## 6 Conclusions  
The article presents the details and results of the experimental and numerical study of the section of a housing built in full-scale on a cold-formed steel structure and fibrocement panels as coating, submitted to monotonic and cyclic loads perpendicular to the longest plane. The strength, stiffness and structural behavior conditions would be verified from a full-scale model, comparing with a numerical model. From the results obtained the following conclusions can be obtained:  
* The panel system with one single lining formed by fibrocement sheets and thin steel sheets is satisfactory for the use as a one floor housing principal structure. The experimental model strength reaches the critical demand imposed by the technical design rules for earthquakes and wind of El Salvador. Unless under special conditions, this typology of structure is safety for the wind and seismic demands;
* The numerical model behavior is very similar to the experimental specimen tested. Therefore, the structural analysis developed by simulation can be used on a reliable way to model different alternatives;  
Figure 26: Strain of strain gauges: (**a**) strain of the strain gauges identified as1 WV2, 1 WV9 and 1 WV16; (**b**) The charts of strain of the strain gauges identified as 1 EV9 and 1 EV16.  
* The resistance levels offered from the manufacturers are enough reliable to use them as structural revision criteria on the alternative design process, since the manufacturing process of the considered material is industrialized;
* The stiffness obtained from the numerical model was higher than the ones obtained on the experimental specimen. For that reason, on the case of structural simulation the deformations obtained can be under-estimated;
* The permanent deformations registered on the experiment are caused by local buckling of the components of the transversal section of the steel profiles and the separations between these profiles and the fibrocement sheets that appear when the loads are raised. The profiles have a post-buckling resistance reservation, where some parts of the profile conserve their full capacity of resistance and the possibility of using this property on structures even if it exists a partial failure on them;
* The deformations appeared on the ceiling are considered excessive due to some of the load values. The revision and the improvement of the structural system should be considered as future steps.  
Conceptualization, M.M.C., J.D.C.A., P.M.d.H., J.C.H.H., J.J.J.d.C. and A.M.G.A.; methodology, M.M.C., J.D.C.A., P.M.d.H. and J.C.H.H.; formal analysis, J.C.H.H.; software, J.C.H.H.; validation, P.M.d.H.; investigation, M.M.C., J.D.C.A., P.M.d.H., J.C.H.H., J.J.J.d.C. and A.M.G.A.; resources, J.J.J.d.C.; data curation, P.M.d.H. and J.C.H.H.; writing--original draft preparation, M.M.C.; writing--review and editing, J.C.H.H.; visualization, J.D.C.A. and P.M.d.H.; supervision, P.M.d.H.; funding acquisition, J.D.C.A. and J.J.J.d.C. All authors have read and agreed to the published version of the manuscript.  
This research was funded by Universidad de Jaen by the the International Cooperation Program Project CPC-2012-A-01.  
Not applicable.  
The authors would like to thank the International Cooperation Program of the University of Jaen for their support (Project CPC-2012-A-01), the Great Structures Laboratory of the Central American University \"[PERSON]\" for allowing us to use their facilities and Plycem S.A. (El Salvador) for supplying materials.  
The authors declare no conflict of interest.  
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