Mechanical Properties of Clay Based Cemented Paste Backﬁll for Coal Recovery from Deep Mines

: Fly ash cement is used to solidify marine clay to prepare marine-clay-based cemented paste backﬁll (MCCPB) to ﬁll the underground goaf of mines, which not only utilizes solid waste such as ﬂy ash and marine clay, but also controls surface subsidence and protects the environment. To simulate the complex underground mine water environment of the ﬁlling body, a dry-wet cycle aquatic environment test under different material ratios and curing ages was designed. The water absorption and unconﬁned compression strength (UCS) of MCCPB with curing ages of 7 and 28 days under the action of 0, 1, 3, and 7 dry-wet cycles were investigated. The results indicate as the number of dry-wet cycles increases, the surface of MCCPB becomes signiﬁcantly rougher, and the water content and the solid mass decrease accordingly. Different ratios and curing ages of MCCPB in dry-wet cycles of the UCS tend ﬁrst to increase, then decrease. Meanwhile, the stress-strain curve of the specimen shows that the trend in the elastic modulus is consistent with that of UCS (ﬁrst increasing, then decreasing), and that, the minimum UCS value of the specimen still meets the early strength requirements of cemented paste backﬁll in coal mine geothermal utilization. On the one hand, it proves the feasibility of ﬂy ash cement-solidiﬁed marine clay for use as cemented paste backﬁll in coal mines; on the other hand, it also expands the available range of cemented paste backﬁll materials in coal mines.


Introduction
Cemented filling mining technology involves mixing mine solid waste (fly ash, tailings, construction waste, etc.), additives and water to prepare high-concentration cemented slurry without dehydration and pump the slurry to the underground goaf of the mine through a filling pump area, establishing a system for filling the underground mining space of mines. This technique has been widely applied in the global mining industry [1,2]. China's current accumulated bulk solid waste stockpiles amount to 60 billion tons, and new stockpiles add nearly 3 billion tons to that total [3], of which fly ash solid waste accounts for a net increase of nearly 100 million tons per year. It is estimated that the output of fly ash will reach 925 million tons in 2024 [4]. In addition, much high-plasticity marine clay composed of fine sand and clay will be produced during the construction of coastal engineering works [5]. This is mainly present as silt and silty soil, which has low bearing capacity and poor shear resistance [6]. The efficiency of direct utilization of marine clay by traditional methods is relatively low. In the future, China's bulk solid waste will still face high intensity, insufficient utilization, and occupy a large amount of land, posing greater hidden dangers to the environment. In response to the challenge of comprehensive utilization of solid waste, scholars have conducted extensive research into the utilization of fly ash, showing that the properties of the cementing materials Table 1. Summary of the main benefits and drawbacks of fly ash-based cementing materials.

References Cementing Materials Benefits Drawbacks
Saofee Dueramae et al. [11] Vishal Behl et al. [12] fly ash concrete − improved workability − decreased water demand − reduction in heat of hydration − increase in ultimate strength − reduction in permeability − had low early strength and slow later strength development. − fly ash beyond 50% replacement ratio strength reduces gradually. − fly ash at higher replacement levels results in a decrease in the tensile strength of the mortar Qiang et al. [13] Chamila Gunasekara et al. [14] fly ash-based geopolymer concrete − reduce the diffusion and penetration of chloride ions. − higher sulfate resistance. − better mechanical properties in the initial stage of curing. − deforms faster than OPCC when their stress reaches 80% of the respective maximum stress. − significantly higher corrosion rates than OPC concrete.
Tang et al. [15] Huang et al. [16] class F fly ash − has low permeability and high durability. − has better stability and self-healing ability under the same sulfate attack environment. − has good carbonation resistance.
− the compressive strength and flexural strength show a downward trend. − increases the pore pressure, causing microcracks to develop rapidly. − ductility of ordinary concrete is better than fly-ash-based polymer concrete.
Du et al. [7] Jiang et al. [17] Ibrahim Cavusoglu et al. [18] cemented coal fly ash backfill − controlling the movement of overlying strata thereby effectively reducing surface subsidence. − improves cementing performance and reduces filling material cost. − reduce shear friction between aggregates. − compressive strength and elastic modulus increase with hydration time and increase.
− with an increase in particle size, the fly-ash slurry stacking angle and filling rate are found to decrease. − poor fly ash was discarded, occupied land, and polluted the environment. − low early strength, large deformation, and severe bleeding.
Aiming at the special environment of high ground temperatures in deep mining, Liu et al. [19] established a conceptual model of functional filling materials that considers the expansion capabilities of cold loading, heat storage, energy storage, and seepage prevention in the deep mining environment. Zhang et al. [20] found that backfill goaf with the slurry containing ice granule can effectively alleviate the problems of high ground Energies 2021, 14, 5764 3 of 14 temperature while supporting stope in deep wells. Chen et al. [21] proposed a deep well adsorption cooling system based on thermal storage packing to tackle the problem of high ground temperature in deep wells. The research results show that this cooling system improves the downhole working face environment and exhibits the advantages of low energy consumption. It can be applied to high-temperature mines that use filling methods to control ground pressure. Zhang et al. [22] used tailings-cemented filling material as the research object, and evaluated the thermal conductivity, specific heat capacity, and compressive strength of the filling body under different filling material ratios. The results indicate that the larger the slurry concentration or cement-tailing ratio, the better the thermal conductivity, specific heat capacity, density, and compressive strength. Ghoreishi-Madiseh et al. [23] filled the goaf with cemented filling materials prepared by mixing tailings, cement, and water. The closed-loop pipe network was arranged inside the filling body, and the heat exchange between the filling body and the surrounding rock of the stope was conducted to realize the purpose of heat storage and energy storage. Wu et al. [24] investigated the heat generated by hydration of cemented filling materials prepared by coal gangue, binder, and water, as well as the heat transfer relationship between cemented materials and the surrounding environment. Furthermore, they established a numerical model to predict the temperature change in the hydration of cemented filling materials. The experimental results verified the correctness of the model. To date, researchers have extensively explored the heat transfer of cemented filling materials prepared by mixing tailings, coal gangue, fly ash, and additives to the surrounding rock of the mine stope. This proves that fly ash can be used as raw material to prepare cemented paste backfill for underground geothermal recovery in coal mines.
The use of marine clay is usually preceded by its being chemically stabilized with cement due to the poor engineering properties of marine clay [25,26]. Wang et al. [27] studied the compression and strength characteristics of marine beach soil solidified with magnesium oxide. Long-term changes in the mechanical properties of cement, fly ash, and lime were also measured; Chen et al. [28] used cement curing agent and lime curing agent to reinforce dredger fill to good effect; Chan et al. [29] conducted an exploratory study of the solidification of dredged marine clay from steel-making waste slag, and found that the cementing properties of slag strengthened the clay structure; Cheng et al. [30] assessed the stress-dependent behavior of fly ash cement (FAC)-mixed marine clay through isotropic consolidation drainage (CID) triaxial tests; Yao et al. [31] studied the effects of shear strain, mixing ratio, curing time, effective confining pressure, and stress on the shear stiffness of cement-treated clay, and proposed a framework for describing degradation of the modulus of cement-treated soft clay. The mechanical properties and structural stability of marine clay can be improved by using fly ash and cement to solidify marine clay. However, due to the complexity of the environment in the goaf of deep mines, it is necessary to study the mechanical properties of fly ash cement-solidified marine clay as marine clay-based cemented paste backfill for geothermal utilization of coal mines.
Fly ash cement-solidified marine clay filling for mine gobs is an effective way in which to utilize solid waste such as fly ash and marine clay. In the present research, marine clay and fly ash and other solid waste materials collected in Singapore were mixed to prepare standard specimens with different mix proportions and placed in a dry-wet cyclic aquatic environment for testing. The water content, mass loss, and uniaxial compressive strength (UCS) after 0, 1, 3, and 7 dry-wet cycles were measured after 7 and 28-day curing periods to assess the resistance of MCCPB made of marine clay solidified by fly ash cement to dry-wet cycling, and to assess the feasibility of MCCPB as cemented paste backfill for geothermal utilization in coal mines from the perspective of its mechanical properties. It not only expands the available range of cemented paste backfill materials suitable for use in coal mines, but also controls surface subsidence and protects the environment.

Materials
The materials used in this study include Singapore upper marine clay and fly ash cement CEM II/B-V (FAC, BS EN 197-1-2000). Figure 1 presents the physical and microscopic structure of fly ash cement CEM II/B-V. As shown in Figure 1, fly ash cement is dark grey fine powder and fly ash particles with coarse and lax structure is mostly anomalistic vitreous body with lots of cement fine particles wrapped on the surface. The marine clay was taken from a construction project in South Beach, Singapore. The site was excavated to a depth of approximately 10 m. The main physical characteristics of the marine clay are listed in Table 2 [32,33]. The liquid limit and plastic limit of marine clay are 73% and 32%, respectively, which indicates that the plasticity index is 41%. The constituents of marine clay are approximately 25.2% clay, 66.08% silt, and 8.72% sand. The fly ash cement consists of 34.5% power-plant-coal fly ash and 65.5% Portland cement by weight. Table 3 summarizes the chemical composition of FAC by weight.  Table 3 summarizes the chemical composition of FAC by weight.
The main procedure of sample preparation is the same with that used by Cheng et al. [30]. The first step was to remove its small rocks, pebbles, seashells, etc. after soaking in water for several days and passing the material through a 0.3-mm sieve to ensure the homogeneity of the clay. Then the marine clay was mixed in a Hobart mixer for 10 min to 90% moisture content. The mass of fly ash cement and water required were then calculated according to the designing mix proportions. Both fly ash cement and water left ac-
The main procedure of sample preparation is the same with that used by Cheng et al. [30]. The first step was to remove its small rocks, pebbles, seashells, etc. after soaking in water for several days and passing the material through a 0.3-mm sieve to ensure the homogeneity of the clay. Then the marine clay was mixed in a Hobart mixer for 10 min to 90% moisture content. The mass of fly ash cement and water required were then calculated according to the designing mix proportions. Both fly ash cement and water left according to the desired ratio 2:0.655:0.345:3, 1:0.655:0.345:2 were added and mixed for another 10 min. The mixture was then placed in a cylindrical polyvinyl chloride spit-mold, which was vibrated on a vibrating table to expel the entrapped air. Later, the prepared mixture was placed into prepared molds in five layers using artificial vibration: the specimens measured 50 mm in diameter by 100 mm in height. The last step was to cure the specimen under distilled water without loading ( Figure 2). It should be noted that all specimens should be prepared within half an hour. Table 4 lists the basic parameters of specimen tested in this study. specimen under distilled water without loading ( Figure 2). It should be noted that all specimens should be prepared within half an hour. Table 4 lists the basic parameters of specimen tested in this study.

Cyclic Dry-Wet Environment
The experiments of drying-wetting cycles on MCCPB were designed in accordance with the Standard for Test Methods of Long-term Performance and Durability of Ordinary Concrete (GB/T 50082-2009).
The cyclic drying-wetting test was conducted on MCCPB in deionized water under the following conditions: MCCPB was first soaked in deionized water for 24 h, and then

Cyclic Dry-Wet Environment
The experiments of drying-wetting cycles on MCCPB were designed in accordance with the Standard for Test Methods of Long-term Performance and Durability of Ordinary Concrete (GB/T 50082-2009).
The cyclic drying-wetting test was conducted on MCCPB in deionized water under the following conditions: MCCPB was first soaked in deionized water for 24 h, and then oven-dried for 24 h, soaking for 24 h and then drying for 24 h constituted one cycle and experiments over 0, 1, 3, and 7 drying-wetting cycles were conducted. The samples were dried at room temperature and then in air for 24 h. The samples were soaked in deionized water for 24 h. The mass and water content of the solidified marine clay were recorded after each drying and wetting cycle.

Analytical Methods
The water content of the MCCPB samples was determined in accordance with CEN-ISO/TS 17892-1 [39] by blast drying oven (Instrument type: BGZ-140), which was capable of maintaining a uniform temperature of 105 • C ± 5 • C throughout the drying chamber. The specific formula for calculating water content was introduced, that is, where, w is the water content (%); m w is the mass of water (g); m d is the mass of dried test specimen (g). The bulk density for MCCPB samples was determined in accordance with CEN-ISO/TS 17892-2 [39] by a balance (Instrument type: MS6002TS/02) and Vernier calipers (Instrument type: 530-312); the bulk density ρ is given by Equation (2): where, m is the specimen mass (g); V is the volume of the specimen (cm 3 ) The UCS values were tested according to CEN-ISO/TS 17892-7 [39] by an electrohydraulic servo universal test machine (Instrument type: WAW-1000D). The displacement rate was 0.05 mm/min, as applied to MCCPB specimens after 0, 1, 3, and 7 cycles, respectively. There is no obvious change in the surface of fly ash cement-treated marine clay after one dry-wet cycle; however, after three cycles, the surface of the specimen began to become rough. After 7 cycles, there was slight peeling and tiny voids on the surface, and the edge of the sample was partially peeled off. There was no significant crack and surface peeling during the process of dry-wet cycling. At the beginning of each wetting stage, and upon ending of each drying stage, powder could be seen falling from fly ash cement-treated marine clay specimens in deionized water. as an example. There is no obvious change in the surface of fly ash cement-treated marine clay after one dry-wet cycle; however, after three cycles, the surface of the specimen began to become rough. After 7 cycles, there was slight peeling and tiny voids on the surface, and the edge of the sample was partially peeled off. There was no significant crack and surface peeling during the process of dry-wet cycling. At the beginning of each wetting stage, and upon ending of each drying stage, powder could be seen falling from fly ash cement-treated marine clay specimens in deionized water.  As shown in Figure 4, the water content decreases as the number of dry and wet cycles increases. The water content at a mix ratio 2:0.655:0.345:3 reduces faster than that at 1:0.655:0.345:2, especially after three dry and wet cycles. After three cycles, the water content changes are insignificant. This is mainly because fly ash in fly ash cement participates in the hydration reaction, mainly concentrated in the longer curing period. The fly ash is still involved in hydration reaction with the mix ratio 1:0.655:0.345:2 throughout dry-wet cycling, matching the findings in [40]. As shown in Figure 4, the water content decreases as the number of dry and wet cycles increases. The water content at a mix ratio 2:0.655:0.345:3 reduces faster than that at 1:0.655:0.345:2, especially after three dry and wet cycles. After three cycles, the water content changes are insignificant. This is mainly because fly ash in fly ash cement participates in the hydration reaction, mainly concentrated in the longer curing period. The fly ash is still involved in hydration reaction with the mix ratio 1:0.655:0.345:2 throughout dry-wet cycling, matching the findings in [40].   Figure 5 presents the variation of the specimen quality: the quality of specimens with different mix ratios decreases with increasing dry-wet cycling. The curve for mix ratio 2:0.655:0.345:3 was relatively flat, and the quality after seven cycles was 2.3% (curing time 7 d) and 3.2% (curing time 28 d) of the original mass. The quality degradation after seven cycles is more significant than that after three cycles or one cycle. Independent of mix ratio, the experimental results show that the percentage of quality declines after 7 dry and wet cycles is similar, reaching 5.2% with mix ratio 1:0.655:0.345:2 and a curing time of 28 d. In the fly ash cement-treated marine clay, the change in quality over seven cycles is insignificant compared with other studies [41].   Figure 5 presents the variation of the specimen quality: the quality of specimens with different mix ratios decreases with increasing dry-wet cycling. The curve for mix ratio 2:0.655:0.345:3 was relatively flat, and the quality after seven cycles was 2.3% (curing time 7 d) and 3.2% (curing time 28 d) of the original mass. The quality degradation after seven cycles is more significant than that after three cycles or one cycle. Independent of mix ratio, the experimental results show that the percentage of quality declines after 7 dry and wet cycles is similar, reaching 5.2% with mix ratio 1:0.655:0.345:2 and a curing time of 28 d. In the fly ash cement-treated marine clay, the change in quality over seven cycles is insignificant compared with other studies [41]. 2:0.655:0.345:3 was relatively flat, and the quality after seven cycles was 2.3% (curing time 7 d) and 3.2% (curing time 28 d) of the original mass. The quality degradation after seven cycles is more significant than that after three cycles or one cycle. Independent of mix ratio, the experimental results show that the percentage of quality declines after 7 dry and wet cycles is similar, reaching 5.2% with mix ratio 1:0.655:0.345:2 and a curing time of 28 d. In the fly ash cement-treated marine clay, the change in quality over seven cycles is insignificant compared with other studies [41].

Effect of Dry-Wet Cycles on Compressive Strength of MCCPB
In the process of coal mine filling, the filling material needs a certain bearing capacity of its own to ensure that the supporting direct roof does not deform at the initial stage of the filling operation, so as to avoid the subsidence or collapse of the basic roof strata due

Effect of Dry-Wet Cycles on Compressive Strength of MCCPB
In the process of coal mine filling, the filling material needs a certain bearing capacity of its own to ensure that the supporting direct roof does not deform at the initial stage of the filling operation, so as to avoid the subsidence or collapse of the basic roof strata due to large-scale deformation of the direct roof, which ultimately leads to surface settlement ( Figure 6). Therefore, in the initial stage, the load acting on the filling material is the dead weight load of the immediate roof rock layer, which is equivalent to that of the early strength of the filling material to bear the dead weight of the immediate roof rock layer. The early strength required here is UCS after 7 days of maintenance of the filling material. For early strength, the required strength is determined thus [42]: where, σ s represents early strength; α is the ratio between the UCS of laboratory sample test and field test (with a value usually between 1.1 and 1.3); β is the safety coefficient (with a value usually between 1.3 and 2.0); ρ r is the density of the immediate roof (1900-2700 kg/m 3 ); g denotes the acceleration due to gravity (10 N/kg); h is the thickness of the direct roof (1.2~4.6 m); based on the empirical conditions, the value of each parameter is set to its maximum case and the required minimum early strength is 323 kPa. to large-scale deformation of the direct roof, which ultimately leads to surface settlement ( Figure 6). Therefore, in the initial stage, the load acting on the filling material is the dead weight load of the immediate roof rock layer, which is equivalent to that of the early strength of the filling material to bear the dead weight of the immediate roof rock layer. The early strength required here is UCS after 7 days of maintenance of the filling material. For early strength, the required strength is determined thus [42]: where, s σ represents early strength; α is the ratio between the UCS of laboratory sample test and field test (with a value usually between 1.1 and 1.3); β is the safety coefficient (with a value usually between 1.3 and 2.0); r ρ is the density of the immediate roof (1900-2700 kg/m 3 ); g denotes the acceleration due to gravity (10 N/kg); h is the thickness of the direct roof (1.2~4.6 m); based on the empirical conditions, the value of each parameter is set to its maximum case and the required minimum early strength is 323 kPa. According to the UCS test results, the peak strengths with different mix ratios and curing times after 0, 1, 3, and 7 cycles were sorted (Figures 7 and 8). The rate of change in strength is defined as the ratio of strength of specimen under dry and wet cycling condition and under standard maintenance conditions. Figure 7 shows the unconfined compressive strength of the specimen with different mix ratios under different curing time conditions: after one or three dry and wet cycles it According to the UCS test results, the peak strengths with different mix ratios and curing times after 0, 1, 3, and 7 cycles were sorted (Figures 7 and 8). The rate of change in strength is defined as the ratio of strength of specimen under dry and wet cycling condition and under standard maintenance conditions.

Effect of Dry-Wet Cycles on E50 and Stress-Strain Curves
In this research, the elasticity modulus was used to measure the resistance to elastic deformation of MCCPB; that is, the secant modulus (E50) is given by the slope of the line between the origin of the stress-strain curve and the point corresponding to 50% of the failure stress (Figure 9).

Effect of Dry-Wet Cycles on E50 and Stress-Strain Curves
In this research, the elasticity modulus was used to measure the resistance to elastic deformation of MCCPB; that is, the secant modulus (E50) is given by the slope of the line between the origin of the stress-strain curve and the point corresponding to 50% of the failure stress (Figure 9).   Figure 7 shows the unconfined compressive strength of the specimen with different mix ratios under different curing time conditions: after one or three dry and wet cycles it showed an increasing trend; however, it then decreased after 7 cycles. The peak UCS of the specimen with the ratio of 2:0.65:0.345:3 was the lowest when cured for 7 d. Without the erosion caused by drying-wetting cycles, the UCS reached 520.9 kPa. After 7 dry-wet cycles, the peak UCS decreased to 455.8 kPa. The early strength remained greater than 323 kPa, meeting the requirements of mine filling materials for early strength. The peak UCS under other erosion conditions meet the requirements of early strength. Therefore, fly ash cement solidified marine clay can be prepared as cementing filling material to backfill goaf of mine. Figure 8 shows that the UCS after one cycle, three cycles, and seven cycles is 110%, 130%, 90% of the original value after curing for 7 days when using a mix ratio of 2:0.655:0.345:3 and 1:0.655:0.345:2. For the specimens cured for 28 d under different mix ratios, the UCS after 1 cycle, 3 cycles, 7 cycles is 103%, 110%, 95% of the original value. The unconfined compressive strength changes after a curing time of 28 days, which is significantly higher than that after 7 days under the same mix ratio and the same number of cycles. In specimens cured for 7 days, the peak strength is still approximately 90% of original value, which indicates that the fly ash cement-treated marine clay has better water stability.

Effect of Dry-Wet Cycles on E 50 and Stress-Strain Curves
In this research, the elasticity modulus was used to measure the resistance to elastic deformation of MCCPB; that is, the secant modulus (E 50 ) is given by the slope of the line between the origin of the stress-strain curve and the point corresponding to 50% of the failure stress ( Figure 9). To study the effects of dry and wet cycles on the deformation properties of fly ash cement-treated marine clay, the secant modulus E50 corresponding to the 50% of the peak point, as shown in Figure 10, was used. E50 has an increasing, then decreasing trend with increasing dry-wet cycling. E50 can reach 150% of original standard curing specimen value after three cycles. Even after seven cycles, the E50 value is largely unchanged compared with the original value.  To study the effects of dry and wet cycles on the deformation properties of fly ash cement-treated marine clay, the secant modulus E 50 corresponding to the 50% of the peak point, as shown in Figure 10, was used. E 50 has an increasing, then decreasing trend with increasing dry-wet cycling. E 50 can reach 150% of original standard curing specimen value after three cycles. Even after seven cycles, the E 50 value is largely unchanged compared with the original value.
Stress-strain curves are shown in Figure 11. The stress-strain curve of fly ash cementsolidified marine clay changed at the peak after different numbers of dry-wet cycles, but the strain did not change significantly. The maximum strength loss is only 10% of the initial value after 7 dry-wet cycles after a curing time of 7 days, which indicates that the strength and deformation of MCCPB are less affected by dry-wet cycling. When broken, the corresponding axial strain decreases as the number of dry and wet cycles increased after a curing time of 7 days, whereas specimens cured for 28 days presented the opposite trend. The peak residual strength of fly ash cement-solidified marine clay increases with increasing dry-wet cycling for both mix ratios and both curing times.
To study the effects of dry and wet cycles on the deformation properties of fly ash cement-treated marine clay, the secant modulus E50 corresponding to the 50% of the peak point, as shown in Figure 10, was used. E50 has an increasing, then decreasing trend with increasing dry-wet cycling. E50 can reach 150% of original standard curing specimen value after three cycles. Even after seven cycles, the E50 value is largely unchanged compared with the original value. Stress-strain curves are shown in Figure 11. The stress-strain curve of fly ash cementsolidified marine clay changed at the peak after different numbers of dry-wet cycles, but the strain did not change significantly. The maximum strength loss is only 10% of the initial value after 7 dry-wet cycles after a curing time of 7 days, which indicates that the strength and deformation of MCCPB are less affected by dry-wet cycling. When broken, the corresponding axial strain decreases as the number of dry and wet cycles increased after a curing time of 7 days, whereas specimens cured for 28 days presented the opposite

Conclusions
In this study, two specimens were prepared using the mass ratios of marine clay, fly ash, cement and water, and the water content and mechanical properties were studied under different maintenance conditions and different numbers of dry-wet cycles. The following conclusions were drawn: 1. After dry-wet cycling, the water content of the MCCPB decreased slightly, and the tendency of mix ratio 2:0.655:0.345:3 decreased greater than 1:0.655:0.345:2 under the same cycling conditions. The quality of specimens with different mix ratios decreased with the increasing number of dry-wet cycles (with the maximum reaching 5.2% for

Conclusions
In this study, two specimens were prepared using the mass ratios of marine clay, fly ash, cement and water, and the water content and mechanical properties were studied under different maintenance conditions and different numbers of dry-wet cycles. The following conclusions were drawn:

1.
After dry-wet cycling, the water content of the MCCPB decreased slightly, and the tendency of mix ratio 2:0.655:0.345:3 decreased greater than 1:0.655:0.345:2 under the same cycling conditions. The quality of specimens with different mix ratios decreased with the increasing number of dry-wet cycles (with the maximum reaching 5.2% for a mix ratio of 1:0.655:0.345:2 and a curing time of 28 d). There was no significant cracking and surface peeling during the process of dry-wet cycling, regardless of mix ratio or curing time.

2.
The UCS of the specimen with different mix ratio and different curing time conditions first increased, then decreased with increasing dry-wet cycling. After a curing time of 7 d, the minimum peak strength was still approximately 90% of the original value, and the minimum UCS value of the specimen still met the early strength requirements of cemented paste backfill in a coal mine, which indicates that it is feasible to use fly ash cement to solidify marine clay to prepare mine cemented filling material.

3.
After seven cycles, the E 50 value was similar to its original value. The strain did not change significantly. The peak residual strength of MCCPB increased with increasing dry-wet cycling for both mix ratios and both curing times.
Based on the above characteristics, fly ash cement-solidified marine clay can be used as coal mine cemented paste backfill, which not only effectively utilizes solid waste such as fly ash and marine clay and protects the environment, but also expands the available range of cemented paste backfill materials for use in coal mines.