Study on the Optimization of Filling Ratio and Strength Variation Characteristics of Cemented Backfills Containing Fly Ash

Introduction

The cemented filling method is increasingly used in metal mines because of its effective ground pressure control, as well as its good environmental and economic benefits (Chen et al., 2021; Li et al., 2021). However, as mineral resources enter the deep mining stage, the ground pressure control and filling costs are increasing. There is an urgent need to find low-cost alternative cementitious materials that can increase the strength of the backfill (Yin et al., 2018; Qi and Fourie, 2019).

Fly ash is a powdered solid waste discharged from coal-fired thermal power plants after burning pulverized coal, whose reserves are huge and inexpensive (Nath and Sarker, 2015; Fang et al., 2018; Fu et al., 2018; Fan et al., 2019). As a substitute for filling cementing material, fly ash can reduce the cost of filling, improve the strength of the backfill, and create good economic and social benefits (Azmee and Shafiq, 2019; Ardahanli et al., 2021; Zafar and Alqahtani, 2021). Some scholars have studied the application of fly ash in the field of mine filling (Capasso et al., 2019; Chen et al., 2020; Yang, 2020): Behera et al. analyzed the chemical composition, morphology, and mineral composition of fly ash to explore its application prospects in mine filling (Behera et al., 2019); Liang et al. optimized the best filling ratio of fly ash, quicklime, gypsum, and cement by orthogonal experiments (Liang et al., 2019); Wang et al. used fly ash as cementitious material and coal gangue as aggregate to determine the best ratio of filling slurry by integrated equilibrium method (Wang et al., 2019); Yang et al. predicted the effect of fly ash content on backfill strength based on backfill strength and BP neural network model (Yang et al., 2019); Wang studied the properties of compressive strength of fly ash-doped filling slurry (Wang, 2020); Liu et al. analyzed the effect of different excitants on the strength properties of fly ash-containing backfill (Liu et al., 2021); Cui et al. studied the effect of excitants on the strength of fly ash-containing backfill by controlling variables and mechanical analysis (Cui et al., 2018). Current research on backfill containing fly ash has focused more on macroscopic strength variation, while research on the influence of microstructure on the strength of backfill and the determination of the stages of strength variation of backfill needs to be further developed. Therefore, based on the filling demand of a gold mine in Jilin and from the perspectives of macroscopic strength and microstructural changes, this paper carried out experiments of fly ash on the effect of backfill strength and the optimization of the filling ratio containing fly ash, analyzed the effect of fly ash on the strength of the backfill, selected the optimal filling ratio for the mine, and determined the causes of the strength variation, the strength variation stage, and the influence of each stage on the strength development of the backfill containing fly ash based on the hydration characteristics of cement and fly ash and the scanning electron microscope. The research provides basic data and theoretical guidance for the further promotion and application of fly ash in mine filling.

Engineering Background

The gold mine in Jilin adopts the sublevel open stopping with delayed filling, which is divided into two phases according to the sequence of mining. The first phase of the stope after filling needs to support the surrounding rock to ensure the safety of the second phase of mining. For the mining requirement, the 28 d strength of the backfill of the first phase stope should reach 0.8 MPa. The filling aggregate is tailings and crushed waste rock, cement is used as cementing material, and the slurry concentration reaches 70–75%, which is transported to the stope by gravity. However, since the mine’s tailings contain cyanide, it cannot be used for underground filling. Therefore, all the filling tailings are purchased. Moreover, the filling times line is increasing with the mining, so the slurry concentration needs to be reduced to achieve gravity transportation. To achieve the expected backfill strength, it is necessary to increase the cement consumption, which further increases the filling cost. According to monitoring the existing backfill quality of the mine, the backfill strength can only reach 0.67 MPa at 28 d and 1.05 MPa at 56 d when the cement content is 10% and the waste rock-tailings ratio is 3:1. The insufficient backfill strength has led to many collapses (Figure 1 shows the collapsed backfill of the stope), which seriously threatens the second phase of the stope. Based on this background, it is proposed to add fly ash to the filling material of the mine and carry out proportional experiments of cemented filling with fly ash to increase the strength of the backfill and reduce the filling cost.

FIGURE 1

FIGURE 1. The collapsed backfill of the stope.

Experiment Materials and Scheme

Experiment Materials

1) The moisture content of the waste rock used for filling is 3.63%, and the gradation is measured by manual screening, as shown in Figure 2. The particle size of the waste rock ranges from 0.1 to 10 mm, and the range of –2 mm is relatively high, nearly 70%.

2) The moisture content of tailings is 12.36%. Particle size distribution is tested by the laser particle size analyzer, and the result is shown in Figure 3. The particle size distribution range is 0.243–521.6 μm, of which 0 ∼ 1 μm accounted for 1.45%, 1–10 μm accounted for 14.21%, 10–100 μm accounted for 57.34%, and 100–530 μm accounted for 27%. The mineral composition of tailings tested by XRD is shown in Figure 4 and is mainly quartz, albite, and dolomite, and the main chemical composition tested by XRF is SiO₂ and Al₂O₃, accounting for 83.51%.

3) The cement is 32.5 ordinary Portland cement, the main mineral composition and chemical composition of which were determined by XRD and XRF, respectively. The chemical composition is shown in Table 1, and the mineral composition is shown in Figure 5. The main chemical composition of the cement is CaO and SiO₂, accounting for 80.61% of the total cement. The main mineral composition is tricalcium silicate (3CaO•SiO₂, abbreviated as C₃S), dicalcium silicate (2CaO•SiO₂, abbreviated as C₂S), tricalcium aluminate (3CaO•Al₂O₃, abbreviated as C₃A), and tetra-calcium ferroaluminate (4CaO•Al₂O₃•Fe₂O₃, abbreviated C₄AF), with contents of 49.18, 16.08, 8.56, and 7.02%, respectively.

4) The moisture content of fly ash is 8.69% and the chemical composition is SiO₂ content 54.1%, Al₂O₃ content 23.2%, Fe₂O₃ content 4.3%, and CaO content 2.9%. The mineral composition is shown in Figure 6 and is mainly quartz, mullite, and magnetite. According to ASTM C 618 standard, the fly ash has low CaO content and poor activity, and it belongs to class F (Dai et al., 2021).

FIGURE 2

FIGURE 2. Gradation of filling waste rock.

FIGURE 3

FIGURE 3. Cumulative percentage of tailings particle size.

FIGURE 4

FIGURE 4. Mineral composition of tailings.

TABLE 1

TABLE 1. Chemical composition of cement.

FIGURE 5

FIGURE 5. Mineral composition of cement.

FIGURE 6

FIGURE 6. Mineral composition of fly ash.

Experiment Scheme

It was determined in the field that the filling slurry concentration realizes gravity transportation at about 74%, when the slurry diffusivity was more than 80 cm, with good workability and no segregation and precipitation (Xiao et al., 2019; Huang et al., 2021). Therefore, this value was taken as the standard of filling slurry concentration. According to the filling materials in the mine, experiments of fly ash on the effect of the backfill strength and the optimization of the backfill ratio were carried out. The experiment scheme of fly ash on the effect of the backfill strength is shown in Table 2, and the optimization experiments of the backfill ratio are carried out based on the results of the experiments in Table 2.

TABLE 2

TABLE 2. Experiments of the fly ash on the effect of backfill strength.

The materials of each experiment scheme placed in the mixing bucket were weighted. The mixer was used to mix the slurry evenly. Then, the slurry was loaded into the mold of φ80 × 200 mm. Because of the low initial strength of the backfill, it was easy to be damaged after demoulding. Therefore, it was demoulded after 24 h and moved to the constant temperature and humidity box for maintenance, with the temperature set at 20 ± 1°C and humidity at 95%. After curing to the predetermined age, the uniaxial compressive strength was measured by WES-100 hydraulic universal testing machine, and representative backfill blocks were selected and made into standard specimens. The microstructure characteristics were observed by scanning electron microscope after gold spraying (Hu et al., 2019; Xie, et al., 2020) to analyze the variation mechanism of backfill strength. The flow chart of experiments is shown in Figure 7.

FIGURE 7

FIGURE 7. Experiments flow chart.

Analysis of Experiment Results

Study on the Effect of Fly Ash on the Strength of Backfill

To analyze the effect of fly ash on the strength of backfill, group A and group B experiments were conducted, respectively. The results of 28, 56, and 90 d uniaxial compressive strength of backfill are shown in Figure 8.

FIGURE 8

FIGURE 8. Relationship between the strength of backfill and fly ash content. (A) Group A. (B) Group B.

When the cement content was 9%, the 28 d uniaxial compressive strength of the backfill without fly ash was 0.57 MPa and the 56 d uniaxial compressive strength was 0.97 MPa. As can be seen from Figure 8, the strength of the backfill in both groups A and B is significantly improved under the condition of adding fly ash. The 28 d uniaxial compressive strength is greater than 1.65 MPa. The 56 d uniaxial compressive strength is greater than 2.24 MPa. That is, the addition of fly ash in the slurry has an overall promoting effect on the strength of the backfill.

As shown in Figure 8A, when the filling aggregate was all waste rock, the strength of the backfill gradually increased with the increase of fly ash to cement mass ratio, and both of them increased approximately linearly. The 56 d strength was 2.24 times the 28 d strength (mean value), while the strength grew less from 56 to 90 d during the maintenance period. The strength development of backfill containing fly ash was mainly concentrated in the maintenance period from 28 to 56 d, after which the growth trend slowed down. As shown in Figure 8B, when the filling aggregate was waste rock and tailings with the ratio of 3:1, after the fly ash-cement mass ratio exceeded 3 (the fly ash-tailings mass ratio was about 3:2 at this time), the strength of the backfill suddenly decreased, and fly ash had a great negative effect on the strength at this time, which is different from the study of Dong et al., 2018. Generally, the increase of fly ash content promotes the strength of backfill in the middle and late stages, and the main reason for fly ash inhibiting the strength of backfill in this experiment is as follows: as the tailing particles were fine, the continuous increase of fly ash content led to more fine particles in the backfill, which hindered the hydration of cementitious materials and affected the growth of the backfill strength. Therefore, fly ash has a two-way effect on the late strength of the backfill under the condition of tailings. It is necessary to determine the appropriate filling ratio of tailings and fly ash.

Study on Optimization of Filling Ratio with Fly Ash

1) From the results of group A, it can be seen that under the condition that the filling aggregate is all waste rock, the strength of the backfill shows an increasing trend with the increase of fly ash content. However, when the amount of filling aggregate is too much, the bonding quality of the interface between slurry and aggregate will be reduced, weakening the integrity of the backfill. Therefore, the group C experiment was conducted to determine the appropriate ratio of filling aggregate to fly ash: the filling slurry concentration was 74%, the cement content was 6.5%, the filling aggregate was all waste rock, and the mass ratios of waste rock-fly ash were 1:1, 2:1, 3:1, and 4:1, respectively. In addition, due to the poor activity of the fly ash, 3% content CaO was added to the slurry

As shown in Figure 9, the 28 d uniaxial compressive strength of the backfill gradually decreased with the increase of waste rock content, while the 56 d uniaxial compressive strength showed a trend of increasing and then decreasing. As fly ash mainly affected the strength of the backfill in the middle and late stages, the fly ash was not heavily hydrated at 28 d. The waste rock was not completely wrapped by the gel and the integrity was poor; therefore, the strength at 28 d decreased with the increase of waste rock; while at 56 d, the fly ash was hydrated to produce a large amount of gel and wrapped waste rock, which showed that the strength of the backfill was higher than that at 28 d, and increased first with the increase of waste rock content. When the waste rock-fly ash mass ratio exceeded 2:1, too much waste rock was not wrapped. The 56 d strength of the backfill started to decrease, which was the optimal value of the waste rock to fly ash, that is, the early strength of the backfill met the demand and had no inhibitory effect on the middle and late strength.

2) Group D experiment was carried out based on the waste rock-fly ash mass ratio of 2:1, and tailings were added to the filling aggregate to determine the optimum tailings content. Group D experiment scheme: the cement content was 6.5%, the mass ratio of waste rock-fly ash was 2:1, the mass ratios of waste rock-tailings were 1:1, 2:1, 3:1, and 4:1, respectively, and CaO content was 3%

FIGURE 9

FIGURE 9. The relationship between backfill strength and mass ratio of waste rock to fly ash (group C).

As can be seen from Figure 10, with the increase of waste rock to tailings mass ratio, i.e., with the decrease of tailings content, the 28 d uniaxial compressive strength of the backfill increased linearly. The 56 d uniaxial compressive strength showed a trend of first increase and then decrease. The minimum strength of the backfill was 1.16 MPa when the mass ratio of waste rock-tailings was 1:1, which was better than that of the backfill without fly ash; the 56 d uniaxial compressive strength reached the maximum when the waste rock-tailings mass ratio was 3:1. At this time, the number of tailings had no inhibiting effect on both 28 d and 56 d uniaxial compressive strength.

3) Based on the results of group C and group D, the optimal mass ratio of waste rock-tailings-fly ash was determined to be 6:2:3. On this basis, group E experiments were conducted to determine the optimal cement content to meet the filling demand of the mine: the mass ratio of waste rock-tailings-fly ash was 6:2:3, CaO content was 3%, and the cement content was 5, 8, 11, and 14%, respectively.

FIGURE 10

FIGURE 10. The relationship between backfill strength and waste rock to tailings ratio (group D).

From Figure 11, it can be seen that the uniaxial compressive strength of the backfill at 28 and 56 d increases linearly with the increase of cement content, and the fitting equations are as follows:

$28\mathrm{d}:\cdot y=0.373x-0.26\left(R^2=0.989\right),(1)$

$56d:\cdot y=0.904x-1.19\left(R^2=0.994\right).(2)$

FIGURE 11

FIGURE 11. The relationship between the strength of backfill and cement content (group E).

where y is the uniaxial compressive strength of the backfill, MPa; x is cement content. The slope of the 56 d fitting equation was significantly greater than that of 28 d, i.e., its strength development was significantly higher than that of 28 d. The increase of cement content had a more obvious effect on the 56 d strength of the backfill. This was mainly since 28–56 d was the main hydration stage of fly ash, and the increase of cement content led to the increase of generated OH⁻, which promoted the hydration of a large amount of fly ash during 28–56 d.

4) When the filling slurry concentration was 74%, the mass ratio of waste rock-tailings-fly ash was 6:2:3, CaO content was 3%, and cement content was 5%; the uniaxial compressive strength of the backfill at 28 and 56 d was 1.70 and 3.11 Mpa, respectively, which met the demand of filling of the mine. Based on the market price of building materials at the mine site, the filling cost was calculated as follows: the price of 32.5 ordinary Portland cement bought from local cement plant was RMB 340 per ton; the waste rock was produced from underground mining, and the transportation and crushing cost was RMB 20 per ton; all tailings were purchased from other mines at a cost of RMB 18 per ton; fly ash was taken from nearby thermal power generation at a price of RMB 70 per ton; CaO was purchased from local enterprises at a price of RMB 240 per ton. After calculation, with the filling slurry concentration of 74%, the mass ratio of waste rock-tailings-fly ash of 6:2:3, CaO content of 3%, and cement content of 5%, the cost of filling slurry was RMB 80.32 per cubic meter. Compared with the current filling ratio under the condition of 74% concentration of filling slurry, 10% cement content, and 3:1 mass ratio of waste rock-tailings, it can save RMB 0.56 per cubic meter. In addition, the strength of the backfill can be increased by about 1 MPa at 28 d and 2 MPa at 56 d. It not only makes a large amount of use of fly ash and reduces the cost of filling but also improves the strength of the backfill significantly, which improves the safety factor and economic benefits of mining.

Analysis of Microstructure and Strength Variation Characteristics of the Backfill

To analyze the reasons for the strength variation of the backfill, the backfill of the stope, group A3, and group B3 were selected, respectively. Their images were magnified to 2000 times to observe the microstructure by scanning electron microscope. The images of the backfill are shown in Figure 12.

FIGURE 12

FIGURE 12. Scanning electron microscope comparison of the backfill. (A) 28 d backfill of stope. (B) 28 d backfill of group A3. (C) 28 d backfill of group B3. (D) 56 d backfill of group A3.

The backfill is a porous structure composed of cementitious material hydrated colloid, Ca(OH)₂ crystals, solid particles, and pores, etc. The relationship between its strength and porosity is as follows:

$S=S_0\exp (-bp),(3)$

where $S$ is the ideal state strength of the backfill, MPa; $S_0$ is the strength of the backfill when the porosity is 0, MPa; $b$ is a constant related to the cementitious material and maintenance age; $p$ is the internal porosity of the backfill. It can be seen that the strength decreases exponentially as the porosity of the backfill increases, which can be analyzed visually by the structural characteristics of the backfill pores (Cao and Song, 2018; Nakata et al., 2018; Wang and Qiao, 2019). The reaction process of cement and fly ash hydration in the backfill: C₃S, C₂S, C₃A, and C₄AF in cement react with water to generate Ca(OH)₂ and C-S-H, calcium aluminate, and other gel materials, in which Ca(OH)₂ is the intermediate product to promote the mutual reaction of ions in the solution and then reacts with a large amount of SiO₂ and Al₂O₃ in fly ash to promote the generation of gel materials. The gel material can bind to the aggregate and fill the pore structure after hardening and is the key component affecting the strength of the backfill (Yu et al., 2018).

From Figure 12A, the 28 d scanning electron microscope of the backfill can be seen that the cement was hydrated to generate part of the flocculent C-S-H gel, accompanied by a small amount of fibrous AFt and plate-like Ca(OH)₂ crystals. There were still some inert particles around the gel that have not been wrapped. The overall structure was relatively loose, with a more developed pore structure (Zhang et al., 2021). The strength of the backfill was low at 0.67 MPa, which did not meet the demand of the mine; Figure 12B shows the structure of the backfill at 28 d under the condition of adding fly ash and waste rock. The hydration of cement and fly ash was obvious, generating a large number of flocculent C-S-H gel, and the hydration products were staggered and well wrapped around the aggregate. Compared with Figure 12A, the structural integrity and connectivity were enhanced. The pores were filled with C-S-H gels. The strength was well developed, reaching 2.24 MPa. Figure 12C shows the structure of the 28 d backfill under the condition of adding fly ash, waste rock, and tailings. Due to the increase of fine particles in the slurry caused by the addition of fly ash and tailings, and the poor hydration condition of fly ash, the amount of C-S-H gel was reduced compared with Figure 12B. A large number of fine particles of tailings were not connected and the distribution was more dispersed, which led to the increase in the porosity of the backfill and the inability to form a dense structure (Liu et al., 2018; Fu et al., 2020). The macroscopic performance of the backfill strength is reduced to 1.90 MPa. Comparing Figure 9D and Figure 9A, it can be seen that during 28–56 d, the flocculent gel further developed and closely connects with the aggregate. Besides, the tightness of the backfill increased significantly and the porosity decreased, i.e., a large amount of hydration reaction of fly ash occurs during 28–56 d.

Based on the results of scanning electron microscope analysis and the hydration characteristics of cement and fly ash, the strength variation process of the backfill containing fly ash can be divided into three stages: cement hydration period, fly ash infiltration period, and slurry hardening period, as shown in Figure 13.

FIGURE 13

FIGURE 13. The strength variation process of backfill.

During the hydration period of cement, C₃S, C₂S, C₃A, and C₄AF in cement were hydrated to generate Ca(OH)₂, C-S-H, and other gel materials. The slurry is in a strong alkali state, and the surface of fly ash was wrapped by gel particles after hydration, which led to slow OH⁻ infiltration, thus reducing its hydration rate and less participation in the early stage of hydration. During the fly ash infiltration period, although the gels were gathered on the surface of fly ash particles, their structure was not stable and was continuously destroyed and reorganized under the osmotic pressure of the slurry solution to promote OH⁻ infiltration (Zhang et al., 2020; He et al., 2021). In addition, the pores between the cementitious particles also provided channels for OH⁻ immersion. The OH⁻ reacted with a large amount of SiO₂ and Al₂O₃ in fly ash to accelerate the hydration of fly ash in the middle and late stages, which continuously generated C-S-H and calcium aluminate gels, and it was the main stage of hydration reaction occurring in fly ash. However, when tailings were added to the slurry, the hydration conditions of fly ash deteriorated due to its finer particles and larger specific surface, which could be uniformly distributed around the fly ash and reduced the contact area between fly ash and Ca(OH)₂ (Lee and Kim, 2017; Liu et al., 2018). The fly ash itself had no strength, thus presenting the results of group B: when the fly ash-cement mass ratio exceeded 3, the late strength of the backfill decreased instead. During the hardening period of the slurry, the gel particles generated by the hydration reaction of cement and fly ash combined and continuously formed a structurally stable gel and wrapped coarse and fine aggregates to form a dense structure with reduced porosity, which macroscopically showed an increase in the strength of the filled body. Therefore, to play the role of fly ash in the backfill, firstly, it was necessary to determine the appropriate cementitious material ratio to generate the right amount of OH⁻ during the hydration period of cement to maximize the activation of fly ash and increase its hydration; secondly, the gel structure produced by hydration needed to be in excellent ratio with the aggregate in the stage of slurry hardening period, with good connection performance to reduce the porosity and ensure the quality of the backfill.

Conclusion

In this paper, the effect of fly ash on the backfill strength was analyzed based on the experiments of the filling ratio containing fly ash, and the variation process of backfill strength was analyzed. The specific conclusions are as follows:

1) Fly ash had a promoting effect on the strength of the backfill, and the strength development was mainly concentrated on 28–56 d; When the filling material contains tailings, adding too much fly ash will lead to a large number of fine particles in the backfill, hindering the hydration of cementitious material and affecting the development of backfill strength.

2) When the filling slurry concentration was 74%, the cement content was 5%, the mass ratio of waste rock-tailings-fly ash was 6:2:3, and the CaO content was 3%, the strength of the backfill was significantly higher than that of the current backfill of the mine, and the filling cost could be saved by RMB 0.56 per cubic meter.

3) The pore structure of the backfill determined its strength characteristics. To play the role of fly ash in the backfill, it is first necessary to determine the appropriate ratio of cementitious materials to generate the OH⁻ during the cement hydration period and activate the fly ash; secondly, the gel structure generated by hydration needs to be well proportioned with the aggregate during the slurry hardening period to reduce the porosity and ensure the quality of the backfill.

Data Availability Statement

The original contributions presented in the study are included in the article/Supplementary Material; further inquiries can be directed to the corresponding authors.

Author Contributions

BC: conceptualization, investigation, and writing—review and editing. CD: supervision. XC: writing—original draft. LZ: methodology and data curation.

Funding

This study was supported by the Funds of National Key Research and Development Program of China (2018YFC0604605) and Fundamental Research Fund for the Central Universities (FRF-TP-19-039A1).

Conflict of Interest

Authors XC and LZ were employed by the company Jiaojia Gold Mine, Shandong Gold Mining (Laizhou) Co., Ltd.

The remaining authors declare that the research was conducted in the absence of any commercial or financial relationships that could be construed as a potential conflict of interest.

Publisher’s Note

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