A fluidized solidified soil, its preparation method and application

Abstract

This invention belongs to the field of artificial soil technology, and relates to a fluidized solidified soil, its preparation method, and its application. This invention provides a fluidized solidified soil, which is composed of soil, a fluidized solidifying agent, and water in a mass ratio of 100:5~20:10~40; the fluidized solidifying agent is composed of slaked lime, fly ash, zinc oxide, calcium sulfite, a polymer compound, and a complexing agent in a mass ratio of 10~20:10~20:5~10:5~10:20~40:1~5; the polymer compound is selected from at least one of propylene glycol monolaurate, polyacrylamide, and hydroxypropyl methylcellulose; the complexing agent is selected from at least one of EDTA, EGTA, and DTPA. This invention solves the technical problems of insufficient anti-collapse ability, low early strength, and poor water stability in the solidified body formed by slaked lime and fly ash when used in the preparation of fluidized solidified soil.

Description

Technical Field

[0001] This invention belongs to the field of artificial soil technology, and relates to a fluidized solidified soil, its preparation method and application. Background Technology

[0002] During urban construction projects and deep foundation pit excavation, large quantities of liquid or solid waste, such as mud and construction debris, are generated. Due to their poor engineering properties or toxicity, these wastes are often accumulated in large quantities, causing serious environmental pollution and land waste over time. As waste solidification and remediation technologies have advanced, fluidized bed solidified soil has emerged. Fluidized bed solidified soil is a high-strength, low-permeability, and highly fluid engineering material with promising application prospects in addressing the problems of large amounts of construction waste generated at construction sites, resource waste, and high disposal costs (30-90 yuan per cubic meter).

[0003] Soil stabilizers can be classified according to their stabilization mechanism into inorganic stabilizers, organic stabilizers, ionic stabilizers, and bio-enzyme stabilizers. Among these, inorganic stabilizers are the most widely used. Inorganic stabilizers, such as cement, quicklime, and fly ash, are mostly solid powders. These stabilizers mainly rely on their own hydrolysis to produce hydrates such as NASH roots, CSH gel, Aft crystals, and CH crystals. These hydrates react chemically with soil particles to form plate-like, fibrous, or needle-like structures, or to form expansive substances that fill the pores between particles. Simultaneously, they convert a large amount of free water in the soil into crystal water, ultimately forming stable bonds to increase the strength of the fluidized, stabilized soil. Organic stabilizers, such as water glass, epoxy resin, and polymer materials, are mostly liquids. These stabilizers cause a chemical ion exchange reaction between the charges in the water and the charges in the soil particles, forming silica gel particles and network-like spatial structures. During this process, the double-layer electronic structure of the soil particles and water molecules is disrupted, the ability of the particle surface to adsorb water molecules decreases, soil porosity and surface tension decrease, and the soil becomes hydrophobic. Simultaneously, the formed gel particles have a large surface area and strong adsorption capacity, causing cation exchange reactions in the soil to generate CSH gel and Aft crystals, forming a dense and stable whole. After mechanical compaction and vibration, the soil density increases, forming a high-strength, fluidized, solidified soil. Inorganic and organic curing agents are rarely directly mixed on a large scale due to differences in reaction environment requirements, curing mechanisms (crystallization and film / network formation), potential mutual interference (impeded hydration / structural mismatch), high cost, construction complexity, and long-term performance uncertainty. In engineering practice, a single system is preferred, or a small amount of organic polymer modifier specifically designed for cement-based materials is cautiously added to the inorganic main system to avoid the above risks and obtain controllable performance improvement. Directly mixing typical inorganic curing agents with organic curing agents is usually not an effective or reliable solution.

[0004] Traditional backfilling methods still have drawbacks in many specific application scenarios. For example, in backfilling projects adjacent to structures such as trenches, building cores, pipe trenches, bridge abutments, and culvert backfills, compaction is difficult, and the limited space makes operation impossible, leading to poor backfill quality and causing serious accidents such as settlement, water seepage, cracking, and even collapse. Fluidized solidified soil, due to its advantages such as stable quality, good self-compacting properties, high fluidity, high impermeability, fast construction progress, no pollution, and effective cost reduction, is widely used in karst cave treatment, sludge treatment, backfilling projects, and roadbed engineering. Fluidized solidified soil technology can effectively address common quality problems caused by backfilling projects. It mainly utilizes construction waste soil, supplemented with solidification materials, to form a slurry, which is then poured for backfilling. Self-leveling pouring significantly reduces the additional load stress on the original foundation and has no pushing effect on adjacent structures. It does not require heavy equipment and meets compaction requirements without causing structural disturbance. Compared with materials such as foamed concrete, it can significantly reduce material costs, save on waste disposal costs, and significantly shorten the construction period. The cost, environmental protection, and construction period benefits are significant. While quicklime and fly ash improve strength and water stability in engineering projects, their early strength is generally poor. The solidified body formed with soil develops slowly, has large drying shrinkage, is prone to cracking and softening, and has poor water stability, which directly affects the construction progress. At the same time, they cannot meet the requirements for base courses in some projects with high strength requirements and can only be used as sub-base courses. Summary of the Invention

[0005] The purpose of this invention is to address the technical problems encountered when using slaked lime and fly ash in the preparation of fluidized solidified soil, specifically the resulting solidified body exhibiting insufficient resistance to collapse, low early strength, and poor water stability. To address this need, this invention provides a fluidized solidified soil, its preparation method, and its applications.

[0006] On one hand, the present invention relates to a fluidized solidified soil, which is composed of soil, fluidized solidifying agent and water in a mass ratio of 100:5~20:10~40;

[0007] The fluidized solidifying agent is composed of quicklime, fly ash, zinc oxide, calcium sulfite, polymer compound and complexing agent in a mass ratio of 10~20:10~20:5~10:5~10:20~40:1~5;

[0008] The polymeric compound is selected from at least one of propylene glycol monolaurate, polyacrylamide, and hydroxypropyl methylcellulose.

[0009] The complexing agent is selected from at least one of EDTA, EGTA, and DTPA.

[0010] Furthermore, in the fluidized solidified soil provided by the present invention, the fluidized solidified soil is composed of soil, the fluidized solidifying agent and water in a mass ratio of 100:8:16.

[0011] Furthermore, in the fluidized solidified soil provided by the present invention, the fluidized solidifying agent is composed of quicklime, fly ash, zinc oxide, calcium sulfite, the polymer compound and the complexing agent in a mass ratio of 12:15:8:10:30:3.

[0012] Furthermore, in the fluidized solidified soil provided by the present invention, the proportion of the soil's particle composition is 80-81%, and the proportion of the particle composition of the fluidized solidified soil after a curing period of 28 days is 83-85%.

[0013] Furthermore, in the fluidized solidified soil provided by the present invention, the water stability coefficient of the fluidized solidified soil is not less than 92%.

[0014] Furthermore, in the fluidized solidified soil provided by the present invention, the 7-day unconfined compressive strength of the fluidized solidified soil is not less than 3.5 MPa.

[0015] On the other hand, the present invention relates to a method for preparing fluidized solidified soil, wherein raw materials are weighed according to the composition of the fluidized solidified soil, and the preparation method includes:

[0016] The inorganic curing agent is prepared by mixing quicklime and fly ash and grinding them together, controlling the fineness so that the residue on a 0.08mm square hole sieve is no more than 8%.

[0017] Zinc oxide and calcium sulfite were mixed and ground to control the fineness so that the residue on a 0.02 mm square hole sieve was no more than 1%, thus obtaining an inorganic additive.

[0018] Mix water and the complexing agent evenly, and stir at a rate of 100~200 r / min for 5 min to obtain a liquid additive;

[0019] After mixing the soil, the inorganic curing agent, the inorganic additive, and the polymer compound in a mixer, the liquid additive is added, and the mixture is stirred at a rate of 100-200 r / min for 30 min.

[0020] On the other hand, the present invention relates to the application of the aforementioned fluidized solidified soil in backfilling projects, pile foundation treatment or roadbed projects.

[0021] Compared with the prior art, the technical solution provided by the present invention has at least the following beneficial effects or advantages:

[0022] This invention overcomes the core defects of traditional fluidized solidified soil, namely weak anti-collapse ability, low early strength, and poor water stability, by synergistically integrating a multi-component system of quicklime, fly ash, zinc oxide, calcium sulfite, polymer compounds, and complexing agents. Its technical principle is based on an inorganic-organic-complexing ternary synergistic mechanism: quicklime and fly ash provide an alkaline environment to generate CSH gel and ettringite (AFt) crystal framework; zinc oxide forms a calcium zincate cementitious phase under alkaline conditions and promotes the reaction of active silica-alumina, accelerating early cementation; calcium sulfite possesses both early strength and antioxidant functions, inhibiting the adsorption interference of fly ash residual carbon on polymer compounds, while also participating in AFt crystal growth to fill pores; polymer compounds enhance particle adhesion and flowability; and the complexing agent chelates free metal ions in the soil, preventing them from causing ineffective flocculation and maintaining slurry stability. This synergistic effect directly translates into three significant advantages: First, a leap in early strength, with an unconfined compressive strength of 3.6~4.4MPa after 7 days, surpassing the base layer strength threshold (≥3.5MPa) and more than 100% higher than the traditional formula (1.8MPa); second, a breakthrough in water stability, with a water stability coefficient as high as 92~97%, more than 40% higher than conventional fluidized soil (66%), attributed to the synergistic pore-blocking effect of AFt crystals and organic networks, and the blocking of ion erosion by complexing agents; third, a qualitative change in anti-collapse ability, with the mean weight diameter (MWD) increasing to 0.73~0.80mm, confirming the formation of a stable aggregate structure, while the absence of any component (such as a sharp drop in MWD to 0.44mm without calcium sulfite) leads to structural deterioration. In summary, this technical solution yields fluidized solidified soil with significant advantages in scenarios such as fertilizer trenches, central chambers, pipe trenches, and three-sided backing. Attached Figure Description

[0023] To more clearly illustrate the technical solutions in the embodiments of the present 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 only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0024] Figure 1 The images show cross-sectional views of the fluidized solidified soil prepared in Example 3 before solidification, cross-sectional views after solidification, and the molded test block. Detailed Implementation

[0025] The technical solution of the present invention will be described below with reference to embodiments. However, the present invention is not limited to the following embodiments. Unless otherwise specified, the experimental and detection methods in each embodiment are conventional methods; reagents and materials, unless otherwise specified, are commercially available. Unless otherwise specified, all percentages in the following embodiments refer to mass percentages. Unless otherwise specified, all proportions in the following embodiments refer to mass ratios.

[0026] In the following embodiments, the soil used is engineering waste soil, and its properties are shown in Tables 1 and 2.

[0027] Table 1 Mechanical composition of excavated soil from engineering projects (%)

[0028]

[0029] Table 2. Physical and chemical properties of engineering waste soil

[0030]

[0031] As shown in Tables 1 and 2, the excavated soil of this project is mainly composed of silt, belonging to silt soil. It has a medium organic matter content and a high specific surface area, a high bulk density, is easily eroded, and has poor permeability after compaction, making it unsuitable for direct use in engineering backfilling.

[0032] In the following examples, the fly ash was commercially available and met the Class II standard of GB / T1596-2017 "Fly Ash for Cement and Concrete".

[0033] In the following examples, the quicklime was commercially available and had a Ca(OH)2 content of not less than 95%.

[0034] Example 1: This example provides a preparation process for conventional fluidized solidified soil.

[0035] The preparation process of conventional fluidized solidified soil provided in this embodiment is as follows:

[0036] S1. By mass ratio, take quicklime: fly ash = 12:15, mix and grind, control the fineness so that the residue on a 0.08mm square hole sieve is not higher than 8% (actual residue is 3.16%), and obtain inorganic curing agent.

[0037] S2. By mass ratio, take the engineering waste soil: inorganic solidifying agent: water = 100:8:16, mix them in a mixer, and stir at a rate of 100 r / min for 30 min to obtain conventional fluidized solidified soil.

[0038] In areas adjacent to structures such as fertilizer trenches and building cores, traditional backfilling methods (such as plain soil backfilling) require layered compaction, which is complex and time-consuming. This conventional fluidized solidified soil can be pumped for construction without layered compaction and is mainly used for backfilling in areas where compaction is difficult, such as fertilizer trenches, building cores, pipe trenches, bridge abutments, and culvert backs. However, this conventional fluidized solidified soil has poor early strength, and the solidified body formed with the soil develops strength slowly. It also has high drying shrinkage, is prone to cracking and softening, and has poor water stability, directly affecting the construction progress. Furthermore, it cannot meet the requirements for base courses (<3.5MPa) in some projects with high requirements for the strength of the curing agent and can only be used as a sub-base course.

[0039] Example 2: This example provides the preparation process of fluidized solidified soil.

[0040] The preparation process of the fluidized solidified soil provided in this embodiment is as follows:

[0041] S1. By mass ratio, take quicklime: fly ash: zinc oxide: calcium sulfite: propylene glycol monolaurate: EDTA = 10:10:5:5:20:1, and prepare a fluid curing agent according to the following steps.

[0042] S2. By mass ratio, take the engineering waste soil: fluid solidifying agent: water = 100:5:10, and prepare fluid solidified soil according to the following steps;

[0043] S3. Mix quicklime and fly ash and grind them together. Control the fineness so that the residue on a 0.08mm square hole sieve is no higher than 8% (actual residue is 3.57%) to obtain an inorganic curing agent.

[0044] S4. After mixing zinc oxide and calcium sulfite, grind them to control the fineness so that the residue on a 0.02mm square hole sieve is no more than 1% (the actual residue is 0.24%), and obtain an inorganic additive.

[0045] S5. Mix water and complexing agent (EDTA) evenly and stir at a rate of 200 r / min for 5 min to obtain liquid additive;

[0046] S6. After mixing the engineering waste soil, inorganic curing agent, inorganic additives and polymer compound (propylene glycol monolaurate) in a mixer, add liquid additives and stir at a rate of 100 r / min for 30 min to obtain fluidized solidified soil.

[0047] Example 3: This example provides the preparation process of fluidized solidified soil.

[0048] The preparation process of the fluidized solidified soil provided in this embodiment is as follows:

[0049] S1. By mass ratio, take quicklime: fly ash: zinc oxide: calcium sulfite: polyacrylamide: EGTA = 12:15:8:10:30:3, and prepare a fluid curing agent according to the following steps;

[0050] S2. By mass ratio, take the engineering waste soil: fluid solidifying agent: water = 100:8:16, and prepare fluid solidified soil according to the following steps;

[0051] S3. Mix quicklime and fly ash and grind them together. Control the fineness so that the residue on a 0.08mm square hole sieve is no higher than 8% (actual residue is 3.29%) to obtain an inorganic curing agent.

[0052] S4. After mixing zinc oxide and calcium sulfite, grind them to control the fineness so that the residue on a 0.02mm square hole sieve is no more than 1% (the actual residue is 0.46%), and obtain an inorganic additive.

[0053] S5. Mix water and complexing agent (EGTA) evenly and stir at a rate of 200 r / min for 5 min to obtain liquid additive.

[0054] S6. After mixing the engineering waste soil, inorganic curing agent, inorganic additives and polymer compound (polyacrylamide) in a mixer, add liquid additives and stir at a rate of 100 r / min for 30 min to obtain fluidized solidified soil.

[0055] Example 4: This example provides the preparation process of fluidized solidified soil.

[0056] The preparation process of the fluidized solidified soil provided in this embodiment is as follows:

[0057] S1. By mass ratio, take quicklime: fly ash: zinc oxide: calcium sulfite: propylene glycol monolaurate: polyacrylamide: hydroxypropyl methylcellulose: EGTA = 15:15:8:8:10:10:10:3 and prepare a fluid curing agent according to the following steps.

[0058] S2. By mass ratio, take the engineering waste soil: fluid solidifying agent: water = 100:8:16, and prepare fluid solidified soil according to the following steps;

[0059] S3. Mix quicklime and fly ash and grind them together. Control the fineness so that the residue on a 0.08mm square hole sieve is no higher than 8% (actual residue is 2.32%) to obtain an inorganic curing agent.

[0060] S4. After mixing zinc oxide and calcium sulfite, grind them to control the fineness so that the residue on a 0.02mm square hole sieve is no more than 1% (the actual residue is 0.15%), and obtain an inorganic additive.

[0061] S5. Mix water and complexing agent (EGTA) evenly and stir at a rate of 200 r / min for 5 min to obtain liquid additive.

[0062] S6. After mixing the engineering waste soil, inorganic curing agent, inorganic additives and polymer compounds (propylene glycol monolaurate, polyacrylamide and hydroxypropyl methylcellulose) in a mixer, add liquid additives and stir at a rate of 100 r / min for 30 min to obtain fluidized solidified soil.

[0063] Example 5: The preparation process of the fluidized solidified soil provided in this example is as follows:

[0064] S1. By mass ratio, take quicklime: fly ash: zinc oxide: calcium sulfite: hydroxypropyl methylcellulose: EDTA: EGTA: DTPA = 20:10:5:10:40:1:1:1, and prepare a fluid curing agent according to the following steps;

[0065] S2. By mass ratio, take the engineering waste soil: fluid solidifying agent: water = 100:8:16, and prepare fluid solidified soil according to the following steps;

[0066] S3. Mix quicklime and fly ash and grind them together. Control the fineness so that the residue on a 0.08mm square hole sieve is no higher than 8% (actual residue is 2.18%) to obtain an inorganic curing agent.

[0067] S4. After mixing zinc oxide and calcium sulfite, grind them to control the fineness so that the residue on a 0.02mm square hole sieve is no more than 1% (the actual residue is 0.46%), and obtain an inorganic additive.

[0068] S5. Mix water and complexing agents (EDTA, EGTA and DTPA) evenly and stir at a rate of 200 r / min for 5 min to obtain liquid additive.

[0069] S6. After mixing the engineering waste soil, inorganic curing agent, inorganic additives and polymer compound (hydroxypropyl methylcellulose) in a mixer, add liquid additives and stir at a rate of 100 r / min for 30 min to obtain fluidized solidified soil.

[0070] Example 6: The preparation process of the fluidized solidified soil provided in this example is as follows:

[0071] S1. By mass ratio, take quicklime: fly ash: zinc oxide: calcium sulfite: hydroxypropyl methylcellulose: DTPA = 20: 20: 10: 10: 40: 5, and prepare a fluid curing agent according to the following steps;

[0072] S2. By mass ratio, take the engineering waste soil: fluid solidifying agent: water = 100:8:16, and prepare fluid solidified soil according to the following steps;

[0073] S3. Mix quicklime and fly ash and grind them together. Control the fineness so that the residue on a 0.08mm square hole sieve is no higher than 8% (actual residue is 2.92%) to obtain an inorganic curing agent.

[0074] S4. After mixing zinc oxide and calcium sulfite, grind them to control the fineness so that the residue on a 0.02mm square hole sieve is no more than 1% (the actual residue is 0.68%), and obtain an inorganic additive.

[0075] S5. Mix water and complexing agent (DTPA) evenly and stir at a rate of 200 r / min for 5 min to obtain liquid additive;

[0076] S6. After mixing the engineering waste soil, inorganic curing agent, inorganic additives and polymer compound (hydroxypropyl methylcellulose) in a mixer, add liquid additives and stir at a rate of 100 r / min for 30 min to obtain fluidized solidified soil.

[0077] Comparative Example 1: This comparative example is the same as Example 3, except that zinc oxide was not added.

[0078] Comparative Example 2: This comparative example is the same as Example 3, except that calcium sulfite was not added.

[0079] Comparative Example 3: This comparative example is the same as Example 3, except that no polymeric compound (propylene glycol monolaurate, polyacrylamide or hydroxypropyl methylcellulose) was added.

[0080] Comparative Example 4: This comparative example is the same as Example 3, except that no complexing agent (EGTA) was added.

[0081] Based on the fluidized solidified soils provided in Examples 1-6 and Comparative Examples 1-4, their 7-day unconfined compressive strength and water stability coefficient were tested in accordance with the "Technical Standard for Application of Soil Stabilizers" (CJJ / T 286-2018). The experimental results are shown in Table 3.

[0082] Table 3. Test results of compressive strength and water stability of fluidized solidified soil

[0083]

[0084] Table 3 shows that the 7-day unconfined compressive strength (1.8 MPa) and water stability coefficient (66%) of the conventional fluidized solidified soil (Example 1) were significantly lower than those of the improved fluidized solidified soil (Examples 2-6). Examples 2-6, by adding zinc oxide, calcium sulfite, polymeric compounds (such as propylene glycol monolaurate, polyacrylamide, and hydroxypropyl methylcellulose), and complexing agents (EDTA, EGTA, DTPA), increased the compressive strength to 3.6-4.4 MPa and the water stability coefficient to 92-97%. Among them, Example 3 (4.4 MPa, 97%) and Example 4 (4.3 MPa, 96%) showed the best performance. The deficiency tests of Comparative Examples 1–4 showed that the absence of zinc oxide (Comparative Example 1: 3.1 MPa, 82%) or calcium sulfite (Comparative Example 2: 3.0 MPa, 70%) both led to a decline in performance, especially the deficiency of calcium sulfite, which had a significant impact on water stability. The absence of polymeric compounds (Comparative Example 3: 2.9 MPa, 80%) or complexing agents (Comparative Example 4: 2.7 MPa, 64%) simultaneously reduced both strength and water stability, with the absence of complexing agents causing the greatest damage to the water stability coefficient (64%). In summary, the synergistic effect of zinc oxide, calcium sulfite, polymeric compounds, and complexing agents is key to improving the early strength and water stability of fluidized solidified soils.

[0085] Based on the fluidized solidified soils provided in Examples 1-6 and Comparative Examples 1-4, the samples were cast and molded at room temperature. After demolding for 72 hours, they were cured at room temperature for another 28 days, and their mechanical composition was measured. The sample from Example 3 after molding is shown in the figure. Figure 1 As shown.

[0086] Table 4 Mechanical composition of fluidized solidified soil

[0087]

[0088] As shown in Table 4, the improved fluidized solidified soil (Examples 2-6) significantly optimized the particle size distribution compared with the conventional fluidized solidified soil (Example 1). The proportion of clay particles (<0.002mm) increased from 9.46% to 11.13-11.99%, the proportion of silt particles (0.002-0.05mm) increased from 81.01% to 83.79-84.95%, and the proportion of sand particles (0.05-2mm) decreased from 9.53% to 3.06-5.08%. At the same time, the mean weight diameter (MWD) increased from 0.39mm to 0.73-0.80mm. Among them, Example 3 (MWD=0.80mm) and Example 4 (MWD=0.78mm) showed the best performance. The deficiency tests of Comparative Examples 1 to 4 showed that the absence of zinc oxide (Comparative Example 1, MWD=0.59 mm), calcium sulfite (Comparative Example 2, MWD=0.44 mm), polymeric compound (Comparative Example 3, MWD=0.43 mm), or complexing agent (Comparative Example 4, MWD=0.41 mm) all led to an increase in the proportion of sand particles (6.64~9.15%), a decrease in the proportion of clay / silt particles, and a significant decrease in MWD. Mean weight diameter (MWD) is positively correlated with soil avalanche resistance. The larger the MWD, the more stable the soil aggregate structure, the stronger the interparticle cohesion, and the better the avalanche resistance (such as resistance to water erosion and structural disintegration). The high MWD (0.73~0.80 mm) of Examples 2~6 corresponds to their excellent water stability (water stability coefficient 92~97% in Table 3), while the lower MWD (0.41~0.59 mm) of Comparative Examples 1~4 is consistent with the decrease in avalanche resistance. This indicates that the synergistic effect of zinc oxide, calcium sulfite, polymer compounds and complexing agents effectively enhances the microstructure stability and avalanche resistance of the soil.

[0089] As described above, the basic principles, main features, and advantages of the present invention have been well described. The above embodiments and specifications are merely descriptions of preferred embodiments of the present invention, and the present invention is not limited to the above embodiments. Various changes and improvements made to the technical solutions of the present invention by those skilled in the art without departing from the spirit and scope of the present invention should fall within the protection scope defined by the present invention.

Claims

1. A fluidified soil, characterized in that, The fluid-solidified soil is composed of soil, fluid-solidified agent and water in a mass ratio of 100:5-20:10-40; The fluid-solidified agent is composed of hydrated lime, fly ash, zinc oxide, calcium sulfite, high molecular compound and complexing agent in a mass ratio of 10-20:10-20:5-10:5-10:20-40:1-5; The high molecular compound is at least one selected from propylene glycol monolaurate, polyacrylamide and hydroxypropyl methyl cellulose; The complexing agent is at least one selected from EDTA, EGTA and DTPA; The soil has a powder particle composition ratio of 80-81%, and the fluid-solidified soil has a powder particle composition ratio of 83-85% at a curing period age of 28d; The fluid-solidified soil has a water stability coefficient of not less than 92%; The fluid-solidified soil has a 7d unconfined compressive strength of not less than 3.5MPa.

2. The fluidified solidified soil according to claim 1, characterized in that, The fluid-solidified soil is composed of soil, the fluid-solidified agent and water in a mass ratio of 100:8:

16.

3. The fluidified solidified soil according to claim 1, characterized in that, The fluid-solidified agent is composed of hydrated lime, fly ash, zinc oxide, calcium sulfite, the high molecular compound and the complexing agent in a mass ratio of 12:15:8:10:30:

3.

4. A method for producing a fluidified solidified soil, characterized by, The preparation method of the fluid-solidified soil according to any one of claims 1-3 comprises: The inorganic solidified agent is prepared by mixing and grinding the hydrated lime and the fly ash, and controlling the fineness to be not higher than 8% in a 0.08mm square hole sieve; The inorganic additive is prepared by mixing and grinding the zinc oxide and the calcium sulfite, and controlling the fineness to be not higher than 1% in a 0.02mm square hole sieve; The liquid additive is prepared by mixing the water and the complexing agent uniformly, and stirring at a speed of 100-200r / min for 5min; The soil, the inorganic solidified agent, the inorganic additive and the high molecular compound are mixed in a blender, and then the liquid additive is added, and stirred at a speed of 100-200r / min for 30min. 5.The application of the fluid-solidified soil according to any one of claims 1-3 in backfill engineering, pile foundation treatment or roadbed engineering.

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