KR101531799B1 - Repair reinforcement method of the waterfront structure - Google Patents

Abstract

The present invention relates to a method to repair and reinforce the embankment of a waterfront structure comprising: a base step of stabilizing the soil of a slope of an embankment to be coagulated after removing stopper stones from the slope and hardening the slope to be flattened; a burying step of building a cutoff wall in the bottom of the slope to prevent water leakage and to endure consolidation and earthquake; a cutoff step of forming a cutoff layer on the surface of the slope to prevent the water leakage and collapse; a banking step of forming a protection layer on the surface of the cutoff layer to prevent slip and loss; and a coating step of forming a coating layer on the surface of the protection layer to prevent erosion, collapse, and turbulence. The present invention can repair and reinforce the waterfront structure at low prices in a short period without reconstruction and can have environmentally friendly semi-permanent life by having beautiful appearance and excellent durability.

Description

The repair reinforcement method of the waterfront structure

The present invention relates to a method of repairing or reinforcing a waterfront structure such as a reservoir or a river, and more particularly, to a waterfront structure such as an existing reservoir or an old waterfall leaking or aging, a displacement of a crust due to an earthquake, , And a method of repairing and reinforcing the slope of an artificial embankment so as to withstand natural external forces such as differential settlement for a long period of time.

Typically, waterfront structures such as old and naturally weathered reservoirs and rivers are commonly exposed to various risk of collapse, such as leaks from multiple locations, breaks in the levee, or loose conditions. These reservoirs should be dismantled even if they are not just agricultural facilities, but they are very important structures that are indispensable for the field farming and the river is an extremely important facility to prevent the flooding by taking charge of the flow of water flowing from upstream to downstream .

In particular, reservoirs need repair or reinforcement to solve problems caused by aging, but there is no way to completely repair or reinforce them unless the reservoirs are actually rebuilt. Therefore, various methods are being sought to solve these problems.

For example, in Korean Patent Registration No. 10-0406874 entitled " Protective Construction of Soil Dam ", a top portion of a slope formed by claying, chipping and shotcrete treatment of a slope of a dam body is covered and chipped, A step of excavating and shotcrete the surface of the existing dam dam which is in contact with the water surface at the upstream side in a stepped manner, and a step of performing shotcrete treatment in a direction crossing the lower portion of the dam, A step of placing a print on a base portion of the dam by a conventional method and a step of forming a crushed layer on the step surface by a conventional method, And forming a slope on the slope of the soil dam.

According to Korean Patent Registration No. 10-1398915 "Dam Dam Reinforcement Method ", in an existing earth dam reinforcement method, the downstream side of the dirt dam body 10 A slitting step S11 for slicing the lower surface of the slope; The filter material 20 which is a water-permeable granular material having better water permeability than the felling material of the body 10 is placed on the cut-out portion cut in the cutting step S11, 20 in the embankment step S21; A development step (S31) of developing a filter sheet (25), which is a water permeable fibrous sheet, on a slope (10) made of a filter material (20); And a covering step (S41) of forming a covering layer (30) resistant to erosion on the surface of the filter sheet (25).

The former and the latter have an effect that the dam dam can be repaired and reinforced at a low cost in a short period of time without large-scale reconstruction or maintenance of the dam dam (reservoir). However, the former and latter methods are very vulnerable to earth displacement due to natural external forces such as earthquake displacement, underground gas, consolidation settlement, and anomalous settlement. That is, the sheets and crushed stone that are installed on the slope for maintenance and reinforcement are separated from each other, so that they are not attracted due to the degree of inclination, and the stability is broken or the strength is dispersed. Particularly, since the outer layer directly contacting with the water surface in the slope is formed only by crushed stones, there is a problem in that it is likely to be lost due to settlement due to digging in the long term.

Korean Patent Registration No. 10-0406874 entitled " Korean Patent Registration No. 10-1398915 "Reinforcement Method of Dirt Dam"

SUMMARY OF THE INVENTION Accordingly, the present invention has been made to solve the above-mentioned conventional problems, and it is an object of the present invention to provide a water- Dispersed to increase the stability of the reservoir as a whole. Particularly, it is an object of the present invention to provide a method of preventing the destruction of stability by destroying stability or dispersing the strength of geosynthetic fibers due to external force when the geosynthetic fibers are integrated with adhesive.

In addition, it is possible to suppress the water leakage through foundation by constructing the exponential wall from the concrete block to be installed on the aqueduct to the bedrock to support the gabion, and to provide a beautiful appearance by making the slope of the waterside structure into a facility.

In order to accomplish the above object, the present invention provides a method of repairing and reinforcing a bank of a waterfront structure, comprising the steps of: removing stones from the slope of the bank and uniformly smoothing and planarizing the floors; Basic steps; A burial step of blocking the water at the lower end of the slope and constructing an exponential wall so as to withstand consolidation and earthquake resistance; An exponent step of forming an aquifer to prevent water from leaking to the surface of the slope and to prevent collapse; Forming a protective layer on the surface of the aquedient layer to prevent slippage and to prevent leakage; And a coating step of preventing erosion and collapse on the surface of the protective layer and forming a coating layer so as to suppress turbulence.

In one embodiment of the present invention, the exponential wall is embedded in the ground up to a depth of 3.5 m, exposed at a height of 0.5 m, and a reinforced concrete is laid over 30 cm in thickness or a precast concrete block, Are connected to each other.

In a modification of the present invention, the exponential wall is constructed by perforating the ground at intervals of 2 m to 4 m, and placing the reinforced concrete pile and the concrete in the punched hole so as to be exposed at a height of 0.5 m or by piling concrete files .

According to another embodiment of the present invention, the exponent wall is constructed by piling or press-fitting the sheet pile connected to each other on the ground so as to be exposed at a height of 0.5 m.

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According to another embodiment of the present invention, the exponent wall may be formed of a reinforced concrete, a precast concrete block, a reinforcement file, a sheet file, an H beam beam or a grout material selectively in accordance with a slope of a slope Or to construct a complex structure.

At this time, the aquifer according to the present invention is characterized in that any one of the impervious geosynthetic fiber or the water permeable geosynthetic fiber is installed alone, or sequentially and sequentially, and then the adhesive is sprayed.

In one embodiment of the present invention, the impervious geosynthetic fiber is selected from EPDM or polyethylene resin mat or PVC-based or HDPE-based geomembrane or a GCL mat composed of bentonite or clay. The permeable geosynthetic fiber is 1 to 10 cm Wherein the woven fabric is selectively used from woven or perforated geogrid, geonet or nonwoven fabric.

As a modification of the present invention, the resin mat, the geomembrane, the geogrid, and the nonwoven fabric are characterized by incorporating a wire.

At this time, after the exponent step according to the present invention, the connecting step of inflating the wedge block to the lower end of the aeration layer is prevented, and the wedge block is connected to the exponent wall.

Further, the present invention is further characterized in that after the coating step according to the present invention, a reinforcing step of forming a coating layer on the outer slope surface is further performed so as to increase the strength of the embankment.

In one embodiment of the present invention, the coating layer is selectively used either as a concrete block pierced in a cross shape or as a gauze filled with stones at a goby temperature so as to be mutually addressable.

At this time, the concrete block according to the present invention is formed with a connection ring exposed to be interlocked with each side of the reinforcing bars, and the bottom surface is formed half-horizontally so as to be supported by the slope.

As a further modification of the present invention, the reinforcing step is characterized by further constructing a parapet wall at the apex of the inclined surface so as to prevent overflow caused by inflow of surface water.

It should be understood, however, that the terminology or words of the present specification and claims should not be construed in an ordinary sense or in a dictionary, and that the inventors shall not be limited to the concept of a term It should be construed in accordance with the meaning and concept consistent with the technical idea of the present invention based on the principle that it can be properly defined. Therefore, the embodiments described in the present specification and the configurations shown in the drawings are merely the most preferred embodiments of the present invention, and not all of the technical ideas of the present invention are described. Therefore, It is to be understood that equivalents and modifications are possible.

As described above, the present invention provides the following effects.

First, it can be repaired and reinforced at low cost in a short period of time without rebuilding the reservoir or river bank, and it provides a natural and semi-permanent life span due to its excellent appearance and excellent durability.

Secondly, stabilizer is added to agglomerate soil particles on slope, which is a basis of construction, to prevent the leakage effect or collapse or settlement that occurs in the construction process.

Third, by forming the exponential wall at the bottom of the slope, it is possible to stably support the aquifer, the protective layer and the cover layer, as well as to block the leachate.

Fourth, the aquifer that blocks the leachate on the slope is formed by the combination of geosynthetics, which increases the stability of the overall waterfront facilities by dispersing the load and strain transmitted to the slope with high strength and tensile strength.

Fifth, when dual or triple geosynthetic fibers are integrated with an adhesive, the geosynthetic fibers are not attracted by the external force to prevent the stability from being broken or the strength to be dispersed and broken.

Sixth, the outer part of the slope directly contacting the surface of the slope is stacked with a block or a gabion, thereby suppressing the instability of the slope and enhancing the appearance of the waterfront structure.

Seventh, since the blocks are formed so as to interlock with each other, they act as locks internally, and the bottom surface can be formed as a half-horizontal shape, so that the blocks can be supported independently from the slope, thereby increasing the overall durability.

BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a cross-sectional view showing a bank of a reservoir according to the present invention. Fig.
2 is a configuration diagram showing a basic step according to the present invention;
3 is a configuration diagram showing an embedding step according to the present invention;
Figs. 4 to 8 are cross-sectional views showing recesses of the exponent wall according to the present invention; Fig.
Figures 9 and 11 are schematic diagrams illustrating exponent steps according to the present invention;
12 is a configuration diagram showing embankment steps according to the present invention;
13 is a schematic view showing a coating step according to the present invention.
Figs. 14 to 16 are structural views showing the essential parts of the coating layer according to the present invention; Fig.
Figs. 17 to 19 are schematic views showing a reinforcing step according to the present invention; Fig.

Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings.

The present invention relates to a method for constructing a bank 1 of a waterfront structure such as an existing or new reservoir or a river and includes a basic step S10, a burial step S20, an exponent step S30, S40), and a covering step (S50) are sequentially carried out to repair and reinforce the bank 1. That is, according to the present invention, as shown in Fig. 1, an exponent wall 20, a water layer 30, a protective layer 40 and a cover layer 50 are formed in order on a slope 10 of a bank 1, It is possible to repair and reinforce it at a low cost in a short period of time without constructing it, and to provide a semi-permanent life span with a natural appearance and a durable appearance. On the other hand, the exponent wall 20, the water-receiving layer 30, the protective layer 40, and the covering layer 50 shown in the drawings are shown in somewhat exaggerated thickness (size) in order to facilitate understanding of the invention.

First, according to the present invention, the slab is removed from the slope 10 of the bank 1, the slab is smoothened to be planarized, and then the slab is agglomerated to stabilize the slurry so as to block the leakage. The basic step S10 is a step of arranging the slopes 10 so as to perform the succeeding steps S20, S30, S40 and S50 safely and quickly as shown in Fig. 1, .

In the planarization process, the slab exposed on the slope 10 is removed by an excavator as shown in Fig. Part of the slope can not be fixed by the excavator, so the workforce compaction and pick. Here, the stones are required at some subsequent steps, so they are collected at the top of the bank 1 or moved to the external slope 15. And the stabilization process is done by equipping the flattened slope (10) with equipments or gravity, so that the soil particles are solidified by coagulation.

At this time, it is preferable to selectively add pozzolanic cement, potentan cement, blast furnace cement, and soil cement so that the soil of the slope 10 coagulates during the stabilization process. Pozzolan, porcelain, blast furnace, and soilless cement are diatomaceous earth or diatomaceous aluminum fine particles. When water comes in contact with them, they form chemical compounds that react with calcium hydroxide at room temperature to have cement properties. When such cement is added to the slope (10), it is possible to increase the strength and suppress the decrease in strength due to the change in the water content.

As described above, by adding the stabilizer to agglomerate the soil particles on the slope 10, which is the basis of the construction, it is possible to prevent the leakage effect or the collapse or settlement occurring in the construction process.

Then, according to the present invention, a leakage step is performed at the lower end of the slope (10), and an embedding step (S20) is carried out to construct the exponent wall (20) so as to withstand the consolidation and earthquake. The burial step S20 is a step for preventing the surface water of the reservoir or the river from leaking through the bank 1 as shown in FIGS. 1 and 3 and for preventing the water layer 30, the protective layer 40 and the cover layer 50 from being securely supported The wall 20 is constructed.

This exponent wall 20 is formed of reinforcing concrete 21, a precast concrete block, a reinforcing bar 22, a sheet pile 23, an H beam base 24, And the grout material 25 can be selectively constructed.

As shown in FIG. 4, the reinforced concrete 21 is embedded in the ground up to a depth of 3.5 m, exposed at a height of 0.5 m, and constructed at a thickness of 30 cm or more. That is, the slope (10) is excavated to a depth of 3.5 m and a thickness of 30 cm or more at a point where the slope meets the ground. When the excavation is completed, a form is formed so as to be exposed to a height of 0.5 m or more from the slope (10), and concrete is put together with reinforcing bars. Of course, a precast con'c block (not shown) may be connected to the excavated ground to complete the precast concrete block.

As shown in FIG. 5A, the reinforcing pile 22 is pierced at intervals of 2 m to 4 m, and the pillar and concrete are placed in the hole to be exposed at a height of 0.5 m to construct the exponent wall 20. The reinforcement file 22 is constructed through a cast inplace pile, which is treated with an inner tube or a casing in a hole drilled through an opening or boring machine, and a concrete inner wall is formed by placing the concrete together with the reinforcing bar. Here, the reinforcing pile (22) exposed to the ground may be poured with concrete or laminated with concrete to prevent corrosion. Of course, prefabricated concrete files can be constructed on the ground at intervals of 2 m to 4 m.

The sheet pile 23 is pushed or pressed to expose the exponent wall 20 to be exposed at a height of 0.5 m on the ground as shown in Fig. 5B. The sheet piles 23 are formed in a plate-like structure in which both sides are engaged and connected to each other. The seat file 23 can be installed in the ground by striking the seat file 23 with the vibro hammer equipment. In the press-in method, the seat file 23 is press-fitted into the hydraulic equipment So as to construct within the ground. There is a disadvantage in that the noise level and vibration are large although there is an advantage that it can be applied even when the soil index (N) is 50 or more. On the other hand, the indentation method has the advantage of noiseless vibration, but it has disadvantages that the soil index can be applied only to 50 or less. The sheet piles 23 exposed to the ground after construction may be laid on concrete or laminated with concrete to prevent corrosion.

In addition, as shown in FIG. 6A, the exponent wall 20 may be constructed by providing the H beam beam 24 in the lateral direction on the ground or by injecting the grout material 25 into the ground as shown in FIG. 6B. The H beam beam 24 is installed so that the H-shaped steel material is surrounded by the point where the ground and the slope meet, and the grout material 25 injects locally or globally into the ground where the order is required.

On the other hand, the exponent wall 20 is formed by combining any one of the reinforced concrete 21, the reinforcing fiber pile 22, the sheet pile 23, the H beam base 24 and the grout material 25 in accordance with the slope of the slope 10 . For example, the reinforced concrete 21 and the reinforcing bar 22 may be combined as shown in FIG. 7A, or the reinforcing bar 22 and the grout 25 may be combined as shown in FIG. 7B. In addition, the sheet file 23 and the H beam beam 24 may be combined as shown in FIG. 8A, and the H beam beam 24 and the grout material 25 may be combined as shown in FIG. 8B. In addition, the exponent wall 20 can be constructed with various combinations and number of combinations.

As a result of forming the exponent wall 20 at the lower end of the slope 10, the aeration layer 30, the protection layer 40 and the block layer 50 can be stably supported and the leakage of water up to a predetermined depth can be prevented There is a number. The index according to the leakage (leachate) to the lower part of the exponential wall 20 may be subjected to grouting by examination of the dipole electric survey method.

Next, according to the present invention, an exponent step (S30) is performed in which the water layer is blocked on the surface of the slope (10) and the aquifer layer (30) is formed to prevent collapse. The exponent step S30 forms an aquifer 30 that can sufficiently resist the ground displacement due to the displacement of the crust or the natural external force while preventing the fresh water in the hydrothermal structure from leaking into the bank 1 as shown in Figs. 1 and 9 .

In consideration of the geographical characteristics (climate, earthquake, and activity) of the waterside structure, the aeration layer 30 may be constructed by installing one of the impervious geosynthetic fiber 31 and the permeable geosynthetic fiber 32 separately or sequentially, And is formed by spraying an adhesive 33 thereon. For example, in the case of geographically unstable, impervious geosynthetic fibers 31 and permeable geosynthetic fibers 32 are sequentially installed. After the installation, the adhesive 33 is sprayed to integrate the impervious geosynthetic fiber 31 and the permeable geosynthetic fiber 32. Therefore, the geoscientific fibers 31 and 32 are undesirably pulled by the external force, so that the stability can be prevented or the strength can be prevented from being broken.

In this case, the impervious geosynthetic fiber 31 can be laid alone. In this case, there is no need to spray the adhesive 33. Of course, in the case where the impervious geosynthetic fibers 31 are laid in multiple in some cases, it is preferable to spray the adhesive 33. In addition, the impervious geosynthetic fiber 31 may be installed up to the dam floor from the slope 10 in preparation for earthquake, consolidation settlement and escape of the underground gas, and may form holes of 75% or more of the area in consideration of slope action .

As the impervious geosynthetic fiber 31, EPDM or polyethylene resin mat or PVC-based or HDPE-based geomembrane or a GCL mat composed of bentonite or clay is selectively used. As the permeable geosynthetic fiber 32, Or a perforated geogrid, a geonet, or a nonwoven fabric. The resin mat, the geomembrane and the GCL mat, which are the impermeable geosynthetic fibers 31, give a perfect order to the slope 10 and the geogrid or geo net and the nonwoven fabric which are the permeable geosynthetic fibers 32 give strength to the impervious geosynthetic fiber 31 . Of course, the GCL mat meets both the order and the strength, so it can be used alone. And resin mat, geomembrane, geogrid, non-woven fabric to have high strength and tensile strength Ø0.2cm wire is better built-in.

As described above, since the water-watershed layer 30 blocking the leakage of the slope 10 is formed in parallel with the impervious and permeable geosynthetic fibers 31 and 32, the load and strain transmitted to the slope 10 due to high strength and tensile strength To increase the stability of the overall waterfront structure.

Meanwhile, according to the present invention, a connecting step S35 may be further performed in which the wedge block 35 is press-fitted into the lower end of the aeration layer 30 after the exponent step S30. The connecting step S35 presses the wedge block 35 between the exponent wall 20 and the aquifer 30 to prevent the aquifer 30 from being inflated or sloped from the slope 10 as shown in Fig. When the wedge block 35 is press-fitted, the exponent wall 20 and the aquifer 30 are connected to each other to form one order, and the surface of the aquifer 30 can be flattened and the end can be stably closed.

Subsequently, according to the present invention, an underfloor step (S40) is performed in which a protective layer (40) is formed to prevent slippage on the surface of the aqueduct layer (30) and to prevent oil leakage. In the embankment step S40, the protective layer 40 is formed to stably support the coating layer 50 as shown in FIG. 1 while preventing loss due to peeling. As shown in FIG. 12, the protective layer 40 is packed with a crush stone 41 having a thickness of 30 cm to 100 cm or more, and then wrapped with a filter mat 45. The crushed stones (41) are gravel crushed by a crusher to stably support the load of the cladding layer (50) and apply friction force to prevent slippage. The filter mat 45 prevents the clay (extremely fine material) and suspended matter present in the crushed stones 41 from being separated as well as preventing the loss of the small crushed stones 41. Instead of the crushed stones 41, crushed lumps, gravel sand, strong gravel and the like can be used.

Next, according to the present invention, a coating step (S50) is performed in which the surface of the protective layer (40) is prevented from erosion and collapse, and the coating layer (50) is formed so as to suppress turbulence. The covering step S50 is laminated so as to stably hold the waterproof layer 30 and the protective layer 40 as shown in Figs. 1 and 13, and protect it from peat or other external force.

As shown in FIG. 14, the cover layer 50 can be selectively used either as a concrete block 51 inserted in a cross shape or as a gabion 55 filled with stones at a goby temperature as shown in FIG. The concrete block 51 interlocks with each other during the lamination to lock the interior internally, thereby increasing the overall durability, and the gabion 55 can create a natural-friendly aesthetic by the stones.

14A and 15A, the concrete block 51 is embedded with a reinforcing bar 51a having a diameter of 10 cm or more and a connecting ring 51b exposed to be mutually restrained at each side, So that the bottom surface can be formed half-horizontally. Of course, it is also possible to bend the reinforcing bars 51a in the form of a ring except for the connecting ring 55. [ As shown in FIG. 15B, the concrete blocks 51 are connected to each other by a separate steel wire during or after lamination. Therefore, it is possible to prevent the collapse due to the ground displacement by increasing the locking force generated internally. When the bottom surface of the concrete block 51 is formed as a stepped semi-horizontally as shown in FIG. 14C, the concrete block 51 can reduce the force to descend from the slope 10, Of course, the concrete block 51 may use a precast con'c block having a shape widely used as a ready-made product in addition to a cross shape.

On the other hand, when the gab (55) is used, it should be used as a support which can be fixed by the stainless steel wire connecting the exponent wall (20) and the concrete road of the upper dam floor. All the wires used in the gab (55) are preferably stainless steel which is resistant to corrosion. It is preferable to use the stones which are collected in the gambling surface (10). That is, if the stones removed from the slope 10 are moved to the slope 15 and filled in the garbage, the gabion 60 can be quickly constructed. When the gabion gab (55) is completed on the external slope (15), the stability of the slope (15) also increases like toe-drain.

As described above, by stacking the outer wall directly contacting the water surface on the slope surface 10 with the concrete block 51 or the gabion wall 55, the instability of the slope 10 is suppressed and the appearance of the waterfront structure is enhanced. In other words, since the concrete block 51 is formed into a cross shape so as to be engaged with each other, the concrete block 51 internally locks, thereby improving the durability of the overall waterfront structure.

At this time, according to the present invention, the reinforcing step (S60) of forming the coating layer 50 with the external slope surface 15 may be further performed so as to increase the strength of the bank 1 after the coating step (S50). The reinforcing step S60 may be performed by stacking the concrete block 51 or the gaboid 55 on the surface of the outer slope surface 15 as shown in Fig. 17 to improve the strength of the embankment 1 to improve the durability . For example, if the concrete block 51 is used as the internal slope 10 in the coating step S50, it is preferable to use the gabion 55 to simultaneously create durability and aesthetics on the external slope 15. Of course, depending on the case, the gab (55) may be laminated or installed only on the lower end (a part) of the outer slope 15 as shown in Fig.

On the other hand, the reinforcement step S60 may further construct the parapet wall 60 at the apex of the inclined surface 10 to prevent the overflow due to inflow of the surface water as shown in Fig. The parapet wall 60 can be constructed of a precast con'c block, which is dry-made from the material of the wall, and other rigid plates such as ordinary reinforced concrete. Such a parapet wall 60 will be more robust when installed in conjunction with a reinforced concrete road at the bottom. The parapet wall 60 may be constructed together with the coating layer 50 formed on the outer slope surface 15 as occasion demands or may be constructed independently of the parapet wall 60 except for the coating layer 50. [

It will be apparent to those skilled in the art that various modifications and variations can be made in the present invention without departing from the spirit and scope of the invention as defined by the appended claims. It is therefore intended that such variations and modifications fall within the scope of the appended claims.

1: levee 10: internal slope 15: external slope
20: Exponent wall 21: Reinforced concrete 22: Reinforcing piles
23: sheet file 24: H beam 25: grout material
30: aquifer 31: impermeable geosynthetic fiber 32: permeable geosynthetic fiber
33: adhesive 35: wedge block 40: protective layer
41: Crushed stone 45: Filter mat 50: Coating layer
51: concrete block 51a: reinforcing bar 51b: connecting ring
55: Gabion 60: Parapet wall
S10: Basic steps
S20: burial step
S30: exponential phase
S35: Connection step
S40: Embankment stage
S50: coating step
S60: Reinforcement phase

Claims (16)

A method for repairing and reinforcing a bank of a waterside structure comprising:
A base step of removing stones from the inner slope of the bank and smoothing the slab so as to perform a planarization operation to stabilize the soil of the slope so as to block the leakage of water;
A burial step of blocking the water at the lower end of the slope and constructing an exponential wall so as to withstand consolidation and earthquake resistance;
An exponent step of forming an aquifer to prevent water from leaking to the surface of the slope and to prevent collapse;
A connecting step of preventing the rim and curling of the part of the aeration layer from being lowered and press-fitting the wedge block to be connected to the exponent wall;
Forming a protective layer on the surface of the aquedient layer to prevent slippage and to prevent leakage; And
And a coating step of forming a coating layer on the surface of the protective layer to prevent erosion and collapse and to suppress turbulent flow. The method according to claim 1,
The exponential wall is embedded in the ground up to a depth of 3.5 m, exposed at a height of 0.5 m, and is constructed by placing a reinforced concrete with a thickness of 30 cm or more, or connecting a precast concrete block Repair and Rehabilitation Method of Waterside Structures. The method according to claim 1,
Wherein said exponential wall is constructed by perforating the ground at intervals of 2m to 4m and installing the reinforced concrete pile and concrete in a perforated hole so as to be exposed at a height of 0.5 m or by piling concrete piles. The method according to claim 1,
Wherein said exponential wall is constructed by piling or press-fitting the sheet pile connected to each other on the ground so as to be exposed at a height of 0.5 m. The method according to claim 1,
Wherein said exponential wall is constructed by placing the H beam beam in the lateral direction on the ground or injecting grout material into the ground with voids. The method according to claim 1,
The exponential wall is constructed by selectively constructing a reinforced concrete, a precast con'c block, a reinforcing pile, a sheet pile, an H beam beam, and a grout material selectively or in combination according to a slope of a slope Repair and Rehabilitation Method of Waterside Structures. delete The method according to claim 1,
Wherein the aquifer is formed by laying out either the impervious geosynthetic fiber or the water permeable geosynthetic fiber singly or in combination and sequential laying, and then spraying an adhesive. 9. The method of claim 8,
The impermeable geosynthetic fiber is selectively used in EPDM or polyethylene resin mat or PVC-based or HDPE-based geomembrane or a GCL mat composed of bentonite or clay. The permeable geosynthetic fiber is selected from a geogrid having 1 to 10 cm mesh woven or perforated, Net, and nonwoven fabric. 10. The method of claim 9,
Wherein the resin mat, the geomembrane, the geogrid, and the nonwoven fabric contain wires. The method according to claim 1,
Wherein the protective layer is formed by mixing any one of crushed gravel, gravel sand, and strong gravel. The method according to claim 1,
And a reinforcing step of forming a coating layer on the outer slope surface so as to increase the strength of the embankment after the coating step. The method according to claim 1,
Wherein the cover layer is selectively used either in a concrete block pierced in a cross shape or in a gauged shape filled with sandstone in a gable-on so as to be able to communicate with each other. 14. The method of claim 13,
Wherein the concrete block is embedded with a connection ring exposed to each side of the reinforcing bar so as to be mutually restrained, and the bottom surface is half-horizontally formed so as to be supported by the slope in a self-supporting manner. 13. The method of claim 12,
Wherein the reinforcing step further comprises constructing a parapet wall at the apex of the slope so as to prevent overflow due to inflow of the surface water. delete

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