The test uses the original sludge, which was taken from a sludge landfill in Shenzhen (as shown in Figure 1). After the sludge and curing agent of the sewage treatment plant were directly mixed and treated, the landfill was centralized. After that, it covers about 0.5 m of loess. After excavation on site, the odor emission was more obvious (mainly ammonia, hydrogen sulfide, methane and other gases generated by organic matter spoilage). The sludge was black peat-like, and the average natural moisture content of the average sludge was 105.4%, the average specific gravity was 2.59, the average natural density was 1.61 g/cm³, and the average permeability coefficient was 2.65 × 10⁻⁷ cm/s. The average content of particles of ≤0.075 mm in the sludge of the sludge landfill is about 40%.

The sludge landfill soil belongs to peat silt, and the micro-structure image of sludge soil is shown in Figure 2. It can be seen from the figure that the soil is mostly in the form of massive structure, and the surface of the soil particles is attached with fluffy materials. Only a small amount of soil is in the form of a

sheet, which is related to the addition of a large amount of flocculant to the sludge during the sewage treatment. Therefore, it has the characteristics of strong flocculation and high combined water content, which leads to the conventional curing method such as vacuum pre-pressing method and stacking pre-pressing method being too low in efficiency to achieve the curing effect. In this paper, cement is the main curing agent, and gypsum and dry soil are used as curing agent.

In this test, the YYW-1 manual lime soil unconfined pressure gauge (as shown in Figure 3) was used to measure the unconfined compressive strength. According to the steps in the specification, a cylindrical specimen with a diameter of 39.1 mm and a height of 80 mm was placed on the instrument. Then, by rocking the rocker, the platform below the sample is raised while applying vertical pressure to the soil sample until the sample is destroyed. The axial pressure

at which the sample is broken is called the unconfined compressive strength and is expressed by q_u.

According to the experience of the previous attempts in this study and the in-situ curing test [5] , the gypsum content was selected as 0%, 20%, 30%, 40% of the cement content based on 8% of the cement content. 50%. The dry soil was selected as 1 times, 2 times, 3 times and 4 times of the cement content. To investigate the curing effect, parallel tests and orthogonal tests were set up.

Parallel test, by controlling the amount of two additives unchanged, changing the amount of another additive, to achieve the principle of controlling a single variable, such as Table 1.

Orthogonal test, uses orthogonal tables to find better influence conditions from a small number of trials to achieve the best experimental results [9] . The test measures the degree of influence of the corresponding factors on the test results by the magnitude of the R value, and the greater the R value, the greater the influence. The test was designed according to the three factors and three levels, see Table 2, and from Table 2, the L9 (3³) orthogonal table was used to obtain the test plan, see Table 3.

Table 4 shows the unconfined compression strength values of solidified soils with different formulations at different ages. Figure 4 shows the relationship between the unconfined compression strength of solidified soil and the amount of cement added. In the three stages of different ages, the unconfined compression strength of the solidified sludge is increasing during the process of increasing the cement content from 4% to 10%, and the growth rate is above 60%, up to 173.18%. When the cement content increased from 8% to 10%, the growth rate of each of the three curves was above 110%. It can be seen that the strength of

the sludge increased linearly with the increase of cement content.

Figure 5 shows the relationship between the strength of solidified sludge and the amount of gypsum, of which the cement addition is 8%. The strength of solidified sludge increases first and then decreases with the increase of gypsum content, and when the gypsum content accounts for 30% of the cement content, the solidified sludge strength peaks, and the strength is about 30% higher than that

without adding gypsum.

Figure 6 shows the relationship between the solidified sludge strength and the dry soil content. When the age was 7 d, the strength of the solidified sludge increased by 0.06%, 2.41%, 2.66%, 10.07% compared with the non-incorporated dry soil. The dry soil content was positively correlated with the solidified sludge strength. Under the dry soil content of 4 times the cement dosage, the unconfined compression strength at 7 d, 14 d and 28 d was increased by 16.42%, 19.79%, 19.22% compared with that when not mixed with dry soil.

Figure 7 and Figure 8 are the fitting curves of the cement and dry soil content and the unconfined compression strength, which all conform to the fitting function y = Ax + B type, and when the cement acts alone, the coefficient A increases as the age increases. The fitting curve is shown in Table 5.

As shown in Figures 9-11, the unconfined compression strength of the solidified sludge is enhanced with the increase of age under the three different curing agent dosages. From Figure 12, in the same set of tests, the strength of the solidified sludge at 28 days of age is about 1.34 times the intensity of 7 d in the age, i.e.: q_u28 = 1.34q_u7, and the intensity at 14 d is about 1.12 times that at 7 d, that is, q_u14 = 1.12q_u7.

Tables 6-8 are the calculation results of R values of different ages, where K1, K2, and K3 represent the average values of unconfined compression strength at each level of each factor. At the same time, the difference R of the average intensity in each horizontal direction of the same factor (extreme difference = the maximum value of the average intensity − the minimum value of the average intensity) was used to reflect the magnitude of the impact of changes in the horizontal direction of each factor on the test results (intensity). A very large extreme difference means that the change in the level of the factor has a large impact on the test results [10] .

In Tables 6-8, the R values of cement are 103.7, 120.09, and 162.12 at three different ages, which are the maximum influencing factors and are 5-8 times of the R value of gypsum. The soil R value is 10 - 24 times, the cement content is the main factor, and the dry soil and gypsum content are secondary factors.