## 5 Conclusions  
Experimental testing of three two-span continuous beams made of SCC was done in this research. The influence of the percentage of reinforcement on the ultimate load capacity and failure mode of continuous beams made of SCC were analyzed. The numerical model using finite element method and software package Abaqus/Standard was developed and the procedure of modeling was explained in detail. Based on all of the above presented, general conclusions can be summarized:  
1. Continuous beams made of SCC have a satisfactory load-bearing capacity and stiffness.
2. The examined different percentages of reinforcement show that with the increase of the percentage of reinforcement, the bearing capacity of the beams also increases (ultimate load is 166 kN, 193 kN and 197 kN for 0.65%, 0.86% and 0.94% of reinforcement, respectively).
3. As the percentage of reinforcement increases, the width and distribution of cracks in the tensioned part of the concrete decreases.
4. Increasing the percentage of reinforcement has a negative effect, which is reflected in the fact that an excessive percentage of reinforcement leads to a more brittle failure of the beam, while the failure of the beam with a lower percentage of reinforcement is more ductile. In the case of 0.65% and 0.86% of reinforcement after the yield of tensioned reinforcement, deflections increase significantly with prominent propagation of cracks, which is characteristic of ductile failure. On the other hand, in the case of 0.94% of reinforcement after the yield of tensioned reinforcement, deflections increase slightly with crushing of compressed concrete, which is characteristic of brittle failure. This should be especially taken into account when designing beams in seismically active areas when one should tend to form plastic joints at the ends of beams, while avoiding heavily reinforced sections.
5. The proposed numerical model is validated and verified with experimentally obtained results. The numerically calculated ultimate load differs less than 5% compared to the experimentally measured values, which can be accepted as a good agreement of the numerical and experimental results. The proposed numerical model is simple to implement and does not require large computer resources, and can be applied in further research in this area, while costly and demanding experimental tests can be avoided.
6. The proposed numerical model cannot fully include crack emergence and stress redistribution from concrete to reinforcement in the crack zone. In the case of such analyses, it is necessary to apply material models of failure mechanics.  
In further research, the influences of different beam cross-sectional dimensions, different characteristics of SCC, different spans, as well as the number of spans of continuous beams can be analyzed, all in order to more precisely determine the load-bearing capacity of continuous beams made of SCC.  
Figure 15: Damage distribution of beams obtained in Abaqus/Standard at the moment of failure for: (a) Beam B\(-\)1; (b) Beam B\(-\)2; (c) Beam B\(-\)3.  
**Author Contributions:** Conceptualization, Z.P. and B.M. ([PERSON]); methodology, B.M. ([PERSON]) and S.R.; software, A.Z. and Z.P.; validation, Z.P., B.M. ([PERSON]) and A.Z.; formal analysis, Z.P., A.Z. and D.Z.; investigation, S.R. and D.Z.; resources, S.R. and A.Z.; data curation, B.M. ([PERSON]); writing--original draft preparation, Z.P. and B.M. ([PERSON]); writing--review and editing, D.Z. and B.M. ([PERSON]); visualization, B.M. ([PERSON]); supervision, S.R.; project administration, Z.P. All authors have read and agreed to the published version of the manuscript.  
**Funding:** This research received no external funding.  
**Conflicts of Interest:** The authors declare no conflict of interest.