Fly ash and construction waste synergistically prepared fluidized solidified soil and preparation method thereof

Abstract

The present application relates to solid waste utilization technical field, especially to a kind of fly ash and building debris collaborative preparation of fluidized solidified soil and preparation method thereof, including the following raw materials: building debris, refuse incineration fly ash, cement, tailings micro powder, fly ash and S95 mineral powder, the mass ratio of the refuse incineration fly ash and building debris is 30:70~60:40, the cement content is 8%~12% by total dry material mass, the tailings micro powder content is 0.5%~2%, the present application does not need to carry out water washing, pyrolysis or pre-grinding and other complex modification pretreatment to refuse incineration fly ash, can directly fly ash and building debris high-dose compatibility, utilize the multiple synergistic solidification effect of tailings micro powder, fly ash and mineral powder, form dense gel structure under the cooperation of cement, so that fluidized solidified soil has excellent flow performance, self-compacting performance, good compressive strength, tensile strength and moderate resilience modulus, with lower ecological risk, waste treatment, realize fly ash and building debris collaborative resource utilization.

Description

Technical Field

[0001] This invention relates to the field of solid waste utilization technology, and in particular to a fluidized solidified soil prepared by co-processing fly ash and construction waste, and its preparation method. Background Technology

[0002] Construction waste is a major solid waste generated during engineering construction. It is characterized by large output, wide distribution, and complex composition. Currently, it is mostly disposed of in open-air dumps and simple landfills, which not only occupies a large amount of land resources but also easily causes environmental problems such as dust and soil erosion. The resource utilization rate is low. Waste incineration fly ash is a fine powder collected after the incineration of municipal solid waste. It is classified as hazardous waste and is rich in heavy metals and soluble salts. If not disposed of properly, it will cause serious pollution to soil and water bodies. Traditional fly ash disposal mainly involves solidification landfill and separate stabilization treatment, which has problems such as high disposal costs, a single resource utilization path, and inability to be used in conjunction with other solid wastes.

[0003] Fluidized solidified soil, as a new type of green backfill material, has advantages such as self-leveling, self-compacting, convenient construction, and stable strength in the later stage. It is widely used in backfilling projects such as pipe trenches, fertilization trenches, and non-load-bearing roadbeds. Existing fluidized solidified soil mainly uses construction waste and natural soil as raw materials, and uses cement alone or adds solid waste as solidifying agent. The amount used is large and the cost is high. The fly ash after garbage incineration contains excessive heavy metals and is classified as hazardous waste. Even if it is used for fluidized solidified soil in the existing technology, it usually needs to undergo pretreatment such as water washing and pre-grinding. The process is complicated and costly, and the fly ash content is low, making it difficult to achieve large-scale disposal. Summary of the Invention

[0004] This invention provides a fluidized solidified soil prepared by co-processing fly ash and construction waste, and its preparation method, in order to solve the problems existing in the prior art.

[0005] The technical problem solved by this invention is achieved by the following technical solution: A fluidized solidified soil prepared by co-processing fly ash and construction waste includes the following raw materials: construction waste, waste incineration fly ash, cement, tailings powder, fly ash, and S95 mineral powder. The mass ratio of waste incineration fly ash to construction waste is 30:70~60:40. Based on the total dry mass, the cement content is 8%~12%, the tailings powder content is 0.5%~2%, the fly ash content is 0.5%~2%, and the S95 mineral powder content is 2%~5%. It also includes water, the amount of which is such that the water-to-solid ratio is 0.48 to 0.58, the water-to-solid ratio being the ratio of the mass of water to the total mass of construction waste, incineration fly ash, cement, tailings powder, fly ash and S95 mineral powder.

[0006] Preferably, the mass ratio of the waste incineration fly ash to the construction waste is 30:70 to 60:40.

[0007] Preferably, based on the total dry mass, the cement content is 10%, the tailings powder content is 1%, the fly ash content is 1%, and the S95 mineral powder content is 3%.

[0008] Preferably, the waste incineration fly ash is waste incineration fly ash that has only undergone screening and has not been subjected to water washing, pyrolysis, or pre-grinding modification pretreatment.

[0009] Preferably, the construction waste is crushed, impurities are removed, and the waste is sieved through a 4.75 mm sieve, and the waste incineration fly ash is sieved through a 4.75 mm sieve.

[0010] A method for preparing fluidized solidified soil by co-preparing fly ash and construction waste includes the following steps: S1: Crush construction waste, remove impurities, and sieve it; S2: After weighing the construction waste soil treated by S1 with waste incineration fly ash, cement, tailings powder, fly ash and S95 mineral powder according to the proportion, dry mix them evenly to obtain a dry mixture. S3: Add water to the dry mixture and mix thoroughly to obtain a fluidized solidified soil mixture.

[0011] Preferably, the construction waste in S1 is dried before being screened, and the fly ash from the waste incineration is screened through a 4.75mm sieve before use.

[0012] The beneficial effects of this invention are: it eliminates the need for complex modification and pretreatment of waste incineration fly ash, such as washing, pyrolysis, or pre-grinding; it allows for direct mixing of fly ash with high-volume construction waste, utilizing the synergistic solidification effect of tailings powder, fly ash, and mineral powder to form a dense cementitious structure with the aid of cement. This results in fluidized solidified soil with excellent flow properties, self-compacting properties, good compressive strength, tensile strength, and moderate resilience modulus, exhibiting low ecological risk. It treats waste with waste, achieving the synergistic resource utilization of fly ash and construction waste, meeting the requirements of projects such as trench backfilling, fertilizer trench backfilling, and non-load-bearing roadbeds. Furthermore, it can stabilize heavy metals in fly ash within the solidified soil, reducing the leaching concentration of heavy metals and ensuring the product meets environmental standards. Attached Figure Description

[0013] 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 from these drawings without creative effort.

[0014] Figure 1 This is the XRD analysis diagram of fly ash in this invention; Figure 2 This is a schematic diagram of the preparation process provided by the present invention. Detailed Implementation

[0015] To make the technical means, creative features, objectives and effects of this invention easier to understand, the invention will be further described below with reference to specific illustrations.

[0016] Reference Figures 1-2 As shown, a fluidized solidified soil prepared by co-processing fly ash and construction waste includes the following raw materials: construction waste, waste incineration fly ash, cement, tailings powder, fly ash, and S95 mineral powder. Before use, the construction waste is dried, impurities such as stones and tree roots are removed, and it is sieved through a 4.75 mm sieve. The sieved material is then used. The waste incineration fly ash is collected by a bag filter in a waste-to-energy plant and is only sieved through a 4.75 mm sieve before use, without any pre-treatment such as washing, pyrolysis, or pre-grinding. The main chemical components of the fly ash are shown in Table 1-1, and the XRD analysis diagram is shown in [Table 1-1]. Figure 1 ; Table 1-1 Main chemical components of fly ash (%)

[0017] Ordinary Portland cement is used, and its main chemical composition is shown in Table 1-2: Table 1-2 Main chemical components of cement (%)

[0018] Industrial solid waste uses tailings powder, fly ash, and S95 mineral powder as cementing materials. Their chemical composition is shown in Table 1-3. Table 1-3 Main Chemical Components of Industrial Solid Waste (%)

[0019] A method for preparing fluidized solidified soil by co-preparing fly ash and construction waste includes the following steps: S1: Crush construction waste, remove impurities, and sieve it; S2: After weighing the construction waste soil treated by S1 with waste incineration fly ash, cement, tailings powder, fly ash and S95 mineral powder according to the proportion, dry mix them evenly to obtain a dry mixture. S3: Add water to the dry mixture and mix thoroughly to obtain a fluidized solidified soil mixture.

[0020] In S1, the construction waste is dried before sieving to reduce its moisture content to a range suitable for sieving and proportioning control, and the waste incineration fly ash is sieved through a 4.75 mm sieve before use.

[0021] Performance testing methods 1. Specimen preparation and curing: The mixture is poured into the mold in layers: for unconfined compressive strength specimens, a 70.7 mm × 70.7 mm × 70.7 mm cube mold is used; for indirect tensile strength specimens, a Φ50 mm × 50 mm cylindrical mold is used; for compressive resilient modulus specimens, a Φ100 mm × 100 mm cylindrical mold is used. Each layer should be poured to the same height, and each layer should be tamped 15 times evenly from the edge to the center in a spiral direction. When tamping the bottom layer, the tamping rod should reach the bottom of the mold; when tamping the upper layer, it should penetrate the layer before inserting it 5–15 mm into the next layer, keeping the tamping rod vertical. The mold is then vibrated on a vibrating table for at least 2 minutes. After vibration, excess mixture is scraped off and smoothed, covered with plastic film, and allowed to stand at room temperature for 48 hours before demolding. Curing conditions: Unconfined compressive strength specimens are placed in water at (20±1)℃ after demolding, with a spacing of not less than 10 mm between specimens and the water level not less than 20 mm above the specimen surface. Indirect tensile strength and compressive modulus of elasticity specimens are placed in plastic bags after demolding to remove air, the bags are sealed tightly, and then placed in a standard curing chamber at (20±2)℃ and relative humidity not less than 95% for curing. A layer of water film is maintained on the surface of the specimens. Curing is carried out until the specified age (7 days or 28 days). For indirect tensile strength and compressive modulus of elasticity specimens, they are taken out on the last day of the curing period and soaked in water at 20℃±2℃ for 24 hours (the water level is about 2.5 cm above the specimen).

[0022] 2. Flowability test The experiment was conducted in accordance with the "Technical Standard for Backfill Engineering of Fluidized Fill Material (T / CMEA 32-2023)" issued by the China Municipal Engineering Association. The instruments used included a planetary mixer, acrylic bucket, glass plate, tamping rod, and steel ruler. The specific steps are as follows: (1) Add the sand washing mud, fly ash and curing agent to the mixer according to the mixing ratio and mix evenly. Then add 3 / 4 of the mixing water and mix for 1 min. Finally add the remaining 1 / 4 of the mixing water and continue mixing for 90 s before discharging. (2) Place the 75 mm*150 mm hollow acrylic bucket on a glass plate; (3) Wipe the glass plate with a damp towel to keep it moist; (4) Place the acrylic cylinder at the center of the glass plate, so that one end face of the cylinder is in close contact with the glass plate; (5) Pour the well-mixed fluidized solidified soil into the acrylic bucket in two batches. Each time it is poured, insert the tamping rod evenly 5 times. (6) Use a spatula to smooth the mixture along the upper end of the acrylic cylinder and wipe away any residue on the outer wall of the cylinder and the flat glass. (7) Lift the hollow cylinder vertically upwards in one go, and allow the sample to collapse naturally; (8) After standing for 1 minute, use a steel ruler to measure the diameter of the disc in the direction of maximum diameter and in the direction perpendicular to it. The average value of the two diameters is the flow spread of the sample.

[0023] 3. Unconfined compressive strength test The test was conducted in accordance with the "Specification for Cement-Soil Mix Design" (JGJ / T 233-2011). The instruments used included a pavement strength tester, a vibration table, a cubic mold, and a trowel. The specific steps are as follows: (1) The mixed fluidized solidified soil is placed into a 70.7 mm*70.7 mm*70.7 mm cubic mold in two layers and vibrated to form the shape. The filling height of each layer should be equal. (2) Insert the tamping rod evenly from the edge to the center in a spiral direction for each layer 15 times. When tamping the bottom layer of the mixture, the tamping rod should reach the bottom of the mold. When tamping the upper layer, the tamping rod should penetrate the layer and then insert into the next layer 5-15 mm. The tamping rod should be kept vertical when tamping. (3) The test mold should be attached or fixed on the vibrating table and vibrated for at least 2 minutes. After vibration, the mixture should be higher than the top edge of the test mold. (4) Excess cement soil on the top of the test mold should be scraped off, smoothed, and covered with plastic film; (5) After demolding, the specimens should be cured in water at (20±1)℃ with a spacing of not less than 10mm between specimens and a water level not less than 20mm above the surface of the specimens. Tests should be conducted after curing for 7 days and 28 days. (6) Remove the specimens from the water after 7 days and 28 days, and wipe the surface of the specimens dry with a wrung-out damp towel; (7) Place the specimen in the center of the lower pad of the testing machine, with the bearing surface of the specimen perpendicular to the forming surface. After starting the testing machine, when the upper pressure plate approaches the specimen, adjust the ball seat to ensure that the contact surface is evenly compressed; (8) Load the specimen continuously and uniformly at a rate of 1 mm / min until time failure, and record the failure load to an accuracy of 0.01 kN. The unconfined compressive strength of the specimen is calculated using the following formula:

[0024] In the formula: Unconfined compressive strength of the specimen (MPa), accurate to 0.01 MPa; P: Destructive load (N); A: Cross-sectional area of ​​the specimen (mm2).

[0025] 4. Indirect tensile test The test was conducted in accordance with the "Test Procedure for Inorganic Binder Stabilized Materials in Highway Engineering" (JTG E51-2009). The instruments used included a pavement strength tester, a vibration table, a cylindrical mold, and a scraper. The specific steps are as follows: (1) The mixed fluidized solidified soil is placed into a cylindrical test mold with a diameter of 50 mm and a height of 50 mm in two layers and vibrated to form the mold. The height of each layer should be equal. (2) Insert the tamping rod evenly from the edge to the center in a spiral direction for each layer 15 times. When tamping the bottom layer of the mixture, the tamping rod should reach the bottom of the mold. When tamping the upper layer, the tamping rod should penetrate the layer and then insert into the next layer 5-15 mm. The tamping rod should be kept vertical when tamping. (3) The test mold should be attached or fixed on the vibrating table and vibrated for at least 2 minutes. After vibration, the mixture should be higher than the top edge of the test mold. (4) Excess cement soil on the top of the test mold should be scraped off, smoothed, and covered with plastic film; (5) After demolding, the specimens should be placed in plastic bags, the air inside the bags should be completely removed, the bag opening should be tied tightly, and the specimens should be cured in a standard curing chamber at (20±2)℃ and relative humidity above 95%. The spacing between specimens should not be less than 10~20 mm. A layer of water film should be maintained on the surface of the specimens, and direct water rinsing should be avoided. Tests should be conducted after curing for 7 days and 28 days. (6) On the last day of the curing period, take out the specimen, observe whether there is wear and missing pieces on the edges and corners of the specimen, and weigh it. Then immerse the specimen in water at 20℃±2℃, and the water level should be about 2.5 cm above the top of the specimen.

[0026] (7) After curing, remove the specimen from the water and wipe the surface of the specimen dry with a wrung-out damp towel; (8) Based on the type of test material and general engineering experience, select a force gauge and testing machine with appropriate range. The failure load of the specimen should be greater than 20% and less than 80% of the force range. Apply machine oil to the spherical support and the upper and lower pressure strips so that the spherical support can rotate flexibly.

[0027] (9) Place a pressure bar on the lifting platform of the press, place the specimen horizontally on the pressure bar, and place another pressure bar on the top surface of the specimen (the contact lines between the upper and lower pressure bars and the specimen must be located at both ends of the specimen diameter and perpendicular to the lifting platform).

[0028] (10) The specimen is continuously and uniformly loaded at a rate of 1 mm / min until time failure. The failure load is recorded and accurate to 0.01 kN. The indirect tensile strength of the specimen is calculated using the following formula:

[0029] In the formula: Indirect tensile strength of the specimen (MPa), accurate to 0.01 MPa; P : Destructive load (N); h Height of the specimen after immersion in water (mm).

[0030] 5. Compressive Resilient Modulus Test The test was conducted in accordance with the "Test Procedure for Inorganic Binder Stabilized Materials in Highway Engineering" (JTG E51-2009). The instruments used included a pavement strength tester, a vibration table, a cylindrical mold, and a scraper. The specific steps are as follows: (1) The mixed fluidized solidified soil is placed into a cylindrical test mold with a diameter of 100 mm and a height of 100 mm in two layers and vibrated to form the mold. The height of each layer should be equal. (2) Insert the tamping rod evenly from the edge to the center in a spiral direction for each layer 15 times. When tamping the bottom layer of the mixture, the tamping rod should reach the bottom of the mold. When tamping the upper layer, the tamping rod should penetrate the layer and then insert into the next layer 5-15 mm. The tamping rod should be kept vertical when tamping. (3) The test mold should be attached or fixed on the vibrating table and vibrated for at least 2 minutes. After vibration, the mixture should be higher than the top edge of the test mold. (4) Excess cement soil on the top of the test mold should be scraped off, smoothed, and covered with plastic film; (5) After demolding, the specimens should be placed in plastic bags, the air inside the bags should be removed, the bag opening should be tied tightly, and the specimens should be cured in a standard curing chamber at (20±2)℃ and relative humidity above 95%. The spacing between specimens should not be less than 10~20 mm. A layer of water film should be maintained on the surface of the specimens, and direct water rinsing should be avoided. Tests should be conducted after curing for 7 days and 28 days. (6) On the last day of the curing period, take out the specimen, observe whether there is wear and missing pieces on the edges and corners of the specimen, and weigh it. Then immerse the specimen in water at 20℃±2℃, and the water level should be about 2.5 cm above the top of the specimen. (7) After curing, remove the specimen from the water and wipe the surface of the specimen dry with a wrung-out damp towel; (8) Set up the dial indicator so that the feet of the dial indicator are on both sides of the diameter line of the loading plate and the distance from the center of the specimen is approximately equal; (9) Place the deformation measuring device with the specimen on the lifting platform of the road material strength tester (or place the deformation measuring device on the lifting platform first and then place the specimen and dial gauge), adjust the height of the lifting platform so that the center of the pressure head at the lower end of the force measuring ring contacts the center of the loading plate. (10) Preloading: First, perform two loading and unloading preloading tests with half of the maximum load to be applied, so that the loading top plate is in close contact with the surface of the specimen. After each unloading, wait for 1 minute, then adjust the short pointer of the dial indicator to the middle position and the long pointer to 0, and record the original reading of the dial indicator; (11) Rebound deformation measurement: Divide the predetermined unit pressure into 5-6 equal parts as the pressure value applied each time. The actual applied load should be one level higher than the predetermined level. Apply the first level load (e.g., 1 / 5 of the predetermined maximum load). After the load has been applied for 1 minute, record the dial gauge reading. At the same time, unload the load and allow the elastic deformation of the specimen to recover. Record the dial gauge reading after 0.5 minutes. Apply the second level load (2 / 5 of the predetermined maximum load). Repeat the same process. After the load has been applied for 1 minute, record the dial gauge reading and unload the load. After unloading, record the dial gauge reading again after 0.5 minutes and apply the third level load. Continue this process step by step until the rebound deformation under the last level load is recorded.

[0031] (12) Calculate the spring modulus 5.3 using the calculated unit pressure p on the loading plate and the corresponding spring deformation l.

[0032]

[0033] In the formula: E c : Compressive resilience modulus (MPa); P Unit pressure (N); h Height of the specimen after immersion in water (mm); l : Specimen springback deformation (mm).

[0034] 6. Heavy metal leaching toxicity test The TCLP method recommended by the U.S. Environmental Protection Agency (USEPA) was used. Fly ash raw materials and solidified soil specimens cured for 28 days were taken, crushed and extracted according to standard methods. The concentrations of Cr, Mn, Ni, Cu, Zn, As, Cd and Pb in the leachate were determined by inductively coupled plasma mass spectrometry (ICP-MS). Example

[0035] According to the test scheme in Table 1-4, a total of 9 examples (FH1 to FH9) were designed. The raw material composition of each example is shown in Table 1-4. The dosage of cement, tailings powder, fly ash and S95 mineral powder is fixed at 10%, 1%, 1% and 3% respectively based on the total dry mass. The variable parameters are the mass ratio of fly ash to construction waste and the water-solid ratio.

[0036] Table 1-4 Test Protocol

[0037] In each embodiment, the mixture was prepared according to the above-described method for preparing fluidized solidified soil, and the specimens were prepared, cured, and tested according to the performance testing methods. The results are shown in Tables 1-5 to 1-10: Table 1-5 Test Results

[0038] Note: "Unable to demold" indicates that the specimen strength is too low and it will break during demolding, making it impossible to conduct a rebound modulus test; "No strength" indicates that the 7-day-old specimen has no load-bearing capacity; "Not tested" indicates that subsequent tests were not conducted due to the failure of the initial strength.

[0039] Table 1-6 Results of FH5 Resilient Modulus Test

[0040] Table 1-7 Results of FH6 Resilient Modulus Test

[0041] Table 1-8 Results of FH8 Resilient Modulus Test

[0042] Table 1-9 Results of FH9 Resilient Modulus Test

[0043] The fly ash raw materials and the 28-day solidified soil specimens from Example FH1 were subjected to heavy metal leaching toxicity tests according to the TCLP method. The results are shown in Table 1-10: Table 1-10 Heavy Metal Leaching Concentration

[0044] As shown in Table 1-10, according to USEPA standards, Zn in fly ash raw materials exceeds the threshold range, which may cause environmental harm. After replacing 10% of washed sand and mud with fly ash to prepare fluidized solidified soil, the concentrations of all heavy metals in the FH test group were within the threshold range. Compared with fly ash raw materials, the concentrations of heavy metals except Cd were significantly reduced. This indicates that fly ash can be used to prepare fluidized solidified soil, and the environmental impact of fly ash is reduced after solidification.

[0045] The test results show that: Flowability: The flow spread is 164.5–286.5 mm, all greater than 100 mm, meeting the requirements of T / BGEA001-2019, indicating that the fluidized solidified soil of the present invention has good self-leveling and self-compacting properties; Mechanical properties: The 28-day unconfined compressive strength of Examples FH5, FH6, FH8, and FH9 is 1.052–1.466 MPa, which meets the requirements of DB11 / T2205-2023 that the 28-day compressive strength is greater than 0.4 MPa and less than 2 MPa. They are suitable for backfilling projects such as roads and trenches that require secondary excavation. The indirect tensile strength at 28 days is 0.181–0.299 MPa, demonstrating a certain degree of crack resistance and toughness. The compressive resilient modulus is 82–240 MPa, which meets the deformation control requirements for non-load-bearing roadbeds and trench backfilling; Relationship between strength and proportion: When the ratio of fly ash to slag is the same (e.g., 30:70), the lower the water-to-solid ratio (0.48), the higher the strength (1.466 MPa). When the water-to-solid ratio is the same (e.g., 0.48), the strength of fly ash to slag ratio of 30:70 (1.466 MPa) is higher than that of 40:60 (1.441 MPa). Too high a fly ash ratio (e.g., 50:50 or 60:40) or too high a water-to-solid ratio (e.g., 0.58) will result in insufficient strength or failure to form. Environmental safety: The heavy metal leaching concentration of the solidified fluidized soil is lower than the USEPA standard limit, realizing the safe resource utilization of waste incineration fly ash; In summary, the fluidized solidified soil in this solution uses construction waste and incineration fly ash as the main raw materials. The raw materials are inexpensive, the preparation process is simple, no complex pretreatment equipment is required, and it is easy to industrialize and apply in engineering sites. The product performance meets relevant engineering standards, and the environmental protection indicators meet international requirements. It can be widely used in projects such as trench backfilling, fertilization trench backfilling, and non-load-bearing roadbed filling, and has good environmental and economic benefits.

[0046] The foregoing has shown and described the basic principles, main features, and advantages of the present invention. Those skilled in the art should understand that the present invention is not limited to the above embodiments. The embodiments and descriptions in the specification are merely illustrative of the principles of the invention. Various changes and modifications can be made to the invention without departing from its spirit and scope, and all such changes and modifications fall within the scope of the present invention as claimed. The scope of protection of this invention is defined by the appended claims and their equivalents.

Claims

1. A fluidized solidified soil prepared by co-processing fly ash and construction waste, characterized in that, The raw materials include: construction waste, waste incineration fly ash, cement, tailings powder, fly ash, and S95 mineral powder. The mass ratio of waste incineration fly ash to construction waste is 30:70~60:

40. Based on the total dry mass, the cement content is 8%~12%, the tailings powder content is 0.5%~2%, the fly ash content is 0.5%~2%, and the S95 mineral powder content is 2%~5%. It also includes water, the amount of which is such that the water-to-solid ratio is 0.48 to 0.58, the water-to-solid ratio being the ratio of the mass of water to the total mass of construction waste, incineration fly ash, cement, tailings powder, fly ash and S95 mineral powder.

2. The fluidized solidified soil prepared by co-processing fly ash and construction waste according to claim 1, characterized in that, The mass ratio of the waste incineration fly ash to the construction waste is 30:70 to 60:

40.

3. The fluidized solidified soil prepared by co-processing fly ash and construction waste according to claim 1, characterized in that, Based on the total dry mass, the cement content is 10%, the tailings powder content is 1%, the fly ash content is 1%, and the S95 mineral powder content is 3%.

4. The fluidized solidified soil prepared by co-processing fly ash and construction waste according to claim 1, characterized in that, The waste incineration fly ash mentioned is waste incineration fly ash that has only undergone screening and has not been subjected to water washing, pyrolysis, or pre-grinding modification pretreatment.

5. The fluidized solidified soil prepared by co-processing fly ash and construction waste according to claim 1, characterized in that, The construction waste is crushed, impurities are removed, and it is sieved through a 4.75 mm sieve. The fly ash from the waste incineration is also sieved through a 4.75 mm sieve.

6. A method for preparing fluidized solidified soil by co-preparation of fly ash and construction waste according to any one of claims 1-5, characterized in that, Includes the following steps: S1: Crush construction waste, remove impurities, and sieve it; S2: After weighing the construction waste soil treated by S1 with waste incineration fly ash, cement, tailings powder, fly ash and S95 mineral powder according to the proportion, dry mix them evenly to obtain a dry mixture. S3: Add water to the dry mixture and mix thoroughly to obtain a fluidized solidified soil mixture.

7. The method for preparing fluidized solidified soil by co-preparation of fly ash and construction waste according to claim 6, characterized in that, The construction waste in S1 is dried before being screened, and the fly ash from the waste incineration is screened through a 4.75 mm sieve before use.

Images