Non-Linear Behaviour of Structural Walls

Non-Linear Behaviour of Structural Walls

Salima Djehaichia Rachid Lassoued

Department of Architecture, Faculty of Science and Technology, University of Jijel, Algeria

Department of Civil Engineering, Faculty of Science and Technology, Laboratory of Materials and Durability of Constructions (LMDC), University Mentouri Constantine, Algeria

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The vulnerability of reinforced concrete structures, which were built in the 1970s, under the effects of an earthquake is one of the major concerns of researchers, because the designs of these structures have been based on regulations, which are no longer valid. The parameters taken into account in this study to idealize the regulatory shortcomings are: low ratio of reinforcement, type of reinforcement and moderate resistance of concrete. The analysis to test these altered structures with one or both of the above parameters is carried out in the non-linear domain from the perspective of analysing their behaviour in an earthquake. In this paper, the modelling strategy is based on finite elements combined with a discretization of the shear wall most stressed by successive thin layers. The estimation of level of performance is achieved using capacity curves under increasing incremental loads; a non-linear characteristic force-displacement relationship can be determined. The results of the numerical model are compared with those of the Algerian seismic code (RPA). Through this comparison, it was found that there is an improvement in terms of displacement, shearing action and ductility. The introduction of confining as a local model makes it possible to refine the numerical model and improve the total behaviour of the structure. A parametric analysis is carried out to highlight the obvious weakness of structures designed and built in the 1970s.


finite-element method, former structures, modelling, pushover analysis, RPA


[1] Schnobrich, W.C., Behaviour of RC structures predicted by finite element method. Computers and Structures, 7(3), pp. 365–376, 1977.

[2] Fintel, M. & Ghosh, S.K., Application of inelastic response history analysis in the aseismic design of a 31-storey frame-wall building. Earthquake Engineering and Structural Dynamics, 2, pp. 325–342, 1974.

[3] Agrawal, A.B., Jaeger, L.G. & Mufti, A.A., Response of RC shear wall underground motions. American Society of Civil Engineers Journal of Structural Division, 107, pp. 395–411, 1981.

[4] Subeidi, N.K., RC coupled shear wall structures. 11. Ultimate strength calculations. American Society of Civil Engineers Journal of Structural Engineering, 117(3), pp. 681–698, 1991.

[5] Paulay, T., The design of ductile RIC structural walls for earthquake resistance. Earthquake Spectra. The Professional Journal of the Earthquake Engineering Research Institute, 2(4), 783–823, 1986.

[6] Spacone, E., Filippou, F.C. & Taucer, F.F., Fibre beam-column model for the non-linear analysis of r/c frames: Part I, formulation. Earthquake Engineering and Structural Dynamics, 25(7), 711–725, 1996.<711::aid-eqe576>;2-9

[7] Moulin, S., Davenne, L. & Gatuingt, F., Eléments de poutre multifibre, Documentation du Code_Aster, Manuel de Référence R3.08.08, 2003. Available at: http:// (accessed 06 October 2006).

[8] Martinelli, P. & Filippou, F.C., Simulation of the shaking table test of a seven-story shear wall building. Earthquake Engineering and Structural Dynamics, 38(5), pp. 587– 607, 2009.

[9] Belmouden, Y. & Elharif, A., Modélisation des murs porteurs en béton armé par éléments finis multicouches. Revue Européenne des Eléments finis (REEF), 12, pp. 907–932, 2003. (Editions Lavoisier, Août.)

[10] Vulcano, A., Bertero, V.V. & Coloti, V., Analytical modeling of RC structural walls. Proceedings, 9th World Conference on Earthquake Engineering 6, Tokyo-Kyoto, 1988.

[11] Hemsas, M., Modélisation par macro-éléments du comportement non-linéaire des ouvrages à voiles porteurs en béton armé, Thèse de doctorat, Université de Bordeaux, France, 2011.

[12] Mazars, J., Application de la mécanique de l’endommagement au comportement non linéaire et à la rupture du béton de structure. Thèse de doctorat d’État, Université Paris, France VI, 1984.

[13] Kent, D.C. & Park, R., Flexural member with confined concrete. Journal of Structural Division, Proceedings of the American Society of Civil Engineers, 97(7), pp. 1969– 1990, 1971.

[14] Mander, J.B., Priestley, M.J.N. & Park, R., Theoretical stress-strain model for confined concrete. Journal of Structural Engineering, 114(8), pp. 1804–1825, 1988.

[15] Miao, Z.W., Lu, X.Z., Jiang, J.J. & Ye, L.P., Nonlinear FE Model for RC shear walls based on multi-layer shell element and microplaneconstitutive model. Computational Methods in Engineering and Science, EPMESC X, Sanya, Hainan,China, 2006.

[16] CBA-93., Algerian concrete Code 1993. Technical rules document DTR-BC National Center of Applied Research in Paraseismic Genius (CGS), Algiers, 1994.

[17] Applied Technology Council 1996. ATC-40-Seismic Evaluation and Retrofit of Concrete Buildings, Redwood City, California, 1996.

[18] FEMA 356. Pre-standard and Commentary for the Seismic Rehabilitation of Buildings, American Society of Civil Engineers, Reston, Virginia, 2000.

[19] CSI2009. SAP2000. Static and Dynamic Finite Element Analysis of Structures 14.0, Computers and Structures, Inc., Berkeley, California, 2000.

[20] PA99. Algerian Paraseismic rules, Version 2003, regular technical document, DTR B C 2 48, Paraseismic National Center of Applied Research Engineering, Algiers, 2003.