 4th Embodiment of this invention, and is the figure corresponding to FIG. It is sectional drawing of the reinforcement structure of the existing embankment which concerns on 5th Embodiment of this invention, and is the figure corresponding to FIG. It is sectional drawing of the reinforcement structure of the existing embankment which concerns on 6th Embodiment of this invention, and is the figure corresponding to FIG. It is sectional drawing of the conventional embankment.

[First Embodiment]
The reinforcement structure 1 of the existing embankment according to the first embodiment of the present invention reinforces the embankment (existing embankment; embankment of the existing construction structure) 5 which is a hydraulic structure of the river 3, for example, and FIGS. As shown in FIG. 4, it is configured to include a first support pile 7, a second support pile 9, a floor slab (artificial floor slab) 11, and a partition wall 13.

Here, for the sake of explanation, a predetermined one direction orthogonal to the vertical direction (vertical direction; height direction) is defined as a width direction, and a predetermined one direction orthogonal to the vertical direction and the width direction is an upstream / downstream direction. And. It is assumed that the water 14 of the river 3 flows from the upstream side to the downstream side in the upstream / downstream direction inside in the width direction.

In addition, although only one embankment (embankment body) is shown in FIGS. 1 to 4, another similar embankment may be provided on the opposite side across the river 3, and this opposite side. The reinforcement structure 1 of the existing embankment may be applied to the embankment of. Further, the embankment 5 and the reinforcing structure 1 of the existing embankment reinforcing the embankment 5 do not necessarily extend in a straight line in the upstream / downstream direction, but may be curved or bent to extend.

The first support pile 7 is formed in the shape of an elongated rod. The longitudinal direction of the first support pile 7 is generally the vertical direction. The first support pile 7 is located at the top end (top of the embankment 5) 6 of the embankment 5 in the width direction of the embankment 5.

The upper portion of the first support pile 7 is exposed from the embankment 5. Further, the first support pile 7 enters the embankment 5 because the intermediate portion is driven, and the lower portion is driven into the ground 15 below the embankment 5, so that the embankment 5 and the ground 15 are combined. It's getting in.

A plurality of first support piles 7 are provided. A plurality of first support piles 7 are installed on the embankment 5 and the ground 15 at predetermined intervals in the longitudinal direction (upstream and downstream directions) of the embankment 5 along the embankment 5.

The second support pile 9 is also formed in the shape of an elongated rod like the first support pile 7. The longitudinal direction of the second support pile 9 is also substantially in the vertical direction.

A second support pile in order to prevent the width dimension (the dimension of the embankment floor) of the embankment 5 from becoming large due to the provision of the reinforcing structure 1 of the existing embankment as much as possible and to provide the floor slab 11 on the upper side of the back method of the embankment 5. In the width direction of the embankment 5, reference numeral 9 is the backside of the embankment 5 (the embankment slope on the land side when viewed from above the embankment 5) 17 at the backside tail (lower part of the embankment slope) 19 or in FIG. As shown, it is located in the vicinity of the back side tail 19 of the back side 17 of the embankment 5.

The second support pile 9 may be located at the back method 17 of the embankment 5 in the width direction of the embankment 5, or is predetermined from the back method tail 19 of the back method 17 of the embankment 5 to the outside of the embankment 5. It may be located at a distance of (for example, at the side band 21). The side zone 21 may be a so-called zero-meter zone (land whose surface altitude is below the average sea level at high tide).

The second support pile 9 has entered the ground 15 because, for example, the upper portion and the intermediate portion are exposed and the lower portion is driven into the ground 15 outside the embankment 5. A plurality of second support piles 9 are provided as in the case of the first support pile 7. A plurality of second support piles 9 are installed on the ground 15 along the embankment 5 at predetermined intervals in the longitudinal direction (upstream and downstream directions) of the embankment 5.

The deck 11 is provided between the first support pile 7 and the second support pile 9 in the width direction of the embankment 5. That is, the deck 11 extends from at least the first support pile 7 to the second support pile 9 in the width direction of the embankment 5.

The deck 11 extends long along the embankment 5 in the longitudinal direction of the embankment 5. Further, in the vertical direction, the floor slab 11 is located above the embankment 5 at a portion above the first support pile 7 (for example, the upper end surface) and a portion above the second support pile 9 (for example, the upper end surface). , The first support pile 7 and the second support pile 9 are integrally installed.

The thickness direction of the deck 11 is generally the vertical direction, and the deck 11 is developed in the horizontal direction or in a direction close to the horizontal direction. A part of the lower surface (inner part in the width direction) of the deck 11 is installed at the top 6 of the embankment 5 via a shock absorber (not shown), or directly at the top 6 of the embankment 5. I'm in contact. Further, a bollard (not shown) is installed on the upper surface of the floor slab 11 on the front side 55 side.

The partition wall 13 is installed between the plurality of first support piles 7 along the embankment 5 (in the longitudinal direction of the embankment 5), and further, the partition walls 13 of the plurality of second support piles 9 along the embankment 5. It is also installed in between. The partition wall 13 closes between the plurality of first support piles 7, and also closes between the plurality of second support piles 9.

The partition wall 13 is installed along the embankment 5 in at least one of a plurality of first support piles 7 and a plurality of second support piles 9, and the plurality of first support piles are provided. At least one of the plurality of second support piles 9 may be closed during the period 7.

The thickness direction of the partition wall 13 is generally the width direction. The partition wall 13 expands substantially in the vertical direction along the plurality of support piles 7 and 9, and also expands in the longitudinal direction of the embankment 5.

By providing the partition wall 13, a water blocking wall for water 14 flowing inside the embankment body of the embankment 5 is formed. That is, since the partition wall 13 is provided between the plurality of first support piles 7, the first support pile 7 and the partition wall 13 are a water blocking wall for water flowing inside the embankment body of the embankment 5. (Hybrid vertical water blocking wall) 23 is formed. Further, since the partition wall 13 is provided between the plurality of second support piles 9, the second support pile 9 and the partition wall 13 are a water blocking wall for water flowing inside the embankment body of the embankment 5. (Hybrid vertical water blocking wall) 25 is formed.

In the embodiment in which the partition wall 13 is provided both between the plurality of first support piles 7 and between the second support piles 9, a fail-safe structure (fault) in which the waterproof walls are doubly provided. Tolerance system) is formed.

At the site where the first support pile 7, the embankment 5, and the second support pile 9 are provided, the ground 15 is a hard ground (for example, an impermeable layer) 27 and a soft ground above the hard ground (for example, a permeable layer). It consists of 29.

The upper part of the lower part of the first support pile 7 penetrates the soft ground 29, and the lower part of the lower part of the first support pile 7 penetrates into the hard ground 27. .. The upper part of the lower part of the second support pile 9 also penetrates the soft ground 29, and the lower part of the lower part of the second support pile 9 also penetrates into the hard ground 27.

Further, a parapet 31 is provided in the reinforcing structure 1 of the existing embankment. The parapet 31 projects upward from the upper surface of the floor slab 11 at a predetermined height, and extends continuously and long along the embankment 5 (in the longitudinal direction of the embankment). Further, the parapet 31 is located at the end of the floor slab 11 on the outside (opposite to the river 3) in the width direction. Further, as shown in FIG. 7, the parapet 31 is configured so that the value of the protrusion height from the deck 11 can be changed.

Here, the embankment 5 and the reinforcing structure 1 of the existing embankment will be described in more detail.

The embankment 5 includes a embankment body 33 and a rubble stone 35 covering the embankment body 33. The cross section of the embankment 5 (cross section by a plane orthogonal to the upstream / downstream direction) is formed in an isosceles trapezoidal shape, for example.

The first support pile 7 and the second support pile 9 are made of, for example, steel pipes, and have the same shape as each other. The upper end surface of the first support pile 7 is exposed from the embankment 5 at the top end 6 of the embankment 5. Then, in the vertical direction, the positions of the upper end surface of the first support pile 7 and the top end 6 of the embankment 5 substantially coincide with each other. In the vertical direction, the positions of the first support pile 7 and the second support pile 9 substantially coincide with each other.

As shown in FIG. 5A, for example, the partition wall 13 is made of a steel material such as a sheet pile, and in the upstream / downstream direction, the first support pile 7 (second support pile 7) adjacent to each other is used. It is extended between 9). Further, the partition wall 13 extends from the floor slab 11 to the inside of the ground 15 in the vertical direction. As shown in FIG. 5B, the partition wall 13 may be made of the same steel pipe as the support piles 7 and 9.

Further, as shown in FIG. 6A, the lower end of the partition wall 13 is located at the upper surface of the hard ground 27. As shown in FIG. 6B, the lower end of the partition wall 13 may be located in the hard ground 27, or as shown in FIG. 6C, the lower end of the partition wall 13 is the hard ground. It may be located in the soft ground 29 above the upper surface of 27.

The floor slab 11 is composed of, for example, steel materials such as sheet piles and deck plates, precast concrete slabs, and existing concrete slabs instead of precast concrete slabs, and the lower surface of the floor slab 11 is the first support pile 7. The upper end surface and the upper end surface of the second support pile 9 are joined.

Here, the configuration will be described with reference to FIG. 7 so that the value of the protrusion height of the parapet 31 from the floor slab 11 can be changed.

In the configuration shown in FIG. 7 (c), the parapet 31 is configured to include the parapet main body 37 and the parapet raising body 39. The parapet raising body 39 is installed on the parapet main body 37 via the hinge portion 41, and is adapted to rotate with respect to the parapet main body 37.

Then, when the water level is equal to or lower than the water level exceeding the embankment, the parapet raising body 39 covers the parapet main body 37 as shown by a solid line. On the other hand, when the water level is likely to exceed the water level that exceeds the embankment, the parapet raising body 39 rotates, for example, 180 ° with respect to the parapet body 37, as shown by the alternate long and short dash line, and the raising of the parapet 31 is increased. It is supposed to be done.

Although there is an acceptable amount of water leakage at the hinge portion 41, a sealing material or packing may be provided at the hinge portion 41 in order to prevent this water leakage.

In the configuration shown in FIG. 7A, the second support pile 9 (first support pile 7) is composed of the upper member 43 and the lower member 45. The upper member 43 can be moved and positioned in the vertical direction with respect to the lower member 45. Then, the parapet 31 is raised by moving the upper member 43 upward from the state shown in FIG. 7A to bring it into the state shown in FIG. 7B.

Although not shown in FIGS. 7 (a) and 7 (b), the partition wall 13 is also composed of an upper member and a lower member like the support piles 7 and 9. The upper member of the partition wall 13 is integrally installed on the upper member 43 of the support piles 7 and 9, and the lower member of the partition wall 13 is integrally installed on the lower member 45 of the support piles 7 and 9. Has been done. Then, as shown in FIGS. 7A and 7B, even if the height position of the parapet 31 is changed, the upper member of the partition wall 13 and the lower member of the partition wall 13 slide with each other to form a kinematic pair. As a result, water is almost stopped at the hybrid vertical water blocking walls 23 and 25.

Next, the flow of water 14 in the river 3 in the embankment 5 reinforced by the reinforcement structure 1 of the existing embankment will be described.

Under normal conditions, as shown in FIG. 2 and the like, the water 14 flows through the river 3 at a water level below the planned high water level. On the other hand, when the river 3 rises due to heavy rain or the like, the water 14 flows through the river 3 at a water level higher than the planned high water level. However, even if the river 3 is flooded, if the water level is below the water level that overflows the embankment, the parapet 31 prevents the flooding (see arrow A1). The planned high water level is a standard water level for levee maintenance, and the height of the levee 5 is determined by adding a margin to the planned high water level.

Further, even if the river 3 is flooded, the hybrid vertical water blocking wall 23 blocks the water that has permeated the embankment 5 and the water that flows through the ground 15 (soft ground 29) (see arrows A2, A3, and A4). Further, even if the inside of the embankment 5 is also washed (see the broken line 30 shown in FIG. 2) due to the flow of water due to the flooding of the river 3 (see arrow A5), this washing is a hybrid vertical water blocking wall 23. Stop at.

In the reinforcement structure 1 of the existing embankment, the intermediate portion enters the embankment 5 and the lower portion enters the ground 15 below the embankment 5, and a plurality of first piles are installed along the embankment 5 at predetermined intervals. Support pile 7 and a plurality of second support piles 9 whose lower portion enters the ground 15 outside the embankment 5 and is installed along the embankment 5 at predetermined intervals. There is.

Further, the floor slab 11 is provided in the reinforcing structure 1 of the existing embankment. The floor slab 11 is provided between the first support pile 7 and the second support pile 9 in the width direction of the embankment 5, extends long along the embankment 5 in the longitudinal direction of the embankment 5, and extends in the vertical direction. The upper part of the first support pile 7 and the upper part of the second support pile 9 are installed in the first support pile 7 and the second support pile 9, and are approximately horizontal or horizontal. It is developing in the direction of the stake.

Further, in the reinforcing structure 1 of the existing embankment, it is installed between the first support piles 7 and between the second support piles 9 along the embankment 5 and closes between the plurality of support piles 7 and 9. A partition wall 13 is provided.

Since the reinforcing structure 1 of the existing embankment is configured in this way, the existing embankment (embankment body) 5 can be used almost as it is, and the cost can be reduced and the construction period can be shortened. That is, by placing, for example, the first support pile 7 in the embankment 5, the existing embankment 5 can be used almost as it is without major modification to the existing embankment 5.

Further, since the reinforcing structure 1 of the existing embankment is configured as described above, even if the amount of water increases, the embankment 5 can be protected from erosion, scouring, infiltration, flooding, and destruction due to an earthquake. can. That is, since the floor slab 11, the support piles 7 and 9, and the partition wall 13 are provided, erosion, scouring, and infiltration due to the increased water can be suppressed by the support piles 7, 9 and the partition wall 13. , The destruction of the embankment 5 due to flooding can be prevented by the floor slab 11 or the like.

Further, according to the reinforcing structure 1 of the existing embankment, the floor slab 11 is provided between the first support pile 7 and the second support pile 9, and the second support pile 9 is the back method of the embankment 5. Since it is provided at the backside tail 19 of 17, even when the embankment 5 is reinforced, it is prevented that the embankment 5 spreads on the opposite side of the river 3 in the width direction. That is, it is possible to prevent the value of the width dimension (dimension floor dimension) of the embankment 5 from becoming large as much as possible.

Further, according to the reinforcing structure 1 of the existing embankment, the deck 11 has the upper end surface of the first support pile 7 and the upper end surface of the second support pile 9, and the first support pile 7 and the second support pile are provided. Since it is installed at No. 9 and the thickness direction of the deck 11 is in the vertical direction, the deck 11 is located slightly above the top 6 of the embankment 5 in the vertical direction. The upper surface of the deck 11 extends the top end 6 of the embankment 5 outward in the width direction. As a result, the floor slab 11 can be used as a promenade or the like wider than the top 6 of the embankment 5.

Further, according to the reinforcing structure 1 of the existing embankment, since a part of the lower surface of the floor slab 11 is joined to the top end 6, it becomes difficult for water to flow between the top end 6 of the embankment 5 and the floor slab 11. , The collapse of the embankment 5 can be prevented, and the value of the length dimension of the support piles 7 and 9 can be reduced.

Further, according to the reinforcing structure 1 of the existing embankment, the parapet 31 is provided so as to project upward from the upper surface of the floor slab 11 at a predetermined height and continuously extend along the embankment 5. Measures against flooding have been taken. That is, the embankment is raised to prevent flooding, the width of the river 3 can be expanded to prevent flooding, and the flow capacity against floods is improved.

Further, according to the reinforcing structure 1 of the existing embankment, since the parapet 31 is located outside the deck 11 in the width direction, the area of the portion where water flows in the deck 11 becomes wider in the plan view, and the area of the river 3 becomes wider. Even if the flow rate increases, the parapet 31 can dam the water, further preventing water overflow.

Further, according to the reinforcing structure 1 of the existing embankment, since the parapet 31 is configured so that the value of the protruding height can be changed, it is possible to take measures against flooding according to the amount of water. That is, according to the reinforcement structure 1 of the existing embankment, it is possible to utilize the existing embankment 5, take measures against flooding, add erosion, scouring, and infiltration prevention work, and further improve the embankment to be strong against earthquakes. ..

Further, the floor slab 11 constructed above the embankment 5 has an overwhelmingly larger area than the top end 6 of the embankment 5. As a result, in addition to the conventional functions (for example, humanitarian and roadways), it can be used as a storage yard for sandbags and disaster prevention equipment, as a rescue yard in the event of an abnormality, and after an abnormal situation, a large amount of disaster waste can be collected and sorted. It can be used as a storage yard and as a restoration / reconstruction yard.

Next, with reference to FIG. 9, the change of the installation position of the support piles 7 and 9 and the partition wall 13 in the width direction will be described.

In the reinforcement structure 1 of the existing embankment shown in FIGS. 1 to 4 and the like, the first support pile 7 and the partition wall 13 (hybrid vertical water blocking wall 23) are arranged at the place shown by the alternate long and short dash line 47 in FIG. The second support pile 9 and the partition wall 13 (hybrid vertical water stop wall 25) are arranged at the place shown by the alternate long and short dash line 49 in FIG.

However, the positions of the hybrid vertical water stop wall 23 and the hybrid vertical water stop wall 25 in the width direction are not limited to those shown in FIGS. 1 to 4, and the like.

That is, the hybrid vertical water stop wall 23 is shown by the alternate long and short dash line 51 (the front surface of the embankment 5 (the embankment slope on the river side when viewed from above the embankment 5) 55, the front end (lower part of the embankment slope) 57. However, it may be arranged at an arbitrary position between the two-dot chain line 47 and the two-dot chain line 51. The portion connecting the front buttock 57 and the back buttock 17 (the portion on the upper surface of the ground 15) is called an embankment floor.

Further, the hybrid vertical water blocking wall 25 may be arranged at the place indicated by the two-dot chain line 53 (at the top end 6 of the embankment 5), or may be arbitrarily arranged between the two-dot chain line 49 and the two-dot chain line 53. It may be placed in a position.

In the configuration in which the hybrid vertical water blocking wall 23 is arranged at the two-dot chain line 51, the deck 11 is also extended inward in the width direction. Further, in this case, a fender 59 is installed at the inner end of the hybrid vertical water blocking wall 23 and the floor slab 11. The details of the fender 59 will be described later.

Here, the reinforcing structure 1 of the existing embankment will be further described. This explanation may overlap with the above description and the like. Further, the existing embankment 5 shall include the embankment (existing embankment) and the embankment (existing embankment) of the reservoir and the reservoir.

The support piles 7 and 9 are built up to a layer (hard ground) 27 that can support the full load (floor slab 11, rising water level, work heavy machinery, seismic force, etc.) acting on the floor slab 11. Yes).

As shown in FIG. 6, the partition wall (vertical water blocking wall) 13 connected to the support piles 7 and 9 is arbitrary corresponding to the embankment collapse action elements (erosion, scouring, infiltration, flooding, earthquake). It is built to the depth of.

A slight gap is formed between the floor slab 11 and the top end 6 of the embankment 5, and the floor slab 11 is directly installed on the top end 6 of the embankment 5 in order to prevent this gap from becoming a water supply. It is desirable to provide the above-mentioned shock absorber between the top end portion 6 of the embankment 5 and the floor slab 11. As a buffer, a layer of asphalt mat, asphalt mastic, concrete, etc. shall be used. Further, the shock absorber may be constructed before the floor slab 11 is constructed.

The support piles 7 and 9 and the partition walls 13 (vertical water stop walls 23 and 25) are preferably made of steel (steel pipe piles, steel sheet piles) in terms of construction, but may be made of concrete or other materials. ..

For example, as the steel vertical water blocking walls 23 and 25, steel sheet piles, steel pipe sheet piles, combined steel sheet piles, box-shaped sheet piles, H steel sheet piles, steel plates, cast-in-place concrete sheet piles and the like are adopted. As the support piles 7 and 9, steel-based piles, concrete-based piles, cast-in-place piles and the like may be adopted.

By the way, it is assumed that the average temperature in the world rises by 2 ° C based on the increase in rainfall due to climate change (for example, the Paris Agreement in 2016). Based on this assumption, it is expected that the amount of rainfall will increase 1.1 times and the frequency of flood occurrence will increase twice. In this case, it is reported that in addition to the conventional hardware maintenance such as strengthening the embankment as a flood damage countermeasure, the technical standards to strengthen the software countermeasures will be reviewed and the embankment will be raised.

In the first place, no matter how much precipitation increases, floods cannot occur unless the embankment 5 collapses (collapses) or overflows from the embankment 5. On the other hand, there is also damage due to water overflowing (overflow) from the section without the embankment 5.

Here, the damage, main causes and effects of the embankment 5 will be described.

If the main cause of damage is an unexpected earthquake, the embankment 5 will collapse and become unhealthy as a result. And floods occur even if the planned high water level and the planned high water flow rate are not reached.

Even if the main cause of damage is liquefaction of the ground due to an earthquake, the embankment 5 will collapse and become unhealthy as a result. And floods occur even if the planned high water level and the planned high water flow rate are not reached.

If the main cause of damage is the consolidation settlement of the embankment 5, the height of the top end 6 of the embankment 5 will be insufficient as a result, resulting in an unhealthy state. Floods also occur at flood risk levels and below the planned high water level.

When the main cause of damage is flooding due to unexpected rainfall, the levee 5 does not collapse and the levee 5 maintains a healthy state, but floods occur when the water gets over the levee 5.

If the main cause of damage is erosion of the embankment 5 by water, scouring of the embankment 5 by water, or infiltration of water into the embankment 5, the embankment 5 collapses and is unhealthy as a result. It becomes a state. And floods occur even if the planned high water level and the planned high water flow rate are not reached.

However, according to the embankment 5 in which the reinforcing structure 1 of the existing embankment is adopted, the damage of the above-mentioned embankment 5 can be prevented. That is, it is possible to provide a sound embankment in which all the main causes of the damage of the embankment 5 described above are cleared.

In the reinforcement structure 1 of the existing embankment, the existing embankment 5 is in a healthy state, but the current embankment 5 is utilized regardless of whether it is in an unhealthy state. In addition, in the reinforcement structure 1 of the existing embankment, the administrative premises before and after the existing embankment 5 will be utilized. That is, even if the reinforcing structure 1 of the existing embankment is adopted, the dimension (dimension of the embankment floor) in the width direction of the embankment 5 does not become unnecessarily large (so as not to spread).

In the reinforcement structure 1 of the existing embankment, the height of the top 6 of the embankment 5 (more accurately, it corresponds to the height of the top 6) in order to improve the flow capacity of the water 14 in response to the high water level at the time of abnormal weather due to climate change. The height of the upper end of the reinforcing structure 1 of the existing embankment) is raised by a parapet (coping; parapet; bevel) 31.

Further, in the reinforcing structure 1 of the existing embankment, a floor slab 11 and a parapet 31 for improving the flow capacity of the water 14 are provided to cope with the high water flow rate at an abnormal time due to climate change.

Even if the levee 5 collapses due to the causes of the collapse of the existing levee (unexpected earthquake, liquefaction during an earthquake, consolidation settlement, flooding, erosion, scouring, infiltration), the reinforcement structure 1 of the existing levee If the construction is done, it will be secured from the flood crisis against the external force that causes the collapse of the embankment 5.

A joint (joint portion; see FIG. 8) between the deck 11 and the support piles 7 and 9 that transmit each load transmitted from the overloaded load and the acting external force to the support layer (hard ground) 27 and the deck 11. In addition, the joint (joint; see FIG. 8) between the vertical water blocking walls 23, 25 and the deck 11 that resists the main cause of damage to the embankment 5 is generally a support. ; Bearing; hoe). The main role of the bearing portion is to transmit the load of the superstructure (floor slab 11) to the substructure (support piles 7 and 9).

Further, in the reinforcing structure 1 of the existing embankment, the heads (upper ends) of the hybrid vertical water blocking walls 23 and 25 are intended to stop water on the floor slab 11 as shown in FIGS. 8 (a) and 8 (b), for example. It is embedded as. That is, the interface between the hybrid vertical water blocking walls 23 and 25 and the interface where the hybrid vertical water blocking walls 23 and 25 of the deck 11 are embedded are embedded in a length that requires water stopping.

In the configuration shown in FIG. 8, the upper ends of the hybrid vertical water blocking walls 23 and 25 are embedded in the groove formed on the lower surface of the deck 11 as shown in FIG. 8, but the deck 11 Without providing a groove on the underside of the. The upper ends of the hybrid vertical water blocking walls 23 and 25 may be joined to the lower surface of the deck 11.

In addition, water supply is generated between the interface of the hybrid vertical water blocking walls 23 and 25 (embedded range) and the interface of the deck 11 due to inclusions (not shown) for the purpose of stopping water such as rubber packing. It may be devised not to.

In addition, a water stop work (for example, a water stop work) is applied to the vertical joints (joints extending in the vertical direction) between the members (for example, iron plates and sheet piles) constituting the hybrid vertical water stop walls 23 and 25 and the vertical joints to the support piles. For example, if a swellable water blocking material or the like is applied), the structure becomes more stable.

Further, although the upper surface of the deck 11 is at a horizontal level, the upper surface (surface) of the deck 11 may have a slope. For example, the upper surface of the floor slab 11 may be inclined toward the river 3 in consideration of drainage. That is, in the width direction, the upper surface of the deck 11 may have a gradient that is low on the river 3 side and high on the side opposite to the river 3.

The height (protruding height) of the top of the parapet 31 from the deck 11 does not have to be constant. If there is a reservoir or a wilderness field on the land side (outside of the embankment 5; opposite to the river 3) that there is no problem even if a flood occurs, drainage to the area (reservoir, etc.) is facilitated and the estuary. Even if the top position of the parapet 31 (value of the height dimension of the parapet 31) in the vertical direction is appropriately changed in the longitudinal direction of the embankment 5, in order to reduce the flow flow toward the river and prevent and suppress the occurrence of flood disasters. good. That is, a structure may be formed in which a part of the parapet 31 is cut down, the shape of the parapet 31 is comb-shaped, or a hole is formed in the parapet 31. That is, a cross-section defect portion may be preliminarily constructed in the parapet 31.

Further, the partition wall 13 may be used as a support pile. In this case, the support piles constituting the hybrid vertical water blocking walls 23 and 25 are not required.

All hybrid vertical water blocking walls 23 and 25 (support piles 7 and 9 and partition walls 13) extend in the vertical direction, but the angle at which the most effective (effective) reaction force can be expected against the external force of action. May be (slanted pile). However, it is not necessary to use all of them as diagonal piles (pile extending diagonally), and they may be compound piles combined with vertical piles. Further, the direction of inclination of the slanted pile may be appropriately changed for each support pile.

Materials that can be used for the hybrid vertical water blocking walls 23 and 25 (support piles 7 and 9 and partition walls 13) are represented by piles and sheet piles, but precast systems represented by steel materials, piles, and underground continuous walls. It may be (manufactured in advance at the factory) or a current casting system (concrete system provided at the site).

The reinforcement structure 1 of the existing embankment is an applied reinforcement structure when the top end 6 of the existing embankment 5 is constantly utilized (sidewalk, carriageway, etc.), and whether it is a fragile embankment 5 or a tough embankment, the existing embankment Reinforcing structure 1 can be adopted.

The hybrid vertical water blocking walls 23 and 25 may be installed inside or outside the embankment 5, but if they are installed on the river 3 side, the top end 6 of the embankment 5 can be utilized as before.

A ramp may be installed in addition to the fender 59 shown in FIG. Fender 59s and ramps are berthing facilities for ships that are active in rescue and rescue activities. By installing a fender 59 and a ramp, it can play a major role in disaster prevention preparation, recovery, and reconstruction. Further, by providing a bollard (not shown) on the inner side (front side 55 side) of the floor slab 11, the berthing of the ship becomes more effective.

[Second Embodiment]
In the reinforcement structure 1a of the existing embankment according to the second embodiment shown in FIG. 10, the point that the deck 11 is separated from the embankment 5 upward is the reinforcement structure 1 of the existing embankment according to the first embodiment of the present invention. Unlike the existing embankment, the other points are the same as those of the existing embankment reinforcing structure 1, and changes can be made in the same manner as the existing embankment reinforcing structure 1.

In the reinforcing structure 1a of the existing embankment, the thickness direction of the floor slab 11 is substantially in the vertical direction, and the floor slab 11 is located above the embankment 5 and away from the embankment 5. Further, the support piles 7 and 9 and the partition wall 13 are also extended upward.

According to the reinforcement structure 1a of the existing embankment, since the floor slab 11 is separated from the embankment 5 on the upper side of the embankment 5, the hybrid vertical water blocking walls 23 and 25 protrude above the embankment 5, and the river. Even if the flow rate of the water 14 of No. 3 increases, the water 14 can be dammed by the hybrid vertical water blocking walls 23 and 25, and the overflow of water can be further prevented. Further, the top end 6 of the embankment 5 and the upper surface of the floor slab 11 can be effectively used as a passage for people and cars.

[Third Embodiment]
The reinforcing structure 1b of the existing embankment according to the third embodiment shown in FIG. 11 is adopted for the tough embankment 5. In the reinforcing structure 1b of the existing embankment, the water blocking key (key) 61 is used instead of the first support pile 7, and the existing embankment reinforcing structure 1 according to the first embodiment of the present invention is used. Unlike the existing embankment, the other points are the same as those of the existing embankment reinforcing structure 1, and it is possible to make almost the same changes as the existing embankment reinforcing structure 1.

The reinforcing structure 1b of the existing embankment according to the third embodiment includes a key 61, a support pile (second support pile) 9, a floor slab 11, and a parapet 31.

In the key 61, the upper part is exposed from the embankment 5 and the lower part is in the embankment 5 (only the upper part of the embankment 5). Further, the key 61 is installed on the embankment 5 along the embankment 5 (in the longitudinal direction of the embankment). The key 61 is installed in place of the first support pile 7 when the embankment 5 has sufficient strength against unexpected river water volume and there is no risk of collapse or the like. The key 61 is installed in the upper part of the center of the embankment 5 and has an inverted isosceles trapezoidal shape.

A plurality of support piles 9 are provided. The support pile 9 is inserted because the upper portion and the intermediate portion are exposed and the lower portion is driven into the ground 15 outside the embankment 5. A plurality of support piles 9 are installed on the ground 15 along the embankment 5 at predetermined intervals in the longitudinal direction of the embankment 5.

The floor slab 11 is provided between the key 61 and the support pile 9 in the width direction of the embankment 5, extends long along the embankment 5 in the longitudinal direction of the embankment 5, and is above the embankment 5 in the vertical direction. The upper portion of the key 61 (for example, the upper end surface) and the upper portion of the support pile 9 (for example, the upper end surface) are integrally installed on the key 61 and the support pile 9. The deck 11 is developed in a horizontal direction or a direction close to the horizontal direction, and the thickness direction of the deck 11 is generally in the vertical direction.

Further, a partition wall 13 is provided in the reinforcing structure 1b of the existing embankment. The partition wall 13 is installed between the plurality of support piles 9 along the embankment 5 (in the longitudinal direction of the embankment), and closes between the plurality of support piles 9. The thickness direction of the partition wall 13 is generally the width direction. The partition wall 13 may be deleted.

In the reinforcing structure 1b of the existing embankment, since the key 61 enters only the embankment 5 and is installed along the embankment 5, it is easier to install the key 61 than when the first support pile 7 is used. That is, by using the key 61 (for example, made of concrete) instead of the hybrid vertical water blocking wall 23, the construction becomes easier.

The key 61 may be a shear key having a shear resistance to suppress the horizontal movement of the deck 11.

When the embankment 5 is tough and resists all the main causes of damage, the reinforcement structure 1b of the existing embankment is applied to the embankment 5 only to increase the flow rate (volume of water) flowing down the river 3. I will decide.

When the embankment 5 is tough, the hybrid vertical water blocking wall 25 (partition wall 13 of the support pile 9) becomes unnecessary as described above. Further, the reinforcing structure 1b of the existing embankment has a structure in which the load transmitted from the floor slab 11 is resisted by the ground reaction force of the embankment 5 and the reaction force of the support pile 9.

If the embankment 5 is a tough embankment that is tough and can withstand all the main causes of damage, the pocket (volume) of the flow rate flowing down the river 3 is increased, and the embankment is crossed over the unbreakable tough embankment. Floor slabs 11 and parapets 31 are constructed for the purpose of preventing water (overflow) and causing floods.

A cushioning material (for example, a cushioning material such as an asphalt mat or an asphalt mastic; not shown) may be interposed between the floor slab 11 and the top end 6 of the embankment 5. The key 61, which is the most reliable fail-safe structure, may be constructed. The key 61 may be a cast concrete structure, various precast materials, or sheet pile tablets.

[Fourth Embodiment]
In the first embodiment of the present invention, the reinforcing structure 1c of the existing embankment according to the fourth embodiment shown in FIG. 12 uses a support 63 instead of the first support pile 7. Unlike the reinforcement structure 1 of the existing embankment, the other points are the same as those of the reinforcement structure 1 of the existing embankment, and almost the same changes as the reinforcement structure 1 of the existing embankment can be made. ..

The reinforcing structure 1c of the existing embankment according to the fourth embodiment includes a support 63, a support pile 9, a floor slab 11, a partition wall 13, and a parapet 31.

In the support 63, the upper part is exposed from the embankment 5, the middle part enters the embankment 5, the lower part enters the ground 15 below the embankment 5, and the support 63 is along the embankment 5 (in the longitudinal direction of the embankment). It is installed on the embankment 5. The lower end of the support 63 is in contact with the upper surface of the hard ground 27, but as shown by the broken line, the lower end of the support 63 may enter the hard ground 27. Further, it is desirable that the support 63 is made of concrete or the like like the key 61.

A plurality of support piles 9 are provided. The support pile 9 is inserted because the upper portion and the intermediate portion are exposed and the lower portion is driven into the ground 15 outside the embankment 5. A plurality of support piles 9 are installed on the ground 15 along the embankment 5 at predetermined intervals in the longitudinal direction of the embankment 5.

The floor slab 11 is provided between the support 63 and the support pile 9 in the width direction of the embankment 5, extends long along the embankment 5 in the longitudinal direction of the embankment 5, and extends in the vertical direction of the embankment 5. On the upper side, the upper portion of the support 63 (for example, the upper end surface) and the upper portion of the support pile 9 (for example, the upper end surface) are integrally installed on the support 63 and the support pile 9. The deck 11 is developed in a horizontal direction or a direction close to the horizontal direction, and the thickness direction of the deck 11 is generally in the vertical direction.

Further, a partition wall 13 is provided in the reinforcing structure 1c of the existing embankment. The partition wall 13 is installed between the plurality of support piles 9 along the embankment 5 (in the longitudinal direction of the embankment), and closes between the plurality of support piles 9.

In the reinforcing structure 1c of the existing embankment, the partition wall 13 provided between the support piles 9 may be deleted. In this case, it is desirable that the support 63 has a function as a water blocking wall. That is, it is desirable that the support 63 is continuously provided on the embankment 5 in the longitudinal direction of the embankment 5 to have a function as a water blocking wall.

[Fifth Embodiment]
The reinforced structure 1d of the existing embankment according to the fifth embodiment shown in FIG. 13 is the first embodiment of the present invention in that the existing embankment 5 having an installation symmetry is a dike having a digging structure. Unlike the reinforcement structure 1 of the existing embankment according to the above, other points are configured in the same manner as the reinforcement structure 1 of the existing embankment, and it is possible to make almost the same changes as the reinforcement structure 1 of the existing embankment. There is.

The reinforcing structure 1d of the existing embankment according to the fifth embodiment includes a first support pile 7, a second support pile 9, a floor slab 11, a partition wall 13, and a parapet 31.

In the first support pile 7, the upper portion is exposed from the embankment (embankment of the dug structure) 5, the intermediate portion enters the embankment 5, and the lower portion enters the ground 15 below the embankment 5. In the second support pile 9, the upper portion is exposed from the embankment 5, the intermediate portion enters the embankment 5, and the lower portion enters the ground 15 below the embankment 5.

The floor slab 11 is provided between the first support pile 7 and the second support pile 9 in the width direction of the embankment 5, and extends long along the embankment 5 in the longitudinal direction of the embankment 5. In the vertical direction, the first support pile 7 is located on the upper side of the embankment 5 at the upper part of the first support pile 7 (for example, the upper end surface) and the upper part of the second support pile 9 (for example, the upper end surface). And the second support pile 9 are integrally installed, and are deployed in the horizontal direction or in a direction close to the horizontal direction.

The partition wall 13 is installed along at least one of a plurality of first support piles 7 and a plurality of second support piles 9 along the embankment 5, and is installed between the plurality of support piles 7 and 9. Is closed. The partition wall 13 may be deleted.

Further, in the reinforcing structure 1d of the existing embankment, the lower surface of the floor slab 11 is joined to the top end 6 of the embankment 5 via a shock absorber (not shown), or is directly joined to the top end 6 of the embankment 5. ing.

[Sixth Embodiment]
In the reinforcement structure 1e of the existing embankment according to the sixth embodiment shown in FIG. 14, the point that the floor slab 11 is separated from the embankment 5 on the upper side of the embankment 5 is that the existing embankment according to the fifth embodiment of the present invention has. Unlike the reinforced structure 1d, other points are configured in the same manner as the reinforced structure 1d of the existing embankment, and it is possible to make almost the same changes as the reinforced structure 1d of the existing embankment.

Here, the above-mentioned reinforcing structures 1 to 1e of the existing embankment will be further described.

The embankment 5 in the river 3, the embankment and bank of the retarding basin that temporarily stores water in the event of a flood, and the embankment and bank of the reservoir and reservoir for the purpose of water storage are "soil" mainly for the purpose of water stoppage (water insulation). It is a structure.

Structures such as river embankments with embankments, reservoirs, retarding basins, and dikes are "soil structures for the purpose of water blocking" using soil as the main construction material.

The hydraulic characteristics of river embankments are that high water is temporary rather than long-term, and high water decreases in a short period of time (short period). For this reason, the infiltration of water into the embankment becomes "unsteady (unsteady infiltration flow)".

The hydraulic characteristics of reservoirs, reservoirs, retarding basins, etc. for the purpose of storing water are to maintain the water level at a level close to a constant water level for a long period of time (long term). As a result, the permeation of water into the embankment becomes "steady (steady permeation flow)".

Reservoirs and reservoirs are under the jurisdiction of the Ministry of Agriculture, Forestry and Fisheries, and the destruction modes of their banks are roughly divided into three. That is, it is roughly classified into osmotic rupture due to piping indicated by reference numeral 313 in FIG. 15, slip rupture due to infiltration of precipitation and infiltration of stored water, and overflow rupture due to overflow or overflow erosion (see the broken line 315 in FIG. 15). To. According to the above-mentioned reinforcing structures 1 to 1e of the existing embankment, the above-mentioned destruction can be avoided.

In the reinforcing structures 1 to 1e of the existing embankment, the support piles 7 and 9 are required to have a number of piles 7 and 9 for transmitting various loads to the support layer 27 by being transmitted from the load of the artificial deck 11, the upper load and the external force of action.

Further, the hybrid vertical water blocking wall 23 (25) may have only one row or a plurality of rows. However, the hybrid vertical water blocking wall 23 (25) is different from the water blocking work provided at the managed waste landfill disposal site, and is not "water blocking (blocking water)" but water blocking (stopping water). The purpose is to. The hybrid vertical water stop wall 23 (25) does not have a performance regulation regarding water leakage as in a controlled waste disposal site. As a result, the structure of the hybrid vertical water blocking wall 23 (25) may be a structure that stops seepage water to some extent.

Therefore, even if the material used for the hybrid vertical water blocking wall 23 (25) is a sheet, a wooden board, a sheet pile, a clay, an iron plate, or a concrete, its performance can be improved. , Can be fully fulfilled.

Since the "soil material" to be used for the embankment 5 must be constructed at a low cost and in a short construction period, it is not suitable for the purpose to obtain a good quality soil material from a remote place, and it is generally said. But I have to say that it is impossible.

Therefore, most of the soil material used for the river embankment 5 is a permeable material because the earth and sand in the vicinity of the point where the river is transported is used. This is destined to become a structural weakness of the river embankment 5. However, according to the above-mentioned reinforcing structures 1 to 1e of the existing embankment, even the soil material used for the river embankment 5 can avoid the above-mentioned destruction.

The piles (supports 7 and 9 piles, hybrid vertical water blocking walls 23 and 25) newly constructed as a reinforcing structure 1 in the embankment 5 are earthquake-resistant by preventing liquefaction during an earthquake and increasing the strength of the embankment 5. The effect is also expected.

The above-mentioned reinforcing structures 1, 1a, 1b, 1c, 1d, and 1e of the existing embankment are examples of the reinforcing structures of the existing embankment shown below.

That is, it is installed along the embankment so that the upper part is exposed and the middle part enters the embankment and the lower part enters the ground below the embankment, or the upper part and the intermediate part. The first support installed along the embankment so that the lower part is exposed and enters the ground inside the embankment, and the upper part is exposed and the middle part enters the embankment and is below. The part is installed along the embankment so that the part enters the ground below the embankment, or the upper part and the lower part are exposed and the lower part enters the ground outside the embankment. Then, between the second support installed along the embankment outside the first support and the first support and the second support in the width direction of the embankment. Provided, in the longitudinal direction of the embankment, it extends long along the embankment, and in the vertical direction, the first portion of the upper portion of the first support and the upper portion of the second support. The first support, the second support, which is installed on the support and the second support and has a floor slab developed in a horizontal direction or a direction close to the horizontal direction. One or both of the bodies (at least one of the first support and the second support) is a water stop wall for water flowing inside the embankment. This is an example of the reinforcement structure of an existing embankment.

1a, 1b, 1c, 1d, 1e Reinforcement structure of existing embankment 5 Embankment (embankment body)
6 Top 7 1st support pile 9 2nd support pile 11 Floor slab 13 Partition wall 15 Ground 31 Parapet 61 Key 63 Support

Claims (9)

The upper part is exposed, the middle part enters the embankment, the lower part enters the ground below the embankment, and a plurality of first support piles installed along the embankment at predetermined intervals. When,
A plurality of second support piles, in which the upper part and the middle part are exposed and the lower part enters the ground outside the embankment and are installed at predetermined intervals along the embankment,
In the width direction of the embankment, it is provided between the first support pile and the second support pile, and in the longitudinal direction of the embankment, it extends long along the embankment, and in the vertical direction, the first support pile. The upper part of the support pile 1 and the upper part of the second support pile are installed in the first support pile and the second support pile, and are close to the horizontal direction or the horizontal direction. The floor stakes that are unfolding in the direction,
Along the embankment, it is installed in at least one of the plurality of first support piles and the plurality of second support piles, and the plurality of the plurality of first support piles. With a partition wall that closes at least one of the second support piles,
Reinforcement structure of the existing embankment characterized by having. The upper part is exposed, the middle part enters the embankment, the lower part enters the ground below the embankment, and a plurality of first support piles installed along the embankment at predetermined intervals. When,
Outside of the first support pile, the upper part is exposed, the middle part enters the embankment, the lower part enters the ground below the embankment, and it is installed along the embankment at a predetermined interval. With multiple second support piles
In the width direction of the embankment, it is provided between the first support pile and the second support pile, and in the longitudinal direction of the embankment, it extends long along the embankment, and in the vertical direction, the first support pile. The upper part of the support pile 1 and the upper part of the second support pile are installed in the first support pile and the second support pile, and are close to the horizontal direction or the horizontal direction. The floor stakes that are unfolding in the direction,
Reinforcement structure of the existing embankment characterized by having. The upper part is exposed and the lower part enters the embankment, and the key installed along the embankment,
A plurality of support piles, in which the upper part and the middle part are exposed and the lower part enters the ground outside the embankment and are installed at predetermined intervals along the embankment.
In the width direction of the embankment, it is provided between the key and the support pile, in the longitudinal direction of the embankment, it extends long along the embankment, and in the vertical direction, the upper portion of the key and the support. A floor slab that is installed on the key and the support pile at the upper part of the pile and is developed in the horizontal direction or in a direction close to the horizontal direction.
Reinforcement structure of the existing embankment characterized by having. The upper part is exposed, the middle part enters the embankment, the lower part enters the ground below the embankment, and the support installed along the embankment,
A plurality of support piles, in which the upper part and the middle part are exposed and the lower part enters the ground outside the embankment and are installed at predetermined intervals along the embankment.
In the width direction of the embankment, it is provided between the support and the support pile, in the longitudinal direction of the embankment, it extends long along the embankment, and in the vertical direction, with a portion above the support. A floor slab that is installed on the support and the support pile and is developed in a horizontal direction or a direction close to the horizontal direction at a portion above the support pile.
A partition wall installed between the plurality of support piles along the embankment and closing between the plurality of support piles,
Reinforcement structure of the existing embankment characterized by having. The upper part is exposed, the middle part enters the embankment, the lower part enters the ground below the embankment, and the support provided continuously in the longitudinal direction of the embankment.
A plurality of support piles, in which the upper part and the middle part are exposed and the lower part enters the ground outside the embankment and are installed at predetermined intervals along the embankment.
In the width direction of the embankment, it is provided between the support and the support pile, in the longitudinal direction of the embankment, it extends long along the embankment, and in the vertical direction, with a portion above the support. A floor slab that is installed on the support and the support pile and is developed in a horizontal direction or a direction close to the horizontal direction at a portion above the support pile.
Reinforcement structure of the existing embankment characterized by having. The upper part is exposed and the middle part enters the embankment, and the lower part enters the ground below the embankment so that it is installed along the embankment, or the upper part and the intermediate part are exposed. A first support installed along the embankment so that the lower part enters the ground inside the embankment, and
The upper part is exposed, the middle part enters the embankment, and the lower part enters the ground below the embankment, or the upper part and the lower part are installed along the embankment. A second support installed along the embankment outside the first support so that the exposed lower part enters the ground outside the embankment.
In the width direction of the embankment, it is provided between the first support and the second support, and in the longitudinal direction of the embankment, it extends long along the embankment, and in the vertical direction, the first support is provided. The upper part of the support 1 and the upper part of the second support are installed on the first support and the second support, and the direction is horizontal or close to the horizontal direction. The floor slab that is being developed in
The first support, any one of the second supports, or both of them is a water blocking wall for water flowing inside the embankment. Reinforcement structure of existing embankment. The reinforcing structure of the existing embankment according to any one of claims 1 to 6.
A reinforcing structure of an existing embankment, characterized in that it protrudes upward from the upper surface of the floor slab at a predetermined height and has a parapet that extends continuously and long along the embankment. The reinforcing structure of the existing embankment according to claim 7.
The parapet is a reinforcing structure of an existing embankment, characterized in that it is located outside the floor slab in the width direction. The reinforcing structure of the existing embankment according to claim 7 or 8.
The parapet is a reinforcing structure of an existing embankment, characterized in that the value of the protrusion height can be changed.

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