Seismic Behavior of Dual Ductility Shear Walls



In general, shear wall design is based on flexural ductility. In this design approach, behavior of the shear walls is more similar to a cantilever beam with significant bending moment at its base. In such systems, the main input energy dissipation during seismic events happens at the base of the shear wall. In this paper, in order to improve the behavior of these important lateral resisting mechanism in structural systems, the possibility of dual type behavior (flexural and shear) were investigated. At first, the potential of this approach in improving the behavior of shear walls has been examined in a simplified structural model. Later, three types of shear walls including slit walls, shear walls with opening and frame-wall systems have been studied. The results show the capability of dual ductility modes of behavior in all three systems. Energy dissipation dispersion in these systems is better than the ordinary shear walls. Among the dual ductility systems, the frame-wall system has shown a superior performance compared with that of the two other systems.


[1]ضیایی فر، منصور؛ مطالعه رفتار لرزهای دیوارهای برشی با رفتار دوگانه شکل پذیر، پژوهشگاه زلزله شناسی . و مهندسی زلزله، ۱۳۸۲
[2]Harries, K., “Ductility and deformability of coupling beams in reinforced concrete coupled walls”,Earthquake Spectra, vol. 17, No. 3, p.p. 457-478,2001.
[3]Jiang, H.; Lu, X.; Kwan, A. K. H.; Cheung, Y. K.,“Study on seismic slit shear wall with cyclic experiment and macro-model analysis”, Structural Engineering and Mechanics, vol. 16, No. 4, p.p.371-390, 2003.
[4]Kwan, A. K. H.; Lu, X. L.; Cheung Y. K., “Elastic analysis of slit shear walls”, International Journal of Structures, vol. 13, No. 2, p.p. 75-92, 1993.
[5]Kwan, A. K. H.; Dai, H.; Cheimg, Y. K., “Non–linear seismic response of reinforced concrete slit Shear walls”, Journal of Sound and Vibration, vol.226, No. 4, p.p. 701-718, 1999.
[6]Lu, X. L.; Wu, X. H., “Shaking table test and analysis of a new type of shear wall with seismic control device”, 11th World Conference on Earthquake Engineering, Paper No. 10, 1996.
[7]Mansur, M. A.; Tan, K. H., Concrete beams with openings, Analysis and design, CRC Press, London,1999.
[8]Park, R.; Paulay, T., Reinforced concrete structures,John Wiley and Sons, New York, 1975.
[9]Paulay, T., “The displacement capacity of reinforced concrete coupled walls”, Engineering of Structures,vol. 24, p.p. 1165-1175, 2002.
[10]Paulay, T.; Priestley, M. J. N., Seismic design of reinforced concrete and masonry buildings, John Wiley and Sons Inc, USA, p.p. 363-460, 1992.
[11]Paulay, T.; Santhakumar, A. R., “Ductile behavior of coupled shear walls”, Journal of the Structural Division, ASCE, vol. 102, No. 1, p.p. 93-108, 1976.
[12]Prakash, V.; Powell, G. H.; Campbell, S., Drain- 2DX, Department of civil engineering, University of California, Berkeley, CA, 1993.
[13]Wallace, J. W.; Moehle, J. P., “Ductility and detailing requirements of bearing wall buildings”,Journal of Structural Engineering, vol. 118, No. 6,p.p. 1625-1644, 1992.
[14]Wallace, J. W., “A new methodology for seismic design of RC shear walls”, Journal of Structural Engineering, vol. 120, No. 3, p.p. 863-884, 1994.
[15]Wallace, J. W., “Seismic design of RC structural walls, part I: new code format”, Journal of Structural Engineering, vol. 121, No. 1, p.p. 75-87,1995.
[16]Wallace, J. W., “Seismic design of RC structural walls, part II: application”, Journal of Structural Engineering, vol. 121, No. 1, p.p. 88-101, 1995.