# Binary Mixes of Self-Compacting Concrete with Municipal Solid Waste Incinerator Bottom Ash
## 2 Materials and Methods
### Test Methods and Sample Preparation  
X-ray fluorescence (XRF) was used to determine the oxide chemical composition of cement, FA and MIBA. X-ray diffraction (XRD) was used to identify the crystalline phases. Scanning electron microscopy (SEM), energy-dispersive X-ray spectroscopy (EDS) and metallic aluminium quantification were also carried out. The consumption of calcium oxide (CaO) per gram was carried out by Chapelle test to determine the pozzolanic activity of MIBA and FA [23; 24].  
The SCC mixes' workability was evaluated using the slump-flow test [25]. A V-funnel test was also performed to identify the viscosity and filling capacity [26]. Flowability was ascertained with the L-box flow test [27].  
Specimens subjected to compressive and splitting tensile strength, secant modulus of elasticity and water absorption by immersion tests were cured in water at 20 \(\pm\) 2 \({}^{\circ}\)C until testing age. Shrinkage specimens were placed in a dry chamber at 20 \(\pm\) 2 \({}^{\circ}\)C and 50% \(\pm\) 5% relative humidity immediately after demoulding and remained there throughout the test. Specimens subjected to the water absorption by capillary action test were cured in water at 20 \(\pm\) 2 \({}^{\circ}\)C for 14 days and then placed in a chamber at 40 \(\pm\) 5 \({}^{\circ}\)C for an additional 14 days until testing age. The curing regimen for specimens subjected to carbonation was  
\begin{table}
\begin{tabular}{c c c c c c} \hline \hline
**Mix Proportions** & **RC** & **C20 BA** & **C30 BA** & **C40 BA** & **C50 BA** \\ \hline Cement & 482 & 496 & 452 & 387 & 323 \\ FA & 151 & - & - & - & - \\ MIBA & - & 99 & 154 & 206 & 257 \\ S\({}_{\text{p}}\) & 4.8 & 5.9 & 6 & 5.9 & 5.8 \\ Water & 176 & 197 & 206 & 206 & 206 \\ Fine aggregate \({}_{0/2}\) & 354 & 318 & 332 & 332 & 332 \\ Fine aggregate \({}_{0/4}\) & 350 & 314 & 328 & 328 & 328 \\ Coarse aggregate \({}_{1}\) & 384 & 419 & 384 & 384 & 384 \\ Coarse aggregate \({}_{2}\) & 391 & 427 & 391 & 391 & 391 \\ \hline \hline \end{tabular}
\end{table}
Table 1: Concrete mix proportions.  
the same as the previous ones for the first 14 days and, after that, were sectioned into smaller specimens and subsequently coated with an acrylic resin in both extremities. The specimens were then placed in a dry chamber at 20 \(\pm\) 2 \({}^{\circ}\)C and 50% \(\pm\) 5% relative humidity for another 14 days. After these 28 days, the specimens were placed in an accelerated carbonation chamber at 23 \(\pm\) 3 \({}^{\circ}\)C, with relative humidity between 55% and 65% and with a CO\({}_{2}\) content of 5 \(\pm\) 0.1%. Chloride ion penetration test specimens were cured in water for 21 days before being sectioned into smaller specimens. After that, they were placed in the dry chamber until testing age.  
Compressive strength was evaluated in 150-mm cube specimens after 7, 28 and 91 days, and in 150-mm diameter and 300-mm high cylindrical specimens after 28 and 91 days according to EN 12390-3 [28]. The splitting tensile strength and secant modulus of elasticity were also determined on cylindrical specimens as described in EN 12390-6 [29] and LNEC E 397 [30], respectively, after 28 and 91 days.  
The quality of the concrete mixes was determined by means of the ultrasonic pulse velocity test, according to EN 12504-4 [31]. The shrinkage test of the SCC samples was tested on 100 \(\times\) 100 \(\times\) 400 mm prisms specimens according to LNEC E 398 [32].  
Accelerated carbonation (LNEC E 391 [33]), water absorption by immersion (LNEC E 394 [34]), chloride ion penetration (LNEC E 463 [35]) and electrical resistivity tests (Luping [36]) tests were carried out to evaluate the durability of mixes.