Experimental Study on Mechanical Properties of Cemented Paste Backfill under Temperature-Chemical Coupling Conditions.
With the background of vigorously promoting ecologically friendly construction in China, coal mine filling and mining technology has been promoted as a green mining technology in coal mining and goaf management [1,2].However, the high temperature caused by oxidative heat release, blasting operations, and deep-well mining for underground coal [3-5] along with the stress of overlying strata and deterioration by chemical substances such as acids, alkalis, and salts contained in groundwater cause damage to the structure of cemented paste backfill (CPB). The effect is to reduce or eliminate CPB effectiveness, which in turn affects the stability of the goaf. Therefore, the experimental study on the mechanical properties of CPB under temperature-chemical (TC) coupling has important theoretical significance and practical engineering value for predicting stability in filling engineering.
The effect of filling and mining is closely related to the structural characteristics of CPB. The structure type of CPB filled into goaves is of the plain concrete type; there are already microcracks in the internal structure of CPB when it enters a goaf before reaching the coagulation and finalization stage. Under complex geological conditions and environmental factors, CPB should bear the effects of load and geothermal heat, as well as chemical action of the external environment. Owing to the triple damage posed by the TC combination, microdamage to CPB gradually evolves and expands, finally forming a penetrating crack that leads to structural failure. This results in a sharp drop in the bearing capacity and durability of CPB. Fall et al. and Aldhafeeri et al. [6, 7] used an experimental approach to study the influence of curing temperature and combined effects of temperature and CPB components on the main mechanical properties of CPB (strength, modulus of elasticity, and stress-strain behavior); results showed that the reaction activity of CPB is related to temperature and that reaction activity increases with atmospheric temperature. However, the effect of temperature depends on the curing time. The effect of temperature on mechanical properties of CPB depends on the type of binder, the ratio of water to cement, and the type of tailings. Han and Liu  studied the effect of temperature on the microstructure of a hardened paste of cement-slag composite cementitious material and the effect of the mortar's subsequent strength. The results showed that temperature has little effect on the degree of hydration of pure cement but that high temperature (60[degrees]C) reduced the postcompressive strength of the pure cement paste.
In addition, most mine water in China is rich in sulfates, and the oxidation of sulfur minerals and the use of retarders added into cement slurries raise the sulfate content of CPB. Sulfate causes severe deterioration of CPB through physical and chemical action [9-11]. Feng et al.  showed through experiments that sulfate reacted to form an expansion product, ettringite, and damage induced by expansion modifies both the local effective transport properties and linear elastic properties of each microstructure at different depths, thereby potentially altering the rates of sulfate ingress and expansion. On the other hand, physical crystallization of sulfate is also one of the main forms of sulfate attack. Chen et al. and Zhang et al. [13,14] studied microstructure changes of cement paste using semiconductors, XRD, MIP, and X-CT. The results showed that the crystalline sodium sulfate formed by sulfate intrusion creates a cement slurry. The internal structure of the body produces crystal stress, which causes its volume to increase, causing severe deterioration. Xu et al.  concluded that external sulfate attack is a progressive degradation process that may cause expansion, cracking, loss of binder cohesion, and increased permeability in cementitious materials. Crystallization pressure theory has often been referred to as the most likely mechanism. Chen et al.  concluded that the main factors influencing concrete compressive strength are exposure time, water-cement ratio, and sulfate ions. Among these, sulfate attack had the greatest effect. Abedalrazzaq  conducted an empirical study on the effects of crack growth in cement mortar exposed to two sulfate solutions. The testing technique was conducted to measure compressive strength, and ultrasonic pulse velocity (UPV) tests simultaneously determined the stress/strength ratio at which cracks propagated. The results showed that crack propagation takes place in specimens exposed to sulfate solutions at stress/strength ratios higher than those kept in tap water. Yu et al.  immersed the cement slurry in different concentrations of sulphate solutions; the test showed that sulphate deterioration was staged. In the initial stage of deterioration, the presence of sulfate had a positive effect on the cement slurry strength, and subsequently these properties changed.
According to previous research, many factors such as sulfate presence, geothermal factors, and rock pressure in a mine water context have significant effects on the properties of CPB. Most studies only considered the mechanical properties of CPB with respect to a single factor such as temperature or ion concentration. However, CPB is used in a complex environment of different temperatures, different ion concentrations, and various pressures for each rock layer at the same time. The mechanical properties of CPB are different at different ages ; at present, there is a lack of research on the mechanical properties of CPB under coupled conditions of temperature, pressure, and ion concentration. Long-term filling of CPB in this complex environment causes damage to the internal structure of CPB and affects the stability of goaves in which it is used. In order to explore the deterioration mechanism of CPB under these coupled conditions and improve its durability, it is necessary to study the influence of TC coupling on the mechanical properties of CPB. Therefore, based on existing research, we select concentrations of 3%, 5%, and 7% sodium sulfate solution to simulate the chemical environment of CPB  and apply three temperatures of 20[degrees]C, 35[degrees]C, and 50[degrees]C to simulate the temperature of underground CPB . The uniaxial compressive strength (UCS) of CPB is tested at 1, 3, 7, and 28 days, respectively. The variation of mechanical properties of CPB under temperature-stress-chemical coupling conditions is investigated, and the deterioration mechanism of CPB under TC coupling conditions is constructed. The structural model is examined through X-ray diffraction (XRD) and scanning electron microscopy (SEM), two microtest methods, to explain and verify the macroscopic phenomena, providing a theoretical basis for studying the durability of CPB in mines.
2. Experimental Materials and Methods
2.1. Experimental Materials
2.1.1. Cement. Cement (no. 32.5) is sourced from Shandong Shanshui Cement Group Co., Ltd., and its main components are shown in Table 1.
2.1.2. Fly Ash. The fly ash is from Huangdao Power Plant, Shandong Province, China. The apparent density is 2040 kg/ m , and the bulk density is main chemical composition is shown in Table 2. The particle size distribution and SEM test are shown in Figure 1.
2.2.3. Coal Gangue. The coal gangue is from the Xinzhuang Coal Mine in Shandong Province, China. The main chemical composition is shown in Table 3. The particle size ratio is shown in Table 4.
2.2. Preparation of CPB. The composition of the CPB was determined based on the principle of reducing the amount of cement needed and utilizing as much solid waste (fly ash and coal gangue) as possible. With these goals in mind, the ratio of the cement, fly ash, and coal gangue was selected to be 1:4:6. Subsequently, water was added to the CPB until the solid content in the final mixture satisfied the requirements for use in mines. In general, a solid concentration of 70-80% is suitable for gravity- or pumping-driven transport through the pipelines . Cube specimens 70.9 mm x 70.9 mm x 70.9 mm were produced with a mass concentration of 72%. The measured slump was 20 cm, the initial setting time of the specimens was 4 h, and the final setting time was 8 h.
2.3. Experimental Methods. For more realistic simulation of the mine environment, the prepared test pieces were placed in sodium sulfate solutions with mass concentrations of 3%, 5%, and 7% in advance, and they were then placed in a constant-temperature curing box at temperatures of 20[degrees]C, 35[degrees]C, and 50[degrees]C, respectively. The curing time was 1, 3, 7, or 28 days. Another clear-water fluid was used to create a control group. Hence, a total of 48 treatment conditions were studied with three test pieces for each condition for a total of 144 test pieces. After the corresponding age was reached, the filling test piece was taken out of the incubator and immediately loaded in a DY-2008DX automatic pressure-testing machine (load capacity: 50 kN and loading rate: 0.01 mm/s), and only the average value was considered. Owing to the short loading time, the scenario can be approximated as a TC coupled-state loading.
2.3.1. UCS Measurements. The UCS of the CPB was measured using an automatic pressure testing machine (DY2008DX,223 Xianxian Jingqiang Construction Equipment Factory, China; loading capacity = 50 kN and loading rate = 0.01 mm/s). For each curing time, three samples were taken from the curing chamber, and their respective compression forces were measured using the pressure testing machine. The UCS values of the 226 CPB samples were then calculated using
P = F/S, (1)
where P is the UCS (MPa), F is the compression force (N), and S is the cross-sectional area of the CPB test sample ([mm.sup.2]).
2.3.2. XRD Analysis. Several small blocks were taken from within the CPB samples after breaking them into small pieces. These small blocks were immersed in absolute ethanol to terminate the hydration reaction. Next, these blocks were dried in vacuum at 55[degrees]C and ground into powders. These powders were characterized using an X-ray diffractometer (D/MAX-2400, Rigaku Corporation, Japan; scanning range = 5-60[degrees]; interval between data points = 0.02[degrees]; scanning speed = 4[degrees]/min).
2.3.3. SEM Analysis. Several small blocks were taken from within the CPB samples after breaking them into small pieces. These small blocks were immersed in absolute ethanol to terminate the hydration reaction. Next, these samples were dried in vacuum at 55[degrees]C. Cross sections of the block samples were taken and imaged using an SEM system (JSM6510LV JEOL, Japan; magnification = 40x to 400,000x; accelerating voltage = 50 V to 30 kV, continuously adjustable; tilting angle = -10[degrees] to 70[degrees]).
3. Results and Discussion
3.1. UCS Test Results. According to the experimental data, the influence curve for TC coupling on the uniaxial compressive strength of CPB is plotted, as shown in Figure 2.
According to Figure 2, the TC coupling condition has a significant effect on the UCS of CPB. There are similar variations at each temperature, roughly divided into two phases: the intensity-increasing phase (before 7 days) and the intensity-declining phase (after 7 days). At the ages of 1 day and 3 days, the UCS increased at any temperature and concentration, and the water control group and the test samples at 20[degrees]C, 35[degrees]C, and 50[degrees]C indicated UCS increases of 18%, 25%, 29%, and 34%, 42%, 44%, respectively. The increase of temperature promotes the hydration reaction of cement of lower age, while Na2SO4 contributes to the strength of CPB in the early stages , resulting in a slight increase in CPB strength over a short time. However, compared with the results at 7 days, this increase was small.
3.2. Analysis of the Influence ofTC Coupling on the UCS of CPB. According to the experimental results, the UCS of CPB was in the increasing stage before 7 days, but the increase at 1 day and 3 days was small. This study mainly discusses changes of UCS after 7 days and 28 days for CPB. Following the results shown in Figure 2, the compressive strength after 7 days and 28 days under TC coupling is plotted in Figure 3.
It can be seen from Figure 3(a) that at 20[degrees]C and 35[degrees]C, temperature and sodium sulfate concentration contribute to the UCS of CPB. The effect of temperature is more significant as it increases the UCS by 70% and 81% compared with the control group. On the one hand, this can be explained by the hydration reaction of dicalcium silicate and tricalcium silicate in cement , and a calcium silicate hydrate gel and calcium hydroxide are formed. In terms of filling materials, CPB does not have a dense structure. In the coagulation and finalization stage, the internal structure of CPB already has pores, and the increase of temperature accelerates the speed of the hydration reaction [25, 26]. CSH is insoluble in water; it precipitates and gradually aggregates into a gel, which fills the pores between the filler particles and provides early strength to CPB. On the other hand, sodium sulfate reacted with CH to form gypsum, which subsequently reacts with C3A in the cement to form ettringite . Consumption of CH by pozzolanic hydration of fly ash also occurs, and increasing temperature promotes the progress of these reactions, thereby producing more hydration products. At 7 days, regardless of what kind of product is formed, it fills the pores of CPB. The amount of the product increases with the concentration of sodium sulfate solution, thereby improving the compactness of CPB. The macroscopic performance shows an increase in UCS.
At 50[degrees]C, the UCS of CPB changes; its strength increases rapidly when the concentration of sodium sulfate solution is low. At the sulfate level of 5%, the UCS increased by 50%; when the solution concentration was 7%, the UCS no longer increased but suddenly dropped by 32% compared with the results at 5%. The reason for this maybe that the temperature was higher, completing the hydration reaction more quickly; when the temperature exceeds 45[degrees]C, ettringite begins to gradually decompose, resulting in increased porosity of the cementitious material, which ultimately reduces the strength of the CPB. Higher temperatures also result in increased adsorption on the sulphate ions in CSH, which can reduce the strength of the CPB. This process was verified through SEM analysis.
It can be seen from Figure 3(b) that, at 28 days, the role of sulfate is more obvious, and the UCS of CPB showed a downward trend in all working conditions. Compared with the control group, the UCS decreased by 41%, 50%, and 54% at 20[degrees]C, 35[degrees]C, and 50[degrees]C, respectively. The underlying mechanism of the change in strength was the coupling process between the physical and chemical deterioration, as well as the auxiliary effect of temperature on the deterioration. The reaction between sodium sulfate and CH was subsequently accelerated and the acicular expansion products ettringite and gypsum were formed. Increased concentration of sulfate results in the formation of more products and generation of greater expansion stress inside the CPB. The stress gradually increases with time, causing the CPB to crack, thereby decreasing its strength [30, 31]. On the other hand, the volume expansion is caused by the crystal precipitation of the sodium sulfate solution. The resulting crystalline product can expand the volume by a factor of four [32-34], and the resulting crystalline stress causes the generation of cracks, which ultimately leads to a decrease in the strength of CPB. As the temperature and solution concentration increase, the deterioration of CPB is accelerated, and the process can be further verified by XRD diffraction analysis.
3.3. The Influence of Stress and Strain on CPB under TC Coupling Conditions. Through the comparison of the full stress strain curves obtained by uniaxial compression testing of CPB, it was found that the shapes of the response curves were basically the same and followed the same rules. Therefore, a simplified diagram of the stress-strain curve for single axial compression of CPB is shown in Figure 4.
According to the stress-strain curve for the rock [35, 36], the stress-strain process of CPB is roughly divided into the following five stages: the first stage is the initial deformation stage (OA section). The simplified diagram shows the tendency of the curve to bend upwards, indicating that the slope of the curve is gradually increasing and that the stress of CPB increases with increasing deformation. This is because, under the action of the load, the cracks and pores perpendicular to the stress direction existing inside the CPB are closed owing to the pressure. In this process, through the subsidence of the roof and the deformation of the surrounding rock, the CPB forms a "passive support" for the roof and surrounding rock. Therefore, in the actual filling and mining process, it is necessary to ensure that CPB is fully connected in order to reduce the deformation of the roof and surrounding rock. The second stage is the elastic deformation stage (AB section) in which the curve is approximated as a straight line; that is, the slope of the curve is constant in this region, and the strain increases with increasing stress. In this stage, the CPB has a great supporting effect on the surrounding rock, which can better control the deformation of the roof and surrounding rock. The third stage is the inelastic deformation stage (BC section) in which the curve is bent downward. This stage is the crack extension stage; that is, the slope of the curve is gradually reduced. As the external force increases, the stress field value of the end of the microdefects inside the CPB reaches its limit value, that is, its peak intensity. During this stage, the support of the CPB reaches its maximum under the condition of no damage. The fourth stage is the destruction stage (CD section) in which the curve is lowered; this stage is the CPB failure stage in which the slope of the curve becomes negative. During this period, the UCS of CPB gradually decreases as the strain continues to increase, and its residual strength is reached after reaching point D. Although the inside of the CPB has been damaged to a certain extent at this stage, it still retains a certain residual strength and can withstand a certain load, which is very advantageous for the support of the roof. After the fifth stage, the D point is reached, at which the curve tends to be gentle. This stage is the residual deformation stage of CPB in which the slope approaches zero. During this period, the UCS of CPB is maintained at a low level as the strain continues to increase, but still reaches 1/3 of the highest strength, exerting a bearing effect to some extent.
According to the test results, the model of the deterioration mechanism of CPB under TC coupling conditions was constructed, as shown in Figure 5. It can be seen from Figure 5 (1) and (2) that, in the absence of sodium sulfate, the hydration of CPB proceeds normally and that there are many pores present. Under a continuous load, the initial deformation stage (OA) in the stress-strain curve lasts for a long period of time, and the hydration products provide early strength. When the concentration of sodium sulfate solution increases, as shown in Figure 5 (3) and (4), ettringite, gypsum, and hydration products gradually increase in quantity, filling the internal pores of CPB, so that the CPB structure is more compact. The elastic deformation stage (AB) appears for a longer time in the stress-strain curve, and the corresponding UCS is large. When both the temperature and the concentration of sodium sulfate solution increase, as shown in Figures 3-5 (5), physical and chemical interactions occur simultaneously, and the growth of the crystal product is limited owing to excessive presence of the crystal product. This results in expansion stress, increased internal structure cracks in the packed body, and increased pore diameter. The elastic deformation stage (AB) under the load is small, lasting from initial deformation (OA) to the inelastic deformation stage (BC) and finally to the failure stage (CD).
3.4. Analysis of XRD Diffraction Results. In order to explore the deterioration products of CPB under TC coupling conditions, the UCS of CPB was sampled, and samples were subjected to XRD diffraction testing. The test results are shown in Figure 6.
After 7 days of deterioration, as can be seen from Figure 6(a), when the temperature is low, ettringite and gypsum diffraction peaks appeared at 29 = 11.05[degrees], 20.91[degrees], 31.12[degrees], and 39.45[degrees] . This is explained simply by the fact that there are two products of ettringite and gypsum at high sulfate concentrations. The higher the temperature, the more the product fills the inner pores of CPB, improving the UCS. When the temperature reaches 50[degrees]C, the ettringite and gypsum diffraction peaks were greatly enhanced while the CH diffraction peak was smaller (as shown in the enlarged part) because the higher concentration of sodium sulfate consumed CH. Hence, the formation of the two expansion products of ettringite and gypsum was rapidly increased, thereby generating expansion stress and resulting in a decrease in the UCS of CPB. From Figure 6(b), when the age of deterioration was 28 days, the diffraction peaks of ettringite and gypsum gradually increased with increasing temperature, and there was no CH diffraction peak at this time, indicating that it was completely consumed by sodium sulfate. In addition, the [Na.sub.2]S[0.sub.4]-10[H.sub.2]0  diffraction peak appeared at 2[theta] = 22.87[degrees] and 41.48[degrees], and the intensity of the diffraction peak increased with increasing temperature. This indicates that at, 28 days of age, the strength of the filler was further reduced owing to the crystal stress generated by the crystallization of sodium sulfate and the deterioration rate was positively correlated with the temperature and the solution concentration. The quartz and calcium carbonate (calcite) appearing in the figure include quartz contained in the fly ash itself, and may also contain calcium carbonate components brought by sand and stones when grinding the cement slurry [6, 39].
3.5. SEM Results Analysis. Since there are similarities in the SEM images at various temperatures, only partial SEM at 35[degrees]C and 50[degrees]C are shown.
It can be seen from Figures 7(a)~7(c) that when the solution does not contain sodium sulfate, there are some pores inside the CPB, the product is less, the particles are larger, and the hydration is incomplete. As the concentration of sodium sulfate solution increases, substances such as ettringite gradually increase and fill in the pores of the CPB, which improves the compactness of the CPB. It can be seen from Figure 7(d) that when the temperature and sodium sulfate concentration are higher at the same time, the hydration reaction rate is increased, and sodium sulfate reacts rapidly with Ca[(OH).sub.2], resulting in excessive formation of ettringite and gypsum, both of which are expansive. The excessive amount of product will cause expansion stress in the pores inside the CPB and will sporadically grow from the inside to the outside, destroying the internal structure. Due to the short age of deterioration (7 d), the degree of damage is small. When the age reaches 28 d, as shown in Figures 7(e) and 7(f), on the one hand, the expansive product gradually increases in all directions in the internal structure of the CPB, and the expansion stress increases, resulting in an increase in cracks. On the other hand, due to the large pores at the surface of the aggregate and mortar, it is beneficial to the transport of sulfate ions. Ca[(OH).sub.2] is consumed in a large amount, and the pH value inside the CPB is lowered, and the hydrated calcium silicate cannot be stably existed , and the final CPB strength decreased.
This study investigated the influence of TC coupling on the mechanical properties of CPB. Before 7 days at 20[degrees]C and 35[degrees]C, thermochemical coupling conditions had no negative influence on the UCS of CPB, and the UCS of CPB increased with the increase of temperature and sodium sulfate concentration, compared with the control group; the compressive strength increased by 70% and 81% at 7d, and the growth rate at 35[degrees]C was obviously greater than 20[degrees]C. When the temperature was 50[degrees]C and the concentration of sodium sulfate was 3% or 5%, the rate of increase of the UCS of CPB was reduced, but was always advantageous compared with the control case of exposure to tap water. When the concentration of sodium sulfate reached 7%, the UCS decreased significantly, and TC coupling conditions began to have a negative impact on the CPB. When the age reached 28 days, the UCS of the CPB showed a decreasing curve for every temperature and concentration, and the rate of decrease accelerated with increasing temperature and concentration, compared with the control group, 7 d decreased by 41% at 20[degrees]C, decreased by 50% at 35[degrees]C, and decreased by 55% at 50[degrees]C. By analyzing the stress-strain relationship for CPB, the whole process of eroding CPB under TC coupling was analyzed. There is a certain compression deformation space inside the CPB, and the vertical deformation of the CPB is larger when it is subjected to the action of the roof plate. The TC coupling conditions were further validated for the proposed model of the CPB deterioration mechanism. The erosive mechanism of the deterioration products on the UCS of CPB was explained from the physical and chemical reactions. Moreover, the relationships between ettringite, gypsum, calcium hydroxide, and [Na.sub.2]S[O.sub.4]x10[H.sub.2]O were clarified by XRD diffraction analysis and SEM analysis of TC coupling conditions. Among these, ettringite and gypsum were involved in the major material chemistry, leading to CPB structure damage. Additionally, [Na.sub.2]S[O.sub.4]x10[H.sub.2]O resulted mainly from the physical effects of the CPB internal crystallization stress. According to the tests' conclusions, the variation of mechanical properties of CPB under TC coupling conditions is roughly understood, providing a theoretical basis to improve CPB durability for use in filling engineering.
All data are available within the article or from the corresponding author upon request.
Conflicts of Interest
The authors declare no conflicts of interest. The funders will not affect the submission.
The authors would like to acknowledge the Shandong Province Nature and Fund Project (ZR2017MEE055) and Shandong University of Science and Technology, which collectively funded this project.
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Yin Liu [ID], Hao Li [ID], and Haifeng Wu
College Mining and Safety Engineering, Shandong University of Science and Technology, Qingdao 266590, China
Correspondence should be addressed to Hao Li; firstname.lastname@example.org
Received 28 May 2019; Revised 21 August 2019; Accepted 2 November 2019; Published 16 November 2019
Guest Editor: Stanislav Seitl
Caption: Figure 1: Particle size distribution of fly ash (a) and SEM image (b).
Caption: Figure 2: Variation of UCS of CPB under TC coupling conditions. (a) 20[degrees]C, (b) 35[degrees]C, and (c) 50[degrees]C.
Caption: Figure 3: Change in UCS of CPB. (a) 7 d and (b) 28 d.
Caption: Figure 4: Stress-strain curve of CPB under TC coupling condition.
Caption: Figure 5: Model of deterioration mechanism of CPB under TC coupling condition.
Caption: Figure 6: XRD diffraction analysis of CPB at a solution concentration of 7%: (a) 7 d and (b) 28 d.
Caption: Figure 7: SEM results. (a) 35[degrees]C, water, 7d; (b) 35[degrees]C, 3%, 7d; (c) 35[degrees]C, 7%, 7d; (d) 50[degrees]C, 7%, 7d; (e) 50[degrees]C, 5%,28 d; (f) 50[degrees]C, 7%, 28 d.
Table 1: The chemical component and mineral composition of ordinary silicate cement. Category Chemical components (%) Si[O.sub.2] [Al.sub.2][O.sub.3] [Fe.sub.2][O.sub.3] Content 21.38 4.23 3.58 Category Mineral composition (%) CaO S[O.sub.3] [C.sub.3]S [C.sub.2]S [C.sub.3]A Content 66.49 0.1 59.95 12.02 5.94 Category [C.sub.4]AF Content 13.53 Table 2: Chemical composition of fly ash (%). Source Si[O.sub.2] [Al.sub.2][O.sub.3] Content 53.94 30.91 Source [Fe.sub.2][O.sub.3] CaO MgO Content 2.38 6.53 0.92 Table 3: The main chemical composition of coal gangue (%). Composition Si[O.sub.2] [Al.sub.2][O.sub.3] Content (%) 59.1 18.9 Composition [Fe.sub.2][O.sub.3] CaO MgO [Na.sub.2]O Content (%) 4.3 2.36 1.41 0.43 Composition [K.sub.2]O Content (%) 1.89 Table 4: Coal gangue particle size grading. Size (mm) + 10 10-6 6-3 3-1.5 1.5-0 Content (%) 5.18 13.68 22.55 14.97 43.62
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|Title Annotation:||Research Article|
|Author:||Liu, Yin; Li, Hao; Wu, Haifeng|
|Publication:||Advances in Materials Science and Engineering|
|Date:||Nov 1, 2019|
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