A method for testing strength characteristics of cement solidified soil based on random distribution of soft clay aggregates
By adding foamed, weak particles to cement-stabilized soil to simulate the distribution of clay aggregates, unconfined compressive strength and dynamic modulus tests were conducted. This solved the quantitative testing problem of the influence of random distribution of clay aggregates on the mechanical properties of stabilized soil, and established a quantitative mathematical model to guide the selection of construction parameters for cement-soil mixing piles and full-section stabilized soil.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- CHINA POWER CONSTR ENG CONSULTING CORP
- Filing Date
- 2026-03-05
- Publication Date
- 2026-06-30
Smart Images
Figure CN122306549A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the technical field of testing methods for cement-stabilized soil materials, and more particularly to a method for testing the strength characteristics of cement-stabilized soil with randomly distributed weak clay aggregates. Background Technology
[0002] Cement-soil is a civil engineering material with a specific functional structural layer, formed by thoroughly mixing cement-stabilized slurry with undisturbed soil at a certain water-cement ratio. It is divided into two categories: in-situ mixed non-fluid cement-soil and ex-situ mixed and filled fluid cement-soil. Examples of the former include cement-soil mixing piles and cement-mixed seepage-proof curtain walls. Examples of the latter include backfilling narrow spaces such as foundation pits and pipe galleries. As a treated soil, cement-soil exhibits various defects of different shapes in its internal microstructure. These defects are mainly composed of many clay aggregates of different shapes and sizes. These clay aggregates lack the solid hydrated calcium silicate crystal framework formed by cement hydration, and their strength is negligible. Therefore, the clay aggregates in the solidified soil specimens become structural defects in the cement-stabilized soil structure. These defects are randomly distributed throughout the solidified soil, affecting its physical and mechanical properties. Quantitatively testing the influence of the random distribution of clay aggregates on the macroscopic mechanical properties of solidified soil specimens is a challenging aspect of cement-stabilized soil research. Patents 202210478956.7 and 202310086612.6 provide methods for preparing fluidized solidified soil based on cohesive soil. These methods can produce self-compacting cohesive fluidized solidified soil with uniform internal structure and physical and mechanical properties. Based on the methods provided by these patents, cohesive fluidized solidified soil with good fluidity and high-age strength can be obtained. The fluidized solidified soil preparation method is a prerequisite for the strength characteristic testing method of cement-stabilized soil with randomly distributed weak clay aggregates involved in this invention. Summary of the Invention
[0003] Based on the existing technologies for indoor testing methods to address the impact of random distribution of clay aggregates on the macroscopic mechanical properties of cement-stabilized soil, this invention provides a method for preparing solidified soil specimens with random distribution of clay aggregates. By conducting unconfined compressive strength tests at different ages on specimens with random distribution of clay aggregates of different sizes and shapes, the influence of the randomness parameters of the clay aggregate distribution on the macroscopic mechanical parameters of the solidified soil specimens is obtained.
[0004] To solve the above-mentioned technical problems, the present invention provides a method for testing the strength characteristics of cement-stabilized soil based on the random distribution of weak clay aggregates, including: material preparation and selection, adjusting the material ratio, pre-experimental verification of material availability, preparation and preservation of sample mixture, preparation and storage of specimen blocks containing weak particles, unconfined compressive strength test of specimen blocks, and dynamic elastic modulus test of specimen blocks. The preparation and selection of the materials consist of undisturbed soil, a high-efficiency dispersant, a binder, and water. The proportions of the adjusting materials are the ratio of water to adhesive and the ratio of the overall soil. The preliminary experimental verification of the material's usability was conducted through a flowability test. The sample mixture is prepared and stored as a test block with required flowability and cured for a specified number of days; The preparation and storage of the soft particle test block involves adding foam particle balls to the usable test material and then curing it for a specified number of days. The unconfined compressive strength test of the test block is a destructive test of the strength of the test block; The dynamic modulus test of the test block is a non-destructive test of the test block's uniformity, the presence of voids, and dynamic performance characteristics.
[0005] Specifically, it includes the following steps: 1) Based on the configuration scheme of the weak particles, set up the test block experimental group and make the corresponding weak particle group; 2) Obtain undisturbed soil on site and weigh out the undisturbed soil as needed for later use; 3) Determine the type of solidification material, the ash mixing ratio, and the water-cement ratio based on the cement-soil mixing pile design scheme; 4) Prepare the curing slurry according to the water-cement ratio; 5) Based on the amount of solidified soil solidifying material added, mix the solidifying material slurry with the original soil and perform preliminary mixing; 6) Add a high-efficiency dispersant to the initially mixed and solidified soil until the fluidity of the solidified material reaches more than 160 mm to obtain fluidized solidified soil; 7) Add soft particles to the fluidized solidified soil and continue stirring for 3-5 minutes; 8) Pour the fluidized solidified soil with added soft particles into the cement-solidified soil test block mold to form the test block mold. Demold after 72 hours and cure. 9) Conduct macroscopic physical and mechanical tests on test blocks at different curing ages and process the data.
[0006] As a preferred embodiment of the above technical solution, the method for testing the strength characteristics of cement-stabilized soil based on the random distribution of weak clay aggregates provided by the present invention further includes some or all of the following technical features: As an improvement to the above technical solution, in step 1), the weak particles are selected from foam particles of various shapes or sizes (the unconfined compressive strength of the foam particles is 0.001MPa-0.005MPa), or other granular materials with an unconfined compressive strength of 0.001MPa-0.005MPa. These granular materials can be used to ignore the compressive strength of the material itself.
[0007] As an improvement to the above technical solution, the undisturbed soil selected in step 2 can be sand, fine sand, silt, silt, clay, or a mixture of treated saturated commercial clay, with no requirement on the proportion; when using clay, after obtaining the undisturbed soil, it is saturated according to the moisture content of the undisturbed soil.
[0008] Preliminary experiments verified the usability of the material, using a flowability of 160 mm as the standard. Tests were conducted by varying the water-cement ratio, and the flowability test was performed using a cylindrical glass tube (10 cm in diameter and 15 cm in height).
[0009] As an improvement to the above technical solution, the curing material in step 3 is selected from Polish cement curing material, or a composite curing material such as Polish cement and S95 granulated blast furnace slag.
[0010] As an improvement to the above technical solution, for cohesive solidified soil, in step 6, the high-efficiency dispersant is selected from high-efficiency organic polymeric dispersants, or composite dispersants that combine high-efficiency organic polymeric dispersants and inorganic dispersants in a certain proportion; the dosage of high-efficiency organic polymeric dispersant is controlled at 0.5-2% of the solidified soil mass, and the dosage of composite dispersant is determined by test. The basic standard for the dispersant dosage is to enable the solidified soil to achieve a flowability of 160mm.
[0011] As an improvement to the above technical solution, the high-efficiency organic polymeric dispersant is one or a mixture of ceramic dispersant and lignocal flavonoids. Preferably, the mass ratio of the two is 1:1, with the optimal flow performance as the basic dosage basis.
[0012] As an improvement to the above technical solution, in step 6), a high-efficiency dispersant is added to the preliminarily mixed and solidified soil. For non-cohesive soils such as fine sand, silt, and silt, which naturally form fluidized solidified soil, the dispersant does not need to be added.
[0013] As an improvement to the above technical solution, step 4) determines the water-cement ratio of the solidifying slurry based on the moisture content of the cohesive undisturbed soil, and the water-cement ratio of the solidifying material is selected as 0.4-0.65; step 5) the dosage of the solidifying material is selected according to the design requirements of ordinary cement-soil mixing piles, and the dosage of the solidifying material is 14%-20%; step 8) the curing conditions are selected as needed, such as room temperature water curing, salt curing, and room temperature standard curing, and curing is carried out in a curing box with constant temperature and humidity for a specified number of curing days.
[0014] In the preparation and storage of the soft particle test block, the soft particles are foam balls with a diameter of 1.5 cm, and the filling material is soil material that meets the flowability test.
[0015] As an improvement to the above technical solution, step 9) involves conducting macroscopic physical and mechanical tests on specimens at different curing ages. The physical and mechanical properties tests of the specimens at different curing ages can be performed using unconfined compressive strength tests or confined compressive strength tests.
[0016] The unconfined compression test of the specimen was carried out by a computer-controlled unconfined compressor, and sandpaper was used to flatten the upper and lower surfaces of the specimen to make the surface uniform.
[0017] As an improvement to the above technical solution, a method for testing the strength characteristics of cement-stabilized soil based on the random distribution of weak clay aggregates is characterized by: using Abaqus finite element software to numerically simulate the actual indoor unconfined compressive strength test, and using a random particle sphere model plugin to create a numerical specimen with weak particles. An unconfined compressive strength test simulation is performed on this numerical specimen. Based on the indoor experimental data, the specimen parameters are calibrated. After the macroscopic mechanical parameters of the specimen are calibrated, the volume, particle size, and other parameters of the weak particles are varied, and multiple calculations are performed. Based on the calculation results, regression analysis is conducted using Matlab analysis software to obtain the complex mathematical relationship between the unconfined compressive strength of the stabilized soil and the volume, particle size, and other parameters of the weak particles.
[0018] Compared with the prior art, the technical solution of the present invention has the following beneficial effects: Traditional cement-soil mixing piles or in-situ full-section soft soil solidification can lead to the formation of clay aggregates within the solidified soil due to uneven mixing. These aggregates constitute weak zones in the solidified soil, and their random distribution significantly affects its age-appropriate strength. Therefore, studying the impact of randomly distributed clay aggregates on solidified soil is of significant theoretical and engineering importance for in-situ solidified soil engineering applications. Currently, quantitative experimental methods for studying the influence of randomly distributed clay aggregates on the macroscopic mechanical properties of solidified soil are lacking. This patent, based on methods for preparing viscous and non-viscous fluidized solidified soil, proposes adding foamed weak particles of varying shapes and sizes to the solidified soil. These foamed particles replace the clay aggregates in the solidified soil, resulting in test blocks with randomly distributed clay aggregates. Indoor physical and mechanical tests are then conducted on these test blocks to obtain relevant test data. After analyzing and statistically processing a large number of samples, a quantitative mathematical model can be derived to determine the influence of the random distribution of clay aggregates on the physical and mechanical properties of the solidified soil test blocks. This research method is of great significance for analyzing the influence of clay aggregate defects on pile strength and the underlying mechanical mechanism in cement-soil mixing piles and full-section soft soil solidification.
[0019] The above description is merely an overview of the technical solution of the present invention. In order to better understand the technical means of the present invention and to implement it in accordance with the contents of the specification, and to make the above and other objects, features and advantages of the present invention more apparent and understandable, the following detailed description is provided in conjunction with preferred embodiments. Attached Figure Description
[0020] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings of the embodiments will be briefly described below.
[0021] Figure 1 Abqus numerical model random spherical weak particle generator plugin operation interface; Figure 2 (a) Numerical model of random distribution of weak particles with a particle size of 2 mm; Figure 2 (b) Numerical model of random distribution of weak particles with a diameter of 4 mm; Figure 3 Parameter calibration curve; Figure 4(a) shows the relationship between the unconfined compressive strength and the diameter of the weak particles in Example 1 of the present invention (cohesive soil, weak particle diameter 2mm). Figure 4(b) shows the relationship between the unconfined compressive strength and the diameter of the weak particles in Example 1 of the present invention (cohesive soil, weak particle diameter 4 mm). Figure 4(c) shows the functional relationship between the unconfined compressive strength and the diameter of the weak particles in Example 1 of the present invention (cohesive soil, weak particle diameter 6mm). Figure 5(a) shows the functional relationship between the unconfined compressive strength of the solidified soil in Example 2 of the present invention and the mass of 6mm weak particles (sandy soil). Figure 5(b) shows the functional relationship between the unconfined compressive strength of the solidified soil in Example 2 of the present invention and the mass of 8mm weak particles (sandy soil). Figure 6 This is a functional relationship between age-related strength and the diameter and mass of weak particles obtained from the mathematical statistics of data in Examples 1 and 2 of this invention; Figure 7 This is a diagram showing the main steps of the testing method of the present invention. Detailed Implementation
[0022] The following detailed description of specific embodiments of the present invention is part of this specification. The principles of the present invention are illustrated through examples, and other aspects, features and advantages of the present invention will become apparent from this detailed description.
[0023] Take undisturbed cohesive soil and, based on its moisture content, perform saturation treatment. Use ordinary Portland cement as the hardener, with a hardener dosage of 16-20% and a water-cement ratio of 0.6. The steps are as follows: 1) Saturation treatment of undisturbed soil: Calculate the amount of water required to saturate the soil based on the moisture content of the clay, and add the calculated water to a specific mass of undisturbed soil. 2) Prepare the curing slurry by mixing cement and water at a certain water-cement ratio to form a cement slurry.
[0024] 3) Mix the cement slurry with the saturated clay and perform preliminary mixing. Gradually add organic polymer ceramic dispersant. When the fluidity reaches 160 mm, the fluidity requirement is met, and stop adding the dispersant.
[0025] 4) Continue stirring for 5 minutes to further improve the fluidity of the solidified soil.
[0026] 5) Add a predetermined number of foam particles to the fluidized solidified slurry and continue stirring for 3 minutes. The foam particles will be randomly and evenly distributed in the fluidized solidified soil.
[0027] 6) Pour the fluidized solidified soil into a 70.5mm*70.5mm*70.5mm square mold to form fluidized solidified soil test blocks. Nine test blocks are made per group. After 72 hours, the blocks are demolded and placed in a standard curing room for curing.
[0028] 7) Upon reaching the required curing age, indoor unconfined compressive strength tests were conducted on the specimens. Unconfined compressive strength tests were performed on specimens cured for 14 days, 28 days, and 60 days, respectively. A microcomputer-controlled electronic universal testing machine (model EDE-50, range 50 kN) manufactured by Hangzhou Xingao Technology Co., Ltd. was used to determine the compressive strength of the specimens. This experiment yields the unconfined compressive strength and stress-strain curves of the cured soil specimens at different curing ages. These stress-strain curves serve as calibration curves for the material parameters in the numerical unconfined compressive strength test.
[0029] 8) Process the test data to obtain the relationship between the strength of the fluidized solidified soil and the parameters of the weak particles.
[0030] 9) Using Abaqus finite element software, a numerical sample with weak particles was created using the random particle sphere model plugin. The interface of the random particle model generation plugin is shown below. Figure 1 As shown. The plugin selects 3D-Ball; in the Part Operator (mesh algorithm) option, select Generate Geometric Partition; control the dimensions by entering data in D_max (maximum diameter) and D_min (minimum diameter), for example, to create an 8mm sphere, enter 8.0001 and 8; input the control dosage in Porpartion (proportion), for example, 0.056 for 5.6%. A numerical model of the random distribution of weak particles with the same volume and particle size of 2mm and 4mm is shown below. Figure 2 As shown.
[0031] 10) Perform unconfined compressive strength test simulation on the numerical sample, and calibrate the sample parameters based on the indoor experimental data. Common calibration curves are shown below. Figure 3 As shown.
[0032] 11) After the macroscopic mechanical parameters of the test block are calibrated, the volume, particle size and other parameters of the weak particles are changed and calculated multiple times. Based on the calculation results, the data are analyzed by regression analysis using Matlab analysis software, and the mathematical relationship between the unconfined compressive strength of the solidified soil and the volume, particle size and other parameters of the weak particles can be obtained.
[0033] The specific experimental plan and results are shown in Examples 1 and 2.
[0034] Example 1 For each group of cohesive soil tested for fluidized solidified soil, foam spherical particles with diameters of 2 mm, 4 mm, and 6 mm were selected. Specimens of different masses were prepared for each particle size group. The mass of weak particles represents the number of weak particles. The parameters for cohesive soil, solidifier ratio, solidifier dosage, foam particle size, and dosage are shown in Table 1. The organic polymer dispersant dosage was 1.5% for all groups. The specimens were stirred to form the corresponding fluidized solidified soil experimental groups. After curing, unconfined compressive strength tests were conducted at various ages. The ages of the strengths for each experimental group are shown in Table 2. Numerical simulation experiments were then performed, and the data curves were analyzed to determine the influence of weak particle size on the strength of cement-solidified soil.
[0035] Table 1 Experimental Scheme 1
[0036] Table 2 Compressive strength of specimens at different ages
[0037] Figure 4 shows the unconfined compressive strength test curves of solidified soil under different diameters of weak particles with the same weak particle mass. According to Figures 4(a), 4(b), and 4(c), the age-related strength of the solidified soil specimens decreases linearly with the weak particle mass. The weak particle mass represents the number of particles, indicating that the age-related strength also decreases linearly with the number of weak particles. The functional relationship between the unconfined compressive strength of solidified soil and the weak particle mass is summarized in Table 3.
[0038] Table 3 Function Statistics Table
[0039] Example 2 For sandy soils, foam spherical particles with diameters of 8 mm and 10 mm were selected for each group of fluidized solidified soil tests. Specimens with different masses were prepared for each particle size group. The mass of weak particles represents the number of weak particles. The parameters for cohesive soil, solidifier ratio, solidifier dosage, foam particle size, and dosage are shown in Table 4. The dosage of organic polymer dispersant was 0. The specimens were mixed to form the corresponding experimental groups. After curing, unconfined compressive strength tests were conducted at different ages. The ages of the strengths for each experimental group are shown in Table 6. Numerical simulation experiments were then performed, and the data curves were analyzed to determine the influence of weak particle size on the strength of cement-solidified soil.
[0040] Table 4 Experimental Scheme 2
[0041] Table 5 Compressive strength of specimens at different ages
[0042] Figure 5 shows the unconfined compressive strength test curves of solidified soil under different diameters of weak particles with the same weak particle mass. As shown in Figures 5(a) and 5(b), the age-related strength of the solidified soil specimens decreases linearly with the weak particle mass. The weak particle mass represents the number of particles, indicating that the age-related strength also decreases linearly with the number of weak particles. The functional relationship between the unconfined compressive strength of solidified soil and the weak particle mass is summarized in Table 6.
[0043] Table 6 Function Statistics Table
[0044] Based on the experimental data from Examples 1 and 2, Matlab software was used. A multiple regression analysis method capable of simultaneously considering multiple factors was employed. After parameter adjustment and repeated model optimization, a formula that could well fit the actual measurement data was finally obtained. This formula can reproduce the trends observed in the experimental measurements and can predict possible results under untested conditions. A multiple nonlinear regression model was adopted. After data recombination and variable analysis, the relationship between the unconfined compressive strength of solidified soil and the three parameters of particle size, mass, and age was obtained as follows: P=( 0.0325d2+0.26d+1.204)×(-0.285w+1.725)×(1+lnt)0.72(1) In the formula: P is the compressive strength at age (MPa), d is the particle size of the weak particles (mm), w is the mass of the weak particles (g), and t is the curing age of the solidified soil sample (d). The fitting correlation coefficient of formula (1) is R² = 0.98.
[0045] According to formula (1), the variation curve of the three-parameter intensity variation function is obtained as follows: Figure 7As shown. Figure 7 The results show that, under the condition that the volume of weak particles is equal, the relationship between the compressive strength of the solidified soil at different ages and the diameter of the weak particles exhibits a relationship of first increasing and then decreasing. The larger the diameter of the weak particles, the smaller the number of weak particles, and under uniaxial compression, the fewer stress concentration points generated by the weak particles. However, the influence area of stress concentration of a single weak particle is larger. Conversely, the more stress concentration points generated by the weak particles, the smaller the influence range of stress concentration of a single weak particle. This indicates that there is an optimal matching value between the number of weak particles and the particle size. Under the construction conditions of the example, this matching value is a particle size of 4 mm. The size of the weak particle is closely related to the in-situ mixing process, rate, and number of times of the solidified soil. In this example, maintaining the particle size of the weak particles at around 4 mm can obtain the optimal strength at different ages. Under the in-situ construction conditions, the in-situ mixing process, rate, and number of times required to maintain the weak particles at around 4 mm are the corresponding optimal construction parameters. Therefore, formula (1) provides theoretical support for the selection of construction parameters and process design in this example.
[0046] All the raw materials listed in this invention, as well as the upper and lower limits and ranges of the raw materials and the upper and lower limits and ranges of the process parameters (such as temperature, time, etc.), can realize this invention. Examples are not listed one by one here.
[0047] The above description is merely a preferred embodiment of the present invention, and should not be construed as limiting the scope of the invention. It should be noted that those skilled in the art can make various improvements and modifications without departing from the principles of the present invention, and these improvements and modifications are also considered to be within the scope of protection of the present invention.
Claims
1. A method for testing strength characteristics of cement-stabilized soil based on random distribution of weak clay aggregates, characterized by, It includes the following steps: 1) Based on the configuration scheme of the weak particles, set up the test block experimental group and make the corresponding weak particle group; 2) Obtain undisturbed soil on site and weigh out the undisturbed soil as needed for later use; 3) Determine the type of solidification material, the ash mixing ratio, and the water-cement ratio based on the cement-soil mixing pile design scheme; 4) Prepare the curing slurry according to the water-cement ratio; 5) Based on the amount of solidified soil solidified material, mix the solidified material slurry with the original soil and perform preliminary mixing; 6) Add a high-efficiency dispersant to the initially mixed and solidified soil until the fluidity of the solidified material reaches more than 160 mm to obtain fluidized solidified soil; 7) Add soft particles to the fluidized solidified soil and continue stirring for 3-5 minutes; 8) Pour the fluidized solidified soil with added soft particles into the cement-solidified soil test block mold to form the test block mold. Demold after 72 hours and cure. 9) Macroscopic physical and mechanical tests were conducted on specimens at different curing ages, and the data were processed to obtain the mathematical relationship between the unconfined compressive strength of the solidified soil and the volume, gradation, and particle size of the weak particles.
2. The method for testing strength characteristics of cement solidified soil based on random distribution of soft clay aggregates according to claim 1, characterized in that: Step 1) The weak particles are selected from foam particles of various shapes or sizes, or other unconfined compressive strength particles of 0.001MPa-0.005MPa. These particles are particles whose compressive strength can be ignored.
3. The method for testing strength characteristics of cement solidified soil based on random distribution of soft clay aggregates according to claim 1, characterized in that: In step 2), the undisturbed soil can be sand, fine sand, silt, clay, or one or more combinations of saturated commercial clay that has been treated. There are no requirements for the proportion of the undisturbed soil. When using clay, after obtaining the undisturbed soil, it should be saturated according to the moisture content of the undisturbed soil.
4. The method for testing strength characteristics of cement solidified soil based on random distribution of soft clay aggregates according to claim 1, characterized in that: In step 3), the curing material is selected from Polish cement curing material, or a composite curing material such as Polish cement and S95 granulated blast furnace slag.
5. The method for testing strength characteristics of cement solidified soil based on random distribution of soft clay aggregates according to claim 1, characterized in that: For cohesive solidified soil, in step 6), a high-efficiency dispersant is selected, either a high-efficiency organic polymeric dispersant or a composite dispersant combining a high-efficiency organic polymeric dispersant and an inorganic dispersant in a certain proportion. The dosage of the high-efficiency organic polymeric dispersant is controlled at 0.5-2% of the solidified soil mass, and the dosage of the composite dispersant is determined by the experiment. The basic standard for the dispersant dosage is to enable the solidified soil to achieve a flowability of 160 mm.
6. The method for testing strength properties of cement-stabilized soil based on random distribution of soft clay aggregates according to claim 5, characterized in that: The high-efficiency organic polymeric dispersant is one or a mixture of ceramic dispersant and lignocal flavonoids, based on the principle of obtaining the maximum dispersibility of the solidified soil.
7. The method for testing strength properties of cement-stabilized soil based on random distribution of soft clay aggregates according to claim 1, characterized in that: 6) Adding a high-efficiency dispersant to the pre-mixed and solidified soil. For non-cohesive soils such as fine sand, silt, and silt, which naturally form fluidized solidified soil, no dispersant needs to be added.
8. The method for testing strength properties of cement-stabilized soil based on random distribution of soft clay aggregates according to claim 1, characterized in that: Step 4) Determine the water-cement ratio of the solidification slurry based on the moisture content of the cohesive undisturbed soil. The water-cement ratio of the solidification slurry should be 0.4-0.
65. Step 5) Select the amount of solidification material required by the design of ordinary cement-soil mixing piles. The amount of solidification material should be 14%-20%. Step 8) Select the curing conditions as needed. Room temperature water curing, salt curing, and room temperature standard curing can be carried out.
9. The method for testing strength properties of cement-stabilized soil based on random distribution of soft clay aggregates according to claim 1, characterized in that: In step 9), macroscopic physical and mechanical tests are conducted on specimens at different curing ages. The physical and mechanical properties tests of specimens at different curing ages can be performed using unconfined compressive strength tests or confined compressive strength tests.
10. The method for testing the strength characteristics of cement-stabilized soil based on the random distribution of weak clay aggregates as described in claim 1, characterized in that, In step 9), the data processing method is as follows: using Abaqus finite element software, numerical simulation of the real indoor unconfined compressive strength test is performed. A numerical specimen with weak particles is created using the random particle sphere model plugin. The unconfined compressive strength test simulation is performed on the numerical specimen. The specimen parameters are calibrated according to the indoor experimental data. After the macroscopic mechanical parameters of the specimen are calibrated, the volume and particle size parameters of the weak particles are changed and calculated respectively. According to the calculation results, Matlab is used for fitting to obtain the mathematical relationship between the unconfined compressive strength of the solidified soil and the volume and particle size of the weak particles.