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Se-Jin Choi
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Choi, S. Chitosan-Based Polymer and Steel Slag Aggregates. Encyclopedia. Available online: https://encyclopedia.pub/entry/19691 (accessed on 09 July 2024).
Choi S. Chitosan-Based Polymer and Steel Slag Aggregates. Encyclopedia. Available at: https://encyclopedia.pub/entry/19691. Accessed July 09, 2024.
Choi, Se-Jin. "Chitosan-Based Polymer and Steel Slag Aggregates" Encyclopedia, https://encyclopedia.pub/entry/19691 (accessed July 09, 2024).
Choi, S. (2022, February 21). Chitosan-Based Polymer and Steel Slag Aggregates. In Encyclopedia. https://encyclopedia.pub/entry/19691
Choi, Se-Jin. "Chitosan-Based Polymer and Steel Slag Aggregates." Encyclopedia. Web. 21 February, 2022.
Chitosan-Based Polymer and Steel Slag Aggregates
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This entry is adapted from the peer-reviewed paper 10.3390/polym14030626

Steel slag, a by-product of the steel industry, is generated in the form of an aggregate, and has a particle size similar to that of natural aggregates. The chitosan-based polymer (CBP) was synthesized via an amide coupling reaction among chitosan, 1-ethyl-3-(3-dimethylaminopropyl)carbodiimide hydrochloride, and 3-(3,4-dihydroxyphenyl)propionic acid.

cement composite steel slag aggregate chitosan-based polymer

1. Introduction

In the concrete industry, several studies have been conducted toward the development of alternatives to natural aggregates, as well as the use of industrial by-products as aggregates, to prevent environmental damage and the depletion of natural aggregates [1][2][3][4]. Steel slag, a by-product of the steel industry, is generated in the form of an aggregate, and has a particle size similar to that of natural aggregates. Therefore, it is more suitable for application in mortar or concrete compared to other industrial by-products [5][6][7]. Recently, in addition to blast furnace slag (BS), which is a representative slag aggregate, ferronickel slag (FS), which is generated as a by-product in the nickel industry, has attracted significant attention as an aggregate for mortar or concrete [8][9][10][11][12][13][14][15]. Saha et al. [11] revealed that the compressive strength of mortar with a mixture of FS and natural sand (NS) as the aggregate increased when ≤50% FS was used. Liu et al. [12] investigated the durability of concrete using a FS fine aggregate and found that the sulfate resistance of concrete improved when 27% FS was used. Ngii et al. [13] used a mixture of FS and NS as the aggregate and found that an FS content of 25% was optimum to increase the compressive strength of concrete. However, despite these efforts, the recycling rate of FS is not high [16].
Polymer materials have been widely used to improve the performance of cement mortar or concrete [17][18][19][20][21][22][23][24]. Douba et al. [20] investigated the properties of highly ductile polymer concrete and found that the samples using carbon nanotubes and polymer materials showed improved ductility. Niaki et al. [21] studied the mechanical and thermal properties of epoxy-based polymer concrete using basalt fibers and nanoclay and confirmed that the addition of basalt fibers improved the mechanical properties and thermal stability of polymer concrete. Wang et al. [22] added scrap tire rubber, an industrial by-product, to epoxy polymer concrete, and found that the compression and tensile strengths of concrete improved when 5% solid rubber was added. In addition, Asdollah et al. [23] reported that the fracture toughness of polymer concrete can be improved by adding polyethylene terephthalate (PET) filler materials (prepared by crushing recycled PET bottles). However, most previous studies that used polymer materials in mortar or concrete focused on natural aggregates; there has been no report on cement composites using steel slag aggregate and biomimetic polymers.

2. Chitosan-Based Polymer (CBP) Characteristics

The Chitosan-Based Polymer (CBP) was synthesized via an amide coupling reaction between chitosan, EDC, and HCA (Figure 1a). After synthesis, a white-sponge-like solid was obtained. The structure of the CBP sample was analyzed through 1H NMR, UV-Vis, and FT-IR spectroscopies. The catechol group in the chitosan backbone played a crucial role in enhancing the solubility of the CBP in water by decreasing the strength of intramolecular hydrogen bond interactions. The relative ratio of the protons between the catechol and acetyl groups was determined through 1H NMR spectroscopy to calculate the degree of catechol conjugation (DOCcat) in the CBP, which was found to be ~7% (Figure 1b). In addition, the DOCcat in the CBP was determined from its UV-Vis absorption peak at 280 nm using the absorption peak of HCA as the reference (Figure 1c). The results indicated that ~4% of the amino groups in chitosan reacted with HCA to form amides conjugated with 3,4-dihydroxyhydrocinnamic acid groups. Furthermore, the FT-IR spectrum of the CBP showed peaks at ~3353 and 1632 cm−1 corresponding to the hydroxyl and amine groups and the carbonyl groups of the amides, respectively (Figure 1d).
Figure 1. (a) Synthesis of the CBP. (b) 1H-NMR, (c) UV-Vis, and (d) FT-IR spectra of the CBP.

3. Mortar Flow

Figure 2 shows the flow of the mortar mixes containing the steel slag aggregate and the CBP. N100, which comprised only NS as the aggregate, showed the lowest flow of ~165 mm. BS50 (with 50% BS) showed a flow of ~167 mm, which is comparable to that of N100. The flow of FS50 (with 50% FS) was ~185 mm, which is 12.1% higher than that of N100. The mortar flow increased with the addition of the CBP, regardless of the fine aggregate used. The flow of PN100 (with CBP and NS) was ~176 mm, which is ~6.6% higher than that of N100. The flow of the mixes using the CBP and steel slag aggregates was ~187–200 mm, which was ~10.4–11.9% higher than that of the mixes without the CBP. The results indicate that the addition of the CBP led to more effective improvement in the fluidity of the mortar mixes using the steel slag aggregates than that of the mortar using only the natural aggregate.
Figure 2. Mortar flow of the cement mortar mixes.

4. Compressive Strength

Figure 3 shows the change in the compressive strength of the mortar mixes using the steel slag aggregates and CBP with time. After 7 days, the compressive strengths of N100 and BS50 were similar (~42.8 MPa), and that of FS50 was ~47.5 MPa, which is ~10.9% higher than that of N100. This increase in strength can be attributed to the high density and low absorption of FS [25]. The compressive strengths of N100 and BS50 were similar to those of PN100 and PBS50, respectively. However, the 7-day compressive strengths of PBF50 and PFS50 were lower than those of BF50 and FS50, respectively.
Figure 3. Compressive strength of the cement mortars.
Even after 28 days, N100 and BS50 showed similar compressive strengths (~45.0 MPa). The 28-day compressive strengths of BF50 and FS50 were ~49.5 and 55.3 MPa, respectively, which are ~11.2% and 24.2% higher than that of N100, respectively.
However, the compressive strength of the mixes using the CBP showed a completely different trend. The 28-day compressive strength of PN100 was ~48.7 MPa, which is ~9.4% higher than that of N100. The use of biomimetic polymers is effective in enhancing the compressive strength of mortar [26]. The compressive strength of PBS50 was ~46.0 MPa, which is similar to that of BS50 (45.9 MPa). In contrast, the 28-day compressive strengths of PBF50 and PFS50 were ~44.5 and 42.9 MPa, respectively, which are lower than those of BF50 and FS50 (~10.1% and 22.4%, respectively). The lower compressive strengths of PBF50 and PFS50 can be attributed to the weak compatibility between the CBP and FS. Figure 4 shows the SEM images of the BS and FS samples before and after immersion in the CBP solution for 7 days. The surface of the BS sample remains unchanged after immersion. However, numerous cracks are observed on the surface of the FS sample after immersion. Therefore, BS was found to be more suitable (as a steel slag aggregate) than FS for improving the compressive strength of the cement mortar mixes with the CBP.
Figure 4. SEM images of the BS and FS samples after immersion in the CBP solution.
The 56-day compressive strength of the mortar mixes showed a trend similar to that of the 28-day compressive strength. FS50 showed the highest 56-day compressive strength of ~55.9 MPa. However, PBF50 and PFS50 showed 56-day compressive strengths of ~44.7 and 45.5 MPa, respectively, which are ~12.6% and 20.0% lower than those of BF50 and FS50, respectively. In addition, PN100 and PBS50 showed 56-day compressive strengths of 51.3 and 49.9 MPa, respectively, which are higher than those of N100 (45.5 MPa) and BS50 (49.2 MPa).

References

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