Coral sand foundation composite anti-liquefaction reinforcement method, system, device and storage medium

Abstract

The present application provides a kind of coral sand foundation composite anti-liquefaction reinforcement method, system, equipment and storage medium, by the geological survey of wide gradation coral sand foundation before construction and according to this determine gravel pile design parameter and microbial reinforcement parameter;Again, by construction gravel pile forms drainage passage in foundation, and forms radial guide boundary around pile, realize the rapid dissipation of excess pore water pressure and the directional diffusion of microbial bacteria liquid and cementing liquid, improve the reinforcement uniformity of soil between piles;By injecting microbial bacteria liquid and cementing liquid to soil area between piles and generating calcium carbonate precipitate under maintenance condition, realize the cementation and pore filling of coral sand particles, while forming cemented transition structure at pile-soil interface, improve interface strength and stress transfer capacity;The present application realizes the synergistic effect of gravel pile drainage pressure reduction and microbial cementation enhancement, compared with single reinforcement mode, significantly improves the overall anti-liquefaction capacity and stability of coral sand foundation.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering foundation treatment technology, and in particular to a method, system, equipment and storage medium for composite anti-liquefaction reinforcement of coral sand foundation. Background Technology

[0002] Coral sand is a special type of marine sedimentary soil formed by the long-term weathering, transportation, and deposition of coral reef bioclastic debris. It is widely distributed in engineering sites on tropical and subtropical islands and reefs and coastal areas. Wide-graded coral sand typically contains both sand grains and a certain proportion of fine-grained components. The particles are irregularly shaped, have well-developed pore structures, and are loosely structured. It also exhibits significant engineering characteristics such as high permeability and easy breakage. Under strong earthquakes, this type of foundation is prone to rapid accumulation of excess pore water pressure, which can induce liquefaction failure, leading to a significant reduction in the foundation's bearing capacity and causing instability of the superstructure.

[0003] Existing methods for treating sandy soil foundations to resist liquefaction mainly include crushed stone piles and microbial induced calcium carbonate precipitation (MICP) reinforcement technology. Crushed stone piles accelerate the dissipation of excess pore water pressure by creating highly permeable drainage channels in the foundation, while also generating a certain compaction and stress concentration effect. MICP technology, on the other hand, uses microbial metabolism to generate calcium carbonate precipitates to cement soil particles, thereby improving soil strength and stiffness. However, under wide-graded coral sand foundation conditions, single crushed stone pile reinforcement is often insufficient to effectively improve the liquefaction sensitivity of the soil between piles, and there is a problem of insufficient reinforcement in the inter-pile area. Meanwhile, single microbial reinforcement is easily affected by the high permeability of coral sand, resulting in problems such as uncontrolled migration and uneven distribution of the injected solution, and insufficient deep reinforcement effect.

[0004] Furthermore, existing design and evaluation methods typically establish liquefaction resistance criteria based on a single reinforcement mechanism, failing to simultaneously consider the coupling effect between the drainage effect of crushed stone piles and the microbial reinforcement effect, and also failing to reflect the synergistic enhancement effect of the two in the process of improving the overall liquefaction resistance of the foundation.

[0005] In summary, the problems existing in the current technology urgently need to be solved. Summary of the Invention

[0006] This invention provides a method, system, equipment, and storage medium for composite anti-liquefaction reinforcement of coral sand foundations, which addresses the deficiencies in existing technologies and improves the overall anti-liquefaction capacity and stability of coral sand foundations.

[0007] This invention provides a method for composite liquefaction-resistant reinforcement of coral sand foundations, comprising: A geological survey was conducted on the target wide-graded coral sand foundation, and the geological survey results were obtained. The design parameters for the crushed stone piles and the parameters for microbial reinforcement were determined based on the geological survey results. Construct the crushed stone piles according to the design parameters, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles; Microbial inoculum and cementing fluid are injected into the soil area between the piles enclosed by the crushed stone piles, and the radial flow boundary is used to guide the microbial inoculum and cementing fluid to diffuse into the soil between the piles. The injected foundation is then cured to induce microbial production of calcium carbonate precipitation, thus forming a composite liquefaction-resistant foundation.

[0008] According to the present invention, a method for liquefaction-resistant reinforcement of coral sand foundation is provided, wherein the liquefaction discrimination method of the composite liquefaction-resistant foundation includes: Calculate the first safety factor when the crushed stone pile acts alone; Calculate the second safety factor for the soil between piles after microbial reinforcement; The comprehensive anti-liquefaction safety factor is calculated based on the first safety factor, the second safety factor, and the synergistic effect factor. When the comprehensive liquefaction resistance safety factor is greater than or equal to a preset threshold, the foundation is determined to meet the liquefaction resistance requirements; when the comprehensive liquefaction resistance safety factor is less than the preset threshold, the foundation is determined to not meet the liquefaction resistance requirements.

[0009] According to the present invention, a composite anti-liquefaction reinforcement method for coral sand foundation is provided, wherein the geological survey results include fine particle content and crushed stone pile replacement rate; The synergistic effect coefficient was calculated based on the soil property correction coefficient, the crushed stone pile parameter correction coefficient, and the microbial reinforcement degree correction coefficient. The soil property correction coefficient is determined based on the fine particle content; The correction coefficient for the crushed stone pile parameters is determined based on the crushed stone pile replacement rate. The correction factor for the degree of microbial reinforcement is determined based on the relative density of the soil between piles after the curing is completed.

[0010] According to the present invention, a method for composite anti-liquefaction reinforcement of coral sand foundation is provided, wherein the step of constructing crushed stone piles according to the design parameters of the crushed stone piles, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles, specifically includes: Graded crushed stone is squeezed into the coral sand foundation using the vibratory pipe driving method or vibro-compaction method to form crushed stone piles, so that multiple crushed stone piles and the soil between the piles together form a composite foundation structure. Among them, the crushed stone piles, as a high-permeability medium, constitute a channel for the discharge of excess pore water pressure under seismic action, and the radial flow guiding boundary is formed around the pile by utilizing the permeability difference between the crushed stone piles and the soil between the piles, providing a flow guiding path for the directional diffusion of subsequent microbial inoculants and cementing liquids in the soil between the piles.

[0011] According to the present invention, a method for composite anti-liquefaction reinforcement of coral sand foundation is provided, wherein the step of injecting microbial inoculum and cementing fluid into the soil area between the piles enclosed by the crushed stone piles, and guiding the diffusion of the microbial inoculum and cementing fluid into the soil between the piles using the radial flow guiding boundary, specifically includes: Microbial inoculum and cementing fluid are injected into the soil area between piles using a low-pressure injection method. Multiple injections are performed in alternating cycles of microbial inoculum and cementing fluid, with a preset interval between adjacent injections to allow the microbial inoculum injected in the previous cycle to complete adsorption and diffusion before the next cycle of injection begins.

[0012] According to the present invention, a method for composite anti-liquefaction reinforcement of coral sand foundation is provided, wherein the step of curing the injected foundation to induce microbial precipitation of calcium carbonate to form a composite anti-liquefaction foundation specifically includes: After the microbial inoculum and cementing solution are injected, the preset temperature and humidity conditions are maintained so that the microorganisms in the microbial inoculum and the cementing solution continue to react to generate calcium carbonate precipitate. The calcium carbonate precipitate adheres to the surface of the coral sand particles and fills the pores between the particles to form a granular cemented structure.

[0013] According to the present invention, a method for composite anti-liquefaction reinforcement of coral sand foundation is provided, wherein the microbial inoculum is a Bacillus pasteurellii inoculum and the concentration of the microbial inoculum is 10^8 to 10^9 CFU / mL; the cementing solution is a mixed solution of calcium chloride and urea, and the concentrations of calcium chloride and urea are both 0.5 to 1.0 mol / L.

[0014] The present invention also provides a composite anti-liquefaction reinforcement system for coral sand foundations, comprising: The data acquisition module is used to conduct geological surveys on the target wide-graded coral sand foundation and obtain the geological survey results; The parameter determination module is used to determine the design parameters of the crushed stone piles and the microbial reinforcement parameters based on the geological survey results. The crushed stone pile module is used to construct crushed stone piles according to the crushed stone pile design parameters, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles; The microbial reinforcement module is used to inject microbial liquid and cementing liquid into the soil area between the piles surrounded by the crushed stone piles, and to guide the microbial liquid and cementing liquid to diffuse into the soil between the piles using the radial flow guiding boundary; The foundation maintenance module is used to maintain the injected foundation, inducing microorganisms to produce calcium carbonate precipitation, thereby forming a composite liquefaction-resistant foundation.

[0015] The present invention also provides an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the program to implement the coral sand foundation composite anti-liquefaction reinforcement method as described above.

[0016] The present invention also provides a non-transitory computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the coral sand foundation composite anti-liquefaction reinforcement method as described above.

[0017] The present invention also provides a computer program product, including a computer program that, when executed by a processor, implements the coral sand foundation composite anti-liquefaction reinforcement method as described above.

[0018] The present invention provides a method, system, equipment and storage medium for composite anti-liquefaction reinforcement of coral sand foundation. By conducting geological surveys on the target wide-graded coral sand foundation before construction, and determining the design parameters of crushed stone piles and microbial reinforcement parameters based on the survey results, the reinforcement scheme can be adaptively designed according to the fine particle content, permeability and looseness of coral sand, thereby improving the pertinence and engineering adaptability of the reinforcement scheme.

[0019] Secondly, by constructing crushed stone piles, drainage channels are formed in the foundation that penetrate the liquefiable soil layer, which can effectively accelerate the dissipation of excess pore water pressure under seismic loads. At the same time, the difference in permeability between the crushed stone piles and the surrounding coral sand forms a radial flow boundary around the piles, allowing the subsequently injected microbial inoculum and cementing fluid to form a controlled migration path in the foundation. This avoids the problem of disordered loss of solution under the high permeability of coral sand and improves the uniformity of the distribution of the reinforcement medium in the soil area between the piles.

[0020] Furthermore, by injecting microbial inoculants and cementing solutions into the soil between piles and inducing the formation of calcium carbonate precipitates under curing conditions, the calcium carbonate precipitates can effectively adhere to the surface of coral sand particles and fill the pore structure, thereby significantly improving the density and strength of the soil between piles. At the same time, a cemented transition structure is formed at the interface between the crushed stone pile and the soil between piles, which helps to improve the mechanical properties of the pile-soil interface, enhance stress transfer capacity, and enable the drainage function of the crushed stone pile and the microbial reinforcement function to work synergistically.

[0021] Finally, this invention achieves an integrated reinforcement path of "drainage-diffusion-cementation-reinforcement" through the synergistic mechanism of drainage and pressure reduction effect of crushed stone piles and microbial cementation and reinforcement. Compared with single crushed stone piles or single MIP reinforcement methods, it can significantly improve the overall liquefaction resistance and long-term stability of wide-graded coral sand foundations. Attached Figure Description

[0022] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0023] Figure 1 This is a schematic flowchart of the coral sand foundation composite anti-liquefaction reinforcement method provided by the present invention; Figure 2 This is a schematic diagram of the construction of vibratory compaction stone piles provided by the present invention; Figure 3 This is a schematic diagram of grouting drilling provided by the present invention; Figure 4 This is a schematic diagram of microbial grouting provided by the present invention; Figure 5 This is a schematic diagram of a composite foundation formed by crushed stone piles and microbial grouting provided by the present invention; Figure 6 This is a schematic diagram of the structure of the coral sand foundation composite anti-liquefaction reinforcement system provided by the present invention; Figure 7 This is a schematic diagram of the structure of the electronic device provided by the present invention. Detailed Implementation

[0024] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.

[0025] To address the problems in existing technologies, this invention proposes a composite liquefaction-resistant reinforcement method for coral sand foundations, aiming to improve the overall liquefaction resistance and stability of the coral sand foundation. The following describes this composite liquefaction-resistant reinforcement method for coral sand foundations, as follows: Figure 1 As shown, including but not limited to the following steps: Step 110: Conduct a geological survey of the target wide-graded coral sand foundation and obtain the geological survey results.

[0026] In step 110, an engineering geological survey is conducted on the wide-graded coral sand foundation of the area to be treated to obtain the basic data required for subsequent reinforcement design. The geological survey results include the stratigraphic distribution, the range of liquefiable soil layers, the groundwater level, and the physical and mechanical properties of the coral sand foundation. By organizing and analyzing the survey data, the engineering characteristic information of the target foundation is obtained, providing a basis for determining the subsequent crushed stone pile design parameters and microbial reinforcement parameters.

[0027] Step 120: Determine the design parameters and microbial reinforcement parameters for the crushed stone piles based on the geological survey results.

[0028] In step 120, based on the geological survey results obtained in step 110 and combined with the liquefaction resistance design requirements of the target site, the design parameters for crushed stone piles and microbial reinforcement parameters suitable for the target wide-graded coral sand foundation are determined. The crushed stone pile design parameters guide the layout and construction of the crushed stone piles, while the microbial reinforcement parameters guide the subsequent microbial reinforcement process. By matching the determined parameters with the target foundation conditions, the effect of subsequent composite reinforcement is improved.

[0029] Step 130: Construct the crushed stone piles according to the design parameters of the crushed stone piles, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles.

[0030] In step 130, as Figure 2 As shown, according to the design parameters of the crushed stone piles determined in step 120, crushed stone piles are constructed in the target foundation, so that multiple crushed stone piles and the surrounding soil between the piles together form a composite foundation structure. After construction, the crushed stone piles form a drainage channel penetrating the foundation as a high-permeability zone, thereby enhancing the drainage capacity of pore water inside the foundation. At the same time, due to the difference in permeability characteristics between the crushed stone piles and the surrounding coral sand soil, a radial guiding boundary is formed around the crushed stone piles, providing guidance for the diffusion of subsequent reinforcement media in the foundation.

[0031] Step 140: Inject microbial inoculum and cementing liquid into the soil area between the piles enclosed by the crushed stone piles, and use the radial flow guide boundary to guide the microbial inoculum and cementing liquid to diffuse into the soil between the piles.

[0032] In step 140, microbial inoculum and cementing fluid are injected into the soil area between the piles, which is surrounded by multiple crushed stone piles. During injection, the radial guiding boundary formed in step 130 guides the migration of the microbial inoculum and cementing fluid, allowing them to diffuse and distribute within the soil area between the piles. The guiding effect of the radial guiding boundary improves the coverage and uniformity of the microbial inoculum and cementing fluid in the soil between the piles, thereby providing favorable conditions for subsequent microbial-induced reactions.

[0033] Step 150: Cultivate the injected foundation to induce microbial production of calcium carbonate precipitation, thereby forming a composite liquefaction-resistant foundation.

[0034] In step 150, the foundation is cured after the injection of microbial inoculum and cementing fluid, allowing the microorganisms in the inoculum to react with the cementing fluid and gradually generate calcium carbonate precipitate. The generated calcium carbonate precipitate adheres to the surface of the coral sand particles and fills the pores between the particles, thereby enhancing the bonding between the particles and improving the compaction and overall stability of the soil between the piles. As calcium carbonate precipitate continues to be generated and distributed in the soil area between the piles, a composite liquefaction-resistant foundation is eventually formed, combining the drainage function of the gravel piles and the cementing function of microorganisms.

[0035] As a further optional embodiment, the liquefaction discrimination method for the composite liquefaction-resistant foundation includes: Calculate the first safety factor when the crushed stone pile acts alone; Calculate the second safety factor for the soil between piles after microbial reinforcement; The comprehensive anti-liquefaction safety factor is calculated based on the first safety factor, the second safety factor, and the synergistic effect factor. When the comprehensive liquefaction resistance safety factor is greater than or equal to a preset threshold, the foundation is determined to meet the liquefaction resistance requirements; when the comprehensive liquefaction resistance safety factor is less than the preset threshold, the foundation is determined to not meet the liquefaction resistance requirements.

[0036] In this embodiment, the liquefaction resistance safety factor of the crushed stone piles acting alone is used as the first safety factor, and the liquefaction resistance safety factor of the soil between the piles after microbial reinforcement is used as the second safety factor. To quantitatively evaluate the reinforcement effect of the composite liquefaction-resistant foundation, a liquefaction assessment is performed on the composite liquefaction-resistant foundation after the completion of crushed stone pile reinforcement and microbial reinforcement. First, the first safety factor of the crushed stone piles acting alone is calculated to characterize the degree to which the drainage channels and stress sharing effect formed by the crushed stone piles improve the foundation's liquefaction resistance. Second, the second safety factor of the soil between the piles after microbial reinforcement is calculated to characterize the contribution of microbially induced calcium carbonate precipitation to the improvement of the soil's density and strength, thus enhancing its liquefaction resistance.

[0037] After obtaining the two liquefaction resistance safety factors mentioned above, a comprehensive liquefaction resistance safety factor is further calculated by combining the synergistic effect coefficient. The synergistic effect coefficient characterizes the mutually reinforcing effect between the drainage function of the crushed stone piles and the microbial cementation function. When the crushed stone piles can effectively reduce the accumulation of excess pore water pressure under seismic loading, they can provide a more stable stress environment for the microbially reinforced area. Simultaneously, after microbial reinforcement improves the overall strength and stiffness of the soil between the piles, it can reduce soil deformation under seismic loads, thereby enhancing the liquefaction resistance of the crushed stone piles. Therefore, by introducing the synergistic effect coefficient, the actual liquefaction resistance of the composite reinforced foundation can be more accurately reflected.

[0038] Subsequently, the calculated comprehensive liquefaction resistance safety factor is compared with a preset threshold. When the comprehensive liquefaction resistance safety factor is greater than or equal to the preset threshold, it indicates that the composite liquefaction-resistant foundation possesses the liquefaction resistance capability required by the project, and the foundation is determined to meet the liquefaction resistance requirements. When the comprehensive liquefaction resistance safety factor is less than the preset threshold, it indicates that the current reinforcement effect has not met the design requirements, and the foundation is determined to not meet the liquefaction resistance requirements. In some embodiments, when the determination result is that the liquefaction resistance requirements are not met, the design parameters of the crushed stone piles and the microbial reinforcement parameters can be readjusted, and the liquefaction resistance capability can be reassessed until the target liquefaction resistance requirements are met.

[0039] By adopting the above methods, the reinforcement contributions of crushed stone piles, microbial reinforcement contributions, and the synergistic enhancement effect between the two can be uniformly incorporated into the evaluation system, so as to achieve a comprehensive evaluation of the reinforcement effect of composite anti-liquefaction foundation and improve the accuracy and reliability of liquefaction discrimination results.

[0040] As a further optional embodiment, the step of constructing the crushed stone piles according to the design parameters, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles, specifically includes: Graded crushed stone is squeezed into the coral sand foundation using the vibratory pipe driving method or vibro-compaction method to form crushed stone piles, so that multiple crushed stone piles and the soil between the piles together form a composite foundation structure. Among them, the crushed stone piles, as a high-permeability medium, constitute a channel for the discharge of excess pore water pressure under seismic action, and the radial flow guiding boundary is formed around the pile by utilizing the permeability difference between the crushed stone piles and the soil between the piles, providing a flow guiding path for the directional diffusion of subsequent microbial inoculants and cementing liquids in the soil between the piles.

[0041] In this embodiment, graded crushed stone is squeezed into the coral sand foundation using a vibratory pipe-driving method or a vibro-compaction method to form crushed stone piles, so that multiple crushed stone piles and the soil between the piles together form a composite foundation structure. The crushed stone piles serve as a high-permeability medium to form a channel for the dissipation of excess pore water pressure under seismic action, and the difference in permeability between the crushed stone piles and the soil between the piles forms a radial flow-guiding boundary around the piles, providing a flow path for the directional diffusion of subsequent microbial inoculants and cementing solutions in the soil between the piles.

[0042] In this embodiment, crushed stone piles are constructed in a target-width graded coral sand foundation according to the design parameters determined in step 120. During construction, the pile-forming equipment is first lowered to a predetermined depth, then graded crushed stone is filled into the hole, and the crushed stone is compacted by vibration to ensure close contact with the surrounding soil, thereby forming a crushed stone pile structure that penetrates the liquefiable soil layer. After multiple crushed stone piles are arranged in a predetermined manner, they together with the soil between the piles form a composite foundation system.

[0043] Because the crushed stone pile is composed of graded crushed stone, its permeability is higher than that of the surrounding coral sand. Therefore, under seismic load, the excess pore water pressure generated in the foundation can preferentially converge to the crushed stone pile area and be dispersed along the crushed stone pile, thereby forming a drainage channel, reducing the accumulation rate of pore water pressure in the foundation, and improving the foundation's resistance to liquefaction.

[0044] Meanwhile, the difference in permeability coefficients between the crushed stone piles and the surrounding coral sand creates a seepage field distribution characteristic near the crushed stone piles, transitioning from a high-permeability zone to a low-permeability zone. Based on this seepage field distribution characteristic, a radial guiding boundary is formed around the crushed stone piles. When microbial inoculants and cementing solutions are subsequently injected into the soil area between the piles, this radial guiding boundary can guide the direction of liquid migration, causing the microbial inoculants and cementing solutions to diffuse along the periphery of the crushed stone piles into the soil area between the piles, reducing local accumulation or rapid loss, improving the uniformity of the reinforcement medium distribution within the treated area, and creating favorable conditions for subsequent microbial-induced mineralization reactions.

[0045] As a further optional embodiment, the step of injecting microbial inoculum and cementing fluid into the soil area between the piles enclosed by the crushed stone piles, and guiding the diffusion of the microbial inoculum and cementing fluid into the soil between the piles using the radial flow guiding boundary, specifically includes: Microbial inoculum and cementing fluid are injected into the soil area between piles using a low-pressure injection method. Multiple injections are performed in alternating cycles of microbial inoculum and cementing fluid, with a preset interval between adjacent injections to allow the microbial inoculum injected in the previous cycle to complete adsorption and diffusion before the next cycle of injection begins.

[0046] In this embodiment, as Figure 3 , Figure 4 As shown, after the crushed stone pile construction is completed in step 130, grouting boreholes are laid out in the soil area between the crushed stone piles. These grouting boreholes serve as channels for the delivery of microbial inoculum and cementing fluid into the foundation. The location and depth of the grouting boreholes are determined based on the arrangement of the crushed stone piles and the extent of the area to be reinforced, to ensure that the subsequent reinforcement medium can cover the target soil area between the piles.

[0047] After the grouting boreholes are laid out, microbial inoculum and cementing fluid are injected into the soil between piles using a low-pressure injection method. During the injection process, the microbial inoculum and cementing fluid are injected alternately in a predetermined order, allowing the microbial inoculum to preferentially enter the pores of the soil between piles and be adsorbed onto the surface of the coral sand particles. Subsequently, the injected cementing fluid interacts with the microorganisms already distributed in the soil, creating conditions for subsequent mineralization reactions.

[0048] Furthermore, the microbial inoculum and cementing solution are injected in multiple rounds for reinforcement treatment, with a preset interval between adjacent injections. During the interval, the microbial inoculum injected in the previous round can complete the migration, diffusion, and adsorption processes in the soil between the piles, thereby reducing the scouring effect of subsequent injections on the adsorbed microorganisms. At the same time, the radial guiding boundary formed in step 130 can guide the migration direction of the injected liquid, causing the microbial inoculum and cementing solution to diffuse along the periphery of the crushed stone piles into the soil area between the piles, improving the uniformity of the reinforcement medium distribution within the treated area, reducing local aggregation or loss, and providing favorable conditions for the subsequent formation of a uniform and stable composite liquefaction-resistant foundation.

[0049] As a further optional embodiment, the step of curing the injected foundation to induce microbial precipitation of calcium carbonate to form a composite liquefaction-resistant foundation specifically includes: After the microbial inoculum and cementing solution are injected, the preset temperature and humidity conditions are maintained so that the microorganisms in the microbial inoculum and the cementing solution continue to react to generate calcium carbonate precipitate. The calcium carbonate precipitate adheres to the surface of the coral sand particles and fills the pores between the particles to form a granular cemented structure.

[0050] In this embodiment, as Figure 5 As shown, after the injection of microbial inoculum and cementing solution, the reinforced area is cured to provide a stable environment for the microbial-induced mineralization reaction. During the curing period, preset temperature and humidity conditions are maintained to keep the microorganisms active and continuously catalyze the mineralization reaction of the reactants in the cementing solution, thereby gradually generating calcium carbonate precipitates in the soil area between piles.

[0051] As the maintenance process progresses, the calcium carbonate precipitate gradually adheres to the surface of the coral sand particles and is deposited at the contact points between adjacent particles and in the pore spaces. Through the continuous accumulation of calcium carbonate precipitate, the originally dispersed coral sand particles form connections and cementation, gradually transforming the contact relationship between particles from simple frictional contact to cemented bonding.

[0052] Furthermore, calcium carbonate precipitation fills and reinforces the pores between particles, reducing the porosity of the soil between piles, increasing the overall density of the soil, and enhancing the interlocking ability and structural stability of the particles. After continuous maintenance, a composite structure is formed in the soil area between piles, consisting of coral sand particles, calcium carbonate cement, and crushed stone piles. This combines the drainage and liquefaction resistance provided by the crushed stone piles with the cementing and strengthening effect induced by microorganisms, ultimately forming a composite liquefaction-resistant foundation, improving the foundation's ability to resist earthquake liquefaction and deformation damage.

[0053] As a further optional embodiment, the microbial culture is a Bacillus pasteurellii culture with a concentration of 10^8 to 10^9 CFU / mL; the cementing solution is a mixed solution of calcium chloride and urea, with both calcium chloride and urea concentrations of 0.5 to 1.0 mol / L.

[0054] In this embodiment, the microbial culture solution used is Bacillus pasteurellii culture solution. Bacillus pasteurellii has high urease activity and can catalyze the decomposition of urea to produce carbonate ions under suitable conditions, providing reaction conditions for the subsequent formation of calcium carbonate precipitate. To ensure the survival rate, migration ability, and mineralization efficiency of the microorganisms in the coral sand foundation, the concentration of the microbial culture solution is controlled at 10^8 to 10^9 CFU / mL.

[0055] The cementing solution is a mixed solution of calcium chloride and urea, where calcium chloride serves as the calcium ion source and urea serves as the substrate for the microbial urease-catalyzed reaction. By controlling the concentrations of both calcium chloride and urea to be 0.5–1.0 mol / L, the reaction system can continuously provide the calcium and carbonate ions required for the formation of calcium carbonate precipitate, while avoiding the problem of local precipitation clogging the pores due to an excessively rapid reaction rate.

[0056] After the microbial inoculum and cementing solution enter the soil area between piles, the urease secreted by Bacillus pasteurellium catalyzes the hydrolysis of urea to generate carbonate ions. These carbonate ions further combine with calcium ions in the cementing solution to form calcium carbonate precipitate. The generated calcium carbonate precipitate gradually adheres to the surface of the coral sand particles and fills the pores between the particles, thereby enhancing the cementation between the particles and improving the compactness, strength, and liquefaction resistance of the soil between piles.

[0057] As a further optional embodiment, the geological survey results include fine-grained content and crushed stone pile replacement rate; The synergistic effect coefficient was calculated based on the soil property correction coefficient, the crushed stone pile parameter correction coefficient, and the microbial reinforcement degree correction coefficient. The soil property correction coefficient is determined based on the fine particle content; The correction coefficient for the crushed stone pile parameters is determined based on the crushed stone pile replacement rate. The correction factor for the degree of microbial reinforcement is determined based on the relative density of the soil between piles after the curing is completed.

[0058] In this embodiment, to more accurately characterize the synergistic enhancement effect between the stone pile reinforcement and the microbial reinforcement, a synergistic effect coefficient is introduced when calculating the comprehensive liquefaction resistance safety factor. This synergistic effect coefficient reflects the combined influence of different foundation conditions, stone pile layout parameters, and microbial reinforcement effects on the composite liquefaction resistance.

[0059] The soil property correction coefficient is determined based on the fine-grained content from geological survey results. Since the fine-grained components in wide-graded coral sand affect soil permeability, pore water pressure development, and liquefaction sensitivity, the synergistic effect is corrected by adjusting the fine-grained content, ensuring that the synergistic effect coefficient reflects the differences in liquefaction resistance characteristics under different soil conditions.

[0060] The correction coefficient for the crushed stone pile parameters is determined based on the crushed stone pile replacement ratio. The crushed stone pile replacement ratio reflects the proportion of crushed stone piles in the composite foundation, which directly affects the number of drainage channels, drainage capacity, and stress distribution effect. By introducing the correction coefficient for the crushed stone pile parameters, the influence of different crushed stone pile arrangement densities on the synergistic reinforcement effect can be reflected.

[0061] The correction factor for the degree of microbial reinforcement is determined based on the relative density of the inter-pile soil after curing. As the calcium carbonate precipitate induced by microorganisms continuously adheres to the surface of the coral sand particles and fills the pores between the particles, the compaction of the inter-pile soil gradually increases. The degree of microbial reinforcement is characterized by the relative density of the inter-pile soil after curing, and the correction factor for the degree of microbial reinforcement is determined accordingly, thereby reflecting the contribution of microbial cementation to the improvement of liquefaction resistance.

[0062] Furthermore, a synergistic effect coefficient is calculated based on the soil property correction coefficient, the crushed stone pile parameter correction coefficient, and the microbial reinforcement degree correction coefficient. This synergistic effect coefficient is then incorporated into the calculation process of the comprehensive liquefaction resistance safety factor to quantitatively characterize the synergistic enhancement effect between the drainage effect of the crushed stone pile and the microbial cementation effect, thereby improving the accuracy and reliability of the liquefaction discrimination results of the composite liquefaction-resistant foundation.

[0063] It should be noted that the soil property correction coefficient, crushed stone pile parameter correction coefficient, and microbial reinforcement degree correction coefficient are all empirical correction parameters used to characterize the influence of different influencing factors on the composite anti-liquefaction effect, and are not physical constants that can be directly determined by a single theoretical formula.

[0064] Among them, the fine particle content, crushed stone pile replacement rate and relative density of soil between piles are all conventional investigation or calculation parameters in the field of geotechnical engineering, which can be obtained through field sampling tests, indoor particle analysis tests and conventional design calculation methods.

[0065] Based on this, the soil property correction coefficient is used to characterize the effect of fine grain content on the liquefaction sensitivity of coral sand. It can be determined according to the preset correction relationship corresponding to different fine grain content ranges. The preset correction relationship is preferably an empirical relationship curve or parameter comparison table obtained by fitting the liquefaction characteristics of coral sand with different fine grain contents after calibrating them through indoor dynamic triaxial test or shaking table test.

[0066] The correction coefficient for the crushed stone pile parameters is used to characterize the influence of the crushed stone pile replacement rate on the drainage capacity and stress redistribution effect of the foundation. It can be determined by establishing a preset correction relationship based on the law of improving the liquefaction resistance of the composite foundation under different replacement rate conditions, through model test or field test inversion analysis.

[0067] The microbial reinforcement degree correction coefficient is used to characterize the contribution of microbial-induced calcium carbonate precipitation to the improvement of soil density and shear strength between piles. It can be determined by fitting the preset relationship obtained by indoor reinforcement test results based on the changes in relative density or equivalent strength index of soil between piles after curing.

[0068] Furthermore, the synergistic effect coefficient is a comprehensive parameter used to characterize the degree of mutual promotion between the drainage effect of the crushed stone pile and the microbial reinforcement effect. It is jointly determined by the soil property correction coefficient, the crushed stone pile parameter correction coefficient and the microbial reinforcement degree correction coefficient, and can be calibrated through composite reinforcement test results under different working conditions to achieve a quantitative description of the synergistic enhancement effect under different coral sand foundation conditions.

[0069] In summary, a minimal embodiment of the present invention is as follows: The foundation of a certain island and reef engineering site is a wide-graded coral sand foundation with a liquefiable soil layer thickness of approximately 15m and a groundwater level depth of approximately 1.5m. The coral sand foundation composite anti-liquefaction reinforcement method provided in this invention was used to treat the site, as detailed below: First, a geological survey was conducted on the target wide-graded coral sand foundation to obtain geological survey results such as stratigraphic distribution, relative density, porosity, and fine-grained content. Based on the geological survey results, the design parameters for the crushed stone piles and the microbial reinforcement parameters were determined. Specifically, the crushed stone piles have a diameter of 800 mm, a pile spacing of 2.4 m, a quincunx arrangement, a pile length of 15 m, and a crushed stone pile replacement rate of approximately 10.1%.

[0070] Subsequently, the crushed stone piles were constructed according to the aforementioned design parameters. The graded crushed stone was driven into the coral sand foundation using a vibratory pipe-driving method to form crushed stone piles, creating a composite foundation structure with the soil between the piles. The resulting crushed stone piles act as a high-permeability medium, forming drainage channels and creating a radial flow-guiding boundary around the piles.

[0071] After the crushed stone piles are constructed, grouting boreholes are drilled in the soil area between the piles to inject microbial inoculum and cementing fluid into the soil area. The microbial inoculum uses a concentration of 5×10⁻⁶. 8 The bacterial solution of Bacillus pasteurellium at a concentration of CFU / mL was used as the binder, and a mixed solution of calcium chloride and urea at a concentration of 0.75 mol / L was used. The injection was performed using a low-pressure injection method, with the bacterial solution and binder injected alternately in multiple rounds. The radial flow boundary formed around the crushed stone piles guided the bacterial solution and binder to diffuse into the soil between the piles.

[0072] After injection, the foundation undergoes curing treatment. The curing temperature is controlled at 25℃, the relative humidity at 85%, and the curing time is 10 days. During the curing process, microorganisms continuously induce the formation of calcium carbonate precipitates, which adhere to the surface of the coral sand particles and fill the pores between the particles, thereby forming a composite liquefaction-resistant foundation.

[0073] After curing, the reinforcement effect was tested. The results showed that the standard penetration test blow count of the foundation was significantly improved after reinforcement, and the overall density and liquefaction resistance of the composite foundation were improved. Further evaluation was conducted using the liquefaction discrimination method of this invention, and the calculated comprehensive liquefaction resistance safety factor K was 1.44, which is greater than the preset liquefaction resistance discrimination threshold of 1.2. Therefore, the composite liquefaction-resistant foundation was determined to meet the liquefaction resistance design requirements.

[0074] The reinforcement effect was tested. The results of the standard penetration test are shown in the table below:

[0075] The liquefaction discrimination method of this invention is used for calculation. The calculated η is... e With a drainage effect coefficient of 1.43, η o With a stress concentration factor of 1.23, the safety factor for liquefaction resistance of the natural coral sand site, calculated using the NCEER method before reinforcement with crushed stone piles, is CRR1 / CSR = 0.8. Therefore, K1 = 1.43 × 1.23 × 0.8 = 1.40, and K2 = 1.06. The synergistic effect coefficient is calculated using θ = γs × ξ1 × ξ2 × ξ3: The site is a fine-grained coral sand foundation (fine-grained content approximately 25%), so ξ1 = 0.85 is taken; the crushed stone pile replacement rate is approximately 10.1%, so ξ2 = 1.0 is taken; the average relative density of the soil between the piles after reinforcement is D... r ≈65%, take ξ3=0.95; take the basic synergy coefficient γs as 0.10 (obtained from the dynamic triaxial test fitting of coral sand gravel pile-MICP synergistic reinforcement in the same area), then θ=0.10×0.85×1.0×0.95=0.081. Take α=0.7, β=0.3, then the comprehensive safety factor K=αK1+βK2+θK1K2=0.7×1.40+0.3×1.06+0.081×1.40×1.06=1.00+0.32+0.12=1.44, which is significantly higher than K=1.32 when the synergy effect is not considered (γ=0). The calculation results of the safety factor at each depth are shown in the table below, all of which meet the design requirement of greater than 1.2 for liquefaction resistance:

[0076] Furthermore, to further compare the synergistic reinforcement effects of crushed stone piles and microorganisms, the results of liquefaction resistance reinforcement using crushed stone piles alone, microorganism reinforcement alone, and synergistic reinforcement using crushed stone piles and microorganisms were compared. The results are as follows: With microorganism reinforcement alone, the liquefaction resistance safety factor is the lowest, followed by crushed stone pile reinforcement. However, when considering the synergistic reinforcement of crushed stone piles and microorganisms, the liquefaction resistance coefficient is the highest. The synergistic effect increases the overall safety factor by approximately 8% to 15% compared to the linear superposition of the two methods. The effect testing also included pile-soil interface strength testing: In-situ direct shear tests were conducted. Before reinforcement, the interface friction angle between the crushed stone pile and the coral sand pile was approximately 32°, and the cohesion was approximately 5 kPa. After reinforcement, the interface friction angle increased to 38° to 42°, the cohesion increased to 18 to 25 kPa, the interface shear strength increased by approximately 35% to 45%, and the stress transfer coefficient increased by approximately 25% to 35%, verifying the effectiveness of MICP in forming a cemented transition zone at the interface between the crushed stone pile and the soil.

[0077] Comparative tests of grouting strategies show that the low-pressure slow-permeability, segmented injection, and multi-round injection strategy (injection rate 1.0 L / min, three rounds of injection, with an 8-hour interval between each round) designed for the high porosity of coral sand, as proposed in this invention, increases the uniformity of bacterial solution distribution in the inter-pile soil by about 25%, increases the amount of MICP precipitation by about 20%, and increases the standard penetration test blows by about 18% compared to the traditional one-time rapid injection (injection rate 5 L / min, single-round injection). This verifies the adaptability of the specialized grouting strategy to the high porosity of coral sand.

[0078] The following describes the coral sand foundation composite anti-liquefaction reinforcement system provided by the present invention, such as... Figure 6 As shown, the coral sand foundation composite anti-liquefaction reinforcement system described below and the coral sand foundation composite anti-liquefaction reinforcement method described above can be referred to in correspondence.

[0079] A composite liquefaction-resistant reinforcement system for coral sand foundations includes: Data acquisition module 610 is used to conduct geological surveys on the target wide-graded coral sand foundation and obtain geological survey results; The parameter determination module 620 is used to determine the design parameters of the crushed stone piles and the microbial reinforcement parameters based on the geological survey results. The crushed stone pile module 630 is used to construct crushed stone piles according to the crushed stone pile design parameters, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles; The microbial reinforcement module 640 is used to inject microbial liquid and cementing liquid into the soil area between the piles surrounded by the crushed stone piles, and to guide the microbial liquid and cementing liquid to diffuse into the soil between the piles using the radial flow guiding boundary; The foundation maintenance module 650 is used to maintain the injected foundation, so as to induce microorganisms to produce calcium carbonate precipitation and form a composite liquefaction-resistant foundation.

[0080] Figure 7 An example is a schematic diagram of the physical structure of an electronic device, such as... Figure 7 As shown, the electronic device may include: a processor 710, a communications interface 720, a memory 730, and a communication bus 740, wherein the processor 710, the communications interface 720, and the memory 730 communicate with each other via the communication bus 740. The processor 710 can call logical instructions in the memory 730 to execute a coral sand foundation composite anti-liquefaction reinforcement method, which includes: A geological survey was conducted on the target wide-graded coral sand foundation, and the geological survey results were obtained. The design parameters for the crushed stone piles and the parameters for microbial reinforcement were determined based on the geological survey results. Construct the crushed stone piles according to the design parameters, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles; Microbial inoculum and cementing fluid are injected into the soil area between the piles enclosed by the crushed stone piles, and the radial flow boundary is used to guide the microbial inoculum and cementing fluid to diffuse into the soil between the piles. The injected foundation is then cured to induce microbial production of calcium carbonate precipitation, thus forming a composite liquefaction-resistant foundation.

[0081] Furthermore, the logical instructions in the aforementioned memory 730 can be implemented as software functional units and, when sold or used as independent products, can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, essentially, or the part that contributes to the prior art, or a part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of the present invention. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0082] On the other hand, the present invention also provides a computer program product, the computer program product comprising a computer program that can be stored on a non-transitory computer-readable storage medium, wherein when the computer program is executed by a processor, the computer is able to execute the coral sand foundation composite anti-liquefaction reinforcement method provided by the above methods, the method comprising: A geological survey was conducted on the target wide-graded coral sand foundation, and the geological survey results were obtained. The design parameters for the crushed stone piles and the parameters for microbial reinforcement were determined based on the geological survey results. Construct the crushed stone piles according to the design parameters, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles; Microbial inoculum and cementing fluid are injected into the soil area between the piles enclosed by the crushed stone piles, and the radial flow boundary is used to guide the microbial inoculum and cementing fluid to diffuse into the soil between the piles. The injected foundation is then cured to induce microbial production of calcium carbonate precipitation, thus forming a composite liquefaction-resistant foundation.

[0083] In another aspect, the present invention also provides a non-transitory computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, is implemented to perform the coral sand foundation composite anti-liquefaction reinforcement method provided by the above methods, the method comprising: A geological survey was conducted on the target wide-graded coral sand foundation, and the geological survey results were obtained. The design parameters for the crushed stone piles and the parameters for microbial reinforcement were determined based on the geological survey results. Construct the crushed stone piles according to the design parameters, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles; Microbial inoculum and cementing fluid are injected into the soil area between the piles enclosed by the crushed stone piles, and the radial flow boundary is used to guide the microbial inoculum and cementing fluid to diffuse into the soil between the piles. The injected foundation is then cured to induce microbial production of calcium carbonate precipitation, thus forming a composite liquefaction-resistant foundation.

[0084] The system embodiments described above are merely illustrative. The units described as separate components may or may not be physically separate. The components shown as units may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the modules can be selected to achieve the purpose of this embodiment according to actual needs. Those skilled in the art can understand and implement this without any creative effort.

[0085] Through the above description of the embodiments, those skilled in the art can clearly understand that each embodiment can be implemented by means of software plus necessary general-purpose hardware platforms, and of course, it can also be implemented by hardware. Based on this understanding, the above technical solutions, in essence or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product can be stored in a computer-readable storage medium, such as ROM / RAM, magnetic disk, optical disk, etc., and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute the methods described in the various embodiments or some parts of the embodiments.

[0086] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for composite anti-liquefaction reinforcement of coral sand foundation, characterized in that, include: A geological survey was conducted on the target wide-graded coral sand foundation to obtain the geological survey results; The design parameters for the crushed stone piles and the parameters for microbial reinforcement were determined based on the geological survey results. Construct the crushed stone piles according to the design parameters, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles; Microbial inoculum and cementing fluid are injected into the soil area between the piles enclosed by the crushed stone piles, and the radial flow boundary is used to guide the microbial inoculum and cementing fluid to diffuse into the soil between the piles. The foundation is cured after the injection of microbial inoculum and cementing solution to induce the production of calcium carbonate precipitation by microorganisms, so as to form a composite liquefaction-resistant foundation; The liquefaction assessment methods for composite liquefaction-resistant foundations include: Calculate the first safety factor when the crushed stone pile acts alone; Calculate the second safety factor for the soil between piles after microbial reinforcement; The comprehensive anti-liquefaction safety factor is calculated based on the first safety factor, the second safety factor, and the synergistic effect factor. When the comprehensive liquefaction resistance safety factor is greater than or equal to a preset threshold, the foundation is determined to meet the liquefaction resistance requirements; when the comprehensive liquefaction resistance safety factor is less than the preset threshold, the foundation is determined to not meet the liquefaction resistance requirements. The geological survey results include fine grain content and gravel pile replacement rate; The synergistic effect coefficient was calculated based on the soil property correction coefficient, the crushed stone pile parameter correction coefficient, and the microbial reinforcement degree correction coefficient. The soil property correction coefficient is determined based on the fine particle content; The correction coefficient for the crushed stone pile parameters is determined based on the crushed stone pile replacement rate. The correction factor for the degree of microbial reinforcement is determined based on the relative density of the soil between piles after curing. The step of constructing the crushed stone piles according to the design parameters, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles, specifically includes: Graded crushed stone is squeezed into the coral sand foundation using the vibratory pipe driving method or vibro-compaction method to form crushed stone piles, so that multiple crushed stone piles and the soil between the piles together form a composite foundation structure. Among them, the crushed stone piles serve as a high-permeability medium to form a channel for the discharge of excess pore water pressure under seismic action, and the radial flow-guiding boundary is formed around the pile by utilizing the permeability difference between the crushed stone piles and the soil between the piles, providing a flow-guiding path for the directional diffusion of subsequent microbial inoculants and cementing liquids in the soil between the piles. The step of injecting microbial inoculum and cementing fluid into the soil area between the piles enclosed by the crushed stone piles, and guiding the diffusion of the microbial inoculum and cementing fluid into the soil between the piles using the radial flow guiding boundary, specifically includes: Microbial inoculum and cementing liquid are injected into the soil area between piles using a low-pressure injection method. Multiple injections are performed in alternating manner between the microbial inoculum and cementing liquid. A preset interval is set between two adjacent injections to allow the microbial inoculum injected in the previous round to complete adsorption and diffusion before the next round of injection. The step of curing the foundation after injecting microbial inoculum and cementing solution to induce the formation of calcium carbonate precipitation by microorganisms, thereby forming a composite liquefaction-resistant foundation, specifically includes: After the microbial inoculum and cementing solution are injected, the preset temperature and humidity conditions are maintained so that the microorganisms in the microbial inoculum and the cementing solution continue to react to generate calcium carbonate precipitate. The calcium carbonate precipitate adheres to the surface of the coral sand particles and fills the pores between the particles to form a particle cemented structure. The microbial culture solution is a Bacillus pasteurellii culture solution, and the concentration of the microbial culture solution is 10. 8 ~10 9 CFU / mL; the cementing solution is a mixed solution of calcium chloride and urea, and the concentrations of both calcium chloride and urea are 0.5–1.0 mol / L.

2. A composite anti-liquefaction reinforcement system for coral sand foundations, used to implement the composite anti-liquefaction reinforcement method for coral sand foundations as described in claim 1, characterized in that, The coral sand foundation composite anti-liquefaction reinforcement system includes: The data acquisition module is used to conduct geological surveys on the target wide-graded coral sand foundation and obtain the geological survey results; The parameter determination module is used to determine the design parameters of the crushed stone piles and the microbial reinforcement parameters based on the geological survey results. The crushed stone pile module is used to construct crushed stone piles according to the crushed stone pile design parameters, so that the crushed stone piles form drainage channels in the foundation and form radial flow guiding boundaries around the piles; The microbial reinforcement module is used to inject microbial liquid and cementing liquid into the soil area between the piles surrounded by the crushed stone piles, and to guide the microbial liquid and cementing liquid to diffuse into the soil between the piles using the radial flow guiding boundary; The foundation maintenance module is used to maintain the foundation after the injection of microbial inoculum and cementing solution, so that the microorganisms induce the production of calcium carbonate precipitation to form a composite liquefaction-resistant foundation.

3. An electronic device, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the computer program, it implements the composite anti-liquefaction reinforcement method for coral sand foundation as described in claim 1.

4. A non-transitory computer-readable storage medium having a computer program stored thereon, characterized in that, When the computer program is executed by the processor, it implements the composite anti-liquefaction reinforcement method for coral sand foundation as described in claim 1.

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