Coastline protection structure and construction method thereof
Through the alternating composite layer of sand and soil and gravel and a multi-directional drainage system, the problems of seepage pressure accumulation and ecological function balance of traditional coastal protection structures are solved, and the stability and ecological compatibility of the structure are achieved.
Patent Information
- Application Number
- CN202510759186.7
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-06-09
- Publication Date
- 2025-08-22
AI Technical Summary
In traditional coastal protection projects, rigid protective structures are susceptible to silt accumulation, resulting in the accumulation of base seepage pressure, loose guard structures are easily dispersed, and it is difficult to adapt to uneven settlement of coastline foundations, and the closed structure hinders the exchange of materials in ecosystems.
An alternating composite layer of sand and soil and gravel is adopted, combined with a prefabricated reinforced concrete frame structure and a multi-directional drainage system, and is filled with high-density polyethylene particles and covered with wire mesh to form a multi-directional drainage path, enhancing the structure's permeability and integrity, and adapting to foundation settlement through embedded threaded steel bar connections.
Significantly reduce the risk of base seepage pressure accumulation, reduce structural instability, enhance the shear strength of structural connections, maintain ecological functions, and extend service life.
Smart Images
Figure CN120520187A_ABST
Abstract
Description
Technical Field
[0001] The present invention relates to the technical field of coastal protection engineering, and more particularly to a coastline protection structure and a construction method thereof. Background Art
[0002] In traditional coastal protection projects, rigid protection structures often experience accumulation of base seepage pressure due to their single internal drainage path and susceptibility to siltation, leading to hollowing of the bottom of the structure and overall instability, which is particularly evident in areas with frequent tidal ranges.
[0003] While existing loose-body revetment structures offer a certain degree of permeability, the internal filler, lacking coordinated restraint, is easily drawn and dispersed by waves, resulting in a continuous decrease in the thickness of the protective layer. Furthermore, the interface between gravel and sand is susceptible to shear slip under dynamic loads. Furthermore, the shear resistance of conventional prefabricated component connections is insufficient, making it difficult to adapt to uneven settlement of shoreline foundations. Furthermore, their closed structural design hinders the material exchange function of the intertidal ecosystem.
[0004] The root cause of these problems is that traditional structures fail to effectively coordinate the balance between drainage efficiency, structural integrity and ecological functions, while simply stacking material layers or increasing component size will significantly increase construction costs and the risk of ecological disturbance. Summary of the Invention
[0005] An object of the present invention is to provide a method for constructing a coastline protection structure, comprising the following steps: Excavate a foundation trench to the designed elevation at the coastline to be protected, lay the first crushed stone layer on the bottom of the foundation trench and compact it layer by layer; A thick sand layer is laid on the surface of the first crushed stone layer, and then a second crushed stone layer is laid on top of the sand layer to form an alternating composite layer of sand and crushed stone; A prefabricated reinforced concrete lattice structure is installed on the surface of the alternating composite layer. The lattice structure includes a plurality of polygonal lattice units. Through holes are provided in the lattice units. Adjacent lattice units are connected by pre-buried threaded steel bars. The bottom width of the foundation trench is 1.5 times the width of a single row of prefabricated reinforced concrete lattice structures laid parallel to the coastline. Fill the through-hole with high-density polyethylene particles to form a particle filling layer, the filling height of which is 80% of the through-hole depth. Cover the top of the through-hole with a steel mesh, and weld the edge of the steel mesh to the surface of the lattice unit; A bidirectional steel mesh is laid on the surface of the frame unit, and the bidirectional steel mesh is welded to the anchor bars embedded in the frame unit; A drainage blind ditch is set up on the seaward side of the coastline to be protected, and a drainage pipe is buried in the drainage blind ditch. The longitudinal slope of the drainage pipe is at least 5%. The drainage pipe is wrapped with a double layer of permeable geotextile, and the end of the drainage pipe extends to 0.5m below the low tide line.
[0006] Preferably, the paving thickness of the first crushed stone layer is at least 300 mm, the compacted thickness of each layer does not exceed 150 mm, and the compaction degree reaches 95%; The bottom surface of the foundation trench is provided with a transverse slope on the seaward side, with a slope of at least 2%; During the compaction process, each layer of crushed stone is sprayed with a 5% calcium chloride solution at a spraying rate of 1.5 L / m 2 .
[0007] Preferably, when spraying calcium chloride solution, use an atomizing nozzle to spray at a pressure of 0.3~0.5MPa in layers, and spray 0.8 L / m before compacting each layer of gravel. 2 After the initial pressure is completed, spray 0.7 L / m 2 ; The gravel layer after spraying is left to stand for 20 to 30 minutes, and final pressure is applied after the solution penetration depth reaches 80% of the layer thickness; The anti-evaporation film is covered within 24 hours after the calcium chloride solution is sprayed, and the light transmittance of the anti-evaporation film is ≤10%.
[0008] Preferably, the paving thickness of the sand layer is at least 150 mm, statically pressed three times, and the surface flatness error is ≤10 mm; The laying thickness of the second crushed stone layer shall be at least 200 mm, and after paving, it shall be compacted in two steps, with the compacted thickness of each layer ≤ 100 mm and the compaction degree ≥ 93%; A permeable geotextile is laid between the sand layer and the second crushed stone layer, and the tensile strength of the permeable geotextile is ≥30 kN / m; After the second crushed stone layer is compacted, the surface is sprayed with a sodium silicate solution with a mass concentration of 3% at a spraying rate of 0.8 L / m 2 After spraying, let it stand and cure for 24 hours.
[0009] Preferably, the sodium silicate solution is sprayed using segmented atomization spraying, with the first spraying being 0.5 L / m 2 After that, let it stand for 10 minutes. When the solution penetration depth reaches 50% of the thickness of the gravel layer, spray it again at 0.3 L / m 2 ; After spraying, it is naturally cured for 48 hours. During the curing period, the surface is covered with permeable non-woven fabric with a unit area mass of ≥150 g / m 2 ; After heating, cover with moisture permeable curing film and fix the edge of the moisture permeable curing film. Maintain the humidity in the moisture permeable curing film at 70-80%. Remove the film after curing for 24 hours. The sodium silicate solution is added with a nano-silicon dioxide dispersion accounting for 0.5-0.8% by mass, the dispersion particle size is 20-30 nm, and the penetration depth of the cementing layer formed after solidification is ≥15 mm.
[0010] Preferably, the lattice unit is a regular hexagon, and the through hole is a circular hole passing through the upper and lower surfaces of the lattice unit; The seaward surface of the frame unit is coated with an epoxy resin anti-corrosion coating, with a surface roughness of Ra = 0.4-0.6 mm; The bottom width of the foundation trench is calculated based on the single-row laying width of the regular hexagonal grid units parallel to the coastline. The single-row laying width = 1.5 m × (number of units) + 0.05 m × (number of units - 1).
[0011] Preferably, the surface of the high-density polyethylene particles is coated with a silane coupling agent coating with a coating thickness of 50 to 80 μm; A rubber elastic cushion layer is pre-laid on the bottom of the particle filling layer, and the edge of the rubber elastic cushion layer is bonded and sealed to the inner wall of the through hole by epoxy glue; A buffer space is left between the top of the particle filling layer and the steel mesh, and the buffer space is filled with rubber particles with a diameter of 0.5-1 mm, and the volume of the particles accounts for 30%.
[0012] Preferably, the rubber particles are EPDM rubber particles with a density of 1.2-1.4 g / cm 3 , the surface of the rubber particles is coated with a polyurethane adhesive coating with a thickness of 0.1 mm; Before filling the buffer space, pre-coat the inner wall of the through hole with an epoxy resin interface agent. After the interface agent is cured, the friction coefficient is ≤0.15.
[0013] Preferably, the cross section of the drainage blind ditch is trapezoidal, with a slope ratio of 1:1 on both sides; The drainage pipe is a PVC porous pipe with a wall porosity of 15% and holes arranged in a plum blossom shape; The unit area mass of the double-layer permeable geotextile is 200 g / m 2 (Inner layer) with 300 g / m 2 (Outer layer), the permeability coefficient of the inner geotextile is ≥0.1 cm / s, and the equivalent pore size of the outer geotextile is O 90 ≤0.2mm; A gravel cushion layer is laid at the bottom of the drainage pipe, crushed stone is backfilled above the gravel cushion layer to 30 mm above the top of the pipe, and the top surface of the crushed stone layer is covered with a vegetated three-dimensional geonet; A stainless steel anti-backflow valve is installed at the end of the pipe mouth, and the pressure difference between the opening and closing of the valve is ≤0.5 kPa. A wire mesh gabion anti-scour cover is set around the pipe mouth, and the wire mesh gabion anti-scour cover is filled with blocks of stone.
[0014] Provided is a coastline protection structure constructed using the construction method.
[0015] The present invention has at least the following beneficial effects: First, the present invention forms a multi-directional drainage path by constructing alternating composite layers of sand and gravel and a blind drainage ditch system on the back sea side, which significantly reduces the risk of base seepage pressure accumulation. At the same time, the high-density polyethylene particle filling layer in the through-holes of the frame unit is combined with the steel mesh covering to enhance the permeability of the structure while preventing particle loss, thereby reducing base hollowing and structural instability.
[0016] Second, the present invention effectively suppresses shear slippage at the layered interface under dynamic loads by compacting the sand and gravel layers in the alternating composite layers through layered compaction and isolation with permeable geotextiles, combined with a bonding layer formed by spraying sodium silicate solution. At the same time, the welding of the bidirectional steel mesh and the embedded anchor bars further strengthens the structural integrity and reduces the dispersion loss of the filler caused by wave suction.
[0017] Third, the present invention connects adjacent sash units through embedded threaded steel bars, and combines the ratio design of the bottom width of the foundation trench with the width of a single row of sashes to improve the shear strength of the connection nodes, adapt to the uneven settlement of the coastline foundation, and avoid structural fractures caused by local stress concentration.
[0018] Fourth, the present invention allows free exchange of water and organisms by filling the through holes with particles and designing a top buffer space, thereby maintaining the ecological function of the intertidal zone; the epoxy resin anti-corrosion coating and rubber elastic cushion sealing measures on the sea-facing surface of the frame unit improve the corrosion resistance and anti-scouring performance of the structure, thereby extending the service life of the protective structure.
[0019] Other advantages, objectives and features of the present invention will be reflected in part through the following description, and in part will be understood by those skilled in the art through study and practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS
[0020] Figure 1 This is a flow chart of the construction method of one of the technical solutions of the present invention. DETAILED DESCRIPTION
[0021] The present invention will be described in further detail below in conjunction with the accompanying drawings so that those skilled in the art can implement the invention with reference to the description.
[0022] It should be noted that the experimental methods described in the following embodiments are conventional methods unless otherwise specified, and the reagents and materials can be obtained from commercial channels unless otherwise specified.
[0023] <Example 1> The construction method of the shoreline protection structure comprises the following steps: Excavation of foundation trench and construction of the first gravel layer: Excavate the foundation trench at the designed elevation on the coastline to be protected. Set a 2% transverse slope on the bottom of the foundation trench to the seaward side, and the bottom width is 1.5 times the width of the subsequent single-row prefabricated frame structure. The first crushed stone layer is laid on the bottom of the foundation pit. The layered paving thickness is ≤150 mm and the total thickness is ≥300 mm. Each layer is sprayed with 1.5 L / m2 of 5% calcium chloride solution. 2 (Use 0.3MPa atomizing nozzle, spray twice: 0.8 L / m before initial pressure 2 , after initial pressure, spray 0.7 L / m 2 After spraying, let it stand for 25 minutes, and then final compaction after the penetration depth reaches 80% of the layer thickness, with a compaction degree of ≥95%. After final compaction, cover with an anti-evaporation film with a transmittance of ≤10% for 24 hours; Construction of a composite layer of sand and soil layer and the second crushed stone layer: a 150 mm thick sand and soil layer is laid on the surface of the first crushed stone layer, and statically pressed three times, with a flatness error of ≤10 mm; A permeable geotextile with a tensile strength of ≥30 kN / m is laid on the sandy soil layer, followed by the second crushed stone layer, which is compacted in two layers (each layer ≤100 mm, total thickness ≥200 mm), with a compaction degree ≥93%; The surface of the second gravel layer is sprayed with 3% sodium silicate solution (with 0.5% nano-silicon dioxide dispersion added, particle size 20-30 nm) in sections: the first spray is 0.5 L / m 2 After 10 minutes of standing, spray 0.3 L / m 2 , covered with water-permeable non-woven fabric (≥150 g / m 2 ) Allow to cure naturally for 48 hours, then cover with a moisture-permeable curing film and maintain humidity at 70-80% for 24 hours to form a cementing layer with a penetration depth of ≥15 mm; Installation and filling of prefabricated lattice structure: Regular hexagonal prefabricated reinforced concrete lattice units are installed on the surface of the alternating composite layer (the seaward side is provided with an epoxy resin coating of Ra = 0.5 mm). Adjacent units are connected by embedded threaded steel bars. The bottom width of the foundation trench is calculated according to the formula "1.5 m × number of units + 0.05 m × (number of units - 1)"; The bottom of the through hole of the sash unit is pre-laid with a rubber elastic cushion layer (edge epoxy sealant), filled with high-density polyethylene particles (surface coated with 60 μm silane coupling agent) to 80% of the through hole depth, and the buffer space at the top is filled with 30% of the volume of EPDM rubber particles (density 1.3 g / cm 3 , 0.1 mm polyurethane coating on the surface), the inner wall of the buffer space is pre-coated with an epoxy resin interface agent with a friction coefficient of ≤0.15, the top of the through hole is covered with a steel mesh and welded fixed, and the frame surface is paved with a bidirectional steel mesh and welded with pre-buried anchor bars; Drainage blind ditch construction: excavate a trapezoidal cross-section drainage blind ditch (slope ratio 1:1) on the seaward side, lay a gravel cushion at the bottom, bury a PVC porous pipe with an opening rate of 15% (holes arranged in a plum blossom shape), and wrap it with a double-layer permeable geotextile (inner layer 200 g / m 2 , permeability ≥ 0.1 cm / s; outer layer 300 g / m 2 , O 90 ≤0.2 mm); The longitudinal slope of the drainage pipe is ≥5%, the top of the pipe is backfilled with gravel to a thickness of 30 mm and covered with a vegetated three-dimensional geonet, the pipe mouth extends to 0.5 m below the low tide line, and a stainless steel backflow prevention valve with an opening and closing pressure difference of ≤0.5 kPa is installed at the end, and a wire mesh gabion anti-scour cover (filled with blocks of stone) is installed on the periphery.
[0024] <Example 2> The construction method of the shoreline protection structure comprises the following steps: Optimization of foundation trench excavation and first gravel layer construction: The foundation trench was excavated and the first gravel layer was laid according to the steps in Example 1. When spraying 5% calcium chloride solution in layers, the anti-evaporation film covering time was adjusted to 18 hours, and the standing time after spraying was extended to 30 minutes, so that the solution penetration depth reached 85% of the layer thickness. The compaction degree after final compaction was increased to 96%; After the final compaction is completed, an enhanced anti-evaporation film with a light transmittance of ≤8% is used to further reduce water evaporation and ensure the internal cementation stability of the gravel layer; Enhanced sodium silicate solution curing process: When spraying 3% sodium silicate solution on the surface of the second crushed stone layer, the segmented atomization spray parameters remain unchanged. However, during the natural curing stage, the humidity inside the moisture-permeable curing membrane is precisely controlled to 75%. The humidity inside the membrane is monitored and adjusted in real time using a humidity sensor, and the curing time is maintained at 24 hours. After adding the nano-silica dispersion, the penetration depth of the cement layer increased to 18 mm. After solidification, drilling and sampling of the cement layer were carried out to confirm that the penetration depth met the standard. Adjustments to the performance of the buffer space material: The density of the EPDM rubber particles filling the buffer space within the lattice unit holes was adjusted to 1.2 g / cm³, and the thickness of the polyurethane adhesive coating was increased to 0.12 mm. Before filling, the rubber particles were pre-activated: the particles were placed in a 50°C hot air environment to dry for 1 hour, and then sprayed with a polyurethane binder. After the coating was cured, the surface friction coefficient of the particles was reduced to 0.1. Improved backflow prevention performance of drainage blind ditch: the opening and closing pressure difference of the stainless steel backflow prevention valve at the end of the drainage pipe is adjusted to ≤0.3 kPa; The gradation of rocks inside the wire mesh gabion anti-scour cover was optimized, increasing the proportion of rocks with a particle size of 50-100 mm to 40%; The above content is different from Example 1, and the other steps are the same as Example 1.
[0025] <Example 3> The construction method of the shoreline protection structure comprises the following steps: The construction method is almost the same as in Example 1, except for the following differences: The roughness of the epoxy resin anti-corrosion coating on the sea-facing surface of the prefabricated sash unit was increased to Ra = 0.6 mm. The coating was applied using high-pressure airless spray in two steps: the first coat was 0.2 mm thick, and after drying, it was polished to Ra = 0.8 mm. The second coat was then sprayed to a total thickness of 0.5 mm, and the final roughness met the standard. The thickness of the rubber elastic cushion pre-laid at the bottom of the through-hole is increased to 5 mm, using salt-spray-resistant EPDM rubber, and the epoxy adhesive bonding width between the cushion edge and the inner wall of the through-hole is expanded to 10 mm; The thickness of the silane coupling agent coating on the surface of high-density polyethylene particles increased to 80 μm; The permeable geotextile between the sand layer and the second crushed stone layer is replaced with a high-strength material with a tensile strength of ≥50 kN / m. The overlap width is increased to 200 mm during laying, and the joints are hot-melt welded. The amount of nano-silica dispersion added to the sodium silicate solution sprayed on the second crushed stone layer was increased to 0.8%, and the compressive strength of the cemented layer was increased to 15 MPa after curing; The water pipe is wrapped with double-layer permeable geotextile, and the outer layer is replaced with an equivalent pore size of O 90 Anti-clogging material with a thickness of ≤0.15 mm, the inner layer permeability coefficient is increased to ≥0.2 cm / s; The particle size of the rocks in the wire mesh gabion scour prevention cover is uniformly increased to 200-300 mm, and the thickness of the gabion wire coating is increased to 500 μm. The coating composition is zinc-aluminum alloy (Zn-5%Al). Add 3% UV absorber, such as Tinuvin 326, to the epoxy resin interface agent pre-coated on the inner wall of the through-hole. After curing, the friction coefficient of the interface agent remains ≤0.15 after 500 hours of irradiation in the QUV accelerated aging test. A 1 mm thick polyester fiber isolation net is added between the rubber elastic cushion layer and the high-density polyethylene particles.
[0026] Comparative Example 1 The construction method of the shoreline protection structure comprises the following steps: The construction method is the same as in Example 1, except for the following steps: A single layer of crushed stone (thickness 400 mm, compaction degree 90%) is laid in the foundation trench, without a sand-soil composite layer; The surface is cast in concrete (without through-hole design), and the retaining wall nodes are connected with ordinary bolts; There is no blind drainage ditch on the sea side, only simple drainage holes.
[0027] Comparative Example 2 The construction method of the shoreline protection structure comprises the following steps: The construction method is the same as in Example 1, except for the following steps: Sand and gravel are laid directly in layers (without permeable geotextile isolation), with a compaction degree of 85%; No sodium silicate bonding layer, the surface is covered with ordinary steel mesh; The drainage system consists of a single layer of permeable geotextile wrapped around the drainage pipe.
[0028] The performance of the coastline protection structures obtained by construction of Examples 1 to 3 and Comparative Examples 1 to 2 was investigated, and the results are shown in Table 1 below: Table 1 Performance of each group of coastline protection structures According to the data in Table 1, due to the lack of multi-directional drainage paths, the base seepage pressure of Example 1 is reduced by only 28% (≥60% in the present invention), and the shear strength of the concrete retaining wall nodes is low (15% vs. 40%), which is easily cracked due to seepage hollowing; the loose structure particle loss rate of Example 2 is 18% (<3% in the present invention), which confirms the key role of the alternating composite layer and the cementing layer in constraining the filler; the closed retaining wall of Example 1 hinders the ecological exchange in the intertidal zone, while the through-hole filling layer of the present invention increases the survival rate of organisms by 40%. Due to the frequent maintenance of Example 2 (the average annual cost increases by 30%), the present invention reduces the cost of the entire life cycle through prefabrication standardization.
[0029] Example 1 balances a multi-directional drainage system with structural integrity, suitable for conventional coastal environments. Example 2 improves performance through refined process parameters, targeting high-wave load scenarios. Example 3 enhances corrosion resistance and impermeability in environments with high salt spray and strong scour. Compared to traditional methods, the core innovations of this invention lie in the alternating sand and gravel composite layers combined with cementation reinforcement (to address stratification and slippage), flexible grid unit connections (to accommodate settlement), and an ecologically compatible drainage system (balancing functionality and cost). Data demonstrates a 2-3x improvement in overall performance.
[0030] Although the embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the description and implementation methods. They can be fully applied to various fields suitable for the present invention. For those familiar with the art, additional modifications can be easily implemented. Therefore, without departing from the general concept defined by the claims and the scope of equivalents, the present invention is not limited to the specific details and illustrations shown and described herein.
Claims
1. A method for constructing a coastline protection structure, characterized in that: The following steps are involved: Excavate a foundation trench to the designed elevation at the coastline to be protected, lay the first crushed stone layer on the bottom of the foundation trench and compact it layer by layer; A thick sand layer is laid on the surface of the first crushed stone layer, and then a second crushed stone layer is laid on top of the sand layer to form an alternating composite layer of sand and crushed stone; A prefabricated reinforced concrete lattice structure is installed on the surface of the alternating composite layer. The lattice structure includes a plurality of polygonal lattice units. Through holes are provided in the lattice units. Adjacent lattice units are connected by pre-buried threaded steel bars. The bottom width of the foundation trench is 1.5 times the width of a single row of prefabricated reinforced concrete lattice structures laid parallel to the coastline. Fill the through-hole with high-density polyethylene particles to form a particle filling layer, the filling height of which is 80% of the through-hole depth. Cover the top of the through-hole with a steel mesh, and weld the edge of the steel mesh to the surface of the lattice unit; A bidirectional steel mesh is laid on the surface of the frame unit, and the bidirectional steel mesh is welded to the anchor bars embedded in the frame unit; A drainage blind ditch is set up on the seaward side of the coastline to be protected, and a drainage pipe is buried in the drainage blind ditch. The longitudinal slope of the drainage pipe is at least 5%. The drainage pipe is wrapped with a double layer of permeable geotextile, and the end of the drainage pipe extends to 0.5 m below the low tide line.
2. The method for constructing a coastline protection structure according to claim 1, wherein: The laying thickness of the first crushed stone layer shall be at least 300 mm, the compacted thickness of each layer shall not exceed 150 mm, and the compaction degree shall reach 95%; The bottom surface of the foundation trench is provided with a transverse slope on the seaward side, with a slope of at least 2%; During the compaction process, each layer of crushed stone is sprayed with a 5% calcium chloride solution at a spraying rate of 1.5 L / m 2 .
3. The construction method of the coastline protection structure according to claim 2, characterized in that: When spraying calcium chloride solution, use an atomizing nozzle to spray at a pressure of 0.3~0.5MPa in layers. Before compacting each layer of gravel, spray 0.8 L / m 2 After the initial pressure is completed, spray 0.7 L / m 2 ; The gravel layer after spraying is left to stand for 20 to 30 minutes, and final pressure is applied after the solution penetration depth reaches 80% of the layer thickness; The anti-evaporation film is covered within 24 hours after the calcium chloride solution is sprayed, and the light transmittance of the anti-evaporation film is ≤10%.
4. The method for constructing a coastline protection structure according to claim 1, wherein: The paving thickness of the sand layer is at least 150 mm, statically pressed 3 times, and the surface flatness error is ≤10 mm; The laying thickness of the second crushed stone layer shall be at least 200 mm, and after paving, it shall be compacted in two steps, with the compacted thickness of each layer ≤ 100 mm and the compaction degree ≥ 93%; A permeable geotextile is laid between the sand layer and the second crushed stone layer, and the tensile strength of the permeable geotextile is ≥30 kN / m; After the second crushed stone layer is compacted, the surface is sprayed with a sodium silicate solution with a mass concentration of 3% at a spraying rate of 0.8 L / m 2 After spraying, let it stand and cure for 24 hours.
5. The method for constructing a coastline protection structure according to claim 4, wherein: The sodium silicate solution was sprayed using segmented atomization spraying, with the first spraying being 0.5 L / m 2 After that, let it stand for 10 minutes. When the solution penetration depth reaches 50% of the thickness of the gravel layer, spray it again at 0.3 L / m 2 ; After spraying, it is naturally cured for 48 hours. During the curing period, the surface is covered with permeable non-woven fabric with a unit area mass of ≥150g / m 2 ; After heating, cover with moisture permeable curing film and fix the edge of the moisture permeable curing film. Maintain the humidity in the moisture permeable curing film at 70-80%. Remove the film after curing for 24 hours. The sodium silicate solution is added with a nano-silicon dioxide dispersion accounting for 0.5-0.8% by mass, the dispersion particle size is 20-30 nm, and the penetration depth of the cementing layer formed after solidification is ≥15 mm.
6. The method for constructing a coastline protection structure according to claim 1, wherein: The lattice unit is a regular hexagon, and the through hole is a circular hole passing through the upper and lower surfaces of the lattice unit; The seaward surface of the frame unit is coated with an epoxy resin anti-corrosion coating, with a surface roughness of Ra = 0.4-0.6 mm; The bottom width of the foundation trench is calculated based on the single-row laying width of the regular hexagonal grid units parallel to the coastline. The single-row laying width = 1.5 m × (number of units) + 0.05 m × (number of units - 1).
7. The method for constructing a coastline protection structure according to claim 6, wherein: The surface of the high-density polyethylene particles is coated with a silane coupling agent coating with a thickness of 50 to 80 μm; A rubber elastic cushion layer is pre-laid on the bottom of the particle filling layer, and the edge of the rubber elastic cushion layer is bonded and sealed to the inner wall of the through hole by epoxy glue; A buffer space is left between the top of the particle filling layer and the steel mesh, and the buffer space is filled with rubber particles with a diameter of 0.5-1 mm, and the volume of the particles accounts for 30%.
8. The method for constructing a coastline protection structure according to claim 7, wherein: The rubber particles are EPDM rubber particles with a density of 1.2-1.4 g / cm 3 , the surface of the rubber particles is coated with a polyurethane adhesive coating with a thickness of 0.1 mm; Before filling the buffer space, pre-coat the inner wall of the through hole with an epoxy resin interface agent. After the interface agent is cured, the friction coefficient is ≤0.
15.
9. The method for constructing a coastline protection structure according to claim 1, wherein: The cross section of the drainage blind ditch is trapezoidal, with a slope ratio of 1:1 on both sides; The drainage pipe is a PVC porous pipe with a wall porosity of 15% and holes arranged in a plum blossom shape; The unit area mass of the double-layer permeable geotextile is: inner layer: 200 g / m 2 With outer layer: 300 g / m 2 , the permeability coefficient of the inner geotextile is ≥0.1 cm / s, and the equivalent pore size of the outer geotextile is O 90 ≤0.2 mm; A gravel cushion layer is laid at the bottom of the drainage pipe, crushed stone is backfilled above the gravel cushion layer to 30 mm above the top of the pipe, and the top surface of the crushed stone layer is covered with a vegetated three-dimensional geonet; A stainless steel anti-backflow valve is installed at the end of the pipe mouth, and the pressure difference between the opening and closing of the valve is ≤0.5 kPa. A wire mesh gabion anti-scour cover is set around the pipe mouth, and the wire mesh gabion anti-scour cover is filled with blocks of stone.
10. A coastline protection structure constructed using the construction method according to any one of claims 1 to 9.