## 3 Results and Discussion  
### Resilient Modulus  
Table 6, presents the average (3 replicates) RM data for the CRAM at each curing time the percentages in parentheses indicate the variation in results between the different curing times (7 days compared to 0 days, 14 days compared to 7 days, and 28 days compared to 14 days). This comparison highlights the progression of properties over time, providing a clearer understanding of the curing effects on the material. Especially in the final test sequences where the applied confining and deviator stresses are higher, this the material is dependent on the tension state. It was observed that after a 7 day curing period, the stiffness of the cold-recycled mixtures increased by a minimum of 67.2% and a maximum of 92.7%, indicating that within the first seven days post-compaction, the material undergoes a substantial change in its resilient behavior. This significant increase in stiffness after the initial curing can be attributed to hydration and stabilization processes, as observed in other studies. For instance, [PERSON] and [PERSON] [71] reported a significant increase in stiffness after adding cement to any asphalt emulsion, and [PERSON] et al. [72] observed similar effects in foam-stabilized asphalt mixtures. These results underscore the importance of initial curing in developing the mechanical properties of cold-recycled mixtures. Even though 1% cement was not used as a stabilizing agent in the mixture, it played a crucial role in enhancing the load-bearing capacity of CRAM during its initial stages. The using cement as an active filler accelerates the breakdown of the emulsion [72]. The hydration of cement compounds produces calcium silicate hydrate (C\({}_{3}\)S\({}_{2}\)H\({}_{3}\)) and calcium hydroxide (Ca(OH)\({}_{2}\)). The partially soluble calcium hydroxide then ionizes, producing calcium ions (Ca\({}^{2+}\)) and hydroxide ions (OH\({}^{-}\)). When using cationic asphalt emulsion, the negatively charged hydroxides surround the positively charged cationic asphalt droplets, neutralizing  
Figure 5: Diagram identifying the three levels of behavior in shakedown research (Adapted from DNIT 179) [66]. the emulsifying agent [73]. This process accelerates the coalescence of asphalt droplets and, consequently, the breakdown of the emulsion. The composite model was adopted in this study due to its adequate coefficient of determination and simplicity, as shown in Equation (2). Additionally, this model was chosen because it is the one incorporated in the Brazilian mechanistic-empirical pavement design method (MeDiNa) for characterizationrelated to the stiffness of subgrade soils and granular-larmaterials [67; 74; 75; 76; 77]. For the Compound model, coefficient \(k_{2}\) referring to theconfining stress action has higher impact on the RM value tothe detriment of coefficient \(k_{3}\) related to the deviator stress. However, the fact that the coefficient \(k_{3}\) has a positive valueindicates that, by increasing the deviator stress, an increasein the resilient modulus occurs. \[RM=k_{1}\cdot\sigma_{3}^{k_{2}}\cdot\sigma_{d}^{k_{3}} \tag{2}\]  
The regression parameters are presented in Table 7 with the values of the coefficient of determination (\(R^{2}\)) and the value of the linear resilient modulus, for each curing time, that is, the average of theRM values obtained at each stress pair after performing the mathematical modeling. Furthermore, Figure 6 shows the mixture's resilient behavior as a function of curing time, deviator stress, and confining stress applied during the tests. The influence of curing time after 7 days is also reflected in the average RM presented in Table 7, where, within the first 7 days, the parameter showed an 80% increase compared to the material tested immediately after compaction. Although RM increased in the subsequent tests after the initial 7-day curing period, the increases were not significant, ranging from 10.9% to 19.4% compared to the previous curing time.