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Fig.
1.
Size and fraction of (a) tailings and (b) cement particles.
| Cite this article as: |
Ziyue Zhao, Shuai Cao, and Erol Yilmaz, Effect of layer thickness on the flexural property and microstructure of 3D-printed rhomboid polymer-reinforced cemented tailing composites, Int. J. Miner. Metall. Mater., 30(2023), No. 2, pp.236-249. https://dx.doi.org/10.1007/s12613-022-2557-6
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Deep mineral resource development is an important means of ensuring the security of economic development [1]. The major challenges in the mining/utilization of deep mineral resources are usually characterized by high ground pressure [2], high temperature [3], and large differences in ore–rock stability [4]. Backfilling is presently accepted as the most important means for safely directing deep metal mining [5–6]. Moreover, underhand cut-and-fill is an effective method for extracting a soft broken orebody in deep mining processes [7–8]. The durability of a nonnatural cementitious tailings or paste backfill (CTB or CPB) roof is crucial for certifying the safety of mine workers or tools [9]. The artificial CTB roof construction technology with high safety/reliability and a short construction period has always been a key technical purpose that plagued mining enterprises and technicians [10–11]. Furthermore, the traditional artificial CTB roof was often constructed with a high cement-to-tailings ratio of backfilling [12] and reinforced with steel mesh plus rock bolts [13]. Consequently, the obvious disadvantages were the long [14], costly [15], and laborious [16] construction period of a CTB roof. Accordingly, the basic problem is preparing a suitable CTB roof structure for underhand cut-and-fill mining.
Some scholars have experimentally explored CTB’s strength characteristics [17–18], allowing for its internal [19–20] and external [21–22] factors. To precisely measure the different strength properties of the backfill prepared in a laboratory, the detailed loading methods include impact loading [23], uniaxial compression [24], triaxial compression [25], three-point bending [26], and flexural [27], tensile [28], and shear [29] tests. Qiu et al. [30] explored the strength characteristics of iron ore tailings backfill. Xiao et al. [31] revealed that steel slag can improve CTB strength characteristics. Wu et al. [32] investigated mineral admixtures’ effect on the strength and microstructure of CTB materials with low and high pH pyritic tailings. Additionally, Huang et al. [33] explored the robust enhancement of CTB flexural strength through fiber reinforcement under the three-point bending test condition.
However, another aspect of filling mechanics development is the notable progress of CTB material types that included synthetic fiber-reinforced CTB [34–35], nanocellulose-reinforced CTB [36–37], rock-tailings-reinforced CTB [38], and rubber-reinforced CPB [39]. Some researchers [40–41] demonstrated experimentally that adding various fibers could pointedly improve the cementitious backfills’ UCS and flexural strengths. In addition, Xue et al. [42– 43] explored the strength characteristics of CTB subjected to triaxial compression loading conditions. Moreover, other scholars found that diverse curing environments [44–46] have diverse impact mechanisms for cement hydration reactions that are related to the dissolution/precipitation occurring in a complex chemical system [47]. Originating diverse mineral phases, this system eventually leads to the setting/hardening process of backfilling [48–50]. To record the failure process and explore the filling’s cracks and interior pore distributions [51–53], several techniques, such as SEM (scanning electron microscopy [54]), CT (computed tomography [55]), and DIC (digital image correlation [56]) were widely considered in the backfilling mechanical area.
The rapid development of three-dimensional (3D) printing technology has recently brought great benefits to the development of concrete- and cement-based materials [57–58]. Some scholars used the 3D printing of joint materials to prepare rock-like samples to inspect the joint effects on the mechanical properties of rocks [59–60]. Salazar et al. [61] found that a polymer lattice reinforces the ductility of concrete. Liu et al. [62] studied the bearing-capacity behavior of rhombicuboctahedron lattice-reinforced concrete exposed to three-point bending experiments. The geometric precision and strength characteristics of fabricated parts markedly improve the performance of reinforced backfill materials [63]. Ghannadpour et al. [64] showed that using star or diamond-shaped 3D-printed lattices within sandwiches subjected to bending and compression maintains extraordinary stiffness and durability performance. Additionally, Song et al. [65] showed that the ductility of cementitious composites reinforced with a 3D core-basis lattice is observably enriched because of the polymer lattice’s influence.
However, 3D-printed polymeric framework applications in mine fill are still few. Qin et al. [66–67] first used 3D-printed polymeric lattice cuboids and a U-shaped resin framework to prepare CTB specimens and then obtained the flexural strength under three-point bending conditions. In this study, 3D-printed rhomboid polymer (3D-PRP) reinforced CTB is creatively introduced, which typically comprises a printed 3D-PRP structure and cementitious tailings. To explore the strength effect and mechanism of combined cementitious backfills with 3D-PRP structure, three-point bending tests were executed while visibly observing several SEM micrographs. Diverse CTB types were prepared by considering the height of the 3D-PRP structure and the tailings-to-3D-PRP-structure ratio.
With the mining industry’s progress, researchers are seeking reasonable ways to reduce the accumulation of tailings created by mining activities. For mineral tailings, coarse tailings are used as raw materials in sectors such as construction, while fine tailings can be used as laboratory test pieces. Several ingredients, such as fine gold tailings (FGT), mixing water, and OPC-42.5R ordinary Portland cement, were used to manufacture diverse CTB slurries. The gold tailings used were placed in a drying furnace and dried at 100°C for 12 h before testing.
A laser particle size analyzer was used to understand grain-size distributions in mining waste and cement samples. The specific surface area and D50 (The particle size with a cumulative distribution of 50%, also known as the median particle size) values of the mining waste sample were 595.817 m2/kg and 46.134 μm, respectively. Fig. 1 shows the grain sizes of mining waste and cement. Sample structures were chemically analyzed using the X-ray fluorescence system. The skimming speed was 300°/min, and the voltage was 60 kV. The chemical analysis showed that the key oxide compounds within FGT are silicon dioxide (69.0wt%), alumina (16.2wt%), and potassium oxide (6.6wt%). Nevertheless, calcium oxide (41.7wt%), silicon dioxide (29.0wt%), alumina (15.7wt%), and magnesium oxide (5.9wt%) were the leading constituents of ordinary Portland cement 42.5R (OPC-42.5R), as demonstrated in Fig. 2.
On the basis of Qin et al. [67]’s discussion of 3D printing shapes and materials, the properties of rhomboidal and ordinary resin (OR) are better than those of other types of materials. Thus, rhombus and OR were employed to construct 3D-PRP in this experiment. To adjust the experimental 3D-PRP flat in triple mold (length × height × width: 160 mm × 40 mm × 40 mm) with no preliminary distortion, 3D-PRP’s original size should be slightly smaller than the mold. The length/width values of 3D-PRP were 158/38 mm, respectively, while the pipe diameter was 2 mm. To study the impact of structure height on the fill’s bending property, 3D-PRP structures having a height of 14 and 26 mm were used in the present work, as shown in Fig. 3. An EOS P 396 plastic 3D printer running on PSW software (version 3.7), which provides greater efficiency at less cost, was used to manufacture very complex 3D-PRP parts.
In this experiment, a batch of 3D-PRP specimens with various cement/tailings (c/t) weight ratios was used to measure the strengthening characteristics of 3D-PRP over CTB at different structural heights. All materials (FGT and OPC-42.5R) should be ready for filling slurry preparation. To ensure the homogeneity of material mixing, the dry material was mixed and stirred in a food blender for 3 min. Later, tap water was cast in the well-regimented dry material and entirely stirred for another 3 min to prepare a well-mixed CTB slurry. Notably, because this experiment requires the preparation of various slurries with diverse c/t ratios, it was essential to clean the mixing tools frequently and to use absorbent test paper to dry the water droplets adhering to the surface of the tools to avoid affecting the experimental data and causing significant errors. The c/t ratios of the CTB slurry preparation were 1:4, 1:6, and 1:8 for 3D-PRP and 1:15 for the standard filling layer on top of the 3D-RRP structure. The specific sample preparation scheme is shown in Table 1.
| Group | Specimen number | Structure height of 3D-PRP / mm | Cement/tailings ratio of 3D-PRP | Cement/tailings ratio of no 3D-PRP | Solid content / wt% | Curing time / d |
| A | A1 | 14 | 1:4 | 1:15 | 65 | 7 |
| A2 | 1:6 | |||||
| A3 | 1:8 | |||||
| B | B1 | 26 | 1:4 | 1:15 | 65 | 7 |
| B2 | 1:6 | |||||
| B3 | 1:8 |
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When casting the specimen, the 3D-PRP model must be placed in the mold in advance, and then the 3D-PRP layer must be poured first. After being stationary for approximately 3 h, the upper ordinary filling layer prevents the mutual fusion of two layers of filling slurry with diverse c/t ratios and influences the experiment. Next, the specimen was left in the laboratory for 24 h. To avoid water evaporation, the specimen’s surface was capped with plastic film. One day later, the cured specimen was de-molded. Because the specimen is fragile at this time, the mold wall must be initially smeared with lubricant to release the mold successfully. After de-molding, the filling sample was retained in a sealed cure chamber possessing stable humidity (92%) and constant temperature (22°C). The CTB slurry’s solid concentration and curing age were 65wt% and 7 d, respectively. Then, a three-point bending experiment and DIC analysis are needed in time. For DIC testing to be effective, the surface flatness must be within ±0.02 mm. Fig. 4 displays a flow chart of specimen preparation. The number behind 3D-PRP-14 in the figure is the height of 3D-PRP.
The enhancement effect of 3D-PRP structure on CTB was studied using three-point bending experiments. In the application of mine filling, the main consideration is to resist the force exerted on it by the upper filling body and rock mass and discuss its bending characteristics under this force. In a PC-controlled automatic test, a solid test machine (WDW-200D, having a maximum loading capacity of 200 kN and a high-precision load sensor) was used to explore the flexural strength and deflection data of 3D-PRP specimens. The measurement variety was 10 kN, and the span and span/height ratio were 110 mm and 4/11, respectively. Next, the data gained for laboratory testing was saved automatically. The loading rate was kept at either 1 or 1.5 mm/min throughout the loading process. During the laboratory trial, high-definition electronic camera equipment was efficiently employed. Triangular fixed brackets take a specimen picture every 1 min based on the filing specimen’s front. As a final point, some pictures were sorted and prepared for further analysis of the specimen’s test process in the later stages.
DIC is a noninvasive imaging measurement technology that uses a high-definition digital camera to capture specimen surface deformation and other parameters. In this technique, the digital camera cannot directly capture the deformation. It is necessary to lay a speckle on the specimen, track the deformation process of the speckle through the camera under an LED light, and use the change in gray value to obtain the deformation data of the specimen surface. In this test, a speckle was laid on the smooth side of the specimen by automatic spray painting. Because of the short curing period of the cementitious tailings backfill specimen, some of the internal water is retained, which easily diffuses the speckle, making it difficult to capture by digital camera. Accordingly, the experiment should not be performed early. It should be in the sequence of testing a specimen spray.
Having a visual noninteraction 3D distortion assessing system, the XTDIC system recorded the failure process of specimens. A 3D DIC device, the viable displacement/strain measurement system XTDIC, was employed in the laboratory. The surface displacement of the sample to be tested was found by comparing the 3D coordinates of each point in the measured area on the sample. The strain to which the sample surface is subjected was also determined. During the test, an image was taken every second, and the strain on the sample surface was measured to vary between 0.01% and 1000%. By capturing the dot on the specimen surface using XTDIC, the overall deformation process and data of the specimen were obtained, and then the data were sorted and processed. Furthermore, the DIC equipment of XTDIC-const-HR12M from Xintuo 3D Technology (Shenzhen) Co., Ltd., with a camera of 1.2 × 107 pixels, was used in this experiment. Fig. 5 shows a partial picture of the XTDIC test practice.
Treating samples of up to 250 mm in diameter and 145 mm in height, an EVO 18 electron scanning microscope (Carl Zeiss, Germany) was used to further inspect the microstructure of 3D-PRP damaged specimens. Some parameters required for SEM observations were adjusted as follows: the quickening voltage was 20 kV, the supreme amplification was 19–2000-fold, and the resolution was 2 or 200 μm. Before the experiment, the spot where the specimen is in sharp contrast must be selected for sample section extraction. The extracted samples were placed in a drying furnace for drying for 12 h, and the dried sample slices were treated with carbon spraying. Then, the treated sample slices were placed in a vacuum chamber for the scanning experiment. For this study, the evolution of scratches and the generation of microscopic crack failure of 3D-PRP specimens subjected to the three-point bending test can be followed through microscopic observation. The hydration products formed within CTB can also be well observed with SEM images.
The influence of polymer construction height on the flexural strength of CTB combining 3D-printed diamond-shaped polymers was explored. Polymer is extensively used within cementitious materials because of its exceptional/flexible characteristics (e.g., light mass, easy manufacture, strength, and ductile nature). In this experimental study, the flexural strength increment ratio was considered to experimentally evaluate sample flexural strength characteristics. The formula for calculating the incremental bending strength ratio (Eq. (1)) is as follows.
|
ffs=(f−fN-3D)fN-3D×100% |
(1) |
where
Fig. 6 shows the bar diagrams for the ratio of flexural strength distribution to incremental flexural strength for two groups of samples, A and B. This figure visually reflects the comparative relationship between the flexural strength of each sample. From Fig. 6(a), one can assume that the overall flexural strength of samples in group A is lower than that of samples in group B. Sample B3 has the lowest flexural strength among the samples in group B but is 2.2-fold stronger than the highest strength sample in group A, sample A2. The flexural strength of the blank test control group cited in the paper was 0.57 MPa, which was less than the flexural strength of all samples in this test. The incremental flexural strength ratio in Fig. 6(b) reflects the better flexural strengths of the samples in this current work compared to the control samples. The experimental results showed that the 3D-PRP structure could substantially enhance CTB flexural strength, and the improvement in flexural strength was more obvious in group B samples than in group A samples.
The test results show that the mean flexural strength of group B samples was 2.69 MPa, compared to 2.80 MPa for similar 3D-PRP structural samples in similar tests [67]. As shown clearly in Fig. 7, the 3D-PRP structure height of the group B samples was reduced by 10 mm compared to the structure height of similar samples in similar experiments. Comparing the average flexural strength of similar test samples revealed that the group B samples were reduced by 0.11 MPa compared to similar samples in similar tests. A 10-mm reduction in the 3D-PRP structure height of a group B sample is equivalent to a small 0.11 MPa reduction in its average flexural strength. For the more adaptable mines, a reduction in 3D-PRP structure height can bring great economic benefits to that mine. The average flexural strength of group A samples in this paper was 1.14 MPa, 1.66 MPa lower than that of similar samples in similar tests but still more than two times greater than that of the control sample with no 3D-PRP composites. In addition, the bending strength performances of samples A1, A2, and A3 in group A showed less variation. This phenomenon indicates less influence by the c/t ratio on the bending strength of the experimental samples in this group.
During this flexural test, all experimental samples in groups A and B showed good bending performance. To explore the 3D-PRP effect on CTB flexural strength characteristics, this study provides an analytical overview of the overall flexural properties of all samples in groups A and B using the peak deflection as the reference index. The peak deflection is based on the deflection value obtained when the sample load displacement reaches the peak strength position. Fig. 8 demonstrates a comparative link among the peak deflections of all samples in groups A and B.
Fig. 8 reveals that the overall peak deflection of all samples in group A is greater than that of group B. Among them, the peak deflection of sample A2 reached 30.1 mm. This deflection value is more prominent compared to similar experiments with the same volume of CTB. Comparing the experimental results of groups A and B shows that the 3D-PRP structure has a more obvious influence on CTB flexural properties when its height is 14 mm. In this test, the ideal state A1 and B1 samples should provide the optimal results within each group, but the experimental results in this paper do not conform to the ideal state, and the reasons for this situation are divided into two aspects. On the one hand, the lower 3D-PRP structure differs from the upper fill body in terms of the ash–sand ratio during sample preparation, and the interlayer cementation properties will differ. Frictional resistance between the layers of a better CTB will impede the load, reducing the overall deflection value of the sample. On the other hand, because of the weak strength of the upper filling body, it fractures and loses its bending resistance after a certain load, and most of the subsequent load is borne by the 3D-PRP structure, which has a weak relationship with the c/t ratio.
The experimental results showed that the deflection values of the prepared filled body samples were larger when the height of the 3D-PRP structure was 14 mm, and samples had better deflection characteristics. At the end of the experimental loading, the lower 3D-PRP structure of the samples in group A still had integrity after large deformation, and no severe fracture occurred. In contrast, the 3D-PRP structure of the group B samples showed a substantial fracture. Comparing the magnitude of deflection values and fracture phenomena shows that the sample with a 3D-PRP structure at a ply height of 14 mm had better deflection characteristics.
Referring to the conclusions on the above sample flexural strength and flexural properties, it is known that the c/t ratio has a small effect on the flexural properties of samples, so the ideal optimal samples A1 and B1 are selected for a fracture evolution analysis to further develop research proficiency combined with experimental data analysis. Fig. 9 shows the fracture evolution of samples A1 and B1 under the load–deflection curve.
The experimental filling body comprises a combination of the lower 3D-PRP structural layer and the upper ordinary filling layer, so it is named the “layered filling body,” with the lower and upper layers called the structural and ordinary layers, respectively. Fig. 9(a) shows that as the load increases to point b, a tensile damage crack appears at the center of the load in the ordinary layer of sample A1, which continues to develop upward through the rise of load. Simultaneously, the tensile cracks between the upper and lower ply partition interfaces extend to both ends. Until point e, all tensile damage occurs in the ordinary layer of this sample, and the load-bearing performance is lost. At the same time, the tensile cracks between the upper and lower ply partition interface extend to both ends. Until point e, the sample’s normal layer as a whole undergoes tensile damage and loses its load-bearing performance. Then, the loads are all loaded on top of the structural layer to point g, and the load-bearing performance of this sample structural layer starts to decrease.
Fig. 9(b) demonstrates the damage process of specimen B1. The heights of the ordinary layer of sample B1 are lower than those of sample A1, so its initial tensile cracks appear in the structural layer. With the load’s escalation, when cracks develop upward to the upper and lower partition interfaces, the tensile crack starts to expand to both ends. Then, the damage process is the same as that of sample A1, but at the end of the damage at point g, the structural layer of sample B1 is severely damaged, and the polymer structure undergoes an obvious fracture phenomenon. The fracture phenomenon also reflects the better flexural properties of the 3D-PRP structure of group A samples compared to those of group B samples. During this trial, a substantial natural initial crack was generated in the area of the upper and lower layer separation interfaces of the sample. This phenomenon is observed because the lower structural layer was poured first during the sample preparation process, while the upper common layer was poured after the structural layer had been set for 3 h. This type of pouring reduces the cementing properties between the upper and lower partition interfaces, resulting in certain natural initial cracking. However, such initial cracking factors do not affect the conclusion that 3D-PRP structures enhance CTB strength characteristics. Comparing the load–deflection curves of samples A1 and B1 reveals that sample A1 shows a continuous increase in its curve even after a certain degree of decrease after the peak load. The B1 sample curve, however, shows a stepwise downward trend after a certain level of decline. Comparing the curve drops of the two groups of samples shows that sample A1 is superior to sample B1 regarding ductility and flexibility and pointedly superior regarding bending performance.
Samples A1 and B2 are selected to study the influence of 3D-PRP structure on load–deflection behavior and the deformation damage forms of CTB by the DIC technique. Figs. 10 and 11 show the displacement clouds and strain clouds for samples A1 and B2, respectively, compared with a physical representation.
From (I) and (II) of Fig. 10, one can see that the Y-displacement of sample A1 is 1.721 mm, and that of sample B2 is 4.400 mm when an obvious initial crack is produced between samples A1 and B2. When the samples were loaded to peak intensity, the Y-displacement of samples A1 and B2 rose to 19.373 mm and 16.330 mm, respectively. The change in the Y-displacement value of samples A1 and B2 was measured by the DIC system and found to range from 1 to 20 mm, and this change was large. The magnitude of the change also shows the major enhancement of 3D-PRP on the bending toughness of CTB, signifying that 3D-PRP well enhances CTB mechanical properties.
Fig. 11 shows the strain clouds of samples A1 and B2. Comparing these strain clouds shows that the overall strain distribution and variation are more obvious for sample A1 than for sample B2. The strains were concentrated between the upper and lower delaminations in the A1 samples while being more concentrated within the structural layers in the B2 samples. With increasing load time, the strains of the two specimen groups gradually increased. The strain values for samples A1 and B2 were 40.683% and 24.158%, respectively, when substantial initial cracks were produced in the two groups of samples. The strain values increased to 251.939% and 145.367% for samples A1 and B2, respectively, when loaded to peak intensity. Comparing the magnitude of strain change between the A1 and B2 samples reveals a more obvious strain change in the former sample than in the latter sample, indicating that the flexural characteristics of the A1 sample are more prominent than those of the B2 sample.
Finally, by observing the deformation damage characteristics of samples A1 and B2 in the displacement and stress clouds, it can be seen that the main damage form of sample A1 is the staggered tensile damage between the upper and lower stratified partition interfaces. This also shows that the damage to the structural layer of the A1 sample is lower than that of the B2 sample after loading, so the flexural properties of the experimental samples prepared with the 3D-PRP structural layer height of 14 mm are optimal.
This experiment uses SEM to focus on analyzing the internal/surface structural changes in the sliding region between the upper and lower partitions of the experimental sample and provides an overview of the friction/crack marks on the partition surface. Before the data analysis, the acquired SEM images are replaced with pseudo-color colors, and the graphic clarity is adjusted by the software to clarify the image details. The software used here for pseudo-color replacement and sharpness adjustment is Image J. After a series of SEM image post-processing operations, the image is imported into the relevant software for detail annotation.
Fig. 12 shows the micrograph of the upper and lower partition interfaces of the experimental sample. Through this micrograph, we find that the CTB sample hydration products are chiefly ettringite (AFt) and C–S–H gels at a magnification of 2000 times. Fig. 12(a–c) shows that the samples contained pores and cracks in addition to the abovementioned products. Moreover, comparing with Fig. 12(e) shows that the crack extension is more obvious for the sample structural layer than for the sample’s normal layer. Fig. 12(d) and (f) reveals that some friction pits due to the sliding of the upper and lower layers of the sample remain at the sample separation interface, and the friction pits located at the sample structure level are more obvious. This occurrence may be stimulated by specimen structural layer deformation under loading, which causes the 3D-PRP polymer structure to separate pointedly from hydration materials under an external force. Simultaneously, because of sample structural layer deformation and ordinary layer deformation, the upper ordinary layer and the lower structural layer produce extrusion collision between the partition interface, resulting in obvious friction craters on the sample partition interface’s surface.
Fig. 13(a) and (b) shows the distribution of the main element mapping between the ordinary and structural layers of sample A1, respectively. From the figures, one can conclude that the CTB sample’s main elements are aluminum, calcium, silicon, magnesium, and oxygen. Comparing micrographs with the main element mapping distribution map reveals that the elements in the samples are principally silicon, oxygen, and calcium, and the three principal elements are gathered more intensively near CSH gel. For CTB, the presence of CSH gels can improve flexural strength to a certain extent.
This paper explored the effect of two constructive heights of 3D-PRP structures on CTB strength properties. The three-point bending experiment was used to test samples, obtaining various experimental data. The DIC system was used to study sample load–deflection characteristics and fracture behavior. SEM was used to microscopically observe the mechanism of 3D-PRP structural enhancement of CTB samples. The main findings obtained from the experiments performed within the scope of the study are listed below.
(1) Through comparison with similar related experiments, one can deduce that samples with 3D-PRP reinforcement have greater flexural strength than control samples, the sample with a 3D-PRP structure at a 26-mm layer height is the most obvious example. One can presume that the c/t ratio has a certain effect on the flexural strength of samples, particularly those in group B.
(2) The deflection values of the prepared samples increased substantially when the layer height of the 3D-PRP structure was 14 mm. In group A, sample A2 had the largest deflection value, which was not consistent with the conclusion that sample A1 with an ideal c/t ratio of 1:4 should be optimal. When the 3D-PRP structure had a layer height of 26 mm, the prepared sample deflection value was optimal for specimen B3 containing a cement-to-tailings ratio of 1:8.
(3) Conclusions of the two sets of nonideal experiments state that the c/t ratio has a small impact on the deflection characteristics of samples. The 3D-PRP structure essentially bears the load during the experiments. The role of CTB is mainly as an additional enhancement utility for 3D-PRP structures.
(4) The DIC technique was applied to measure and analyze the experimental samples. One can interpret that the 3D-PRP structural samples exhibit better ductility and toughness during fracture evolution. Compared with similar experimental data, the effect of this experiment is more prominent.
(5) The microscopic damage states between the upper and lower sample partitioned layers were explored using SEM. The mechanisms of frictional deformation between the structural and normal layers of samples and the interaction with hydration products were explored. All 3D-PRP structural samples were found to be dominated by abundant O, Ca, Al, and Si elements.
3D printing system implementation in mining applications, particularly in the backfilling field, is quite new, and it is observed that the bending behavior of polymer-added backfilling is considerably improved. Considering that few studies on polymer-added backfills are found in the literature, the topics covered in this article will benefit those in industry and academia researching backfilling. However, many aspects affecting the performance of this new material-added backfill should be addressed. In this respect, the authors of this paper are currently working on these issues. It is thought that this polymer-added backfilling, which can offer effective solutions in this period after the pandemic, where costs have increased enormously due to commodity prices, can make major contributions to operations recovery and mining sustainability.
This work was financially supported by the National Key Research and Development Program of China (No. 2022YFC2905004) and the National Natural Science Foundation of China (No. 51804017).
The authors declare that the work described has not been published before, that it is not under consideration for publication anywhere else, that its publication has been approved by all co-authors, and that there is no conflict of interest regarding the publication of this article.
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Figures(13) / Tables(1)
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| Group | Specimen number | Structure height of 3D-PRP / mm | Cement/tailings ratio of 3D-PRP | Cement/tailings ratio of no 3D-PRP | Solid content / wt% | Curing time / d |
| A | A1 | 14 | 1:4 | 1:15 | 65 | 7 |
| A2 | 1:6 | |||||
| A3 | 1:8 | |||||
| B | B1 | 26 | 1:4 | 1:15 | 65 | 7 |
| B2 | 1:6 | |||||
| B3 | 1:8 |
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