Fiber Reinforced Concrete (FRC) with Applications in Civil Engineering 2020
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Lijuan Zhang, Jun Zhao, Cunyuan Fan, Zhi Wang, "Effect of Surface Shape and Content of Steel Fiber on Mechanical Properties of Concrete", Advances in Civil Engineering, vol. 2020, Article ID 8834507, 11 pages, 2020. https://doi.org/10.1155/2020/8834507
Effect of Surface Shape and Content of Steel Fiber on Mechanical Properties of Concrete
Abstract
Steel fiber reinforced concrete (SFRC) has gained popularity in the last decades attributed to the improvement of brittleness and low tensile strength of concrete. This study investigates the effect of three shapes of steel fibers (straight, hooked end, and corrugated) with four contents (0.5%, 1%, 1.5%, and 2%) on the mechanical properties (compression, splitting tension, shear, and flexure) of concrete. Thirteen groups of concrete were prepared and investigated experimentally. Test results indicated that steel fiber had significant reinforcement on mechanical properties of concrete. When the steel fiber content increases from 0.5% to 2.0%, the compressive strengths increase about 4–24%, splitting tensile strengths increase about 33–122%, shear strengths increase about 31–79%, and flexural strengths increase about 25–111%. Corrugated steel fiber has the best reinforced effect on strength of SFRC, hooked end steel fiber takes the second place, and straight steel fiber is the least. Calculated formulas of compressive, splitting tensile, shear, and flexural strengths were established with consideration of the bonding properties between concrete and steel fiber. Influence factors of steel fiber and concrete matrix strength were put forward and determined by regression analysis of experimental data. Calculated results agree well with the experimental results.
1. Introduction
Concrete is the largest amount and the most widely used material; its tensile strength is significantly lower than its compressive strength. Synthetic, glass, basalt, carbon, PVA, and steel fiber have been used in concrete to make up for the low tensile strength of concrete [1]. Fiber can notably enhance mechanical performance of concrete [2–4]. Compared with other fibers, steel fiber has many advantages, such as high stiffness and elasticity modulus and tensile strength. Steel fiber reinforced concrete (SFRC) has excellent tensile and flexural property [5, 6], which has been widely used as structural material. In order to improve the reinforced effect of steel fiber, the reinforced mechanism of steel fiber on concrete had been researched widely [7, 8]. Reinforced effect of steel fiber is mainly affected by fiber content, type, geometry, and strength of concrete matrix [9]. When the concrete matrix is fixed, the fiber content, type, and geometry are the main influence factors [10, 11].
It is generally acknowledged that the mechanical property of SFRC increases with the rising of steel fiber content. However, some studies suggest that steel fiber does not significantly affect the compressive strength [3]. The axial compressive strength almost keeps unchanged when the volume fraction of steel fiber is larger than 1.0% [12]. Other studies suggest that compressive strength increases by 25% with the volume fraction of steel fiber increasing from 0.5% to 1.5% for the moderately high strength concrete [13]. Some literatures have proved that steel fiber added in concrete increases the compressive strength of concrete by about 4–19% [14, 15]. Steel fiber in concrete significantly increases the split tensile and flexural strength of concrete [12]. Split tensile strength of SFRC is higher about 11–54% than the reference mixture. Besides, flexural strengths of SFRC are higher by 3–81% than reference mixture. In addition, the increase ratio of flexural strength is higher than that of the split tensile and compressive strength [16]. Shear strength increases by 44% for the steel fiber volume fraction of 0.5% and 65% for the volume ratio of 1% [17]. The shear strength of SFRC exhibits a linear increase with the amount of steel fiber crossing the shear crack interface [18]. It can be seen that even if the content of steel fiber is the same, steel fiber still has different reinforced effect on different mechanical property. In a word, the reinforced effect of steel fiber on concrete strength still has not uniform answer.
According to manufacturing form, steel fiber is usually classified into three main shapes (straight form, hooked ends form, and corrugated form) [11, 19]. Different steel fiber shapes have different effect on the mechanical performance of concrete due to the different bond property. However, some researchers suggest that steel fiber shape almost has no influence on compressive strength [12] or the compressive performance is insignificantly affected by the length and type of fiber [20]. The compressive strength and the elastic modulus of SFRC were developed with hooked end steel fiber [21]. The compressive strength is improved by twisted steel fiber compared to short straight steel fiber, but the improvement is relatively insignificant compared to what is observed for the tensile and flexural performance [22]. The tensile strength is improved by using the deformed steel fiber, as compared to that with the short straight steel fiber [23]. The specimens with 2% of twisted steel fiber exhibit a tensile strength which is approximately 32% higher than those with 2% of short straight steel fiber. Previous research has showed that corrugated and hooked fiber significantly improved the bond properties by three to seven times when compared to those with straight fiber [24, 25]. It can be concluded that even if the content of steel fiber is the same, the different shape steel fiber has different effect on concrete mechanical property.
Although much work has been done about SFRC, there still exists unsolved problem:(i)Although the reinforced effect of steel fiber on compressive strength is much less than that on tensile strength, shear strength, and flexural strength, the increase ratio of compressive strength still can reach 25% for low or moderately high strength (≤60 MPa) concrete. Some literature studies suggest that steel fiber shape almost has no influence on compressive strength; others indicate that compressive strength can be improved by steel fiber no matter what type steel fiber is. There are still many different conclusions about the reinforced effect of steel fiber on compressive strength, so the reinforced effect of steel fiber with different content and type on compressive strength should be studied further.(ii)Splitting tensile, flexure, and shear strength of SFRC increase with the rising of steel fiber content; some researchers suggest that concrete strength will no longer increase when steel fiber content exceeds a certain value, which means that there exists the most economical steel fiber content for certain strength. But there is no final word on the most economical content of steel fiber.(iii)The shape of steel fiber has significantly influence on the enhancement effect of splitting tensile, flexure, and shear strength of SFRC. At the same time, the reinforced effect of different shapes on various mechanical properties of concrete is also different. So, there is the best shape of steel fiber which can achieve the best enhancement effect on one kind of mechanical property of content.
How to determine the optimal content and shape of steel fiber is an important problem. This would help improve the utilization rate of steel fiber and reduce the cost of SFRC.
In this research, the impact of steel fiber shape and content on the reinforced effect of concrete will be monitored and analyzed through the compressive, splitting tensile, shear, and flexural experiments. Three shapes (straight, hooked end, and corrugated) of steel fiber were used to research the influence on the mechanical performance of concrete with different volume fractions (0, 0.5%, 1%, 1.5%, and 2%). Based on the test result, calculation model of compressive, splitting tensile, shear, and flexural strength of SFRC were put forward.
2. Experiment Investigation
2.1. Materials
Portland cement (P. O. 42.5) conforming to GB 175 [26] was used in all mixes; properties of the cement are shown in Table 1. The coarse aggregate was crushed limestone with continuous grading of particle sizes from 4.75 mm to 20 mm. Fine aggregate was river sand with a fineness modulus of 2.7. Properties of all aggregates used in the test are shown in Table 2 according to the Chinese Standard GB/T 14685 [27]. Three shapes of steel fiber, namely, straight (STF), hooked end (HEF), and corrugated (COF) were used in tests. Geometry and mechanical characteristics of steel fiber are listed in Table 3. Four different volume fractions of steel fiber were developed to cover the majority of practically used fractions range: 0.5%, 1.0%, 1.5%, and 2%.



2.2. Mix Proportion
Three shapes of steel fiber and four steel fiber volume fractions (V_{f} = 0.5%, 1.0%, 1.5%, and 2%) were chosen as test parameters. Steel fiber volume fraction (V_{f}) was defined as the absolute volume of steel fiber in 1 m^{3} concrete. Watercement ratio was taken as 0.55. The mixture proportion design method conformed to the Chinese Standards JGJ 552011 [28] and JG/T 4722015 [29]. The target slump was taken as 180 mm. The sand ratio of plain concrete was taken as 42%. In order to ensure the working performance of concrete, the sand rate increases by 1% when the steel fiber volume fraction increases by 1%. Details of mixture proportion designs are listed in Table 4. PC represents plain concrete for comparison; letters represent the type of steel fiber; numbers represent the steel fiber volume fraction (%), such as STF0.5; it means that straight steel fiber and steel fiber volume fraction is 0.5%.

2.3. Test Specimen
The cubic specimens with side length of 150 mm were cast for the compressive strength (f_{cu}, f_{fcu}) and splitting tensile strength (f_{ts}, f_{fts}) test, the prism specimens of 100 mm × 100 mm × 300 mm were cast for shear strength (f_{v}, f_{fv}) test, the prism specimens of 100 mm × 100 mm × 400 mm were cast for flexural strength (f_{tm}, f_{ftm}) test, and three specimens were prepared for each group. To distinguish the concrete with and without steel fiber, f_{cu}, f_{ts}, f_{v}, and f_{tm} are used to represent the mechanical performance indexes of the plain concrete; f_{fcu}, f_{fts}, f_{fv}, and f_{ftm} are used to represent the mechanical performance indexes of SFRC.
A multifunction mixer was used to prepare the concrete. Mixing process of concrete included three steps: firstly, all aggregate and cement were put into a forced concrete mixer to mix for about 2 minutes; secondly, the water was added and mixed continuously for 2 minutes; finally, steel fiber was sprinkled evenly and then mixed for another 3 minutes. Fresh concrete was put rapidly into the moulds which were brushed oil in advance. Specimens were vibrated for 20 seconds. After 24 hours of curing in air, specimens were carefully demoulded and placed in a curing room at approximately 95% RH and 20°C.
2.4. Test Method
All the tests were conducted at the age of 28 days. The compressive strength and splitting tensile strength test were performed according to GB/T50081 [30] and were carried on a servohydraulic closedloop testing machine with capacity of 3000 kN at the loading rate of 0.6 MPa/s and 0.06 MPa/s, respectively. Test setup of splitting tensile test is shown in Figure 1.
One steel bearing plate and one plywood bearing strip were placed between specimen and the top and bottom pressure plate, respectively. The section of bearing plate is part of circle radius of 75 mm; thickness is 20 mm. The section of bearing strip is 20 mm × 4 mm. The bearing plate and bearing strip should align with the center line of the top and bottom surface of specimen. The splitting tensile strength of the specimen was calculated as follows:where f_{fts} is the splitting tensile strength, MPa; F is the maximum applied load indicated by the testing machine, N; A is the area of splitting surface, mm^{2}.
The shear test was also carried on a servohydraulic closedloop testing machine with capacity of 3000 kN at the loading rate of 0.06 MPa/s; the test setup is shown in Figure 2.
The load was recorded with a load transducer. The ultimate shear strength was calculated as follows:where f_{fv} is the ultimate shear strength; F is the maximum applied load indicated by the testing machine; b_{eff} is the effective width of the specimen (the average value of the width of the two shear sections), and d_{eff} is its effective depth (the average value of the depth of the two shear sections).
Flexural tests were carried on a MTS810 testing machine with capacity of 500 kN with displacement control at a rate of 0.1 mm/min, according to ASTM C1609 (using beam with thirdpoint loading) [31]. The test setup is shown in Figure 3.
The specimens were normally rotated an angle of 90° from the casting position to eliminate the eccentricity effect from the roughness of the surface. Calculate the flexural strength of the specimen as follows:where f_{ftm} is flexural strength, MPa; F is the maximum applied load indicated by the testing machine, N; b and h are the average width and height of specimen, mm; l is the span length of test specimen, mm.
At least, three specimens in each group were tested and their mean values were taken as the test results. Test results of f_{fcu}, f_{fts}, f_{fv}, and f_{ftm} are listed in Table 5.

3. Test Results and Discussion
3.1. Compressive Strength
Relationship between compressive strength (f_{fcu}), compressive strength reinforced ratio (f_{fcu}/f_{cu}), and steel fiber volume fraction (V_{f}) with the different steel fiber shape are shown in Figure 4.
In general, f_{fcu} increased continuously as V_{f} increased from 0 to 2%. However, the increasing trend has slight difference with the different steel fiber shape. When V_{f} ≤ 1%, the f_{fcu}/f_{cu} of STF and HEF was slightly bigger than that of COF. But, when V_{f} reached 2%, f_{fcu}/f_{cu} of COF reached its maximum value 1.24, which was higher than f_{fcu}/f_{cu} of STF and HEF. It indicated that STF and HEF had better strength reinforcement when V_{f} was below 1%, while COF had better strength reinforcement when V_{f} was above 1%. Although different steel fiber shape has reinforced effect on compressive strength of concrete, the increment is limited and the maximum value of f_{fcu}/f_{cu} is 1.24.
The steel fiber can limit the lateral expansion and restrain the crack propagation of concrete under compressive load, which can delay the damage of concrete and enhance the compressive performance. The reinforced effect is decided by the bonding performance between steel fiber and concrete. The bonding force is affected by the surface shape of steel fiber. So, the different surface shape has the different effect on the compressive strength of concrete.
3.2. Tensile Strength
Relationship between splitting tensile strength (f_{fts}), splitting tensile strength reinforced ratio (f_{fts}/f_{ts}), and steel fiber volume fraction (V_{f}) with the different steel fiber shape is shown in Figure 5. f_{fts} increased continuously as V_{f} increased from 0 to 2%. When V_{f} ≤ 0.5%, STF and HEF have a similar reinforced effect on concrete; COF has a slighter better reinforced effect than them. When V_{f} ≥ 0.5%, COF still has the best reinforced effect and HEF takes the second place. When V_{f} = 2%, f_{fts}/f_{ts} of COF is 2.22, f_{fts}/f_{ts} of HEF is 2.03, and f_{fts}/f_{ts} of STF is only 1.7. As shown in 3, these three types of steel fibers have similar length and diameter; the only difference is the surface shape. With the same steel fiber content, the reinforced effect can be improved dramatically by changing the surface shape of steel fiber.
Test results proved that COF had the best reinforced effect on f_{fts}. This is because the surface of COF is the shape of corrugate and it can provide higher interface bonding force than STF and HEF. Similarly, HEF with the hooked form at both ends can provide better interface bonding force than STF with straight surface. STF has the smallest reinforced effect on f_{fts} because its surface is smooth and can not provide the mechanical occlusive force. It can be seen that because the surface shape of steel fiber has important effect on the interface bonding force between concrete and steel fiber, the surface shape of steel fiber obviously affects the reinforced effect on the splitting tensile strength of concrete. In order to increase the reinforcement of steel fiber on concrete, the rough surface of steel fiber is the best choice.
3.3. Shear Strength
Relationship between shear strength (f_{fv}), shear strength reinforced ratio (f_{fv}/f_{v}), and steel fiber volume fraction (V_{f}) with the different steel fiber shape is shown in Figure 6. When V_{f} increases from 0 to 0.5%, f_{fv} increases rapidly. When V_{f} = 0.5%, f_{fv}/f_{v} = 1.37 for STF, f_{fv}/f_{v} = 1.46 for HEF, and f_{fv}/f_{v} = 1.43 for COF. Whatever the steel fiber shape is, f_{fv} increases about 40% when V_{f} increases from 0 to 0.5%. When V_{f} increases from 0.5 to 1.5%, f_{fv} still increases with the increase of V_{f}, but the growth ratio is slowing down. When V_{f} is more than 1.5%, f_{fv} of STF continuously increases while f_{fv} decreases with the increase of V_{f} for HEF and COF.
This result indicates that too much steel fiber can cause shear strength reduction. The reason lies in two aspects. One is that the compressive strength of concrete matrix is not high; it leads steel fiber which is pulled out from concrete matrix before concrete failure because of the low bond force between concrete and steel fiber. And steel fiber cannot give full play when the steel fiber volume fraction is big. Some literature gave a similar result: to improve the shear strength, the first way consists in the increase of the compressive strength of the concrete; the second way is obtained with the addition of fiber [14]. The other reason is that higher V_{f} may more easily cause the uneven distribution of steel fiber; the uneven distribution of steel fiber leads to the lower bonding force between some steel fiber and concrete and also produces some weakened region. An optimum steel fiber content exists for a given concrete, beyond which the reinforcing effect of steel fiber on the shear strength becomes weakened with increase of steel fiber content. This result is slightly different to many previous literatures which proved that direct shear capacity of SFRC is clearly related to the amount of fiber [15].
3.4. Flexural Strength
Relationship between flexural strength (f_{ftm}), flexural strength reinforced ratio (f_{ftm}/f_{tm}), and steel fiber volume fraction (V_{f}) with the different steel fiber shape is shown in Figure 7.f_{ftm} increased continuously as V_{f} increased from 0 to 2%. Whatever the shapes of steel fiber are, the three trend lines are nearly straight upward; this indicates that f_{ftm} is all nearly a linear function of V_{f}. However, the slopes of three lines are different, the slope of COF is the biggest, and the slope of STF is the least. This means that when V_{f} is fixed, the enhancement effect is different with the different shape of steel fiber. COF is the best and HEF takes the second place. It can be attributed to the bond strength of the matrix and steel fiber. The deformed shape provides better bond property than the straight fiber.
When V_{f} reaches its maximum value 2%, f_{ftm}/f_{tm} of COF is 2.11 and f_{ftm}/f_{tm} of HEF is 2.01; this means that f_{ftm} of concrete in corrugated and hooked steel fiber doubles the value of plain concrete. f_{ftm}/f_{tm} of STF is the least, which is 1.84. This proved that steel fiber has excellent enhancement effect on flexural strength. Previous research suggested that the limited volume fraction of HEF is 1.5% for the economical and efficient use of steel fiber on flexural performance [11]. However, test results of this paper indicated that flexural strength still increased with V_{f}, even if V_{f} ≥ 1.5%. This may be because the concrete matrix strength in this test is only about 40 MPa. The flexural failure is attributable mostly to pullout rather than rupture of the steel fiber. The flexural strength of the SFRC increased with the increase of fiber content, which is closely related to the number of steel fibers that provide a bridging action. Then, steel fiber of deformed shape can play more important role than that with straight shape.
4. Strength Calculation Model
The above result analysis proved that steel fiber can improve f_{fcu}, f_{fts}, f_{fv}, and f_{ftm} of concrete obviously with the increasing of V_{f}. When V_{f} is fixed, the reinforcement ratio mainly is influenced by the interface bonding force between concrete and steel fiber. The interface bonding force mainly consists of three parts: chemical cementation force, frictional resistance, and mechanical interaction force. Chemical cementation force is mainly influenced by the strength of concrete matrix (f_{cu}). Frictional resistance is mainly affected by surface area and roughness. Mechanical occlusal force is mainly affected by the surface dents of steel fiber. Thus, the important enhancement factors of ffcu, f_{fts}, f_{fv}, and f_{ftm} are concrete matrices (f_{cu}), aspect ratio (l_{f}/d_{f}), content (V_{f}), and shape and surface dents of steel fiber.
4.1. Effect of Steel Fiber
Based on the above analysis, reinforcement ratio of f_{fcu} is influenced by content, aspect ratio, and shape of steel fiber; it can be expressed as follows:where f_{fcu} is the compressive strength of SFRC; f_{cu} is the compressive strength of plain concrete; α_{f} is the influence coefficient of steel fiber shape, which is related to the geometric and surface shape of steel fiber; λ_{f} is the characteristic coefficient of steel fiber, λ_{f} = V_{f}l_{f}/d_{f}.
α_{f} of these three shapes steel fiber can be obtained through the regression analysis of experiment data in this paper and relative research literature [13, 16, 32–35] based on (4). The relationship between f_{fcu}/f_{cu} and λ_{f} is shown in Figure 8.
(a)
(b)
(c)
As shown in Figure 8, although the length and aspect ratio of steel fiber from different literature are different, the reinforcement ratio of f_{fcu} had a linear relationship with λ_{f} when the surface shape of steel fiber is the same. Value of α_{f} can be obtained through regression analysis: α_{f} = 0.21 for STF; α_{f} = 0.27 for HEF; α_{f} = 0.4 for COF. α_{f} of COF is the biggest; this is because corrugated surface not only can increase the surface roughness, but also can provide mechanical interaction force. α_{f} of HEF is in the second place; hooks at the end of steel fiber can increase part of the frictional resistance. Adding surface roughness or uneven of steel fiber can improve its enhancement effect obviously under the condition of keeping content of steel fiber.
4.2. Effect of Concrete Matrix
Concrete matrix also plays an important role in bonding strength, so it significantly affects the reinforcement ratio of f_{fts}, f_{fv}, and f_{ftm}. The reinforcement ratio of f_{fts}, f_{fv}, and f_{ftm} can be expressed as follows:where R_{f} is strength reinforced ratio of SFRC; it can represent f_{fts}/f_{ts}, f_{fv}/f_{v}, or f_{ftm}/f_{tm}; α_{c} is the influence coefficient of concrete matrix, which is related to compressive strength of concrete matrix.
α_{c} can be obtained through the regression analysis of experiment data in this paper and previous literature [13, 16, 21, 32–36] based on equation (5). According to equation (4), α_{f} is known: α_{f} = 0.21 for STF; α_{f} = 0.27 for HEF; α_{f} = 0.4 for COF. The relationship between R_{f} and α_{f}λ_{f} is shown in Figure 9.
As shown in Figure 9, although the length and aspect ratio of steel fiber from different literature are different and R_{f} represents different strength reinforcement rates, such as f_{fts}/f_{ts}, f_{fv}/f_{v}, or f_{ftm}/f_{tm}, R_{f} showed a linear relationship with α_{f}λ_{f}. This indicates that the reinforced effect of concrete matrix on the strength of SFRC is linear when eliminating the effect of steel fiber. As shown in Figure 9, the value of α_{c} can be obtained through linear regression with the experiment data, α_{c} = 4.86 and R^{2} = 0.87. This shows that the correlation between R_{f} and α_{f}λ_{f} is fairly good. Since the compressive strength of plain concrete in this test is fixed (f_{cu} = 34.6 MPa), the value of α_{c} could change with the changing of f_{cu}. The relationship between f_{cu} and α_{c} should be studied further for high strength concrete.
4.3. Formula Validation
Above is the main analysis of the enhancement effect of steel fiber. In order to verify the correctness of the equations (4) and (5) and regression coefficient of α_{f} and α_{c}, the strength calculation method of f_{fcu}, f_{fts}, f_{fv}, and f_{ftm} can be put forward based on equations (4) and (5):where α_{f} = 0.21 for STF; α_{f} = 0.27 for HEF; α_{f} = 0.4 for COF; α_{c} = 4.86; λ_{f} = V_{f}l_{f}/d_{f}. Putting the test data of f_{cu} in (6), f_{ts} in (7), f_{v} in (8), and f_{tm} in (9), the calculated value of f_{fcu}, f_{fts}, f_{fv}, and f_{ftm} and the ratio of calculated value to test value are put into Table 6.
 
Note that Cal stands for the calculated result and C/T stands for the ratio of the calculated result with test result. 
The ratio of calculated value to test value of f_{fcu} varies from 0.95 to 1.04; this indicates that calculated value of f_{fcu} coincides with test value quite well. The ratio of calculated value to test value of f_{fts} and f_{ftm} varies from 0.85 to 1. Although the calculated value is slightly less than test value, the calculated value is still close to the test value. Except COF2, the ratio of calculated value to test value of f_{fv} varies from 0.83 to 1.11; the calculated value is also close to the test value. According to the previous analysis, when V_{f} is larger than 1.5%, the enhancement effect of steel fiber becomes weak, but in the calculation of equation (8) this can not reflect this character, so when V_{f} is 2%, the calculated value is larger than the test value. Further research should be taken for SFRC with steel fiber volume fraction that is above 2%.
5. Conclusions
The general objective of this research project was to evaluate the effect of steel fiber shape and content on the mechanical property of SFRC and the calculation method of reinforced effect of steel fiber with different shape and content on compressive strength, splitting strength, shear strength, and flexural strength. The main conclusions are as follows:(1)Expecting that shear strength gets its maximum value at steel fiber volume ratio which is 1.5%, compressive strength, splitting strength, and flexural strength all express linear increase trend with the increasing of steel fiber volume ratio from 0 to 2%.(2)When the steel fiber content is fixed, COF has the best reinforced effect on compressive strength, splitting strength, shear strength, and flexural strength of SFRC; HEF takes the second place and STF is the least.(3)In order to increase the reinforcement of steel fiber on concrete, the steel fiber has rough surface which is the best choice. At least, interface bonding force should be increased as far as possible.(4)Two influence factors α_{f} and α_{c} were put forward and their value was obtained by regression analysis of experiment data. The proposed calculated formulas for compressive strength, splitting tensile strength, shear strength, and flexural strength of SFRC have good agreement with the experimental results.(5)When steel fiber volume fraction is larger than 2%, the reinforced effect of steel fiber on shear strength needs to be studied further. Relationship between f_{cu} and α_{c} should also be researched further for high strength concrete (f_{cu} ≥ 60 MPa).
Data Availability
The experimental data used to support the findings of this study are included within the article.
Conflicts of Interest
The authors declare that there are no conflicts of interest regarding the publication of this paper.
Acknowledgments
This research was supported by China National Natural Science Foundation Youth Fund Project (51808509), Innovation Team Development Plan of China's Ministry of Education (IRT_16R67), Key Scientific Research Projects of Colleges and Universities of Henan Provincial Department of Education (19A560005) and Thousand Talents Plan in Henan Province (ZYQR201912029).
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Copyright © 2020 Lijuan Zhang et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.