## 4 Conclusions  
The results of experiment performed on six GFRP-reinforced continuous beams are compared to the provisions of current codes regarding load capacity, cracking and deflection behavior, and ductility. Based on the described investigation, the following conclusions were drawn:  
* For beams with ribbed GFRP bars with epoxy, the values of the maximal crack widths were less than those predicted by actual codes, while for beams with wrapped GFRP reinforcement with polyester they were higher than predicted. As the crack width largely depends on the degree of adhesion between the GFRP reinforcement and the concrete, the reliability of the chosen code in calculating the crack width depends on the prescribed coefficient \(k_{b}\).
* The bond dependent coefficient \(k_{b}\) determined for the ribbed GFRP bars for crack widths in the midspan of the beams indicated very good bond strength between GFRP bars and concrete. With the reduction of the reinforcement over the middle support, the \(k_{b}\) increased, indicating that the internal force redistribution in the GFRP-reinforced continuous beams occurred with the slippage between bars and concrete in the middle support section, without decreasing the load-carrying capacity.
* Actual codes for elements with FRP reinforcement underestimate the deflection of continuous beams with GFRP reinforcement. Therefore, a modified model for effective moment of inertia \(I_{e}\) for deflection prediction of GFRP-reinforced continuous beams was suggested, using non-linear parameter \(P\) for higher load levels. The proposed model for deflection calculation, when the effective moment of inertia \(I_{e}\) is less than the cracked moment of inertia \(I_{cr}\), gives very good prediction of the obtained experimental results for all load levels.
* The design of continuous concrete structures with GFRP reinforcement is governed by different criteria imposed for the serviceability limit state, as a low percentage of the service load is obtained in relation to the ultimate load. For service criteria limitations, with the increase of the designed moment redistribution, the level of service load decreases in relation to the ultimate load.
* Although the FRP reinforcement showed linear elastic behavior and the beams experienced concrete compression failure, obtaining deformability factors higher than 4, as recommended, indicated that continuously supported GFRP-reinforced beams showed a certain kind of ductile behavior, giving sufficient warning before failure.
* Continuous beams that reached the designed moment redistribution showed greater deformability factors, meaning that they exhibited a greater degree of ductile behavior compared to the beams that were designed based on elastic analysis.  
Conceptualization, N.B. and M.U.; methodology, N.B. and M.U.; validation, N.B., M.U. and N.K.V.; formal analysis, N.B. and M.M.; investigation, N.B. and M.M.; resources, N.B.; data curation, N.B. and M.M.; writing--original draft preparation, N.B.; writing--review and editing, M.U. and N.K.V.; visualization, N.B. and N.K.V.; supervision, M.U.; project administration, N.B. and M.M. All authors have read and agreed to the published version of the manuscript.  
This research received no external funding.  
The authors would like to express their gratitude to the Engineering Chamber of Montenegro for the financial support and a local company from Montenegro for the donation of concrete admixtures. Additionally, the first author is grateful to the Laboratory of the Faculty of Civil Engineering at the University of Montenegro for technical help.  
The authors declare that there is no conflict of interest regarding the publication of this paper.