## 3 Analysis of Experimental Results
### Corrosion Resistance Factor  
Corrosion resistance factors of self-compacting concrete with RCA under the various phases of dry and wet cycles of sulfate erosion were discovered based on the cubic compressive strength values, as shown in Table 5. Then, a plot of their variation laws was made. Figure 6 demonstrates how the early stages of the modest number of dry and wet cycles of sulfate erosion did not exhibit any variations in the compressive strength of self-compacting concrete with varying doses of recycled aggregates. After 30 cycles of dry  
Figure 5: Relative dynamic modulus of elasticity of self-compacting concrete with recycled aggregates.  
and wet conditions, the first four groups displayed modest increases with growth rates of 1.1%, 2.5%, 3.9%, and 1.8%. In the later stage, all displayed a declining tendency, but the decline was more consistent. Generally speaking, the deterioration got worse as there were more dry and wet cycles of sulfate erosion. The corrosion resistance factor for the fifth group of specimens consistently displayed a downward trend, indicating that their compressive strength gradually declined.  
The initial erosion products that were produced when the specimens were first eroded by SO4\({}^{2-}\) filled the concrete pores, increasing mass and creating a denser interior structure. Higher compressive strength was readily evident from the exterior results. The quantity of erosion products rose and the pore structure was continually filled as the erosion reaction went on. The interior pores crossed the stress threshold, accompanied by the tendency of certain calcium alumina and other compounds to self-expand. The specimen's overall structure started to deteriorate progressively as cracks started to appear and grow, which reduced compressive strength [36]. The specimens from the RCASCC-50 group had a significantly better corrosion resistance factor than those from the other four groups, which explains their high compressive strength all around. The good benefit outweighed the negative effect when the RCA replacement rate was 50%. The transmission of SO4\({}^{2-}\) can also be somewhat hampered when the internal concrete density is high and the aggregate particle gradation is better. As a result, the specimens in the RCASCC-50 group had greater corrosion resistance factors.  
Figure 6 depicts the variation pattern of the corrosion resistance factor of recycled aggregate concrete (RAC) in both dry and wet environments of sulfate [37; 38]. The results of this paper likewise displayed a pattern of rising and then falling, which fit the pattern. However, the corrosion resistance factor's greatest peak value looked to be different. In this study, sodium sulfate and the highest corrosion resistance factor were used to create a 10% sulfate solution, and around 30 dry and wet cycles were performed. Figure 6 displays  
Figure 6: Corrosion resistance factor of recycled aggregate self-compacting concrete.  
\begin{table}
\begin{tabular}{c c c c c} \hline \hline
**Number of Cycles** & **30** & **60** & **90** & **120** \\ \hline RCASCC-0 & 29.43 & 27.54 & 27.19 & 26.93 \\ RCASCC-25 & 29.04 & 27.99 & 26.91 & 25.86 \\ RCASCC-50 & 34.55 & 32.55 & 31.95 & 30.72 \\ RCASCC-75 & 25.14 & 23.56 & 21.40 & 20.88 \\ RCASCC-100 & 22.89 & 21.92 & 21.16 & 20.06 \\ \hline \hline \end{tabular}
\end{table}
Table 5: Compressive strength with different numbers of dry and wet cycles.  
the greatest corrosion resistance factor and a 5% sulfate solution made with magnesium sulfate. There were perhaps 60 dry and wet cycles in total. The fact that the components used to prepare the solution and the sulfate concentration varied could be one explanation; as a result, the concrete was vulnerable to varying degrees of erosion effect [39].