Damp-proof embankment gear lifting and upgrading structure

Abstract

The utility model relates to a dampproof embankment gear lifting and upgrading structure which comprises a gabion gabion foot groove formed in the foremost portion of the water facing side of an original dampproof embankment, a riprap protection area is excavated on the inner side of the gabion gabion foot groove, and a low-tide-level wave dissipation slope and a medium-tide-level wave wall are built above the riprap protection area. A high-tide-level wave wall is further built on the near-water side of the dam crest of the original damp-proof dam, a foundation supporting body is arranged at the bottom of the high-tide-level wave wall, a traffic road is further built on the dam crest of the original damp-proof dam, and a drainage ditch is dug on the downstream side of the traffic road along the traffic road. And a backwater side protection slope is also arranged on the connecting slope surface of the traffic road and the original damp-proof embankment. On the basis that an existing damp-proof dike is heightened and reinforced to achieve the purposes of flood control and disaster reduction, the multiple functions of ecological hydrophilicity, dike top traffic and the like are considered, meanwhile, the occupied area can be reduced, and mining of a large amount of soil materials is avoided.

Description

Technical Field

[0001] This application relates to the field of water conservancy engineering technology, specifically to an upgraded structure for seawalls. Background Technology

[0002] With the increasing demands for typhoon and storm surge prevention and disaster reduction in coastal areas, the construction of seawalls still faces problems such as incomplete engineering systems and low construction standards. Some seawalls were built spontaneously by coastal enterprises or local residents, resulting in inconsistent construction standards and quality. Some seawalls suffer from thin walls, poor slope protection, lack of back slope protection, and unhardened tops. Others exhibit safety hazards such as settlement, leakage, and deformation. Furthermore, in recent years, typhoon disasters in my country have become more frequent, recurring, and continuous, characterized by strong winds, high waves, and destructive power. Some strong typhoons have made repeated landfalls, causing severe economic losses. During typhoon passage, widespread torrential rains often occur, and storm surges, combined with river flooding, further exacerbate tidal rises. These storm surges, along with the combined effects of waves, severely damage seawalls, potentially leading to breaches or overflows, and flooding of the land behind the seawalls.

[0003] Currently, the basic structural type of seawall construction in my country's coastal areas is the sloping seawall. This type of seawall can adapt well to the soft soil foundation conditions of coastal tidal flats, has good overall stability, and is highly adaptable to areas with strong winds and waves. The construction process is relatively simple. However, its disadvantages are that the structure is relatively fragile, it occupies a large area, the amount of engineering work is large, a large amount of dike construction materials are required, the cost is relatively high, and its function is singular, failing to realize the comprehensive benefits of seawall construction. Utility Model Content

[0004] The purpose of this application is to provide an upgraded structure for seawalls that, while meeting the requirements of raising and reinforcing existing seawalls to achieve flood control and disaster reduction, also takes into account multiple functions such as ecological accessibility and traffic on the top of the seawall, and can reduce land occupation and avoid the extraction of large amounts of soil.

[0005] To achieve the above objectives, this application provides the following technical solution:

[0006] This application provides an upgraded structure for a seawall, including a gabion stone cage foot trough located at the foremost point of the original seawall on the water-facing side. A riprap protection zone is excavated inside the gabion stone cage foot trough. A low-tide wave-dissipating slope and a mid-tide wave-breaking wall are constructed above the riprap protection zone. A high-tide wave-breaking wall is also constructed on the water-facing side of the original seawall crest. A foundation support is provided at the bottom of the high-tide wave-breaking wall. A traffic road is also constructed on the crest of the original seawall. A drainage ditch is excavated along the backwater side of the traffic road. A backwater-side slope protection is also provided on the slope connecting the traffic road and the original seawall.

[0007] A hydrophilic platform is provided between the mid-tide wavebreak wall and the high-tide wavebreak wall.

[0008] The gabion gabion foot channel includes a wire mesh cage made of angular mesh woven from metal wire and stones filled inside the wire mesh cage. The top elevation of the gabion gabion foot channel is 0.2 to 0.5 m above the design low tide level.

[0009] The riprap protection zone is a large rock dumping and accumulation area with a riprap particle size of not less than 0.3m and a dumping thickness of 0.5 to 1.5m.

[0010] The low-tide wave-dissipating slope consists of a masonry slope structure and wave-dissipating blocks. The masonry slope structure has a slope of 1:2 to 1:3 and a thickness of 0.3 to 0.5 m, and is constructed using cement mortar with a strength of not less than 7.5 MPa. The wave-dissipating blocks are multiple large protruding stones embedded in the water-facing slope of the masonry slope structure, with a maximum side length of 0.5 to 1 m. They are fixed in the masonry slope structure by embedding the long side, and the large and small blocks are arranged in a staggered manner with a longitudinal and transverse spacing of 1 m.

[0011] The mid-tide wave-breaking wall is a concrete gravity retaining wall. The upper part of the wall facing the water is arc-shaped, the middle part is vertical, and the lower part is a front toe. The upper part of the wall facing away from the water is vertical, the middle part is inclined to the lower left, and the lower part is a rear toe.

[0012] The high tide wave wall is a gravel-reinforced concrete gravity retaining wall, and the top elevation of the wall is determined based on the design high tide level plus the calculated freeboard. The high tide wave wall consists of a gravel-reinforced concrete wall, a reinforced concrete facing, drainage pipes, a drainage filter, and guardrails. The gravel-reinforced concrete wall is made of C25 concrete and rubble, and the reinforced concrete facing is attached to the top of the gravel-reinforced concrete wall and the water-facing side. It uses C30 reinforced concrete cast-in-place slabs with a thickness of 200-300mm, and a steel mesh is laid inside the reinforced concrete facing.

[0013] The drainage ditch has a cross-section that is a square ditch made of masonry or brick or a precast concrete U-shaped trough.

[0014] The slope ratio of the backwater side slope protection is 1:1.5 to 1:3.

[0015] The waterfront platform is 1.5 to 5 meters wide and is paved with pedestrian walkway bricks, with guardrails installed on the water-facing edge.

[0016] Compared with the prior art, the present invention has the following advantages:

[0017] 1. The structure includes low-tide wave-dissipating slopes, mid-tide wave-breaking walls, and high-tide wave-breaking walls, which are well applicable to dikes in high, mid, and low tide zones. The structure is compact and the wave-dissipating effect is obvious.

[0018] 2. A gabion stone cage foot trough is set at the frontmost part of the water-facing side, with the top elevation above the design low tide level. This allows for rapid underwater filling and water retention, creating dry conditions for the construction of other structures and shortening the construction period.

[0019] 3. The low-tide wave-dissipating slope has multiple large protruding stones embedded in its surface as wave-dissipating blocks, which can effectively reduce the wave force and minimize the erosion of the slope surface.

[0020] 4. The waterfront platform is located between the mid-tide breakwater and the high-tide breakwater, providing an ecological waterfront space for nearby residents or tourists during non-high-tide periods.

[0021] 5. The traffic road on the top of the dike can be used as a tourist greenway or a municipal road, realizing the combination of dike and road layout, making full use of multiple functions, and greatly improving the overall efficiency of the seawall. Attached Figure Description

[0022] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following is a brief introduction to the drawings required for use in the embodiments of the present application. It should be understood that the following drawings only show certain embodiments of the present application and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other relevant drawings can be obtained based on these drawings without creative work.

[0023] Figure 1 This is a general structural diagram of an embodiment of this utility model.

[0024] Figure 2 This is a structural diagram of the high-tide wave-breaking wall of this utility model.

[0025] Figure 3 This is a structural diagram of the mid-tide wave-breaking wall of this utility model.

[0026] Figure 4 This is a structural diagram of the low-tide wave-breaking slope of this utility model. Detailed Implementation

[0027] The technical solutions of the embodiments of this application will now be described with reference to the accompanying drawings. It should be noted that similar reference numerals and letters in the following drawings indicate similar items; therefore, once an item is defined in one drawing, it does not need to be further defined and explained in subsequent drawings.

[0028] The terms “comprising,” “including,” or any other variations thereof are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitation, an element defined by the phrase “comprising one…” does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0029] like Figures 1-4 As shown in the embodiment of this application, an upgraded structure for a seawall is provided, including a gabion stone cage foot trough 2 located at the foremost part of the water-facing side of the original seawall 1. A riprap protection zone 3 is excavated inside the gabion stone cage foot trough 2. A low-tide wave-dissipating slope 4 and a mid-tide wave-breaking wall 5 are constructed above the riprap protection zone 3. A high-tide wave-breaking wall 6 is also constructed on the water-facing side of the original seawall 1. A foundation support 7 is provided at the bottom of the high-tide wave-breaking wall 6. A traffic road 9 is also constructed on the top of the original seawall 1. A drainage ditch 10 is excavated along the backwater side of the traffic road 9. A backwater slope protection 11 is also provided on the slope connecting the traffic road 9 and the original seawall 1. A waterfront platform 8 is provided between the mid-tide wave-breaking wall 5 and the high-tide wave-breaking wall 6.

[0030] The original seawall 1 is an existing structure, mostly a sloping earthen dike. It generally suffers from problems such as a thin dike body, poor slope protection quality, lack of protection on the back slope, lack of hardening on the top of the dike, and limited functionality. It is the main structure that needs to be upgraded in this utility model.

[0031] The gabion gabion foot channel 2 is located at the frontmost part of the water-facing side of the system. It includes a gabion cage 21 made of angular mesh woven from metal wire and stones 22 filled inside the gabion cage. The gabion cage 21 is made of low carbon steel wire with a diameter of 2-4 mm, with an electro-galvanized surface for corrosion protection and an external PVC coating to increase durability. It is tied into a cube with a side length of 1m-2m. The stones 22 are natural pebbles, boulders, or waste concrete blocks with a strength of not less than 30MPa. After the gabion gabion foot channel 2 is completed, the top elevation is 0.2-0.5m above the design low tide level, blocking the tide during the construction period to facilitate construction.

[0032] The riprap protection zone 3 is a large rock dumping and accumulation area with a rock particle size of not less than 0.3m and a filling thickness of 0.5 to 1.5m, which is determined according to the specific geological conditions. If there is a lot of silt, the filling thickness will be increased. Mechanical large-scale filling construction will be adopted to increase the foundation strength.

[0033] The low-tide wave-dissipating slope 4 is located between the gabion gabion foot channel and the riprap protection zone. It consists of a masonry slope structure 41 and wave-dissipating blocks 42. The masonry slope structure 41 has a slope of 1:2 to 1:3 and a thickness of 0.3 to 0.5 m. It is constructed with cement mortar with a strength of not less than 7.5 MPa. The wave-dissipating blocks 42 are multiple large protruding stones embedded in the water-facing slope of the masonry slope structure 41. The maximum side length is 0.5 to 1 m. They are fixed in the masonry slope structure 41 by embedding the long side. The large and small blocks are arranged in a staggered manner with a longitudinal and transverse spacing of 1 m.

[0034] The mid-tide wave barrier 5 is set above the riprap protection zone. It is a concrete gravity retaining wall with a concrete strength grade of not less than C25. The upper part of the wall facing the water is curved, the middle part is vertical, and the lower part is a front toe. The upper part of the wall facing away from the water is vertical, the middle part is inclined to the lower left, and the lower part is a rear toe.

[0035] The high tide wave wall 6 is a gravel-reinforced concrete retaining wall with embedded stones. The top elevation of the wall is determined based on the design high tide level plus the calculated freeboard. The high tide wave wall 6 consists of a gravel-reinforced concrete wall 61, a reinforced concrete facing 62, drainage pipes 63, a drainage filter 64, and guardrails 65. The gravel-reinforced concrete wall 61 is made of C25 concrete and rubble, with the stone embedding rate controlled at about 20%. The stone particle size is 200-300mm. During construction, a layer of concrete is poured first, then the stones are evenly embedded, and then the upper layer of concrete is poured. The thickness of each layer of concrete is controlled at about 300mm. The reinforced concrete facing 62 is attached to the top of the gravel-reinforced concrete wall 61 and the water-facing side. It is a C30 reinforced concrete cast-in-place slab with a thickness of 200-300mm. A steel mesh is laid inside the slab to enhance its impact resistance, wear resistance, and corrosion resistance.

[0036] The foundation support 7 is located at the bottom of the high tide wave wall and uses pine piles or cement mixing piles to increase the foundation strength.

[0037] The waterfront platform 8 is located between the mid-tide breakwater and the high-tide breakwater, with a width of 1.5 to 5 meters. It is paved with pedestrian walkway bricks and has guardrails installed on the water-facing edge.

[0038] Traffic road 9 is located on the top of the embankment. Its width and material are determined according to traffic needs. The width of the greenway for general tourism can be set at 3 to 6 meters. It is paved with colored asphalt concrete and guardrails are installed on the water-facing edge.

[0039] Drainage ditch 10 is located on the back side of the traffic road and is used to collect rainwater from the road surface. Its cross-section is a square ditch made of masonry or brick or a precast concrete U-shaped channel.

[0040] The backwater side slope 11 is located on the slope connecting the top of the traffic road and the original seawall, with a slope ratio of 1:1.5 to 1:3. A 0.3m thick layer of planting soil can be laid as needed, and local plants can be planted for greening.

[0041] The above description is merely an embodiment of the present application and is not intended to limit the scope of protection of the present application. For those skilled in the art, various modifications and variations of the present application are possible. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present application shall be included in the scope of protection of the present application.

Claims

1. A structure for upgrading and improving a seawall, characterized in that, The structure includes a gabion stone cage foot trough located at the frontmost part of the water-facing side of the original seawall. A riprap protection zone is excavated inside the gabion stone cage foot trough. A low-tide wave-dissipating slope and a mid-tide wave-breaking wall are constructed above the riprap protection zone. A high-tide wave-breaking wall is also constructed on the water-facing side of the original seawall crest. A foundation support structure is installed at the bottom of the high-tide wave-breaking wall. A traffic road is also constructed on the crest of the original seawall. A drainage ditch is excavated along the backwater side of the traffic road. A backwater-side slope protection is also installed on the slope connecting the traffic road and the original seawall.

2. The upgraded structure for a seawall according to claim 1, characterized in that, A hydrophilic platform is provided between the mid-tide wavebreak wall and the high-tide wavebreak wall.

3. The upgraded structure for a seawall according to claim 1, characterized in that, The gabion gabion foot channel includes a wire mesh cage made of angular mesh woven from metal wire and stones filled inside the wire mesh cage. The top elevation of the gabion gabion foot channel is 0.2 to 0.5 m above the design low tide level.

4. The upgraded structure for a seawall according to claim 1, characterized in that, The riprap protection zone is a large rock dumping and accumulation area with a riprap particle size of not less than 0.3m and a dumping thickness of 0.5 to 1.5m.

5. The upgraded structure for a seawall according to claim 1, characterized in that, The low-tide wave-dissipating slope consists of a masonry slope structure and wave-dissipating blocks. The masonry slope structure has a slope of 1:2 to 1:3 and a thickness of 0.3 to 0.5 m, and is constructed using cement mortar with a strength of not less than 7.5 MPa. The wave-dissipating blocks are multiple large protruding stones embedded in the water-facing slope of the masonry slope structure, with a maximum side length of 0.5 to 1 m. They are fixed in the masonry slope structure by embedding the long side, and the large and small blocks are arranged in a staggered manner with a longitudinal and transverse spacing of 1 m.

6. The upgraded structure for a seawall according to claim 1, characterized in that, The mid-tide wave-breaking wall is a concrete gravity retaining wall. The upper part of the wall facing the water is arc-shaped, the middle part is vertical, and the lower part is a front toe. The upper part of the wall facing away from the water is vertical, the middle part is inclined to the lower left, and the lower part is a rear toe.

7. The upgraded structure for a seawall according to claim 1, characterized in that, The high tide wave wall is a gravel-reinforced concrete gravity retaining wall, and the top elevation of the wall is determined based on the design high tide level plus the calculated freeboard. The high tide wave wall consists of a gravel-reinforced concrete wall, a reinforced concrete facing, drainage pipes, a drainage filter, and guardrails. The gravel-reinforced concrete wall is made of C25 concrete and rubble, and the reinforced concrete facing is attached to the top of the gravel-reinforced concrete wall and the water-facing side. It uses C30 reinforced concrete cast-in-place slabs with a thickness of 200-300mm, and a steel mesh is laid inside the reinforced concrete facing.

8. The upgraded structure for a seawall according to claim 1, characterized in that, The drainage ditch has a cross-section that is a square ditch made of masonry or brick or a precast concrete U-shaped trough.

9. The upgraded structure for a seawall according to claim 1, characterized in that, The slope ratio of the backwater side slope protection is 1:1.5 to 1:

3.

10. The upgrading structure for a seawall according to claim 2, characterized in that, The waterfront platform is 1.5 to 5 meters wide and is paved with pedestrian walkway bricks, with guardrails installed on the water-facing edge.

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