Ecological seawall structure in coastal tidal area and construction method thereof

Abstract

The application discloses a kind of coastal tidal area ecological sea river embankment structure and its construction method, comprising: three-dimensional reinforcement network, including the multiple rotary jetting piles of each other occlusion, rotary jetting pile is set in the soft ground in coastal tidal area;Water permeable structure, laid on three-dimensional reinforcement network, water permeable structure includes multiple layers of prefabricated frame members superimposed together, the accommodation cavity of embedded water permeable concrete block is formed in the inside of prefabricated frame member, the through hole that is communicated with accommodation cavity is formed in the outside of prefabricated frame member;Composite backfill body filled in the backwater side of water permeable structure, composite backfill body includes multiple layers of backfill layer, backwater side of composite backfill body is laid with filter cloth, backfill layer includes water permeable soil layer and geogrid layer laid on water permeable soil layer, geogrid layer is connected to water permeable structure;Wave protection wall, jump warehouse pouring is formed in the upper portion of water permeable structure.The application solves the problem that existing river embankment construction method is unstable when dealing with soft ground due to uneven settlement of foundation.

Description

Technical Field

[0001] This invention relates to the field of seawall construction technology, specifically to an ecological seawall structure and construction method for coastal tidal areas. Background Technology

[0002] The foundations of coastal tidal areas are typically composed of deep, highly compressible, low-strength silty soil or fine sand, making the soil extremely soft and sensitive. Simultaneously, engineering structures are subjected to complex external forces such as periodic water level changes caused by tidal cycles, wave loads, and potential ship impacts. Therefore, constructing seawalls, seawalls, and other water-retaining structures in such areas not only requires addressing traditional challenges like insufficient foundation bearing capacity and large settlement deformation, but also necessitates properly handling specific issues such as seepage stability, structural fatigue resistance, and material corrosion resistance. In recent years, with the deepening of ecological protection concepts, the "greening" of these "gray infrastructure" projects, endowing them with environmental functions such as ecological restoration and water exchange, has become a clear trend and a major technological challenge in the industry.

[0003] Existing river embankments (such as the Chinese patent with publication number CN108442313A) employ a simple "layered" physical barrier and surface ecological restoration approach. Their main drawbacks are: First, the structure is weak and lacks systematicity. Ecological gabion retaining walls rely on the weight of the stones and the constraint of the gabions, making them prone to uneven settlement and structural instability on deep, soft foundations. The clay impermeable layer serves only as a static barrier, easily developing shrinkage cracks or hydraulic splitting under frequent tidal fluctuations and repeated water level changes, leading to seepage failure. Furthermore, it lacks a reliable mechanical connection with the gabions, resulting in poor overall integrity. Second, the function is fragmented and reactive. This scheme mechanically layers the gabions, clay layer barrier, and surface greening restoration. The surface greening can only treat surface pollutants, lacking the ability to actively regulate the migration of deep pollution and the complex seepage system behind the wall.

[0004] The existing river embankments, with their core structure of ecological gabion retaining walls and clay impermeable layers, are fundamentally inadequate in dealing with the deep, soft foundations and frequent tidal action unique to coastal tidal zones. The gabion structure has limited self-weight and poor overall integrity, making it difficult to effectively constrain the lateral rheology of deep silty soil and prone to instability due to uneven foundation settlement. As a static barrier, the clay impermeable layer is prone to cracking under wet-dry cycles and seepage pressure, and its seepage prevention reliability decreases with time and environmental changes. Summary of the Invention

[0005] To overcome the shortcomings of existing technologies, an ecological seawall structure and its construction method for coastal tidal areas are provided to solve the problem that existing seawall construction methods may become unstable due to uneven settlement of soft foundations.

[0006] To achieve the above objectives, an ecological seawall structure for coastal tidal areas is provided, comprising: The three-dimensional reinforcement network includes multiple interlocking jet grouting piles, which are driven into the soft foundation of the coastal tidal zone, and the three-dimensional reinforcement network is set along the length of the coastal embankment. A permeable structure is laid on the three-dimensional reinforcement network. The permeable structure includes multiple layers of prefabricated frame members stacked together. The interior of each prefabricated frame member has a cavity in which permeable concrete blocks are embedded. The exterior of each prefabricated frame member has a through hole communicating with the cavity. A composite backfill body is filled on the backwater side of the permeable structure. The composite backfill body includes multiple backfill layers. A reverse filter cloth is laid on the backwater side of the composite backfill body. The backfill layer includes a permeable soil layer and a geogrid layer laid on the permeable soil layer. The geogrid layer is connected to the permeable structure. The wave-breaking wall is formed on the upper part of the permeable structure by pouring concrete in a slab.

[0007] Furthermore, the precast frame components are formed by casting high-strength, corrosion-resistant concrete.

[0008] Furthermore, a vertically arranged connecting pin is formed at the bottom of the prefabricated frame component, and a socket pin hole is formed at the top of the prefabricated frame component. The connecting pin of the upper prefabricated frame component is inserted into the socket pin hole of the lower prefabricated frame component.

[0009] Furthermore, the filter cloth is a geotextile.

[0010] Furthermore, the permeable soil layer is a sandy soil layer.

[0011] This invention provides a construction method for an ecological seawall structure in a coastal tidal zone, comprising the following steps: Jet grouting piles are driven into the weak foundation of the coastal tidal area so that multiple jet grouting piles interlock to form a three-dimensional reinforcement network along the length of the coastal embankment. Multi-layer prefabricated frame components are stacked on the three-dimensional reinforcement network, and permeable concrete blocks are embedded in the internal accommodating cavity of the prefabricated frame components to form a permeable structure. A reverse filter cloth is laid on the backwater side of the composite backfill; Multiple backfill layers are constructed on the side of the filter cloth facing away from the permeable structure, and the geogrid layer of the backfill layer is connected to the permeable structure. A wave-breaking wall is formed by casting the upper part of the permeable structure using the skip-casting method.

[0012] Furthermore, during the installation of the jet grouting piles, the construction parameters of the jet grouting piles are dynamically adjusted based on the grout diffusion radius model of the jet grouting piles. The grout diffusion radius model is as follows: R=k×P α ×(w / c) β ×A γ ×η(ρ, )×μ(T) ; in, R Let be the diffusion radius of the slurry. P For injection pressure, w / c The water-cement ratio of the cement grout. A The proportion of external admixtures, k It is a constant. α , β , c This is an empirical coefficient. the(r, ) To take soil compaction into account r and porosity The correction function, m (T) For temperature T Factors affecting slurry viscosity.

[0013] Furthermore, in the step of constructing the wave wall on the upper part of the permeable structure using the skip-construction method, the segment length, construction sequence, and interval time of the wave wall are determined based on the stress distribution function, which is: σ(x,t) = s 0 (1-x / L) e -αt ; in, s 0 For initial stress, L The total length of the wave-breaking wall. x This is the distance from the foundation to the top of the wall. t For time, α This is the attenuation coefficient related to temperature changes.

[0014] The beneficial effects of this invention are as follows: the ecological seawall structure for coastal tidal areas reinforces the foundation through a three-dimensional reinforcement network based on pressure feedback, constructing a rigid-flexible base adapted to soft soil; a permeable structure is formed through modular prefabricated frame components and permeable substrate assembly construction, achieving a deep integration of structural stability and ecological function; a drainage and pressure reduction and overall stability support system is formed through the construction of a composite backfill body with multi-layered reverse filtration and reinforcement; and finally, the wave wall is constructed by skip-stage pouring based on stress release and sequential optimization, ensuring the integrity, durability, and waterproof reliability of the ultra-long wave wall.

[0015] The construction method of the coastal tidal zone ecological seawall structure of the present invention systematically solves the technical problem of constructing a seawall that takes into account structural safety, construction efficiency and ecological affinity on a deep silty soil foundation, and forms a complete technical system that can be replicated and promoted. Attached Figure Description

[0016] Other features, objects, and advantages of this application will become more apparent from the following detailed description of non-limiting embodiments with reference to the accompanying drawings: Figure 1 This is a schematic diagram of the ecological seawall structure in the coastal tidal zone according to an embodiment of the present invention.

[0017] Figure 2 This is a schematic diagram of the planar structure of the three-dimensional reinforcement network according to an embodiment of the present invention.

[0018] Figure 3 This is a structural schematic diagram of the prefabricated frame component according to an embodiment of the present invention.

[0019] Figure 4 This is a schematic flowchart illustrating the construction method of an ecological seawall structure in a coastal tidal zone according to an embodiment of the present invention.

[0020] Figure label: Three-dimensional reinforcement network 1; 2. Permeable structure; 21. Precast frame component; 210. Receiving cavity; 211. Through hole; Composite backfill 3, reverse filter cloth 31, permeable soil layer 32, geogrid layer 33; 4. Wave-breaking wall. Detailed Implementation

[0021] The present application will now be described in further detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and not intended to limit it. Furthermore, it should be noted that, for ease of description, only the parts relevant to the invention are shown in the accompanying drawings.

[0022] It should be noted that, unless otherwise specified, the embodiments and features described in this application can be combined with each other. This application will now be described in detail with reference to the accompanying drawings and embodiments.

[0023] Reference Figure 1 to Figure 3 As shown, the present invention provides an ecological seawall structure for coastal tidal areas, comprising: a three-dimensional reinforcement network 1, a permeable structure 2, a composite backfill 3, and a wave-breaking wall 4.

[0024] In this embodiment, the three-dimensional reinforcement network 1 includes multiple interlocking jet grouting piles. The jet grouting piles are driven into the soft foundation of the coastal tidal zone. The three-dimensional reinforcement network 1 is arranged along the length of the coastal embankment.

[0025] In constructing a three-dimensional reinforcement network, after completing the initial drainage and consolidation of the soft foundation, high-pressure jet grouting piles are then constructed below the foundation outline of the wave wall to form a three-dimensional reinforcement network.

[0026] See Figure 4 The three-dimensional reinforcement network is a crisscrossing three-dimensional cement-soil grout reinforcement network. This network not only significantly improves the bearing capacity of the foundation, but also effectively restrains the lateral deformation of deep soil, providing a rigid-flexible base support for the upper linear wave wall.

[0027] The permeable structure 2 is laid on the three-dimensional reinforcement network 1. The permeable structure 2 includes multi-layer precast frame components 21 stacked together and permeable concrete blocks.

[0028] Among them, see Figure 3 As shown, a cavity 210 is formed inside the precast frame member 21. A permeable concrete block is embedded in the cavity 210. A through hole 211 communicating with the cavity 210 is formed on the outside of the precast frame member 21.

[0029] The precast frame component 21 is formed by casting high-strength corrosion-resistant concrete.

[0030] The bottom of the prefabricated frame member 21 has a vertically arranged connecting pin. The top of the prefabricated frame member 21 has a socket hole. The connecting pin of the upper prefabricated frame member 21 is inserted into the socket hole of the lower prefabricated frame member 21.

[0031] The composite backfill 3 is constructed on the backwater side of the permeable structure 2. The composite backfill 3 comprises multiple backfill layers. A filter cloth 31 is laid on the backwater side of the composite backfill 3. In a preferred embodiment, the filter cloth 31 is a geotextile.

[0032] The backfill layer includes a permeable soil layer 32 and a geogrid layer 33 laid on the permeable soil layer 32. The geogrid layer 33 is connected to the permeable structure 2.

[0033] Permeable soil layer 32 is a sandy soil layer.

[0034] In some embodiments, an additional backfill layer is provided between two adjacent backfill layers, wherein the sandy soil of the permeable soil layer of the additional backfill layer is replaced with cohesive soil.

[0035] The wave-break wall 4 is formed by sectional pouring on the upper part of the permeable structure 2.

[0036] See also Figure 1 to Figure 4 As shown, the present invention provides a construction method for an ecological seawall structure in a coastal tidal zone, comprising the following steps: S1. Jet grouting piles are driven into the soft foundation of the coastal tidal area, so that multiple jet grouting piles interlock to form a three-dimensional reinforcement network 1 along the length of the coastal embankment.

[0037] When driving jet grouting piles, the construction parameters of the jet grouting piles are dynamically adjusted based on the grout diffusion radius model. The grout diffusion radius model is as follows: R=k×P α ×(w / c) β ×A γ ×η(ρ, )×μ(T) ; in, R Let be the diffusion radius of the slurry. P For injection pressure, w / c The water-cement ratio of the cement grout. A The proportion of external admixtures, k It is a constant. α , β , c This is an empirical coefficient. the(r, ) To take soil compaction into account r and porosity The correction function, m (T) For temperature T Factors affecting slurry viscosity.

[0038] Specifically, during construction, a geological drilling rig is first used to drill a pilot hole at the pile location until the weak soil layer is penetrated.

[0039] The three-tube jet grouting drill rod with independent channels is lowered to the bottom of the hole. The three channels are used to transport high-pressure clean water, compressed air and cement slurry respectively.

[0040] After the equipment is started, the high-pressure water jet cuts the surrounding soil laterally, while the compressed air is coaxially injected to expand the cutting radius and accelerate the discharge of soil particles. Cement slurry is injected simultaneously for mixing and replacement.

[0041] Based on real-time monitoring of the injection pressure and lifting speed, the water-cement ratio and admixture ratio of the slurry are dynamically adjusted. When encountering a thick local silt layer and abnormally high pressure, plasticizers and early strength agents are automatically added to ensure the diffusion radius and early strength of the slurry in the soft soil layer.

[0042] By planning the pile positions to partially overlap the reinforcement areas of adjacent jet grouting piles, and implementing skip-driving construction between different pile rows, a three-dimensional cement-soil grout vein reinforcement network with crisscrossing and varying strength is ultimately formed under the foundation.

[0043] To better describe the grout diffusion process and establish a quantitative model to achieve accurate prediction of the jet grouting reinforcement effect and intelligent dynamic control of construction parameters, the relationship of the grout diffusion radius is assumed to be: R=k×P α ×(w / c) β ×A γ ×η(ρ, )×μ(T) ; Where R is the diffusion radius of the slurry, P is the injection pressure, w / c is the water-cement ratio of the cement slurry, A is the proportion of admixtures, k is a constant, α, β, γ are empirical coefficients, and η(ρ, To consider soil density ρ and porosity The correction function is μ(T), which is the effect factor of temperature T on the viscosity of the slurry.

[0044] η(ρ, ) represents the soil density ρ and porosity. It has a significant impact on the diffusion of slurry. The higher the soil density, the more difficult it is for the slurry to diffuse. The greater the porosity, the easier it is for the slurry to penetrate.

[0045] η(ρ, ) is a correction function that takes into account the effects of soil density and porosity on diffusion, expressed as: ; ρ represents the density of the soil. This indicates the porosity of the soil. As soil density increases, the diffusion radius of the slurry decreases, and vice versa; while the higher the soil porosity, the easier it is for the slurry to diffuse.

[0046] The effect of temperature on slurry viscosity is also significant. Increased temperature decreases slurry viscosity, making it easier to diffuse. μ(T) is the effect of temperature T on slurry viscosity, described by the Arrhenius equation: ; in, m 0 Viscosity at room temperature E α The activation energy of viscosity, R Let be the gas constant, and T be the temperature (in degrees Celsius). This function reflects the effect of temperature on the fluidity and diffusion radius of the slurry. As the temperature increases, the viscosity of the slurry decreases, thus increasing the diffusion radius. For different soil types, external environments, and construction conditions, by dynamically adjusting the injection pressure, water-cement ratio, admixture ratio, and taking into account factors such as soil density, porosity, and temperature, the slurry mix ratio and operating parameters during construction can be optimized in real time to ensure the uniformity and effectiveness of the slurry network in soft soil layers.

[0047] S2. A multi-layer precast frame component 21 is superimposed on the three-dimensional reinforcement network 1, and a permeable concrete block is embedded in the internal accommodating cavity 210 of the precast frame component 21 to form a permeable structure 2.

[0048] The precast frame components are made of high-strength, corrosion-resistant concrete.

[0049] The permeable concrete blocks feature a sand-free, large-pore design, with aggregates consisting of crushed stone of a specific particle size, encapsulated with a special binder to ensure both high porosity and sufficient structural strength. The shape of the permeable concrete blocks matches the inner contour of the precast frame components.

[0050] During on-site construction, a graded crushed stone cushion layer is first laid on the treated foundation and precisely positioned. The first layer of precast frame components is then hoisted into place using lifting equipment and preliminarily fixed to the foundation using pre-reserved connectors at the bottom.

[0051] Precast permeable concrete blocks are embedded into the internal cavity of precast frame components, and the gap between them is filled with fluid ecological mortar to form a core permeable structure constrained by the precast frame components.

[0052] After the first layer is completed, the second layer of prefabricated frame components are hoisted into place. Through precise alignment, vertical connecting pins are inserted into the corresponding pin holes of the lower layer prefabricated frame components to achieve vertical socket connection and load transfer between the upper and lower layers. At the same time, horizontal bolts are used to pass through the lateral bolt holes of adjacent prefabricated frame components for lateral locking, thereby quickly constructing a permeable structure with strong integrity.

[0053] To quantify the connection strength of precast frame components, the following mechanical model can be used, which considers the combined effect of friction and bolt tension at the connection between frames: F total =F friction +F bolt ; Among them, F total It is the total load-bearing capacity of the connection point, F friction It is friction, F bolt The tension is provided by the bolt.

[0054] Specifically, friction is calculated using the following formula: F friction =μ×N; Where μ is the friction coefficient on the connecting surface and N is the normal force, that is, the vertical force applied to the connection point.

[0055] The tension F of the bolt bolt It can be expressed by the following formula: F bolt =T / d; Where T is the bolt tension and d is the bolt diameter.

[0056] These formulas ensure that the stress state at each connection point is reasonable, avoiding the risk of overloading or loosening, thereby guaranteeing the stability and durability of the frame structure.

[0057] Meanwhile, to ensure a tight bond between the permeable concrete blocks and the precast frame components, a structural interface bond strength model can be introduced to further optimize the connection process. The bond strength C at the structural interface is related to the friction coefficient, contact area, and bonding properties of the materials between the permeable concrete blocks and the precast frame components. This bond strength can be estimated using the following formula: C = μ × A contact ×σ interface ; Where, σ interface A represents the bond strength at the interface. contact The effective contact area between the frame and the permeable concrete block is determined by optimizing the interfacial bond strength. This ensures the stability of the permeable concrete block under the frame constraint and further improves the compressive strength of the overall structure.

[0058] S3. Lay a reverse filter cloth 31 on the backwater side of the composite backfill 3.

[0059] A layer of high-strength geotextile is first laid on the back of the precast frame component as a primary filter layer to prevent the loss of fine soil particles.

[0060] S4. Multiple backfill layers are filled on the side of the filter cloth 31 facing away from the permeable structure 2, and the geogrid layer of the backfill layer is connected to the permeable structure 2.

[0061] When constructing the first backfill layer (sandy soil), the backfill thickness is strictly controlled and compacted using small compaction equipment.

[0062] On the surface of the compacted soil layer, a first layer of bidirectional high-strength geogrid is laid. The ends of the geogrid are tensioned and locked to the slots on the back of the precast frame components using special connecting rods, so that the reinforcement material and the main structure form a mechanical community.

[0063] The second backfill layer (cohesive soil) is backfilled and compacted, and the second layer of geogrid is laid. The strength and mesh size of this geogrid are selected differently according to the earth pressure distribution. This process is repeated until the design elevation is reached, ultimately forming a composite backfill behind the wall. This backfill consists of geotextile, a sandy soil filter layer, multiple layers of geogrid, and compacted fill. It effectively drains seepage water behind the wall and significantly reduces soil pressure through the coordinated work of reinforcement and the structure. The synergistic design of reinforcement and filtration effectively combines structural support and water flow management, ensuring not only the load-bearing capacity of the wave wall structure but also maximizing its permeability. Through meticulous layered backfilling and reinforcement, the stability of the soil behind the wall under long-term loads is ensured, providing strong support for the entire structure.

[0064] S5. A wave wall 4 is formed by casting the upper part of the permeable structure 2 using the skip-casting method.

[0065] On top of the precast frame retaining wall, a cast-in-place reinforced concrete wave wall is constructed.

[0066] To effectively control cracks caused by temperature and shrinkage in ultra-long linear concrete structures, a calculated skip-construction method was adopted.

[0067] Based on the total length of the wave-breaking wall, local climate conditions, and concrete mix proportions, a finite element simulation analysis of shrinkage stress during construction was conducted to determine the optimal compartment length, pouring sequence, and interval time.

[0068] During construction, the plan determined by simulation analysis was strictly followed: First, select a section with relatively low structural stress to pour the first starting section. After the concrete in this section is poured, it enters the curing period. After a stress release period of no less than 7 days, start pouring the second section, which is not adjacent to the starting section. That is, skip the adjacent sections and form a spatial interval.

[0069] Subsequent pours will follow this "one-every-one-pouring" method or be carried out in the order determined by a better calculation model to ensure that the shrinkage deformation of the newly poured section will not have a cumulative effect with the shrinkage deformation of the adjacent poured section.

[0070] After all intermediate chambers have been poured and have undergone sufficient stress release, the reserved closed closure chamber is poured last to complete the construction of the overall wave wall.

[0071] Throughout the entire pouring process, water-stop copper sheets and elastic sealing materials are pre-installed in the construction joints between each section to ensure long-term seepage prevention reliability at the joints.

[0072] By replacing the traditional post-pouring strip with this skip-pouring sequence based on active stress regulation, seamless or minimally controllable crack construction of the wave wall is achieved, improving the overall integrity, durability and waterproof performance of the structure.

[0073] When implementing the step of casting the wave wall 4 on the upper part of the permeable structure 2 using the skip-pour casting method, the segment length, casting sequence, and interval time of the wave wall 4 are determined based on the stress distribution function. The stress distribution function is as follows: σ(x,t) = s 0 (1-x / L) e -αt ; in, s 0 For initial stress, L The total length of wave wall 4 x This is the distance from the foundation to the top of the wall. t For time, α This is the attenuation coefficient related to temperature changes.

[0074] By performing finite element simulation analysis on this function, it is possible to determine where interval pouring is required to avoid the formation of cracks.

[0075] During construction, the scheme determined by simulation analysis is followed. The first initial section is poured in the section with relatively low structural stress. After the pouring is completed, the curing period begins, and the second section is poured only after a stress release period of at least 7 days. By skipping adjacent sections and maintaining spatial intervals, the stress superposition effect between the newly poured concrete and the already poured concrete is avoided, thereby reducing the possibility of crack formation.

[0076] During the pouring of the wave-breaking wall, to control cracks and stress concentration caused by concrete shrinkage, a "skip-pouring" method was adopted. After each section of concrete was poured, a certain period of time was allowed to release some stress, preventing subsequent pours from having a cumulative effect with the shrinkage of already poured sections. To more precisely control this process, a computational model was used to determine the optimal pouring sequence and interval. A stress release calculation model ensured that the shrinkage deformation of each section did not overlap with that of adjacent sections. Considering the shrinkage characteristics of concrete, a stress release model can be used to describe the change in stress state of each section over time. The time interval between sections is set to λ, and the stress change of each section over time is expressed by the following formula: σ(t)=σ0×e -αt ; Where σ0 is the initial shrinkage stress of concrete, α is a decay coefficient related to environmental factors such as concrete material, temperature and humidity, and t is time. This formula describes the process by which the shrinkage stress of concrete gradually decreases over time.

[0077] During the pouring process, one section, let's call it the i-th section, is poured. After this section is completed, a period of stress release is allowed, allowing the shrinkage stress of the concrete to gradually decrease. During this period, the remaining sections, i.e., the (i+1)-th section, are not poured to avoid the stress overlapping with the previous section during later pours, thus preventing cracking or excessive stress. The shrinkage strain of newly poured sections is affected by the stress in already poured sections, therefore the pouring sequence is crucial. To quantify the stress superposition effect, the effective stress of each section is defined as: ; The coastal tidal zone ecological seawall structure of this invention strengthens the foundation through a three-dimensional reinforcement network based on pressure feedback, constructing a rigid-flexible base adapted to soft soil. It forms a permeable structure through modular prefabricated frame components and a permeable substrate, achieving a deep integration of structural stability and ecological function. A multi-layered backfill system combining filtration and reinforcement creates a drainage and pressure-reducing, overall stable support system. Finally, relying on stress release and sequential optimization in the skip-casting of the wave wall, the integrity, durability, and waterproof reliability of the ultra-long wave wall are ensured.

[0078] The construction method of the coastal tidal zone ecological seawall structure of the present invention systematically solves the technical problem of constructing a seawall that takes into account structural safety, construction efficiency and ecological affinity on a deep silty soil foundation, and forms a complete technical system that can be replicated and promoted.

[0079] Let t represent the stress in the i-th compartment. i This is the time from the completion of the i-th compartment to the current moment, where n is the number of compartments already poured. This formula calculates the total effective stress of all poured compartments, ensuring that the shrinkage stress of each newly poured compartment does not superimpose with the stress of the previous compartment, causing excessive stress concentration. Simultaneously, it ensures that the final, closed compartment is poured only after all intermediate compartments have been poured and sufficient stress has been released. The pouring of the closed compartment should only be carried out after the stress release of all compartments has nearly stabilized. This avoids the shrinkage deformation of the closed compartment from having an excessive impact on the already poured compartments, thus reducing the risk of cracking.

[0080] The coastal tidal zone ecological seawall structure of this invention strengthens the foundation through a three-dimensional reinforcement network based on pressure feedback, constructing a rigid-flexible base adapted to soft soil. It achieves a deep integration of structural stability and ecological function through modular prefabricated frame components and permeable substrate assembly construction. A multi-layered, reinforced composite backfill system is constructed, forming a drainage and pressure-reducing, overall stable backwall support system. Finally, relying on stress release and sequential optimization of the pouring process, the integrity, durability, and waterproof reliability of the ultra-long wave wall are ensured.

[0081] The construction method of the coastal tidal zone ecological seawall structure of the present invention systematically solves the technical problem of constructing a seawall that takes into account structural safety, construction efficiency and ecological affinity on a deep silty soil foundation, and forms a complete technical system that can be replicated and promoted.

[0082] The above description is merely a preferred embodiment of this application and an explanation of the technical principles employed. Those skilled in the art should understand that the scope of the invention involved in this application is not limited to technical solutions formed by specific combinations of the above-described technical features, but should also cover other technical solutions formed by arbitrary combinations of the above-described technical features or their equivalents without departing from the inventive concept. For example, technical solutions formed by substituting the above features with (but not limited to) technical features with similar functions disclosed in this application.

Claims

1. A coastal tidal zone ecological seawall structure, characterized in that, include: The three-dimensional reinforcement network includes multiple interlocking jet grouting piles, which are driven into the soft foundation of the coastal tidal zone, and the three-dimensional reinforcement network is set along the length of the coastal embankment. A permeable structure is laid on the three-dimensional reinforcement network. The permeable structure includes multiple layers of prefabricated frame members stacked together. The interior of each prefabricated frame member has a cavity in which permeable concrete blocks are embedded. The exterior of each prefabricated frame member has a through hole communicating with the cavity. A composite backfill body is filled on the backwater side of the permeable structure. The composite backfill body includes multiple backfill layers. A reverse filter cloth is laid on the backwater side of the composite backfill body. The backfill layer includes a permeable soil layer and a geogrid layer laid on the permeable soil layer. The geogrid layer is connected to the permeable structure. The wave-breaking wall is formed on the upper part of the permeable structure by pouring concrete in a slab.

2. The coastal tidal zone ecological seawall structure according to claim 1, characterized in that, The precast frame components are formed by casting high-strength, corrosion-resistant concrete.

3. The coastal tidal zone ecological seawall structure according to claim 1, characterized in that, The bottom of the prefabricated frame component has a vertically arranged connecting pin, and the top of the prefabricated frame component has a socket pin hole. The connecting pin of the upper prefabricated frame component is inserted into the socket pin hole of the lower prefabricated frame component.

4. The coastal tidal zone ecological seawall structure according to claim 1, characterized in that, The filter cloth is a geotextile.

5. The coastal tidal zone ecological seawall structure according to claim 1, characterized in that, The permeable soil layer is a sandy soil layer.

6. A construction method for an ecological seawall structure in a coastal tidal zone as described in any one of claims 1 to 5, characterized in that, Includes the following steps: Jet grouting piles are driven into the weak foundation of the coastal tidal area so that multiple jet grouting piles interlock to form a three-dimensional reinforcement network along the length of the coastal embankment. Multi-layer prefabricated frame components are stacked on the three-dimensional reinforcement network, and permeable concrete blocks are embedded in the internal accommodating cavity of the prefabricated frame components to form a permeable structure. A reverse filter cloth is laid on the backwater side of the composite backfill; Multiple backfill layers are constructed on the side of the filter cloth facing away from the permeable structure, and the geogrid layer of the backfill layer is connected to the permeable structure. A wave-breaking wall is formed by casting the upper part of the permeable structure using the skip-casting method.

7. The construction method according to claim 5, characterized in that, During the installation of the jet grouting piles, the construction parameters of the jet grouting piles are dynamically adjusted based on the grout diffusion radius model of the jet grouting piles. The grout diffusion radius model is as follows: R=k×P α ×(w / c) β ×A γ ×η(ρ, )×μ(T) ； in, R Let be the diffusion radius of the slurry. P For injection pressure, w / c The water-cement ratio of the cement grout. A The proportion of external admixtures, k It is a constant. α , β , γ This is an empirical coefficient. η(ρ, ) To take soil compaction into account ρ and porosity The correction function, μ(T) For temperature T Factors affecting slurry viscosity.

8. The construction method according to claim 5, characterized in that, When implementing the step of casting a wave wall on the upper part of the permeable structure using the skip-pour casting method, the segment length, casting sequence, and interval time of the wave wall are determined based on the stress distribution function, which is: σ(x,t) = σ 0 (1-x / L) e -αt ； in, σ 0 For initial stress, L The total length of the wave-breaking wall is [the total length of the wave-breaking wall]. x This is the distance from the foundation to the top of the wall. t For time, α This is the attenuation coefficient related to temperature changes.

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