## Materials and Methods
### Materials
For the mix proportions of the self-compacting control concrete, the methodology proposed by [PERSON] et al. [35] was used, based on compressive strength. The design goal was to obtain a high-performance concrete with 100 MPa strength at 90 days, for which an amount of cement of 450 kg/m\({}^{3}\), and the use of 2% (of the cement weight) of a superplasticizer additive (enabling a more viscous paste to be obtained) was selected. A limestone filler quantity of 100 kg/m\({}^{3}\) was used, thus using a total amount of cement, SCMs, and filler of 550 kg/m\({}^{3}\), less than the maximum 600 kg/m\({}^{3}\) recommended by EHE-08 [36] and EFNARC [37]. An attempt was made to maximize the coarse content (50 vol.%) to obtain greater use of the by-product without affecting segregation or blocking. Likewise, the amount of water used was optimized so as not to adversely affect the strength without affecting the flowability or segregation. Four concrete mixes were made: three control mixes that use diabase coarse with three different filler materials (limestone, fly ash and cupola slag) and a fourth that uses EAFS coarse with cupola slag filler. The first three dosages enable the comparison of the SCM used, while the fourth enables the comparison of high strength natural aggregates with siderurgical aggregates. The three control dosages are analogous, while the fourth had to be modified because it presented notable deficiencies in the fresh state. The sand content was increased because SLS has less fine aggregates than DS and the latter has a much more cavern and angular geometry. In addition, the reduction of SC enabled \begin{table}
\begin{tabular}{c c c c c} \hline \hline
**Material [g]** & **M-0\%** & **M-10\%** & **M-20\%** & **M-30\%** \\ \hline CEM 1 52.5 R & 450 & 405 & 360 & 315 \\ Silica sand & 1450 & 1450 & 1450 & 1450 \\ Cupola slag filler & - & 42 & 84 & 126 \\ Water & 225 & 225 & 225 & 225 \\ w/c ratio & 0.5 & 0.6 & 0.7 & 0.8 \\ \hline \hline \end{tabular}
\end{table} 
Table 4: Mix proportions of the mortars [g]. \begin{table}
\begin{tabular}{c c c c c c c c c c c c} \hline \hline
**Compound [wt.\%]** & **Fe\({}_{2}\)O\({}_{3}\)** & **CaO** & **SiO\({}_{2}\)** & **Al\({}_{2}\)O\({}_{3}\)** & **MgO** & **MnO** & **Cr\({}_{2}\)O\({}_{3}\)** & **TiO\({}_{2}\)** & **Na\({}_{2}\)O** & **SO\({}_{3}\)** & **K\({}_{2}\)O** & **Others** \\ \hline EAFS & 37.90 & 30.26 & 12.00 & 7.4 & 4.93 & 4.53 & 1.15 & 0.53 & - & - & - & \(<\)0.5 \\ Cupola slag & 6.34 & 29.97 & 43.56 & 13.64 & 2.1 & 2.80 & - & 0.51 & - & - & - & \(<\)0.5 \\ Fly ash & 7 & 6.1 & 55 & 20.4 & 2.6 & - & - & 0.9 & 1.2 & 4 & 2 & - \\ CEM 152.5 R & 3.38 & 66.6 & 17.81 & 4.79 & 1.3 & - & - & 0.2 & - & 4.49 & 0.78 & - \\ \hline \hline \end{tabular}
\end{table} 
Table 3: Chemical composition of the materials used. slump to be improved and prevented concrete blockage. A slightly lower w/c ratio was used in this case due to the limitation due to the segregation of the EAFS aggregate. The preparation of these self-compacting concretes was similar to that of conventional concretes, with the exception of kneading time (12 min), considerably increased to ensure the complete distribution of the superplasticizer additive. The mixtures were made in a 120 L rotating drum mixer, with 30 L batches. The samples were been demolded at 24 h and were cured in a moisture chamber, at a constant temperature of \(20\pm 2\)\({}^{\circ}\)C and constant humidity of \(95\pm 5\%\). The final proportions, in kg/m\({}^{3}\), of the mixtures appear in Table 5.