Reinforcement structure of existing embankments

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

[Technical Field]

[0001] The present invention relates to a reinforcement structure for an existing embankment. [Background technology]

[0002] River levees and reservoir banks and banks for water storage are "earth structures" that are primarily constructed using soil materials and are intended to stop water (water impermeable). The following explanation will use river levees as an example.

[0003] A levee 301 of a river 303 as shown in Figure 15 has been known in the past. A planned high water level is set for the levee 301 as the maximum water level (maximum under normal conditions) flowing through the river 303. However, if an emergency occurs due to heavy rain such as a typhoon caused by climate change, and the amount of water flowing through the river 303 increases to a level that causes the levee 301 to overflow, flooding occurs due to the overflow (see arrows A11 to A13). When the water in the river 303 overflows, the overflowing water scours the back slope 311 of the levee 301, causing the back slope 311 to collapse and the portion of the levee 301 on the back side of the river to collapse. Note that the reference numeral 305 in Figure 15 denotes a house.

[0004] Furthermore, when an emergency occurs and the amount of water flowing through the river 303 increases, water seeps into the levee 301, causing seepage failure of the levee 301 and resulting in flooding (see arrows A14 to A17), and scouring caused by the flow of water flowing through the ground 307 causes scouring failure of the levee 301 and resulting in flooding (see arrows A18 to A23). In other words, the flow of water accelerates erosion and scouring of the levee 301, leading to its collapse. Furthermore, when the water level inside the levee 301 rises, water from the river 303 seeps into the levee 301, causing a piping phenomenon (see dashed line 313 in Figure 16), weakening the strength of the levee 301 and resulting in seepage collapse of the levee 301.

[0005] Furthermore, if an emergency occurs and the amount of water flowing in river 303 increases, the water flow (see arrow A24) will erode the surface of levee 301, causing it to collapse and flooding. That is, dashed line 309 shown in Figure 15 will gradually move from the left side to the right side of Figure 15, causing levee 301 to collapse and flooding to occur. Note that the direction of water flow in river 303 is perpendicular to the plane of the page in Figure 15, so arrow A24 is shown as a circle rather than an arrow.

[0006] Incidentally, with the increasing severity of rainfall, which is thought to be partly due to climate change, it is thought that the current approach of containing floods caused by rainfall within the river channel (so-called levees 301) is not the best solution, and so there is an idea called river basin flood control, which involves allowing water to overflow in a planned manner.

[0007] The concept of river basin flood control is as follows:

[0008] Improve flood control and storage functions by developing flood retarding basins, constructing and utilizing levee dikes, strengthening the flood control functions of dams, etc. Improve land use and living arrangements by restricting land use, relocating houses, and raising housing levels.

[0009] In river basin flood control, policies such as relocating target areas or allowing water to flood intentionally come with major problems in terms of residents' feelings about the relocation, the cost, and the duration of the project. In addition, planned flooding is likely to require a great deal of cost and construction time for subsequent recovery and reconstruction.

[0010] It is also possible to upgrade the conventional levee 301 to a high-standard levee.

[0011] High-standard levees are made wider to allow water to flow gently over the levee even if it overflows, preventing it from collapsing. High-standard levees are also made wider to prevent erosion of the levee's interior even if water seeps in, making it easier to prevent collapse. High-standard levees also have a core structure (made of concrete, steel, or clay) to prevent the levee from collapsing in the event of overflowing and to maintain the levee's shape.

[0012] Here, Patent Document 1 is cited as a document relating to the prior art. [Prior art documents] [Patent documents]

[0013] [Patent Document 1] Japanese Patent Application Laid-Open No. 2017-206863 Summary of the Invention [Problem to be solved by the invention]

[0014] However, installing a high-standard levee would require rebuilding or extensive modification of the levee, which would extend the construction period and increase costs.

[0015] The present invention aims to provide a reinforcement structure for existing levees (levee bodies) and embankments of reservoirs and reservoirs that can reduce costs and shorten construction periods by utilizing existing levees (levee bodies) and embankments of reservoirs and reservoirs almost as they are, and that can protect the levees, embankments and banks of reservoirs and reservoirs from erosion, scouring, seepage, overflowing and destruction due to earthquakes, thereby preventing the occurrence of floods, even when the flow rate exceeds the planned high water level. [Means for solving the problem]

[0018] Claim 1 The invention described in the above is a key with an upper part exposed and a lower part recessed into the bank, and a key installed along the bank, and a key with an upper part and a middle part exposed and a lower part outside the bank. The lower part of the embankmentThis is a reinforcement structure for an existing levee, which comprises: a plurality of support piles that penetrate into the ground and are installed at predetermined intervals along the levee; a deck slab that is installed between the key and the support piles in the width direction of the levee, extends long along the length of the levee in the longitudinal direction of the levee, and is installed between the key and the support piles in the vertical direction at the upper parts of the key and the upper parts of the support piles, and extends horizontally or in a direction close to the horizontal; and a partition wall that is installed between the plurality of support piles along the levee and closes the gap between the plurality of support piles.

[0019] Claim 2 The invention described in is a reinforcement structure for an existing levee, comprising: a support body installed along the levee with its upper section exposed, its middle section recessed into the levee, and its lower section recessed into the ground below the levee; a plurality of support piles installed at predetermined intervals along the levee with its upper and middle sections exposed and its lower section recessed into the ground outside the levee; a deck slab installed between the support body and the support piles in the width direction of the levee, extending long along the levee in the longitudinal direction of the levee and installed between the support body and the support piles in the up-down direction at the upper section of the support body and the upper section of the support pile; and a partition wall installed between the support piles along the levee and closing the gap between the support piles.

[0020] Claim 3The invention described in is a reinforcement structure for an existing embankment, comprising: a support body that is provided continuously in the longitudinal direction of the embankment, with an upper portion exposed, a middle portion recessed into the embankment, and a lower portion recessed into the ground below the embankment; a plurality of support piles that are provided at predetermined intervals along the embankment, with their upper and middle portions exposed and their lower portions recessed into the ground outside the embankment; and a deck slab that is provided between the support body and the support piles in the width direction of the embankment, extends long along the embankment in the longitudinal direction of the embankment, and is provided between the support body and the support piles in the up-down direction at the upper portion of the support body and the upper portion of the support pile, and extends horizontally or in a direction close to the horizontal. [Effects of the Invention]

[0025] According to the present invention, it is possible to reduce costs and shorten construction periods by utilizing existing levees (embankments) and the banks and banks of reservoirs and water reservoirs almost as they are, and it is also possible to provide a reinforcement structure for existing levees, banks and banks of reservoirs and water reservoirs that can protect the levees, banks and banks of reservoirs and water reservoirs from erosion, scouring, seepage, overflowing and destruction due to earthquakes, and prevent the occurrence of floods, even when the flow rate exceeds the planned high water level. [Brief explanation of the drawings]

[0026] [Figure 1] 1 is a plan view of a reinforcement structure for an existing embankment according to a first embodiment of the present invention. [Figure 2] FIG. 2 is a cross-sectional view taken along line II-II in FIG. [Figure 3] FIG. 2 is a cross-sectional view taken along the line III-III in FIG. [Figure 4] FIG. 4 is a cross-sectional view taken along the line IV-IV in FIG. [Figure 5] FIG. 5 is an enlarged view of a portion V in FIG. [Figure 6] FIG. 4 is an enlarged view of a portion VI in FIG. [Figure 7] FIG. 7 is an enlarged view of part VII in FIG. [Figure 8]2, and (b) is an enlarged view of a portion VIIIB in FIG. [Figure 9] FIG. 4 is a view corresponding to FIG. 2 and FIG. 3, showing an example of changing the positions of the support piles and partition walls of an existing levee according to the first embodiment of the present invention. [Figure 10] FIG. 3 is a cross-sectional view of a reinforcement structure for an existing embankment according to a second embodiment of the present invention, and corresponds to FIG. 2. [Figure 11] FIG. 10 is a cross-sectional view of a reinforcement structure for an existing embankment according to a third embodiment of the present invention, and corresponds to FIG. 2. [Figure 12] FIG. 10 is a cross-sectional view of a reinforcement structure for an existing embankment according to a fourth embodiment of the present invention, and corresponds to FIG. 2. [Figure 13] FIG. 10 is a cross-sectional view of a reinforcement structure for an existing embankment according to a fifth embodiment of the present invention, and corresponds to FIG. 2. [Figure 14] FIG. 10 is a cross-sectional view of a reinforcement structure for an existing embankment according to a sixth embodiment of the present invention, and corresponds to FIG. 2. [Figure 15] FIG. 1 is a cross-sectional view of a conventional embankment. DETAILED DESCRIPTION OF THE INVENTION

[0027] [First embodiment] The reinforcement structure 1 for an existing levee in the first embodiment of the present invention is intended to reinforce, for example, an levee (existing levee; an levee of an existing constructed structure) 5, which is a flood control structure for a river 3, and is composed of a first support pile 7, a second support pile 9, a deck (artificial deck) 11, and a partition wall 13, as shown in Figures 1 to 4.

[0028] For the sake of explanation, a predetermined direction perpendicular to the up-down direction (vertical direction; height direction) is defined as the width direction, and a predetermined direction perpendicular to the up-down direction and the width direction is defined as the upstream-downstream direction. It is assumed that water 14 of the river 3 flows from the upstream side to the downstream side in the upstream-downstream direction inside the width direction.

[0029] Although only one levee (levee body) is shown in Figures 1 to 4, there may be another similar levee on the opposite side of the river 3, and the existing levee reinforcement structure 1 may also be applied to this opposite levee. Furthermore, the levee 5 and the existing levee reinforcement structure 1 that reinforces it do not necessarily extend in a straight line in the upstream and downstream directions, but may extend in a curved or bent shape.

[0030] The first support pile 7 is formed in a long, thin rod shape. The longitudinal direction of the first support pile 7 is roughly in the vertical direction. In the width direction of the embankment 5, the first support pile 7 is located at the top end 6 of the embankment 5 (the top of the embankment 5).

[0031] The upper portion of the first support pile 7 is exposed from the embankment 5. In addition, the middle portion of the first support pile 7 is driven into the embankment 5, and the lower portion is driven into the ground 15 below the embankment 5, so that the first support pile 7 is driven into both the embankment 5 and the ground 15.

[0032] A plurality of first support piles 7 are provided. The plurality of first support piles 7 are installed between the embankment 5 and the ground 15 at predetermined intervals along the embankment 5 in the longitudinal direction (upstream and downstream direction) of the embankment 5.

[0033] The second support pile 9 is also formed in a long, thin rod shape, similar to the first support pile 7. The longitudinal direction of the second support pile 9 is also generally in the vertical direction.

[0034] In order to prevent the width dimension (dimension of the embankment floor) of the embankment 5 from increasing as much as possible due to the installation of the reinforcement structure 1 for the existing embankment and to install a deck 11 on the upper side of the back slope of the embankment 5, the second support pile 9 is located in the width direction of the embankment 5 at the back slope toe (lower part of the embankment slope) 19 of the back slope (the embankment slope on the land side when viewed from above the embankment 5) 17 of the embankment 5, or near the back slope toe 19 of the back slope 17 of the embankment 5, as shown in Figure 2, etc.

[0035] The second support pile 9 may be located at the rear slope 17 of the embankment 5 in the width direction of the embankment 5, or may be located a predetermined distance outside the embankment 5 from the rear slope toe 19 of the rear slope 17 of the embankment 5 (for example, at the side belt 21). Note that the side belt 21 may be in a so-called zero-meter zone (land where the elevation of the ground surface is below the mean sea level at high tide).

[0036] The second support piles 9 are, for example, exposed at their upper and middle portions and driven into the ground 15 at their lower portions outside the embankment 5, so that they are embedded in the ground 15. Similar to the first support piles 7, multiple second support piles 9 are provided. The multiple second support piles 9 are installed in the ground 15 at predetermined intervals along the embankment 5 in the longitudinal direction of the embankment 5 (upstream and downstream directions).

[0037] 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. In other words, the deck 11 extends from the first support pile 7 to the second support pile 9 in the width direction of the embankment 5 at least.

[0038] The deck 11 extends longitudinally along the embankment 5. In the vertical direction, the deck 11 is installed integrally with the first support pile 7 and the second support pile 9 at the upper side of the embankment 5, at the upper portion (for example, the upper end surface) of the first support pile 7 and the upper portion (for example, the upper end surface) of the second support pile 9.

[0039] The thickness direction of the deck slab 11 is roughly vertical, and the deck slab 11 extends horizontally or in a direction close to horizontal. A part of the underside of the deck slab 11 (the inner part in the width direction) is attached to the top edge 6 of the embankment 5 via a hood (not shown), or is in direct contact with the top edge 6 of the embankment 5. In addition, a mooring bollard (not shown) is installed on the top surface of the deck slab 11 on the top face 55 side.

[0040] Partition walls 13 are installed between the plurality of first support piles 7 along the embankment 5 (in the longitudinal direction of the embankment 5), and are also installed between the plurality of second support piles 9 along the embankment 5. The partition walls 13 close off the spaces between the plurality of first support piles 7, and also close off the spaces between the plurality of second support piles 9.

[0041] In addition, the partition wall 13 may be installed along the embankment 5 between at least one of the spaces between the multiple first support piles 7 and the multiple second support piles 9, and may be configured to close at least one of the spaces between the multiple first support piles 7 and the multiple second support piles 9.

[0042] The thickness direction of the partition wall 13 is roughly the same as the width direction. The partition wall 13 extends roughly in the vertical direction along the plurality of support piles 7, 9, and also in the longitudinal direction of the embankment 5.

[0043] The provision of the partition walls 13 forms a cut-off wall for water 14 flowing inside the body of the embankment 5. That is, the provision of the partition walls 13 between the multiple first support piles 7 forms a cut-off wall (hybrid vertical cut-off wall) 23 for water flowing inside the body of the embankment 5 by the first support piles 7 and the partition walls 13. In addition, the provision of the partition walls 13 between the multiple second support piles 9 forms a cut-off wall (hybrid vertical cut-off wall) 25 for water flowing inside the body of the embankment 5 by the second support piles 9 and the partition walls 13.

[0044] In addition, in an embodiment in which partition walls 13 are provided both between a plurality of first support piles 7 and between second support piles 9, a fail-safe structure (fault-tolerant system) with double water-blocking walls is formed.

[0045] In the areas where the first support pile 7, the embankment 5, and the second support pile 9 are installed, the ground 15 consists of hard ground (e.g., an impermeable layer) 27 and soft ground (e.g., a permeable layer) 29 above the hard ground.

[0046] An upper part of the lower portion of the first support pile 7 penetrates the soft ground 29, and a lower part of the lower portion of the first support pile 7 penetrates into the hard ground 27. An upper part of the lower portion of the second support pile 9 also penetrates into the soft ground 29, and a lower part of the lower portion of the second support pile 9 also penetrates into the hard ground 27.

[0047] Furthermore, the existing embankment reinforcement structure 1 is provided with a parapet 31. The parapet 31 protrudes a predetermined height upward from the upper surface of the deck slab 11, and extends continuously along the embankment 5 (in the longitudinal direction of the embankment). The parapet 31 is located at the end of the deck slab 11 on the outer side in the width direction (on the opposite side to the river 3). Furthermore, as shown in Figure 7, the parapet 31 is configured so that the value of its protruding height from the deck slab 11 can be changed.

[0048] Here, the embankment 5 and the reinforcement structure 1 for the existing embankment will be described in more detail.

[0049] The embankment 5 is composed of an embankment body 33 and rubble 35 covering the embankment body 33. The cross section of the embankment 5 (a cross section taken along a plane perpendicular to the upstream and downstream directions) is formed, for example, in the shape of an isosceles trapezoid.

[0050] The first support pile 7 and the second support pile 9 are made of, for example, steel pipes and have the same shape. The upper end surface of the first support pile 7 is exposed from the embankment 5 at the top 6 of the embankment 5. In the vertical direction, the positions of the upper end surface of the first support pile 7 and the top 6 of the embankment 5 are approximately aligned with each other. In the vertical direction, the positions of the first support pile 7 and the second support pile 9 are approximately aligned with each other.

[0051] As shown in Fig. 5(a), the partition wall 13 is made of steel material such as sheet piles, and is provided extending between adjacent first support piles 7 (second support piles 9) in the upstream and downstream direction. The partition wall 13 also extends from the deck slab 11 to the inside of the ground 15 in the vertical direction. Note that, as shown in Fig. 5(b), the partition wall 13 may be made of steel pipes similar to the support piles 7, 9.

[0052] As shown in Fig. 6(a), the lower end of the partition wall 13 is located on the upper surface of the hard ground 27. As shown in Fig. 6(b), the lower end of the partition wall 13 may be located within the hard ground 27, or as shown in Fig. 6(c), the lower end of the partition wall 13 may be located within soft ground 29 above the upper surface of the hard ground 27.

[0053] The deck 11 is composed of, for example, steel materials such as sheet piles or deck plates, precast concrete slabs, or cast-in-place concrete slabs instead of precast concrete slabs, and the underside of the deck 11 is joined to the upper end surfaces of the first support pile 7 and the second support pile 9.

[0054] Here, a configuration that allows the value of the protruding height of the parapet 31 from the deck slab 11 to be changed will be described with reference to FIG.

[0055] In the configuration shown in Figure 7(c), the parapet 31 is configured to include a parapet main body 37 and a parapet raising body 39. The parapet raising body 39 is attached to the parapet main body 37 via a hinge portion 41, and is configured to rotate relative to the parapet main body 37.

[0056] When the water level is below the level at which water would overflow the levee, the parapet raising body 39 covers the parapet main body 37, as shown by the solid line. On the other hand, when the water level is likely to exceed the level at which water would overflow the levee, the parapet raising body 39 rotates, for example, 180° relative to the parapet main body 37, as shown by the two-dot chain line, to raise the height of the parapet 31.

[0057] There is a small amount of water leakage at the hinge portion 41, which is tolerable, but in order to prevent this water leakage, a sealant or packing may be provided at the hinge portion 41.

[0058] In the configuration shown in Figure 7(a), the second support pile 9 (first support pile 7) is composed of an upper member 43 and a lower member 45. The upper member 43 is freely movable and positioned in the vertical direction relative to the lower member 45. The parapet 31 is raised by moving the upper member 43 upward from the state shown in Figure 7(a) to the state shown in Figure 7(b).

[0059] Although not shown in Figures 7(a) and (b), the partition wall 13 is also composed of an upper member and a lower member, just like the support piles 7 and 9. The upper member of the partition wall 13 is installed integrally with the upper member 43 of the support piles 7 and 9, and the lower member of the partition wall 13 is installed integrally with the lower member 45 of the support piles 7 and 9. As shown in Figures 7(a) and (b), 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 form a sliding pair with each other, so that the hybrid vertical water cut-off walls 23 and 25 can almost completely stop water.

[0060] Next, the flow of water 14 of the river 3 in the levee 5 reinforced by the existing levee reinforcement structure 1 will be described.

[0061] Under normal conditions, as shown in Figure 2, water 14 flows through river 3 at a water level below the designed high water level. On the other hand, when river 3 rises due to heavy rain, water 14 flows through river 3 at a water level above the designed high water level. However, even if river 3 rises, if the water level is below the level that would cause the levee to overflow, the parapet 31 prevents the water from overflowing (see arrow A1). The designed high water level is the water level that serves as the reference for levee construction, and the height of levee 5 is determined by adding a freeboard to the height of the designed high water level.

[0062] Even if the river 3 rises in water level, the hybrid vertical water cut-off wall 23 blocks the water that has seeped into the levee 5 and the water that flows through the ground 15 (soft ground 29) (see arrows A2, A3, and A4). Furthermore, even if the water flow caused by the rise in water level of the river 3 (see arrow A5) scours parts of the inside of the levee 5 (see dashed line 30 in Figure 2), this scouring stops at the hybrid vertical water cut-off wall 23.

[0063] The reinforcement structure 1 for the existing embankment is composed of a plurality of first support piles 7, whose middle portions penetrate into the embankment 5 and whose lower portions penetrate into the ground 15 below the embankment 5, and which are installed at predetermined intervals along the embankment 5, and a plurality of second support piles 9, whose lower portions penetrate into the ground 15 outside the embankment 5, and which are installed at predetermined intervals along the embankment 5.

[0064] Furthermore, the existing embankment reinforcement structure 1 is provided with a deck 11. 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, extends long along the embankment 5 in the longitudinal direction of the embankment 5, and is installed on the first support pile 7 and the second support pile 9 at the upper parts of the first support pile 7 and the second support pile 9 in the vertical direction, and extends horizontally or in a direction close to the horizontal direction.

[0065] Furthermore, the reinforcement structure 1 for the existing embankment is provided with partition walls 13 installed between the first support piles 7 and the second support piles 9 along the embankment 5, closing the spaces between the multiple support piles 7 and 9.

[0066] Because the existing levee reinforcement structure 1 is configured in this way, the existing levee (levee body) 5 can be used almost as is, thereby reducing costs and shortening the construction period. In other words, by installing the first support piles 7, for example, by driving them into the levee 5, the existing levee 5 can be used almost as is without making any major modifications to it.

[0067] Furthermore, because the reinforcement structure 1 for the existing levee is configured as described above, the levee 5 can be protected from erosion, scouring, seepage, overflowing, and destruction due to earthquakes, even if the water volume increases. That is, because the deck 11, support piles 7, 9, and partition wall 13 are provided, erosion, scouring, and seepage caused by increased water can be suppressed by the support piles 7, 9 and partition wall 13, and the deck 11, etc. can prevent destruction of the levee 5 due to overflowing.

[0068] Furthermore, according to the reinforcement structure 1 for the existing levee, the deck 11 is provided between the first support pile 7 and the second support pile 9, and the second support pile 9 is provided at the toe 19 of the back slope 17 of the levee 5, so even if the levee 5 is reinforced, the levee 5 is prevented from widening in the width direction to the opposite side of the river 3. In other words, it is possible to prevent the width dimension (dimension of the levee base) of the levee 5 from increasing as much as possible.

[0069] Furthermore, according to the reinforcement structure 1 for the existing embankment, the deck 11 is installed on the first support pile 7 and the second support pile 9 at the upper end surfaces of the first support pile 7 and the second support pile 9, and since the thickness direction of the deck 11 is in the vertical direction, the deck 11 is positioned slightly above the top edge 6 of the embankment 5 in the vertical direction, and the top surface of the deck 11 extends the top edge 6 of the embankment 5 outward in the width direction. This allows the deck 11 to be used as a promenade or the like that is wider than the top edge 6 of the embankment 5.

[0070] Furthermore, according to the reinforcement structure 1 for the existing embankment, a portion of the underside of the deck 11 is joined to the top 6, making it difficult for water to flow between the top 6 of the embankment 5 and the deck 11, preventing the embankment 5 from collapsing and enabling the length dimensions of the support piles 7 and 9 to be reduced.

[0071] Furthermore, according to the reinforcement structure 1 for the existing levee, a parapet 31 is provided that protrudes a predetermined height above the top surface of the deck 11 and extends continuously along the levee 5, thereby providing a measure against overflow. In other words, the levee is raised to prevent overflow, and the width of the river 3 is widened to prevent overflow, improving the flow capacity against floods.

[0072] Furthermore, according to the reinforcement structure 1 for the existing embankment, the parapet 31 is located outside the deck slab 11 in the width direction, so that the area of ​​the deck slab 11 through which water flows is wider in plan view, and even if the flow rate of the river 3 increases, the parapet 31 can hold back the water, further preventing overflow.

[0073] Furthermore, with the existing levee reinforcement structure 1, the parapet 31 is configured so that the protruding height can be changed, making it possible to take measures against overflow according to the water volume. In other words, with the existing levee reinforcement structure 1, the existing levee 5 can be utilized to take measures against overflow, add erosion, scouring, and seepage prevention works, and further improve the levee into a strong levee that is resistant to earthquakes.

[0074] Furthermore, the deck 11, which is constructed above the levee 5, has an area that is overwhelmingly larger than the top 6 of the levee 5. This allows it to be used not only for its conventional functions (for example, as a footpath or roadway), but also as a storage yard for sandbags and disaster prevention equipment, as a first aid yard in the event of an emergency, and as a collection and sorting yard or temporary storage yard for large amounts of disaster waste after an emergency occurs, as well as a recovery and reconstruction yard.

[0075] Next, with reference to FIG. 9, a description will be given of how to change the installation positions of the support piles 7, 9 and the partition wall 13 in the width direction.

[0076] In the reinforcement structure 1 for the existing levee shown in Figures 1 to 4, etc., the first support pile 7 and partition wall 13 (hybrid vertical water-stop wall 23) are placed where indicated by the dotted line 47 in Figure 9, and the second support pile 9 and partition wall 13 (hybrid vertical water-stop wall 25) are placed where indicated by the dotted line 49 in Figure 9.

[0077] However, the positions of the hybrid vertical water cutoff walls 23 and the hybrid vertical water cutoff walls 25 in the width direction are not limited to those shown in Figs. 1 to 4 and the like.

[0078] That is, the hybrid vertical water cut-off wall 23 may be placed where indicated by the two-dot chain line 51 (at or near the toe 57 (lower part of the embankment slope) of the front slope 55 (the slope of the embankment on the river side when viewed from above the embankment 5) of the embankment 5), or may be placed at any position between the two-dot chain line 47 and the two-dot chain line 51. The part connecting the toe 57 of the front slope and the toe 17 of the back slope (the part on the top surface of the ground 15) is called the embankment base.

[0079] In addition, the hybrid vertical water blocking wall 25 may be placed at the location indicated by the two-dot chain line 53 (at the top 6 of the levee 5), or at any position between the two-dot chain line 49 and the two-dot chain line 53.

[0080] In a configuration in which the hybrid vertical water cutoff wall 23 is disposed at the two-dot chain line 51, the deck slab 11 is also extended inward in the width direction. In this case, fenders 59 are installed at the inner ends of the hybrid vertical water cutoff wall 23 and the deck slab 11. Details of the fenders 59 will be described later.

[0081] Here, the existing levee reinforcement structure 1 will be further explained. This explanation may overlap with the above description. Also, the existing levee 5 includes the embankment (existing embankment) and bank (existing bank) of a reservoir or a water reservoir.

[0082] The support piles 7, 9 are erected (driven) down to a layer (hard ground) 27 that can support all the loads acting on the deck slab 11 (the deck slab 11, rising water level, heavy machinery, seismic force, etc.).

[0083] The partition wall (vertical water-stop wall) 13 connected to the support piles 7 and 9 is erected to an arbitrary depth corresponding to the factors that cause the embankment to collapse (erosion, scouring, seepage, overflow, earthquake), as shown in Figure 6, etc.

[0084] A small gap forms between the deck slab 11 and the top 6 of the embankment 5, and to prevent this gap from becoming a waterway, it is desirable to install the above-mentioned buffer hood between the top 6 of the embankment 5 and the deck slab 11, rather than installing the deck slab 11 directly on the top 6 of the embankment 5. As the buffer hood, a layer of asphalt mat, asphalt mastic, concrete, etc. should be used. The buffer hood may also be constructed before the deck slab 11 is constructed.

[0085] The support piles 7, 9 and the partition wall 13 (vertical water cut-off walls 23, 25) are preferably made of steel (steel pipe piles, steel sheet piles) for construction purposes, but may also be made of concrete or other materials.

[0086] For example, steel sheet piles, steel pipe sheet piles, combined steel sheet piles, box sheet piles, H-shaped steel sheet piles, steel plates, cast-in-place concrete sheet piles, etc. may be used as the steel vertical water cut-off walls 23, 25. Steel piles, concrete piles, cast-in-place piles, etc. may also be used as the support piles 7, 9.

[0087] Let's say that, based on increased rainfall due to climate change (for example, the 2016 Paris Agreement), it is assumed that the average global temperature will rise by 2°C. This assumption means that rainfall will increase by 1.1 times and the frequency of floods will double. In this case, in addition to conventional hard measures such as strengthening levees as flood prevention measures, it has been reported that efforts will be made to strengthen soft measures, such as reviewing technical standards and raising levees.

[0088] In the first place, no matter how much precipitation increases, flooding will not occur unless levee 5 breaks (collapses) or water overflows from levee 5. On the other hand, there is also damage caused by water overflowing (overflowing) from areas without levee 5.

[0089] Here, we will explain the damage to Levee 5, its main causes, and the consequences.

[0090] If the main cause of damage is an unexpected earthquake, the levee5 will collapse and become unsound as a result, causing flooding even if the design high water level and design high water flow rate are not reached.

[0091] If the main cause of damage is ground liquefaction due to an earthquake, the resulting levee 5 will collapse and become unsound. Flooding will occur even if the design high water level and design high water flow rate have not been reached.

[0092] If the main cause of damage is consolidation settlement of the levee 5, the height of the crest 6 of the levee 5 will be insufficient, resulting in an unsound state. Floods will occur even below the flood danger level or the planned high water level.

[0093] If the main cause of damage is overflow due to unexpected rainfall, levee 5 will not collapse and will remain intact, but water will overflow levee 5, causing a flood.

[0094] If the main cause of damage is the erosion of the levee 5 by water, the scouring of the levee 5 by water, or the infiltration of water into the levee 5, the levee 5 will eventually collapse and become unsound. Floods will then occur even if the design high water level or design high water flow rate has not been reached.

[0095] However, the levee 5 that employs the existing levee reinforcement structure 1 can prevent the above-mentioned damage to the levee 5. In other words, it is possible to provide a sound levee that has eliminated all of the main causes that led to the above-mentioned damage to the levee 5.

[0096] In the existing levee reinforcement structure 1, the current levee 5 is in a sound state, but regardless of whether it is in an unsound state or not, the current levee 5 will be utilized. Furthermore, the existing levee reinforcement structure 1 utilizes the administrative grounds in front of and behind the current levee 5. In other words, just because the existing levee reinforcement structure 1 is adopted, the dimensions in the width direction of the levee 5 (dimensions of the levee base) will not become unnecessarily large (will not spread).

[0097] In the reinforcement structure 1 of the existing levee, in order to improve the flow capacity of water 14 in response to abnormal high water levels caused by climate change, the height of the top 6 of the levee 5 (more precisely, the height of the top of the reinforcement structure 1 of the existing levee, which corresponds to the height of the top 6) is raised by a parapet (cooping; parapet; capstone) 31.

[0098] In addition, the reinforcement structure 1 of the existing levee is provided with a deck 11 and parapets 31 to improve the flow capacity of water 14 in response to abnormal high water flow rates caused by climate change.

[0099] Even if the current levee 5 collapses due to factors that could cause its collapse (unforeseen earthquake, liquefaction during an earthquake, consolidation settlement, overflow, erosion, scouring, seepage), if reinforcement structure 1 for the existing levee has been constructed, it will be protected from the risk of flooding by resisting the external forces that could cause the collapse of levee 5.

[0100] The joints (connections; see Figure 8) between the deck 11 and the support piles 7, 9, which transmit the loads transmitted from the deck 11, the superimposed load, and external forces to the bearing layer (hard ground) 27, and the deck 11, as well as the joints (connections; see Figure 8) between the deck 11 and the vertical cut-off walls 23, 25, which resist the factors that are the main causes of damage to the embankment 5, are generally called supports (bearings) or shoes. The main role of the supports is to transmit the load of the upper structure (deck 11) to the lower structure (support piles 7, 9).

[0101] In addition, in the reinforcement structure 1 for the existing embankment, the heads (upper ends) of the hybrid vertical water cut-off walls 23, 25 are embedded in the deck 11 for the purpose of water blocking, as shown in Figures 8(a) and 8(b), for example. In other words, the interface between the hybrid vertical water cut-off walls 23, 25 and the interface of the deck 11 where the hybrid vertical water cut-off walls 23, 25 are embedded are embedded for the length required for water blocking.

[0102] In the configuration shown in Fig. 8, the upper ends of the hybrid vertical water cutoff walls 23, 25 are embedded in grooves formed in the underside of the deck slab 11, as shown in Fig. 8, but a configuration in which the upper ends of the hybrid vertical water cutoff walls 23, 25 are joined to the underside of the deck slab 11 without providing grooves in the underside of the deck slab 11 is also possible.

[0103] In addition, measures may be taken to prevent water leaks from occurring at the interface between the hybrid vertical water-stopping walls 23, 25 (embedded area) and the interface with the deck slab 11 by using inclusions (not shown) such as rubber gaskets for the purpose of water-stopping.

[0104] Furthermore, if water-stopping works (for example, the application of a swelling water-stopping material, etc.) are applied to the vertical joints (joints extending in the vertical direction) between the components (for example, steel plates, sheet piles) that make up the hybrid vertical water-stopping walls 23, 25 and to the vertical joints with the support piles, the structure will be more stable.

[0105] Furthermore, although the upper surface of the deck slab 11 is horizontal, the upper surface (surface) of the deck slab 11 may be sloped. For example, the upper surface of the deck slab 11 may be sloped toward the river 3 in consideration of drainage. That is, the upper surface of the deck slab 11 may be sloped in the width direction so that it is lower on the river 3 side and higher on the opposite side to the river 3 side.

[0106] The height (protruding height) of the parapet 31 from the deck slab 11 does not need to be constant. If there is a reservoir or wasteland on the land side (outside the levee 5; opposite the river 3) where flooding will not cause any problems, the vertical position of the parapet 31's top (the height dimension of the parapet 31) may be changed appropriately along the length of the levee 5 to facilitate drainage to the area (reservoir, etc.) and reduce the amount of runoff toward the river mouth, thereby preventing and mitigating flood disasters. That is, the parapet 31 may be partially cut down, shaped like a comb, or have holes drilled in it. In other words, a cross-sectional defect may be pre-constructed in the parapet 31.

[0107] The partition wall 13 may also be used as a support pile. In this case, the support piles that constitute the hybrid vertical water cut-off walls 23, 25 become unnecessary.

[0108] All hybrid vertical water cutoff walls 23, 25 (support piles 7, 9 and partition wall 13) extend vertically, but they may be angled (inclined piles) to provide the most effective (effective) reaction force against external forces. However, not all piles need to be inclined piles (piles extending diagonally), and they may be composite piles combined with vertical piles. Furthermore, the inclination direction of the inclined piles may be changed as appropriate for each support pile.

[0109] Materials that can be used for the hybrid vertical water-stop walls 23, 25 (support piles 7, 9 and partition wall 13) are typified by piles and sheet piles, but they may also be precast (prefabricated in a factory) and cast-in-place (concrete installed on site) materials typified by steel piles and underground continuous walls.

[0110] The reinforcement structure 1 for an existing levee is an applied reinforcement structure when the top 6 of an existing levee 5 is in constant use (as a sidewalk, roadway, etc.), and the reinforcement structure 1 for an existing levee can be adopted for both a weak levee 5 and a strong levee.

[0111] The hybrid vertical water-stopping walls 23, 25 may be installed either inside or outside the levee 5, but if they are installed on the river 3 side, the top 6 of the levee 5 can be utilized as usual.

[0112] A ladder may be installed in addition to the fender 59 shown in Figure 9. The fender 59 and ladder are berthing facilities for ships that are used in rescue and relief operations. By installing the fender 59 and ladder, ships can play an important role in disaster prevention preparation, recovery, and reconstruction. Furthermore, by installing a mooring bollard (not shown) at the top of the inside of the deck slab 11 (on the side of the top panel 55), ships can be berthed more effectively.

[0113] Second Embodiment The reinforcement structure 1a for an existing embankment according to the second embodiment shown in Figure 10 differs from the reinforcement structure 1 for an existing embankment according to the first embodiment of the present invention in that the deck slab 11 is spaced upward from the embankment 5, but in other respects it is configured in the same way as the reinforcement structure 1 for an existing embankment, and can be modified in the same way as the reinforcement structure 1 for an existing embankment.

[0114] In the reinforcement structure 1a for the existing embankment, the thickness direction of the deck 11 is generally vertical, and the deck 11 is separated from the embankment 5 on the upper side. In addition, the support piles 7, 9 and the partition wall 13 are also extended upward.

[0115] According to the reinforcement structure 1a for the existing levee, the deck 11 is located above the levee 5 and away from the levee 5, so the hybrid vertical water cut-off walls 23, 25 protrude above the levee 5. Even if the flow rate of water 14 in the river 3 increases, the hybrid vertical water cut-off walls 23, 25 can hold back the water 14, further preventing overflow. In addition, the top edge 6 of the levee 5 and the upper surface of the deck slab 11 can be effectively used as a path for people and vehicles.

[0116] Third Embodiment A reinforcement structure 1b for an existing levee according to the third embodiment shown in Figure 11 is adopted for a strong levee 5. The reinforcement structure 1b for an existing levee differs from the reinforcement structure 1 for an existing levee according to the first embodiment of the present invention in that a watertight key (key) 61 is used instead of the first support pile 7, but in other respects it is configured in the same way as the reinforcement structure 1 for an existing levee, and it is possible to make almost the same modifications as those to the reinforcement structure 1 for an existing levee.

[0117] The reinforcing structure 1b for an existing embankment according to the third embodiment is configured to include a key 61, a support pile (second support pile) 9, a deck 11, and a parapet 31.

[0118] The key 61 has an upper portion exposed from the embankment 5 and a lower portion recessed into the embankment 5 (only the upper portion of the embankment 5). The key 61 is also installed 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 to withstand unexpected river water volumes and there is no risk of collapse. The key 61 is installed at the top center of the embankment 5 and has an inverted isosceles trapezoidal shape.

[0119] A plurality of support piles 9 are provided. The upper and middle sections of the support piles 9 are exposed, and the lower sections are driven into the ground 15 outside the embankment 5, thereby sinking in. The plurality of support piles 9 are installed in the ground 15 at predetermined intervals along the embankment 5 in the longitudinal direction of the embankment 5.

[0120] The deck 11 is provided between the key 61 and the support pile 9 in the width direction of the embankment 5, extends long along the length of the embankment 5, and is installed integrally with the key 61 and the support pile 9 at the upper part (for example, the upper end surface) of the key 61 and the upper part (for example, the upper end surface) of the support pile 9 on the upper side of the embankment 5. The deck 11 extends horizontally or in a direction close to the horizontal, and the thickness direction of the deck 11 is generally vertical.

[0121] Furthermore, the existing levee reinforcement structure 1b is provided with a partition wall 13. The partition wall 13 is installed between the plurality of support piles 9 along the levee 5 (in the longitudinal direction of the levee), and closes the gaps between the plurality of support piles 9. The thickness direction of the partition wall 13 is roughly the same as the width direction. Note that the partition wall 13 may be omitted.

[0122] In the reinforcement structure 1b for the existing embankment, the key 61 penetrates only into the embankment 5 and is installed along the embankment 5, making it easier to install the key 61 than when using the first support piles 7. In other words, using the key 61 (made of concrete, for example) instead of the hybrid vertical water cut-off wall 23 makes construction easier.

[0123] In addition, the key 61 may be a shear key that has shear resistance to suppress horizontal movement of the deck slab 11.

[0124] If the levee 5 is strong enough to withstand all of the main causes of the damage, the existing levee reinforcement structure 1b will be applied to the levee 5 only to increase the flow rate (volume of water) flowing down the river 3.

[0125] If the embankment 5 is strong, the hybrid vertical water cut-off wall 25 (partition wall 13 of the support piles 9) will not be necessary as described above. In addition, the reinforcement structure 1b of the existing embankment is designed to resist the load transmitted from the deck slab 11 with the ground reaction force of the embankment 5 and the reaction force of the support piles 9.

[0126] If the levee 5 is strong and can withstand all of the main causes of damage, a deck 11 and a parapet 31 are constructed to increase the pocket (volume) of flow that flows down the river 3 and prevent the water from overflowing the strong levee, which will not break, and causing a flood.

[0127] A buffer material (such as an asphalt mat or asphalt mastic; not shown) may be placed between the deck slab 11 and the top 6 of the embankment 5 to fill the gap. A key 61 may be constructed as the most reliable fail-safe structure. This key 61 may be made of cast-in-place concrete, various precast materials, or sheet pile-type tablets.

[0128] [Fourth embodiment] The reinforcement structure 1c for an existing levee according to the fourth embodiment shown in Figure 12 differs from the reinforcement structure 1 for an existing levee according to the first embodiment of the present invention in that a support 63 is used instead of the first support pile 7, but in other respects it is configured in the same way as the reinforcement structure 1 for an existing levee, and it is possible to make modifications that are almost the same as those to the reinforcement structure 1 for an existing levee.

[0129] The reinforcing structure 1c for an existing embankment according to the fourth embodiment is configured to include a support body 63, a support pile 9, a deck 11, a partition wall 13, and a parapet 31.

[0130] The support 63 is installed on the embankment 5 (in the longitudinal direction of the embankment) along the embankment 5, with its upper portion exposed from the embankment 5, its middle portion recessed into the embankment 5, and its lower portion recessed into the ground 15 below the embankment 5. The lower end of the support 63 abuts against the upper surface of the hard ground 27, but as shown by the dashed line, the lower end of the support 63 may also recess into the hard ground 27. It is also desirable that the support 63 be made of concrete or the like, like the key 61.

[0131] A plurality of support piles 9 are provided. The upper and middle sections of the support piles 9 are exposed, and the lower sections are driven into the ground 15 outside the embankment 5, thereby sinking in. The plurality of support piles 9 are installed in the ground 15 at predetermined intervals along the embankment 5 in the longitudinal direction of the embankment 5.

[0132] The deck 11 is provided between the supports 63 and the support piles 9 in the width direction of the embankment 5, extends long along the length of the embankment 5, and is installed integrally with the supports 63 and the support piles 9 at the upper part (for example, the upper end surface) of the supports 63 and the upper part (for example, the upper end surface) of the support piles 9 above the embankment 5. The deck 11 extends horizontally or in a direction close to the horizontal, and the thickness direction of the deck slab 11 is generally vertical.

[0133] Furthermore, the reinforcement structure 1c of the existing levee is provided with partition walls 13. The partition walls 13 are installed between the plurality of support piles 9 along the levee 5 (in the longitudinal direction of the levee) and close the spaces between the plurality of support piles 9.

[0134] In the reinforcement structure 1c for an existing levee, the partition walls 13 provided between the support piles 9 may be removed. In this case, it is desirable to provide the support members 63 with the function of a water cut-off wall. In other words, it is desirable to provide the support members 63 continuously along the longitudinal direction of the levee 5 so that they can function as a water cut-off wall.

[0135] Fifth Embodiment The reinforcement structure 1d for an existing levee according to the fifth embodiment shown in Figure 13 differs from the reinforcement structure 1 for an existing levee according to the first embodiment of the present invention in that the existing levee 5, which is the target for installation, is an excavated levee, but in other respects it is configured in the same way as the reinforcement structure 1 for an existing levee, and it is possible to make modifications that are almost the same as those to the reinforcement structure 1 for an existing levee.

[0136] A reinforcing structure 1d for an existing embankment according to the fifth embodiment is configured to include first support piles 7, second support piles 9, a deck slab 11, a partition wall 13, and a parapet 31.

[0137] The first support pile 7 has an upper section exposed from the embankment (an excavated embankment) 5, a middle section recessed into the embankment 5, and a lower section recessed into the ground 15 below the embankment 5. The second support pile 9 also has an upper section exposed from the embankment 5, a middle section recessed into the embankment 5, and a lower section recessed into the ground 15 below the embankment 5.

[0138] The deck slab 11 is located 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 length of the embankment 5.In the vertical direction, it is installed integrally with the first support pile 7 and the second support pile 9 at the upper part (e.g., the upper end surface) of the first support pile 7 and the upper part (e.g., the upper end surface) of the second support pile 9 on the upper side of the embankment 5, and extends horizontally or in a direction approximately horizontal.

[0139] The partition wall 13 is installed along the embankment 5 between at least one of the first support piles 7 and the second support piles 9, and closes the gap between the support piles 7 and 9. The partition wall 13 may be omitted.

[0140] In addition, in the reinforcement structure 1d of the existing embankment, the underside of the deck slab 11 is joined to the top 6 of the embankment 5 via a buffer structure (not shown) or is joined directly to the top 6 of the embankment 5.

[0141] Sixth Embodiment The reinforcement structure 1e for an existing embankment according to the sixth embodiment shown in Figure 14 differs from the reinforcement structure 1d for an existing embankment according to the fifth embodiment of the present invention in that the deck slab 11 is located above the embankment 5 and away from the embankment 5, but in other respects it is configured in the same way as the reinforcement structure 1d for an existing embankment, and it is possible to make modifications that are almost the same as those to the reinforcement structure 1d for an existing embankment.

[0142] Here, the above-mentioned existing levee reinforcement structures 1 to 1e etc. will be further explained.

[0143] Levees 5 on rivers 3, banks and banks of flood control basins that temporarily store water during floods, and banks and banks of reservoirs and reservoirs for the purpose of water storage are "soil structures" whose main purpose is to stop water (water barrier).

[0144] River embankments, reservoirs, retarding basins, dams, and other structures are "soil structures intended to stop water (water impermeability)" that use soil as their main construction material.

[0145] The hydraulic characteristics of river levees are that high water levels are temporary, not long-term, and they subside in a short period of time. For this reason, the infiltration of water into the levee body is "unsteady (unsteady seepage flow)."

[0146] The hydraulic characteristics of reservoirs, flood control basins, and other structures designed for water storage are such that the water level is maintained at a constant level for a long period of time. This results in the water infiltration into the embankment being "steady state (steady infiltration flow)."

[0147] Reservoirs and reservoirs are under the jurisdiction of the Ministry of Agriculture, Forestry and Fisheries, and the failure modes of their levees can be broadly divided into three categories: seepage failure due to piping, as shown by reference number 313 in Figure 15; sliding failure due to the seepage of rainfall or stored water; and overflow failure due to overflow or overflow erosion (see dashed line 315 in Figure 15). The reinforcement structures 1 to 1e for existing levees described above can prevent the above-mentioned failures.

[0148] In the reinforcement structures 1 to 1e of the existing levee, the number of support piles 7, 9 is required to transmit to the support layer 27 the load of the artificial deck 11, the load on top, and various loads transmitted from external forces acting thereon.

[0149] Furthermore, the hybrid vertical water cut-off walls 23 (25) may be arranged in one row or in multiple rows. However, unlike the impermeable works used in controlled waste landfills, the hybrid vertical water cut-off walls 23 (25) are intended to "stop water" (stop water) rather than "water impermeable (block water)." There are no performance regulations for the hybrid vertical water cut-off walls 23 (25) regarding water leakage, as there are for controlled waste landfills. Therefore, the structure of the hybrid vertical water cut-off walls 23 (25) only needs to be able to stop seepage water to a certain extent.

[0150] Therefore, the hybrid vertical water cut-off wall 23 (25) can fully perform its functions regardless of the material used, such as sheets, wooden boards, sheet piles, clay, iron plates, or concrete.

[0151] The "soil material" to be used for Levee 5 must be able to be used to construct a long levee at low cost and in a short period of time, so sourcing high-quality soil material from a remote location would not be in line with the objectives and would generally be considered impossible.

[0152] Therefore, most of the soil used for the river levee 5 is sediment from the area outside the levee near the point where it was transported by the river, and the soil material used for the river levee 5 is mainly permeable material. This inevitably leads to structural weaknesses in the river levee 5. However, with the reinforcement structures 1 to 1e for existing levees described above, even the soil material used for the river levee 5 can be prevented from the above-mentioned destruction.

[0153] The pile group (support piles 7 and 9, hybrid vertical water-stop walls 23 and 25) newly constructed as reinforcing structure 1 within embankment 5 is expected to have earthquake resistance effects such as preventing liquefaction during earthquakes and increasing the strength of embankment 5.

[0154] The above-mentioned existing levee reinforcement structures 1, 1a, 1b, 1c, 1d, and 1e are examples of the following existing levee reinforcement structures.

[0155] That is, a first support is installed along the embankment with its upper portion exposed, its middle portion recessed into the embankment, and its lower portion recessed into the ground below the embankment, or with its upper and middle portions exposed and its lower portion recessed into the ground inside the embankment, and a second support is installed along the embankment outside the first support with its upper portion exposed, its middle portion recessed into the embankment, and its lower portion recessed into the ground below the embankment, or with its upper and lower portions exposed and its lower portion recessed into the ground outside the embankment. and a deck slab that is arranged between the first support and the second support in the width direction of the embankment, extends long along the length of the embankment in the longitudinal direction of the embankment, and is installed on the first support and the second support at the upper part of the first support and the upper part of the second support in the up-down direction, and extends horizontally or in a direction close to horizontal, and either or both of the first support and the second support (at least either the first support or the second support) serve as a water-blocking wall for water flowing inside the embankment.This is an example of a reinforcing structure for an existing embankment. [Explanation of symbols]

[0156] 1a, 1b, 1c, 1d, 1e Reinforcement structure of existing embankment 5 Embankment (levee body) 6 Top 7 First support pile 9 Second Support Pile 11 Floor slab 13 Partition Wall 15 Ground 31 Parapet 61 keys 63 Support

Claims

1. a key having an exposed upper portion and a recessed lower portion along the bank; a plurality of support piles installed at predetermined intervals along the embankment, with upper and middle sections exposed and lower sections embedded in the ground below the embankment outside the embankment; a deck slab that is provided between the key and the support pile in the width direction of the embankment, extends long along the embankment in the longitudinal direction of the embankment, and is installed between the key and the support pile at the upper part of the key and the upper part of the support pile in the up-down direction, and extends horizontally or in a direction close to the horizontal direction; a partition wall installed between the plurality of support piles along the embankment and enclosing the gap between the plurality of support piles; A reinforcement structure for an existing embankment, characterized by having:

2. a support installed along the embankment, with an upper portion exposed, a middle portion recessed into the embankment, and a lower portion recessed into the ground below the embankment; a plurality of support piles installed at predetermined intervals along the embankment, with upper and middle portions exposed and lower portions embedded in the ground outside the embankment; a deck slab that is provided between the support body and the support pile in the width direction of the embankment, extends long along the embankment in the longitudinal direction of the embankment, and is installed between the support body and the support pile at the upper part of the support body and the upper part of the support pile in the vertical direction, and extends horizontally or in a direction close to the horizontal direction; a partition wall installed between the plurality of support piles along the embankment and enclosing the gap between the plurality of support piles; A reinforcement structure for an existing embankment, characterized by having:

3. a support member having an upper portion exposed, a middle portion recessed into the embankment, and a lower portion recessed into the ground below the embankment, the support member being provided continuously in the longitudinal direction of the embankment; a plurality of support piles installed at predetermined intervals along the embankment, with upper and middle portions exposed and lower portions embedded in the ground outside the embankment; a deck slab that is provided between the support body and the support pile in the width direction of the embankment, extends long along the embankment in the longitudinal direction of the embankment, and is installed between the support body and the support pile at the upper part of the support body and the upper part of the support pile in the vertical direction, and extends horizontally or in a direction close to the horizontal direction; A reinforcement structure for an existing embankment, characterized by having:

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