**1. Introduction**

Concrete is the most widely used building material in the world. The degradation of material properties caused by environmental effects will affect the durability of concrete in the process of using concrete structures. The lack of durability of concrete will not only affect the normal use of the project and prematurely terminate the service life of the structure, but also increase the maintenance cost during use and cause serious waste of resources [1]. Therefore, the preparation of high-performance concrete with excellent durability is of great significance to improve the service life of building structures. The

**Citation:** Liu, S.; Zhu, M.; Ding, X.; Ren, Z.; Zhao, S.; Zhao, M.; Dang, J. High-Durability Concrete with Supplementary Cementitious Admixtures Used in Corrosive Environments. *Crystals* **2021**, *11*, 196. https://doi.org/10.3390/cryst11020196

Academic editors: Sławomir J. Grabowski and Piotr Smarzewski Received: 21 January 2021 Accepted: 15 February 2021 Published: 17 February 2021

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additional benefit is to promote the transformation and development of the construction industry.

Normally, the issue of durability of concrete structures is caused by the chloride penetration, sulfate corrosion, or frost damage. The chloride that penetrates into concrete through pores and microcracks results in the corrosion of reinforcement, further damage, and the cracking and spalling of concrete cover, and will take place due to the volume expansion of corroded products. Finally, structural damage happens with the loss of bond between reinforcement and concrete [2,3]. Sulfate corrosion is a complicated process of physical, chemical, and mechanical changes. The sulfate ions enter firstly into the pores of concrete, then the chemical reaction comes up between sulfate ions and cement hydration products to cause the crystallization precipitation of corrosive substances. The expansion of corrosion products leads to the damage of cracking, spalling, and strength loss of concrete [4–6]. For concrete subjected to the action of freezing and thawing, the degradation of concrete happens due to the continuous extending of the pores with repeated freeze–thaw of the free moisture [7].

Different measures have been used to improve the durability of concrete, in which an effective method is the use of supplementary cementitious admixtures in concrete. Fly ash (FA), silica fume (SF), ground granulated blast-furnace slag (GGBS), and other mineral admixtures of industrial byproducts are always applied to concrete by replacing parts of Portland cement. This not only aims at the reduction of energy consumption of cement production, but also comprehensively realizes the industrial sustainability with lower carbon emission. The functions of supplementary cementitious admixtures are the pozzolanic effect and the filling effect. The benefits are the refining of the pore structure, the improving of the interface transition zone, and the increase in density of concrete [8,9]. However, due to the different mineral compositions, chemical activity, and physical properties, as well as forming processes of different cementitious admixtures, the concrete with single mineral admixture has some shortcomings [10]. It is well known that concrete with FA has such advantages as reduction of hydration heat, restraint of alkali–silicate reaction, long-term development of strength, and improvement of durability [6,11]. However, the problems are difficult to avoid, including the easier carbonation, the necessity of long curing duration, the slower development of strength, and the heterogeneity [12,13]. The strength and long-term durability of concrete can be effectively improved by admixing SF, while the risk exists in the increasing of water demand and shrinkage of concrete [3,14–17]. GGBS, with a main component of vitreous, is a kind of auxiliary cementitious material with potential activity. The potential activity can be motivated by Ca(OH)2 produced by cement hydration, and well developed in the later hydration stage. Meanwhile, the supplementary cementitious admixtures have a significant impact on the resistance of concrete to chloride penetration, due to the chloride-binding capacity of these materials. That is, chloride ions can react with C3A and C4AF to the stable forms 3CaO·Al2O3·CaCl2·10H2O and 3CaO·Fe2O3·Al2O3·CaCl2·10H2O to decrease the free chlorides [18].

In the design of high-performance concrete, it is necessary to take into account the optimization of a variety of performance indicators. This provides opportunities for the hybrid uses of different kinds of supplementary cementitious admixtures. The synergistic action of multi-component cement is significant, if the blender could have a wider particle size distribution, a highly reactive pozzolan that would consume the Ca(OH)2 released by the early hydration of ordinary Portland cement, and a latent pozzolan that would consume the Ca(OH)2 released at a later stage [10]. As reported for a ternary concrete containing 20% FA + 7.5% SF with the water to binder ratio (w/b) of 0.3, the resistance of chloride penetration increased significantly, with the index of total electric flux reduced by 78.0%; however, the compressive strength reduced by 5.7% compared with the reference concrete [14]. As studied by Elahi et al. [11], the total electric flux of chloride penetration test was reduced by 88.7% without affecting the compressive strength for the ternary concrete containing 40% FA + 10% SF with w/b = 0.32, and the total electric flux was decreased by 92.7% with the increase of compressive strength by 5.8% for the ternary concrete containing

7.5% SF + 50% GGBS. The study of Wu et al. [19] indicated that the total electric flux of chloride penetration test for ternary concrete with 10% FA + 20% GGBS, 15% FA + 15% GGBS, and 20% FA + 10% GGBS decreased by 44.8%, 60.5% and 55.8%, respectively, and the relative dynamic elastic modulus after 300 freezing and thawing cycles of frost test increased to 87.3%, 90.1%, and 84.9% from 58.4% of reference concrete. Additionally, the quaternary concrete with three mineral admixtures was studied by Yan et al. [20]. In condition of the w/b = 0.33, the compressive strength and the sulfate resistance of concrete with 10% FA + 10% SF + 5% GGBS was the same as those of reference group; the compressive strength and the corrosion resistance of concrete with 15% FA + 15% SF + 10% GGBS increased by 15.2% and 5.0%, respectively. Therefore, the shortcomings of multi-component concrete can be compensated by the collaborative optimization of several admixtures.

In recent years, the admixtures of sulfate corrosion-resistance (AS) have been developed. The respective functions of expansion, excitation, filling, and water-reducing are provided by the components of AS to resist the salt erosion. The AS was prepared by Yang [21] using the anhydrite (CaSO4), the ultra-fine slag powder, and the anhydrous calcium sulfoaluminate (CSA). The experimental results show that the AS can significantly improve the resistances of concrete to chloride penetration, sulfate corrosion, and carbonation. Meanwhile, other research also shows that AS can effectively promote the hydration of cement [22], improve the pore structure of concrete with reduced porosity [23], and increase the density of concrete [24]. This comprehensively improves the performance of concrete.

With the needs of corrosion determination, test methods are specified in related test codes [25,26]. Meanwhile, different methods were innovated to research the corrosion mechanisms of concrete. For instance, the thermal analysis method for attack products and the chemical titrating method for sulfate ion content were developed for the concrete in sulfate corrosion [27], and the non-destructive testing measurements, including ground penetrating radar, were used to detect the damage of corroded concrete [28]. This is an important research aspect dealing with the issues of test methodology.

Based on the above analyses, the research of this paper is concentrated on the preparation of high-durability concrete with supplementary cementitious materials. It aims at the economical and environment-friendly production of concrete by comprehensive utilization of industrial byproducts. Combined with the durability requirement of concrete structures built in severe environments, a high-performance concrete with multiple resistances to chloride penetration, sulfate corrosion, and frost was developed. The supplementary cementitious admixtures of FA, SF, GGBS, and AS were used in binary and ternary combinations. Fifteen mix proportions of concrete were designed and prepared for the experimental study. The results are discussed with the explanation of the admixtures' effects on internal structure of concrete, and the mix proportions of concrete are selected to produce high-durability concrete in engineering applications.

#### **2. Materials and Test Methods**

#### *2.1. Materials*

The cement was grade P·O 42.5 ordinary Portland cement produced by Xinhua Cement Co. Ltd. Hubei, China. The supplementary cementitious admixtures were the fly ash (FA), silicate fume (SF), ground granulated blast-furnace slag (GGBS), and admixture of sulfate corrosion-resistance (AS). Their chemical compositions are presented in Table 1, of which LOI is the loss on ignition. The physical and mechanical properties of cement are presented in Table 2, which meet the relevant specifications of China codes GB 175 [29]. The physical and mechanical properties of FA, SF, GGBS, and AS are presented in Table 3, which meet the relevant specifications of China codes GB/T 1596, GB/T 27690, GB/T 18046, and JC/T 1011 [30–33].


**Table 1.** Chemical compositions of cement, fly ash (FA), silica fume (SF), ground granulated blastfurnace slag (GGBS), and admixture of sulfate corrosion-resistance (AS).

**Table 2.** Physical and mechanical properties of ordinary Portland cement.


**Table 3.** Physical and mechanical performances of FA, SF, GGBS, and AS.


The fine aggregate was river sand with a fineness modulus of 2.86 and an apparent density of 2640 kg/m3. The coarse aggregate was crushed granite gravel with continuous grading and a maximum particle of 20 mm, and an apparent density of 2730 kg/m3. As presented in Figure 1, the gradations of fine and coarse aggregates met the specifications of China codes GB/T 14684 and GB/T14685 [34,35]. The polycarboxylate-based superplasticizer (PS) was used with water-reducing rate of 27% and solid content of 23%. The mixing water was tap water.

**Figure 1.** Grading of fine and coarse aggregates.

#### *2.2. Mix Proportion*

To study the effects of supplementary cementitious admixtures on the compressive strength and durability of concrete, fifteen mix proportions were designed by the absolute volume method in accordance with China code JGJ 55 [36]. FA and SF were mainly used to adjust the w/b, while GGBS and AS replaced cement to keep the constant of w/b. The content of PS in the percentage of the total mass of cementitious materials was adjusted by trial mixing to keep the slump of the fresh concrete at (70 ± 20) mm. Table 4 presents the confirmed mix proportions of test concretes, of which the first letters of SF, GGBS, FA, and AS are used respectively to identify the materials.


**Table 4.** Mix proportions of high-performance concrete.

### *2.3. Test Method*

The mixtures of concrete were mixed with a horizontal-shaft mixer, and the specimens were fabricated in molds and compacted on a vibrating table. All specimens were demolded after 24 h and cured in a standard curing room with a temperature of (20 ± 2) ◦C and relative humidity of 95% for 56 days before testing.

The test for compressive strength was in accordance with China code GB/T 50081 [37]. The specimen was a cube with a dimension of 100 mm. As the cubic compressive strength (*f* cu) is corresponding to the standard cube with a dimension of 150 mm, the test value was converted by multiplying a coefficient of 0.95. The loading rate was 0.8 MPa/s on the tested cube by a compression-testing machine.

Tests for chloride ion penetration, sulfate corrosion, and rapid freezing and thawing were in accordance with China code GB/T 50082 [25]. The first one is the electric flux test, which is similar to the test method specified in ASTM C1202 [38]. The samples of φ100 mm × 50 mm for chloride ion penetration test was cut from the specimen of φ100 mm × 200 mm. The test procedure was as follows: (1) The sample was put into a vacuum to be water saturated; (2) the samples were installed into the testing cell, ensuring the reliable sealing of the sample with the testing cell; (3) 0.3 M NaOH solution and 3% NaCl solution were placed in the testing cells on two sides of the sample, respectively, and connected to the positive and negative terminals of the power supply; (4) the DC power was switched on, and the total electric flux passed through the sample was automatically recorded for 6 h. Finally, the measured total electric flux (*Q*100) was converted to become the value (*Q*s) as a standard sample with diameter of 95 mm, that is,

$$Q\_s = Q\_{100} \times \left(\frac{95}{100}\right)^2\tag{1}$$

Three groups of cubic specimens with a dimension of 100 mm were used for the sulfate resistance test of the same concrete. One group was used for the reference cured at the standard conditions. Another two were for the test of sulfate resistance as per the

following procedure: (1) put the specimens into the oven to be dried at (80 ± 5) ◦C for 48 h and cool down to room temperature; (2) move the specimens into the sulfate solution with 5% Na2SO4 of automatic sulfate dry–wet cycle testing machine. One group went through 120 dry–wet cycles, another went through 150 dry–wet cycles. A cycle included the soaking in solution for 15 h, heating to 80 ◦C after draining the solution, maintaining at the temperature of 80 ± 5 ◦C for 5 h, and cooling after drying. Each cycle lasted for about (24 ± 2) h. The corrosion resistance coefficient (*K*f) was computed by the compressive strength ratio of the sulfate corroded to reference specimens, as follows:

$$K\_{\rm f} = \frac{f\_{\rm cn}}{f\_{\rm c0}} \tag{2}$$

where *f* cn is the compressive strength of specimens after sulfate corrosion for *n* dry–wet cycles; *f* c0 is the compressive strength of reference specimens at the same time.

Before the rapid freezing and thawing test, the prismatic specimens of 100 mm × 100 mm × 400 mm were immersed in water with a temperature of (20 ± 2) ◦C for 4 days, and the initial value of fundamental frequency (*f* 0) and initial value of weight (*W*0) of the specimens were measured. Then, the specimens were put into the freeze–thaw testing machine. Each cycle of freezing and thawing was completed within 5–6 h, in which the melting time was not less than one quarter of the total freeze–thaw time. The fundamental frequency (*f* n) and the weight (*W*n) of specimens were measured for each of 25 cycles of freezing and thawing. The relative dynamic elastic modulus (*P*n) and the weight loss rate (Δ*W*n) were calculated as follows:

$$P\_{\mathbf{n}} = \frac{f\_{\mathbf{n}}^2}{f\_0^2} \times 100\tag{3}$$

$$
\Delta W\_{\rm n} = \frac{W\_0 - W\_{\rm n}}{W\_0} \times 100 \tag{4}
$$

#### **3. Results and Discussion**

#### *3.1. Compressive Strength*

Test results of compressive strength are presented in Table 5. Comparing groups of S1- 1 with G1-1, F1S2-2 with F1G2-2, and F2S3-3 with F2G3-3, the compressive strength ratios are 1.30, 1.23, and 1.47. This indicates that, due to the higher activity, as presented in Table 3, the SF has a higher strengthening effect than GGBS in the same conditions. As we know, the high activity of SF comes from the amorphous silica with high volcano ash activity that can react with Ca(OH)2, a cement hydration product, to form a calcium–silicate–hydrate (C–S–H) gel [14–17].

As presented in Tables 1 and 3, the chemical composition and pozzolanic activity of GGBS were similar to cement, therefore, the hydration reaction of GGBS and cement was basically equivalent. Theoretically, replacing equal weight of cement by GGBS should not lead to an obvious decrease in the concrete strength. Comparing with group S1-1, the compressive strength of S1G2-1 reduced about 10%. However, this also depends on the joint admixing and contents of FA and SF. Comparing groups F1S2-2 with F1S2G2-2, and F2S3-3 with F2S3G2-3, the compressive strength ratios are 1.00 and 1.24. This indicates that with proper contents of SF and FA, the secondary hydration of SF and FA with Ca(OH)2 released from the hydration of cement could come up to a sufficient status, and the strength of concrete could remain unchanged by replacing 40 kg/m<sup>3</sup> cement with GGBS. When the content of SF was much higher than FA, the insufficient secondary hydration of SF and FA took place with a competition for Ca(OH)2. This led to the obviously reduced strength of concrete with the replacing of 40 kg/m<sup>3</sup> cement with GGBS. In the last condition of F2S3G2-3, the SF could not release the potential activity during the hardening of concrete.


**Table 5.** Test results of compressive strength and resistances to chloride penetration and sulfate attack.

Meanwhile, with the increasing contents of supplementary cementitious admixtures, the decreased water to binder ratio (w/b) led to an increased strength of concrete [39,40]. As presented in Figure 2, higher compressive strength of concrete was given out by the binary use of FA and SF or the ternary use of SF, FA, and GGBS. This is contributed mainly from the highest volcano ash activity of amorphous silica of SF. Due to the lower activity of FA, the effect of FA is to reduce the strength of concrete.

**Figure 2.** Compressive strength changed with water to binder ratio.

Replacing cement with 50 kg/m<sup>3</sup> of AS, the compressive strength of concrete with SF and FA increased by 15.0%, and that of concrete with SF, FA, and GGBS increased by 16.1%. A slight reduction of 3.5% took place on the compressive strength of concrete with FA and GGBS. Replacing cement with 60 kg/m3 of AS, the compressive strength of the former two concretes increased by 15.9%, while the latter one increased by 18.0%. This means that, apart from the main chemical compositions of SiO2 and CaO, the AS with higher content of Al2O3 and f-CaO provided good condition of secondary hydration for SF and FA, and played an expansion role in concrete due to the higher content of calcium sulfoaluminate [33,41].

#### *3.2. Chloride Resistance*

The test results of total electric flux passed through concrete samples are presented in Table 5. Overall, the total electric flux decreased with the increase of the compressive strength, as presented in Figure 3. This means that the resistance of concrete to chloride penetration was basically positive to the strength of concrete. At the same time, due to the

difference of macro- and micro- structures of concrete with pores, the resistance changed within limits, with the changes of supplementary cementitious admixtures. According to the specification of China code JGJ/T 193 for durability assessment of concrete [26], for the concretes in this experiment, the grade of resistance to chloride penetration can be divided as Q-III, Q-IV, and Q-V, respectively, corresponded to the total electric flux within 2000–1000 C, 1000–500 C, and lower than 500 C. The concretes with GGBS (specimen G1-1) or with FA and GGBS (specimen F1G2-2) belong to grade Q-III; the concretes with a little amount of SF with and without GGBS (specimens S1-1 and S1G2-1), and the concretes with FA and a larger amount of GGBS (specimen F2G3-3) belong to grade Q-IV; other concretes belong to grade Q-V.

**Figure 3.** Total electric flux changed with compressive strength.

For the concretes at grades Q-III and Q-IV, due to the similar chemical composition of GGBS with cement, GGBS could not produce the efficiency to refine the pores pattern and distribution of concrete. Due to the filling effect and the secondary hydration of FA with the Ca(OH)2 produced by the hydration of cement, FA refines the pores of concrete to benefit the resistance to chloride penetration [8,13]. Although only 14 kg/m3 of SF, about 3.2% of total weight of binders, was used, the beneficial effect of SF raised the resistance of concrete to chloride penetration from grade Q-III to Q-IV.

The concretes at grade Q-V can be further divided into two levels of Q-V-1 and Q-V-2 with the total electric flux around 200 C and below 50 C, respectively. The concretes at Q-V-1 level were all prepared with FA and GGBS and admixed with SF (specimens F1S2G2-2 and F2S3G2-3) or AS (specimens F1G2A1-2 and F1G2A2-2). The concretes at Q-V-2 level were the concretes prepared with FA and SF (specimens F1S2-2 and F1S3-3), the concretes with FA, SF, and AS, and the concretes with all kinds of admixtures used in this test. This indicates that when the GGBS was admixed, the SF or AS was needed to get a good resistance to chloride penetration; the concretes with FA and SF could reach an ideal level of resisting chloride penetration. If the GGBS was used, the AS should be admixed additionally, apart from the FA and SF. This could also improve the concrete to become the ideal level. Generally, due to the soluble C–S–H of concrete reduced by the pozzolanic effect of SF, the performance of the interfacial transition zone is improved, and the pore structure of concrete is refined. Meanwhile, the pores of concrete filled by the fine particles of SF makes concrete more compacted to eliminate continuous pores [6,8,42].

#### *3.3. Sulfate Resistance*

The test results of sulfate resistance of concrete are presented in Table 5. The sulfate corrosion resistance coefficient is basically positive to the compressive strength of concrete, as presented in Figure 4 for the concretes after 150 dry–wet cycles in a sulfate solution. The same regularity exists for the concretes after 120 dry–wet cycles in a sulfate solution. According to the specification of China codes GB 50082 and JGJ/T 193 [25,26], the grade of resistance to sulfate corrosion is determined by the maximum number of dry–wet cycles when the corrosion resistance coefficient reaches 75%. All concretes in this experiment reached the highest grade, which is larger than *KS*150.

**Figure 4.** Sulfate corrosion resistance coefficient changed with compressive strength.

In general, the resistance of concrete to sulfate corrosion is similar to the resistance of concrete to chloride penetration, due to both of them relating to the macro- and micro structures of concrete. The grade Q-III and Q-IV concretes, including specimens G1-1, F1G2-2, S1-1, and F2G3-3, except S1G2-1, had a lower corrosion resistance coefficient than 100%. The concretes of grade Q-V had a larger corrosion resistance coefficient than 100%. This indicates that the compressive strength of concrete remained almost constant under the dry–wet recycles in a sulfate solution. In this condition, the filling effects and secondary hydration of supplementary cementitious admixtures improve the macro- and microstructures of concrete [16,18,43]; the concrete eroded layer by layer with sulfate corrosion is insignificant by the inhibited entrance of outside sulfate ions into concrete. As presented in Table 5, compared to the concrete tested at the curing age of 56 days, the compressive strength of reference concretes with GGBS and FA (specimens G1-1, F1G2-2, and F2G3-3) increased by 17.4%–27.8% at the curing age of 150 dry–wet cycles. Part of the increase of compressive strength comes directly from the strength development with the prolongation of curing age, due to the long-term increased strength of cement and the secondary hydration with pozzolanic activity of admixtures [44,45]. Others may come from the beneficial effects of filling original pores and increasing density of concrete, due the expansion of substances such as ettringite and gypsum produced by the reaction of sulfate with soluble C–S–H and layered Ca(OH)2 [18,46,47].

By admixing the AS, the concretes appeared to have superior ability to resist the sulfate corrosion. This meets one of the expectations of this study, to produce a high resistance of concrete to sulfate corrosion.

#### *3.4. Frost Resistance*

The frost damage of concrete is induced by the freezing and thawing cyclic action of water in pores and defects of concrete. This appears as a looseness and peeling-off of surface materials and a frost heaving damage to pores and defects of concrete. Therefore, in addition to surface freezing and thawing of concrete, the decisive effect is the infiltration of external water into the interior of the concrete [48,49]. Based on the test results of compressive strength, chloride penetration, and sulfate corrosion, five groups of concrete without SF, including G1-1, F1G2-2, F2G3-3, F1G2A1-2, and F1G2A2-2, were selected to undertake the frost test.

Figure 5 presents the test results of the relative dynamic elastic modulus and the weight loss rate of concrete. After 300 cycles of freezing and thawing, all concretes had a decrease within 5% of relative dynamic elastic modulus, and an increase within 0.4% of weight loss rate. After 300 cycles of freezing and thawing, only the concrete with GGBS (specimen G1-1) had a rapid decrease in the relative dynamic elastic modulus and a sharp increase in the weight loss rate. This agrees with the resistances of concrete to chloride penetration and sulfate corrosion. By using the FA (specimens F1G2-2 and F2G3-3), the beneficial effect of FA on the refinement of pores of concrete recovered the negative effect of GGBS. Admixing the AS accompanied with the FA and GGBS (specimens F1G2A1-2 and F1G2A2-2), no obvious effect appeared on the frost resistance of concrete.

**Figure 5.** Changes of frost indexes of concrete: (**a**) relative dynamic elastic modulus; (**b**) weight loss.

The weight loss of specimens is mainly manifested in the damage of cementitious materials and aggregates on the surface of concrete. As per the surface morphology of specimens after 500 cycles of freezing and thawing presented in Figure 6, an obvious spalling phenomenon appeared on the surface of specimen G1-1, and some paste shedding phenomenon can be seen on surfaces of the other specimens. As seen from Figure 7, the explosion phenomena around the aggregates took place on the surface of specimen F1G2A1-2.

Figure 8 presents the changes of the relative dynamic elastic modulus and the weight loss rate with the compressive strength of concrete. High relative dynamic elastic modulus was kept with less weight loss rate for the concrete with higher compressive strength. This indicates that the high resistance of concrete to freezing and thawing was positive to the compressive strength of concrete. For concrete with at least binary cementitious admixtures including FA, SF, GGBS, and AS, the frost resistance can be comprehensively reflected by the compressive strength.

**Figure 6.** Appearance of specimens after 500 cycles of freezing–thawing: (**a**) obvious spalling on surface of G1-1; (**b**) paste shedding on surface of F1G2-2; (**c**) paste shedding on surface of F2G3-3; (**d**) paste shedding on surface of F1G2A1-2; (**e**) paste shedding on surface of F1G2A2-2.

**Figure 7.** Typical photo for damage of aggregate in specimen F1G2A1-2 (red circle: coarse aggregate; blue circle: fine aggregate).

**Figure 8.** Frost resistance indexes of 500 cycles changed with compressive strength: (**a**) relative dynamic elastic modulus; (**b**) weight loss.

According to the specifications of China codes GB 50082 and JGJ/T 193 [25,26], the grade of the resistance of concrete to freezing and thawing is determined by the maximum number of freezing and thawing cycles, which corresponds to a relative dynamic elastic modulus no less than 60% and a weight loss rate of no more than 5%. Therefore, all concretes in this study are at the highest grade over *F*400.

#### **4. Conclusions**

Based on the experimental study of this paper, conclusions can be made as follows:


**Author Contributions:** Methodology: S.Z. and Z.R.; investigation and data curation: M.Z. (Miaomiao Zhu), X.D., and M.Z. (Mingshuang Zhao); writing: original draft preparation: M.Z. (Mingshuang Zhao), S.L., and J.D.; writing: review and funding acquisition: S.Z. and M.Z. (Miaomiao Zhu). All authors have read and agreed to the published version of the manuscript.

**Funding:** This research was funded by Key Scientific and Technological Research Project of University in Henan, China (19A560001, 20A560015), Postgraduate Innovation Project of NCWU (YK2019-29), State Key Research and Development Plan, China (2017YFC0703904), Innovative Sci-Tech Team of Eco-building Material, and Structural Engineering of Henan, China (YKRZ-6-066).

**Institutional Review Board Statement:** Not applicable.

**Informed Consent Statement:** Not applicable.

**Data Availability Statement:** The data presented in this study are contained in this article.

**Conflicts of Interest:** The authors declare no conflict of interest.
