JP2014070477A - Earthquake proof and overflow proof bank body structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To secure the strength of a rear side structure part of a bank body and to reduce damage of a tsunami in an inland part in multi-stage when the tsunami occurred when earthquake occurred overflows an upper surface of the bank body.SOLUTION: A mat-like body in which grid-like holes are disposed is laid on a back slope surface of a banking body 140 in which a plurality of banking reinforcing materials 160 are embedded at spaces in the direction of height by using a cloth form. A part of concrete is filled into the banking body 140 from the grid-like holes of the mat-like body and a concrete slope surface slab 190 is constructed so that it projects into the banking body 140. In this case, a structural wall body 110 or a front wall body consisting of the mat-like body using the cloth form is constructed on the front side of the banking body 140. The front wall body resists the wave load of a tsunami to the front side of the banking body.

Description

  The present invention relates to a dyke structure that is constructed on a coastal seawall or inland, and exhibits sufficient seismic performance at the time of an earthquake occurrence, and multi-stage reduction of tsunami damage, especially after an earthquake. The present invention relates to a seismic / overflow dam structure for preventing damage to the structure on the back side when a tsunami overflows the top of the levee body.

  2. Description of the Related Art Conventionally, in a coastal area that may be affected by a tsunami, a bank structure such as a seawall having a predetermined design height is provided. For example, the tide embankment is constructed of reinforced concrete as a whole structure, using the terrain of the local board, or creating embankments and integrating the outer surface with structural walls such as retaining walls of reinforced concrete. It had been. In such a structure, in the unlikely event that a tsunami waves over the seawall, the damage in the inland area would be enormous, so the design height of the seawall was required to be high enough not to overtop. . For this reason, a huge seawall that damages the landscape on land is sometimes required. Considering this point, proposals have been made to reduce the tsunami that reaches the land area by attenuating the tsunami energy in shallow waters in order to avoid a huge seawall built on the land area (patent) Reference 1).

  In addition, if a tide embankment with a high design height and a long embankment distance is constructed with reinforced concrete, the construction cost will be enormous. Therefore, a tide embankment has been proposed in which the main body of the levee body is constructed with embankment and a structural wall is provided on the front side that receives waves from the embankment. In order to reinforce the strength of the embankment, a reinforced embankment in which a planar reinforcing material is embedded is known. For example, in Patent Document 2, in a embankment structure in which a reinforcing material represented by the tail arme method is embedded, concrete that receives embankment pressure is placed on the laminated soil surface and the concrete is placed in or between soil soils. A construction method and a structure for constructing a retaining wall integrated with embankment so that it can be eaten are disclosed.

JP-A-7-113219 Japanese Examined Patent Publication No. 4-53204

  By the way, in the multistage tsunami breakwater disclosed in Patent Document 1, since the tsunami energy is attenuated by the tsunami overcoming the breakwater provided in the shallow water area one after another, the structural design of these breakwaters is based on the assumption of overtopping. However, overtopping is not assumed for the final breakwater on the land.

  Moreover, when the reinforced earth structure disclosed by patent document 2 is applied to the breakwater of a land part, there is no description about the reinforcement | strengthening about the top end of a breakwater and an inland side (breakwater back surface). However, in general, a reinforced concrete slab with a predetermined thickness is constructed and laid on the slope at the top and back of the breakwater to improve the secular durability of the breakwater and prevent the collapse of the embankment due to unexpected overtopping. There are many cases to do. However, since the waves that have passed over the breakwater flow in rapid flow on the surface of these slabs, upward lift (lifting force) acts on the slabs, and this force causes the slabs to be peeled off from the embankment surface. Occurs. As a result, the slab will be damaged, and the embankment may collapse from the inland side due to the influence of the tsunami pulling up. Therefore, in order to solve such problems, the present invention provides a case where a tsunami overflows (overtopping) in a breakwater structure such as a breakwater or embankment composed of a seismic embankment structure that exhibits excellent seismic performance during an earthquake. Another object of the present invention is to provide a seismic / overflow levee body structure in which the embankment structure can maintain a stable state.

  In order to achieve the above object, the seismic / overflow levee structure of the present invention includes a bank body in which a plurality of bank reinforcements are embedded at intervals in the height direction, a top edge and a rear slope of the bank body. In addition, a mat-like body in which grid-like holes are arranged using a cloth formwork, and a part of the mat-like body is filled into the embankment body and bites into the embankment reinforcing material. It is characterized by comprising a formed concrete top slab and a slope slab.

  Further, as another invention, the embankment body in which a plurality of embankment reinforcements are embedded at intervals in the height direction, and a grid-like hole is disposed on the back slope of the embankment body using a cloth mold. A mat-like body, a concrete slope slab formed so as to bite into the embankment reinforcing material, part of which is filled in the embankment body from the lattice-like holes of the mat-like body, and the embankment body A top end slab made of reinforced concrete is provided at the top end.

  In each case, it is preferable that a structural wall is constructed on the front side of the embankment, and the structural wall bears a wave load from the front.

  Further, on the front side of the embankment body, a mat-like body in which grid-like holes are arranged using the cloth formwork, and a part of the mat-like body is filled in the embankment body from the grid-like holes, It is preferable to construct a concrete structural wall formed so as to bite into the embankment reinforcement.

  A mat-like body in which grid-like holes are arranged using the cloth formwork on the front surface side of the embankment body, and a part of the mat-like body is filled into the embankment body from the grid-like holes of the mat-like body. It is preferable to construct a concrete slope slab formed so as to bite into the reinforcing material.

  On the coast facing the ocean, a levee structure with a front wall constructed with a structural wall is placed, and a dam body structure with the front and back surfaces constructed with slopes at predetermined intervals toward the inland. Is preferably arranged.

  According to the present invention, even in the case of a tsunami overflowing in a bank structure such as a breakwater having a bank structure, a slab that covers the top and back slopes of the bank body is firmly integrated with the bank body. Therefore, a wide area of tsunami can be mitigated by constructing a seismic / overflow levee body structure that can maintain a stable state even after the disaster, and arranging the seismic / overflow levee body structure in multiple stages from coast to inland Can be achieved.

1 is a cross-sectional view of a seismic and overflow-resistant bank structure according to a first embodiment of the present invention. Explanatory sectional drawing (the 1) which showed the construction state of the earthquake-resistant overflow levee body structure of 1st Embodiment. Explanatory sectional drawing (the 2) which showed the construction state of the earthquake-proof overflow dyke body structure of 1st Embodiment. Sectional drawing of the earthquake-resistant overflow dyke structure by the 2nd Embodiment of this invention. Sectional drawing of the earthquake-resistant overflow overflow bank structure by the 3rd Embodiment of this invention. Sectional drawing of the earthquake-resistant overflow overflow bank structure by the 4th Embodiment of this invention. Sectional drawing of the earthquake-resistant overflow overflow bank structure by the 5th Embodiment of this invention. Sectional drawing which showed the Example of the multiple levee which has arrange | positioned the earthquake-resistant overflow levee body structure of this invention. Sectional drawing which showed the other Example of the multiple levee which has arrange | positioned the earthquake-proof overflow dyke body structure of this invention.

  Hereinafter, an earthquake-resistant overflow-resistant bank structure according to an embodiment of the present invention will be described with reference to the drawings. FIG. 1 is a sectional view of an earthquake-resistant overflow-resistant bank structure according to the first embodiment of the present invention, and FIGS. 2 and 3 are top slabs and back surfaces of the earthquake-resistant overflow-resistant bank structure according to the first embodiment. It is explanatory sectional drawing which showed the construction state of the slope slab. In the following, in the cross-sectional views, a part of the cross-section display hatch is omitted in order to prevent complication of the drawings.

  As shown in FIG. 1, the seismic / overflow dam structure 100 according to the present embodiment includes a embankment material 150 and a reinforcement sheet 160 as a embankment reinforcement material laid at a predetermined interval in the height direction inside the embankment material 150. And the embankment body 140 constructed | assembled to predetermined bank body height, and the structural wall body 110 resisting the load from the front surface of this embankment body 140 are provided.

  As the embankment material 150, for example, rubble, incineration ash, residual soil, etc. can be used as the embankment material in addition to soil materials having specifications suitable for normal embankment work. The embankment material 150 of the present invention employs a known reinforced earth method as an anti-earth pressure structure. In this reinforced earth method, the stacking height of one layer is set to about 300 to 600 mm. A reinforcing sheet 160 is laid according to the stacking height. The reinforcing sheet 160 encloses a sandbag or a slope-retaining frame (not shown) stacked at a predetermined height around the front end portion and the rear end portion of the embankment body 140, and the leading ends of the respective sheets are fixed. Thereby, the reinforcement sheet 160 of each layer is fixed and integrated between the reinforcement sheets 160 laid at a predetermined interval in the height direction. Furthermore, the structural wall body and the embankment body can be integrated by constructing the structural wall body without using a formwork on the back surface.

  In this embodiment, the reinforcing sheet 160 is a sheet having an opening in which vinylon fibers are interwoven. “Product name: KJV sheet” manufactured by Taiyo Kogyo Co., Ltd. is suitable as the product used. This sheet is designed and manufactured with the same strength in both the warp (vertical) direction and the weft (lateral) direction so that the reinforcing effect can be exerted widely in a plane. Therefore, even if an external force acts on the seat from various angles, it is designed and manufactured so that the reinforcing effect can be surely exhibited.

  The structural wall 110 is a reinforced concrete structural wall constructed by site placement. In the present embodiment, the structural wall 110 receives a front load such as a wave. Here, the construction process of the earthquake-resistant overflow-resistant bank structure 100 according to the first embodiment of the present invention will be briefly described with reference to FIGS.

  First, a sandbag or a slope-preserving frame (not shown) is piled up, and the embankment material 150 is constructed on the back surface to a predetermined height. At this time, the reinforcing sheet 160 is laid on the embankment material 150 of each step. As described above, the reinforcing sheet 160 is laid such that a sandbag or the like is involved, and a length that can be connected to the upper reinforcing sheet 160 is folded back at the end of the embankment material 150. Sequentially, on the reinforcing sheet 160 laid, a well-known slope-preserving frame is installed, or a predetermined number of steps of sandbags (not shown) are stacked, and then a banking material 150 is constructed on the back surface. The reinforcing sheet 160 laid at this time is fixed to the lower reinforcing sheet 160 by welding at the joint position 161 in the drawing. Thus, the embankment 140 is constructed by repeating the construction of the embankment material 150 and the laying of the reinforcing sheet 160 until a predetermined height is reached (see FIG. 2). Then, a temporary frame is constructed so that the siding board is located at a position covering the wall surface at the time of completion at the position where the structural wall body 110 is constructed, and the back side of the wall body is integrated with the embankment body surface. Place concrete in the wall. The concrete is integrated with a reinforcing material on the surface of the embankment body and a sandbag, and the structural wall 110 functions as an anti-earth pressure structure against the earth pressure.

  After that, as shown in FIG. 2, the cloth formwork 170 is laid so as to cover the top end of the embankment body 140 and the entire surface of the rear slope. This cloth formwork 170 is an improvement of a known cloth formwork material for placing concrete, so that three woven cloths are stacked, and a predetermined distance is secured between each woven cloth with a plurality of binding yarns. The two layers of mat-shaped concrete (mortar) plate-like body having a predetermined shape are constructed by filling concrete or mortar inside the bag-like bodies 170a and 170b that form two layers of space and curing them. be able to. In the present embodiment, a fabric form made by improving “trade name: Tacom, VSL, mat” manufactured by Taiyo Kogyo Co., Ltd. is used. In this cloth formwork, the primary concrete (or mortar) is filled in the bag-like body 170a on the embankment body side to form a lattice-like mat-like body, and then the bag-like body 170b is covered with 2 It is configured to cast next concrete. At this time, the bag-like body 170a is a mesh type that has a predetermined lattice shape when the primary concrete is hardened in a mat shape. As the size of the mesh, one having a side of about 200 to 500 mm can be appropriately employed.

  FIG. 3 is a cross-sectional view showing a state in which primary concrete (or mortar) is filled in the bag-like body 170a of the cloth form 170. As shown in FIG. Hereinafter, although an example using concrete as a filler will be described, a mortar may be filled to form a mat for each part. In the figure, the primary concrete filling portion is a cross section, and a lattice portion as an opening is shown therebetween. By filling this primary concrete along the surface of the embankment body 140, the top end mat 181 is constructed at the top end of the embankment body of the embankment body 140. A slope mat 182 is constructed on the back slope of the bank. The slope mat 182 generates a sliding force to try to slide on the slope due to the weight of the primary concrete filled in the cloth formwork 170 (170a). As a measure for preventing the sliding of the slope mat 182, it is preferable to construct a concrete base 185 at the slope end or to fix the fabric formwork 170 to the slope with an anchor pin (not shown) from the beginning. Thus, even when the slope mat 182 is constructed, the slope mat 182 is prevented from sliding due to the support by the concrete base 185 of the slope bottom or the fixing force of a plurality of anchor pins arranged on the slope. The

  Next, as shown in FIG. 1 showing the completed state, the top end mat 181 of the embankment in which the primary concrete mat is constructed by the bag-like body 170a of the cloth formwork 170, and the surface of the slope mat 182 on the back side The secondary concrete is applied to the bag-like body 170b of the cloth mold 170, which is located on top of the other. The secondary concrete is basically made of pressure-filled concrete to which a predetermined discharge pressure is applied. At the time of construction, as shown in FIG. 1, the bag-like body 170 b is filled in a mat shape, and a part of the pressurized secondary concrete is released from the lattice-shaped opening of the top end mat 181. It is extruded into the embankment 140, and a concrete hump 195 is formed on a part of the embankment. By forming the hump-like portion 195, the top end mat 181 and the top end secondary concrete 191 are integrated, and by forming the adjacent hump-like portion 195, a part of the embankment is in a three-axis constrained state. The strength of the embankment near the top of the embankment also increases. As a result, the top end slab 180 in which the vicinity of the top end of the embankment body 140, the top end mat 181 made of primary concrete, and the top end mat 191 made of secondary concrete can be integrated.

  Similarly, in the slope mat 182 made of primary concrete, the slope mat 192 made of secondary concrete and the vicinity of the slope surface of the embankment 140 are integrated to form a slope slab 190. In addition, since the folded portion of the reinforcing sheet 160 is located on the slope surface on the back side, the secondary concrete forms the slope mat 192 and also bites into the meshing portion of the reinforcing sheet 160. Furthermore, it is integrated, and further improvement is achieved with respect to the sliding force by the slope mat 182 and the slope mat 192.

  Therefore, in the earthquake-resistant overflow levee body structure 100 having the completed cross section shown in FIG. 1, the top slab 180 having the top secondary concrete 191 that covers the top of the bank is constructed with the top mat 181 and the embankment. It is integrated with the body 140. Further, the slope slab 190 on which the slope mat 192 made of secondary concrete covering the bank body slope is constructed is integrated with the slope mat 182 and the embankment body 140. For this reason, even if a storm surge or tsunami exceeding the design water level overflows the dam body, the entire levee body can be stabilized.

  In addition, even if the tsunami that has run up acts as a pulling wave from the back side of the levee body, the slope on the back side of the dam body is designed to be relatively gentle, so the acting force on the dam body due to the pulling wave is small. However, even in that case, the slope slab and the top edge slab can be integrally resisted with the embankment body against the acting force on the bank body by the pulling wave.

  Next, an earthquake-resistant overflow levee body structure 200 according to a second embodiment of the present invention will be described with reference to FIG. FIG. 4 is a cross-sectional view of the seismic / overflow structure 200 according to the second embodiment. In this seismic / overflow-resistant bank structure 200, the top slab 280 is constructed as a reinforced concrete structure. By using a reinforced concrete structure, the top of the levee body can be used as a traffic zone for promenades, bicycle roads, and the like. In order to use the top slab 280 as a road on which ordinary vehicles such as automobiles pass, a roadbed and a roadbed layer 185 having a predetermined thickness are formed on the embankment body, and the top slab 180 is formed thereon. Is preferably constructed.

  As shown in FIG. 4, the seismic / overflow-resistant bank structure 200 has a reinforced concrete slab 280 constructed on the top end face of the embankment 240. In addition, the structure of the embankment body 240 and the structure wall body 210 is the same structure as the earthquake-resistant overflow dam structure 100 (refer FIG. 1) by 1st Embodiment.

  The top end slab 280 in this embodiment is a reinforced concrete structure that is cast on the spot, and a predetermined number of post-installed anchors 270 are driven from the top surface of the top end slab 280 for integration with the embankment 240. The fixing length of the post-installed anchor 270 in the embankment 240 is set such that a pulling resistance greater than the weight of the top slab 280 and the lifting force generated at the time of overflow is obtained. The top edge slab 280 can be laid with a precast concrete plate made in the factory and fixed to the top edge of the embankment 240 with a post-installed anchor 270.

  Next, an earthquake-resistant overflow-resistant bank structure 250 according to the third embodiment of the present invention will be described with reference to FIG. FIG. 5 is a cross-sectional view of an earthquake-resistant overflow-resistant bank structure 250 according to the third embodiment. In this seismic / overflow levee body structure 250, the structural wall body 253 on the front side of the dam body is composed of a wall surface mat 251 and a wall surface secondary concrete 252. Furthermore, the top end concrete 257 is formed by integrating the top end mat 258 and the top end secondary concrete 255. As a result, the top end slab 180 in which the vicinity of the top end of the embankment body 259, the top end mat 258, and the top end secondary concrete 191 are integrated can be configured.

  Similarly, in the slope mat 261, the slope secondary concrete 262 and the vicinity of the slope surface of the embankment body 259 are integrated to form a slope slab 263.

  Next, an earthquake-resistant overflow-resistant bank structure 300 according to a fourth embodiment of the present invention will be described with reference to FIG. FIG. 6 is a cross-sectional view of an earthquake-resistant overflow-resistant bank structure 300 according to the fourth embodiment.

  As shown in FIG. 6, this seismic / overflow-resistant bank structure 300 has a structure in which the reinforced concrete slab 380 is constructed on the top end surface of the embankment body 340 and the structure of the structural wall body 310 is the second embodiment. The configuration is the same as that of the seismic / overflow structure 200 according to the form. In this seismic / overflow levee body structure 300, a ground surface mat 361 and a concrete plate are constructed on the ground surface obtained by pressurizing and filling the ground surface mat 361 with secondary concrete as the hojiri slab 360. By providing the slope slab 360, the stability of the slope slab 390 can be improved. Moreover, this Houshiri slab 360 can be used as a traffic zone such as a promenade and a cycle road. Further, the Houshiri slab 360 may be embedded in the ground in order to effectively use the land on the back side.

  Next, an earthquake-resistant overflow-resistant bank structure 400 according to the fifth embodiment of the present invention will be described with reference to FIG. FIG. 7 is a cross-sectional view of a seismic / overflow dam structure 400 according to the fifth embodiment.

  As shown in FIG. 7, the seismic / overflow-resistant bank structure 400 does not have a structural wall and has a normal embankment form in which slope slabs 490 are formed on both sides of the embankment body 440. A reinforced concrete slab 480 is constructed on the top end surface. This seismic / overflow-resistant bank structure 400 is used as a bank structure provided in an inland area as a multiple dyke described later. Since it is constructed in the inland area with a predetermined extension, it is preferably used as an infrastructure for railways and roads. Therefore, it is preferable to create a foundation structure (roadbed, roadbed) having a predetermined earth strength at the top of the embankment body.

  Next, the Example which applied the earthquake-resistant overflow levee body structure by embodiment mentioned above as a disaster prevention facility is demonstrated. FIG. 8 is a schematic configuration diagram showing an example of a multiple levee as a tsunami mitigation area constructed from a coastal area facing the ocean to an inland area. In the present example, the first embankment 501 having the structural wall body shown in the first embodiment described above is constructed at the waterfront facing the ocean 510, and the embankment structure shown as the fifth embodiment over the inland portion. The second dike 502 and the third dike 503 are constructed in a multiple manner at intervals.

  The assumptions and features of this multiple dyke are that multiple dykes are constructed from the coast to the inland area against large-scale tsunamis caused by earthquakes, etc., and infrastructure such as railways and roads is protected from tsunami damage. In other words, the houses were moved to high ground so that the residents were not affected by the tsunami. For that purpose, dikes with various functions are arranged from the coast to the inland. As the first levee 501, the second levee 502, and the third levee 503, the earthquake-resistant overflow-resistant levee body structure of the present invention is applied.

  A structural wall body that can withstand an assumed wave load such as a large-scale tsunami is constructed in front of the first embankment 501 along the coast where the wave-dissipating blocks B are stacked. Further, the top slab 581 and the slope slab 591 described above are constructed integrally with the dam body on the top and back slopes of the first levee 501. For this reason, in the unlikely event that a tsunami overtopping the first dyke 501 strikes, the influence on the entire structure of the levee body is small. Further, on the inland side, a second dike 502 is constructed with a farmland 507 sandwiched between it and the first dike 501. The levee body of the second levee 502 has a banking structure with slopes on both sides, a slope slab 592 is laid on the bank slope, a top slab 582 is laid on the top, and the top slab 582 is It is used as the road 505. By providing the road 505 on a high ground such as on the embankment, even when the tsunami overwhelms the first embankment 501, it is possible to minimize the breaking of the road due to flooding. Similarly, the third dike 503 is used as a track 506. The lowland between the dikes 502 and 503 is used as farmland 507. Since the area of this farmland 507 is also sufficiently secured, the tsunami that has waved over the first dyke 501 is reduced until reaching the second dyke 502, and the water level can be lowered.

  The slope slabs on both sides of the second levee 502 and the third levee 503 are submerged from both sides, such as a load caused by waves that inundate from the sea and run up to the inland, or a load caused by a pulling wave from the inland. Although the load is received, since the slope slab and the embankment are integrally constructed on each embankment, the structural stability of the embankment structure can be reliably ensured even in such a load state.

  Inside the third embankment 503, a commercial area where a general office building or the like is constructed is arranged. Furthermore, an artificial hill constructed with a retaining wall 509 having a predetermined wall height is developed as a residential area on the inland side of the commercial area. A detached house 508 as a general house is built in the residential area. The seismic / overflow structure of the present invention is also applied to the retaining wall 509.

  The embodiment of the multiple levee installed as a tsunami mitigation area in the rural area will be described with reference to FIG. FIG. 9 is a schematic configuration diagram showing an example of a multiple dyke as a tsunami mitigation area constructed in a multiple manner from the coastal area facing the ocean to the inland area, as in FIG. 8. Also in the present example, the first embankment 501 having the structural wall body shown in the first embodiment described above is constructed at the waterfront of the coastal 510 where the wave-dissipating block B is laid, and the fourth implementation is performed over the inland area. The 2nd embankment 502 and the 3rd embankment 503 which consist of the embankment structure shown as a form are constructed | assembled in multiple intervals at intervals. In particular, this embodiment is intended for a rural area and is a rural area, and therefore has an advantage that it is easy to install a disaster prevention facility that reduces tsunami in land use. In the present embodiment, the farmland spreads between the above-mentioned dikes, but the point shown in FIG. 7 is that the farmland has a terraced step toward the inland, and the agricultural drainage channel functions as a disaster reduction facility. And different.

  In this embodiment, a tide forest 602 is provided between the first levee 501 and the shore. Preferred tree species for the tide forest 602 are, for example, black pine, red pine pine, incus (Tinoki), silkworm oyster, and longhorn, which are difficult to fall down due to thick roots and deep roots. And behind the 1st embankment 501, the depressurization work 603 provided with the continuous protrusion-like part 603a is provided. The depressurizer 603 has a function of attenuating wave energy by causing the wave passing through the protruding portion 603a to jump. Further, on the inland side, a second dyke 502 is constructed on the inland side of the first dyke 501 and the depressurizer 603. The levee body of the second levee 502 has a banking structure as in FIG. 7, a slope slab is laid on the bank slope, a top slab is laid on the top, and the top slab is used as a road 505. Has been. A waterway dike 605 is constructed at the rear side of the rear face, and an agricultural waterway 604 is provided between a second dike 502 and a waterway dike 605 lower than the second dike 502. This agricultural water channel 604 is normally used as a drainage channel to paddy fields that spread within the farmland, but in the event of a tsunami disaster, by reducing the amount of water that has flowed over the second embankment 502 and storing a certain amount of water. , Function to block the run-up to the inland.

  On the inland side of the agricultural waterway 604 and the waterway dike 605, as shown in the figure, farmland 507 is partitioned in a terraced shape. In this farmland 507, the inland farmland is raised by the retaining wall height by the retaining wall 508 for each predetermined section. Therefore, even when a tsunami goes up to this area, the retaining wall 508 part prevents the going up to the inland side. In FIG. 9, the third embankment 503 on which the railway is laid as shown in FIG. 8 is drawn so as to pass through the farmland 507. Further, another agricultural waterway 604 in which the retaining wall 508 functions as a waterway wall is provided on the inland side of the third embankment 503. Agricultural land 507 further spreads inland with this agricultural drainage channel 604 interposed therebetween.

  By installing multiple levees adopting the seismic and erosion resistant levee body structure of the present invention, installation of de-energizing works, and providing multiple retaining walls in multiple stages to prevent the tsunami from going up, A tsunami mitigation area that can realize disaster prevention functions over a wide area can be constructed.

  The present invention is not limited to the above-described embodiments, and various modifications within the scope of the claims are possible. In other words, embodiments obtained by combining technical means appropriately changed within the scope of the claims are also included in the technical scope of the present invention.

100, 200, 250, 300, 400 Seismic / overflow levee structure 140, 240, 259, 340 Embankment 160, 254 Reinforcement sheet 180, 257, 280, 380, 480 Top slab 190, 290, 390, 490 Face slab

Claims (6)

An embankment in which a plurality of embankment reinforcements are embedded at intervals in the height direction;
A mat-like body in which grid-like holes are disposed on the top edge and back slope of the embankment body using a cloth formwork, and a part of the mat-like body is filled into the embankment body from the grid-like holes of the mat-like body An anti-seismic overflow levee body structure comprising a top slab made of concrete and a slope slab formed so as to bite into the embankment reinforcing material. An embankment body in which a plurality of embankment reinforcements are embedded at intervals in the height direction;
A mat-like body in which grid-like holes are disposed on the back slope of the embankment body using a cloth formwork, a part of the mat-like body is filled into the embankment body, and the embankment is filled A concrete slope slab formed to bite into the reinforcement,
A seismic / overflow levee body structure comprising a reinforced concrete top slab at the top of the embankment.   3. A seismic / overflow-resistant bank structure according to claim 1 or 2, wherein a structural wall is constructed on the front side of the embankment, and the structural wall bears a wave load from the front.   A mat-like body in which grid-like holes are arranged using the cloth formwork on the front surface side of the embankment body, and a part of the mat-like body is filled into the embankment body from the grid-like holes of the mat-like body. The seismic proof overflow levee body structure according to claim 1 or 2, wherein a concrete structural wall formed so as to bite into the reinforcing material is constructed.   A mat-like body in which grid-like holes are arranged using the cloth formwork on the front surface side of the embankment body, and a part of the mat-like body is filled into the embankment body from the grid-like holes of the mat-like body. 3. A seismic overflow-resistant levee wall structure according to claim 1 or 2, wherein a concrete slope slab formed so as to bite into the reinforcing material is constructed.   On the coast facing the ocean, a levee structure with a front wall constructed with a structural wall is placed, and a dam body structure with the front and back surfaces constructed with slopes at predetermined intervals toward the inland. The earthquake-resistant overflow levee body structure according to any one of claims 1 to 4, wherein:

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