*3.2. Splitting Tensile Strength (STS)*

An evaluation of the relation STS of the numerous concrete proportion mixtures made with the reference, and several proportions of recycled aggregate replacing FA with and without CWG and CA, which were swapped with CWG, is presented in Figure 3. As presented in Figure 3, the consequences of STS generally follow a similar trend as the CS. As detected from Figure 3, the significant progress in STS of concrete is up to 13%, with CWG used as fractional replacement for FA. The reason for this can be shown as the progress of hydration, decreased permeability of glass-mixed concrete, good bond strength among the glass aggregate, and the surrounding cement paste due to the irregular geometry of the glass. The pozzolanic reaction may also offset this trend at a later stage of hardening and help improve the STS at 28 days [44]. Upon changing the amount of CWG, outcomes of tensile strength are affected correspondingly to the CA. This decrease in strength can be explained due to the surface structure of CWG. Similar results were also

observed by others [45–47]. As presented in Figure 3, tensile strength optimum values are established at 40% CWG, requiring maximum distributed tensile. The correlation of CS in competition with STS is provided in Figure 4. As presented in Figure 4, the regression model among the CS and STS is performed to be flat. Additionally, as detected in Figure 4, the regression stroke characterizes a strong relationship among CS, compared with STS needing an R2 worth of more than 92%.

**Figure 3.** Consequences of STS.

**Figure 4.** Splitting tensile strength variation versus compressive strength.

#### *3.3. Flexural Strength (FS)*

FS of investigational specimens were recognized on specimens after CST. The assimilated types of strength alternated among 5.2 MPa and 7.0 MPa. The result of the FS of the specimens is offered in Figure 5. In Figure 5, FS with different proportions of CWG is shown. It was noticed that with the addition of CWG at 10%, 20%, 40%, and 50% of FA

swapped, the increase in FS was 3.2%, 6.3%, and 11.1% and 4.8%, respectively, in percentage to the reference sample (6.3 MPa). This could be dedicated to pozzolanic reactions, which accelerate with time, and offset the hardening process and aid the increase in FS [44]. A related behavior was also described by Shehata et al. [48]. It must be noted that higher CWG replacement may have an opposing effect on the FS [48]. Figure 6 shows a rectilinear relationship among the tensile FS of the example and the substance of the CWG addition. Alternatively, if FAs were swapped with CWG, it was observed that the increase in FS was 11.1%, respectively, in amount to the reference sample (6.3 MPa). However, if the amount of CWG is employed in relation to the CA contented, it may be noticed that the FS and CWG contented are associated (Figure 6)). This can be attributed to the change in the interfacial transition zone properties of the glass-containing mixtures [49]. Additionally, as detected in Figure 6, the regression shows a good relationship among FS contrasted with CWG having an R<sup>2</sup> worth of more than 95%.

**Figure 5.** Consequences of FS.

**Figure 6.** Consequences of tensile FS tests of concrete examples with changed CWG substances.
