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Structural control through energy dissipation systems has been increasingly implemented internation-ally in the last years and has proven to be a most promising strategy for earthquake safety of the structures. The control concept is based on the integration of passive damping devices within the struc-ture for the necessary energy dissipation and the elastic response of the primary system. Adaptable dual control systems (ADCS) presented in this paper, consist of tension-only bracing members with closed circuit and a hysteretic damper of steel plates. The implementation of ADCS in frame structures enables a dual function of the component members, leading to two practically uncoupled systems, i.e. the primary frame, responsible for the static vertical and horizontal forces and the bracing-damper mechanism, for the earthquake forces and the necessary energy dissipation. ADCS are investigated and compared in their energy dissipation behavior for three differing configurations of the bracing-damper mechanism. In all cases the hysteretic damper utilizes effectively the relative displacements between its connection joints, i.e. a bracing and a primary frame’s member, through its own yielding deforma-tions for the necessary energy dissipation. In the present paper parametric dynamic analyses of the SDOF system’s responses have been performed, based on three representative international earthquake motions of differing frequency contents. A nonlinear link parameter, defined as the ratio of the stiffness to the yield force of the hysteretic damper, DR, characterizes the behavior of the controlled systems in each configuration. Optimum DR values are proposed for each system configuration in achieving high energy dissipation capacity, while preventing possible increase of the maximum base shear and relative displacements.
Adaptable Systems, Earthquake Resistance, Frame Structures, Passive Control
[1] Housner, G.W., Bergman, L.A., Caughey, T.K., Chassiakos, A.G., Claus, R.O., Masri, S.F., Skelton, R.E., Soong, T.T., Spencer, B.F., Jr. & Yao, T.P., Structural control: past, present and future. Engineering Mechanics, 123(9), pp. 897–971, 1997. doi: http:// dx.doi.org/10.1061/(ASCE)0733-9399(1997)123:9(897)
[2] Martelli, A., Seismic isolation and energy dissipation: worldwide application and per-spectives. Earthquake Resistant Engineering Structures VI, ed. C.A. Brebbia, WIT Press: Southampton, UK, pp. 105–116, 2007.
[3] Inoue, K. & Kuwahara, S., Optimum strength ratio of hysteretic damper. Earthquake Engineering and Structural Dynamics, 27, pp. 577–588, 1998. doi: http://dx.doi. org/10.1002/(SICI)1096-9845(199806)27:6<577::AID-EQE743>3.0.CO;2-U
[4] Di Sarno, L. & Elnashai, A.S., Innovative strategies for seismic retrofitting of steel and composite structures. Earthquake Engineering and Structural Dynamics, 7, pp. 115–135, 2005.
[5] Tremblay, R. & Filiatrault, A., Seismic impact loading in inelastic tension-only con-centrically braced frames: myth or reality? Earthquake Engineering and Structural Dynamics, 25(12), pp. 1373–1389, 1996. doi: http://dx.doi.org/10.1002/(SICI)1096-9845(199612)25:12<1373::AID-EQE615>3.0.CO;2-Y
[6] Filiautrault, A. & Cherry, S., Comparative performance of friction damped systems and base isolation systems for earthquake retrofit and aseismic design. Earthquake Engineering and Structural Dynamics, 16, pp. 389–416, 1988. doi: http://dx.doi. org/10.1002/eqe.4290160308
[7] Wu, B., Zhang, J., Williams, M.S. & Ou, J., Hysteretic behavior of improved Pall-typed frictional dampers. Engineering Structures, 27, pp. 1258–1267, 2005. doi: http://dx.doi. org/10.1016/j.engstruct.2005.03.010
[8] Mualla, I.H. & Belev, B., Performance of steel frames with a new friction damper device under earthquake excitation. Engineering Structures, 24, pp. 365–371, 2002. doi: http:// dx.doi.org/10.1016/S0141-0296(01)00102-X
[9] Renzi, E., Perno, S., Pantanella, S. & Ciampi, V., Design, test and analysis of a light-weight dissipative bracing system for seismic protection of structures. Earthquake Engineering and Structural Dynamics, 36(4), pp. 519–539, 2007. doi: http://dx.doi. org/10.1002/eqe.641
[10] Kurata, M., DesRoches, R. & Leon, R.T., Cable damper bracing for partial seismic rehabilitation. Proc. of 14th World Conference on Earthquake Engineering, Beijing, China, 2008.
[11] Phocas, M.C. & Pocanschi, A., Steel frames with bracing mechanism and hysteretic dampers. Earthquake Engineering and Structural Dynamics, 32(5), pp. 811–825, 2003. doi: http://dx.doi.org/10.1002/eqe.253
[12] Phocas, M.C. & Sophocleous, T.L., Adaptable dual control systems for earthquake resistance. Earthquake Resistant Engineering Structures VIII, eds. C.A. Brebbia, & M. Maugeri, WIT Press: Southampton, UK, pp. 55–66, 2011.
[13] Sophocleous, T. & Phocas, M.C., Dual earthquake resistant frames. Earthquake Resis-tant Engineering Structures VII, eds. M. Phocas, C.A. Brebbia & P. Komodromos, WIT Press: Southampton, UK, pp. 165–174, 2009. doi: http://dx.doi.org/10.2495/ ERES090151
[14] Xia, C. & Hanson, R.D., Influence of ADAS element parameters on building seismic response. Structural Engineering, 118(7), pp. 1903–1918, 1992. doi: http://dx.doi. org/10.1061/(ASCE)0733-9445(1992)118:7(1903)
[15] Aiken, I.D., Nims, D.K., Whittaker, A.S. & Kelly, J.M., Testing of passive energy dissipation systems. Earthquake Spectra, 9(3), pp. 335–369, 1993. doi: http://dx.doi. org/10.1193/1.1585720
[16] Tsai, K.C., Chen, H.W., Hong, C.P. & Su, Y.F., Design of steel triangular plate energy absorbers for seismic-resistance construction. Earthquake Spectra, 9, pp. 505–528, 1993. doi: http://dx.doi.org/10.1193/1.1585727
[17] Sophocleous, T. & Phocas, M.C., Model of analysis for earthquake resistant dual sys-tems. Proc. of 2nd Int. Conf. on Computational Methods in Structural Dynamics and Earthquake Engineering, COMPDYN 2009, Rhodes, Greece, 2009.
[18] CSI, SAP2000NL – Structural Analysis Programs, Theoretical and Users Manual, Release No. 14.00, Computers & Structures Inc.: Berkely, CA, USA, 2010.
[19] Nakashima, M., Saburi, K. & Tsuji, B., Energy input and dissipation behavior of structures with hysteretic dampers. Earthquake Engineering and Structural Dynamics, 25(12), pp. 483–496, 1996. doi: http://dx.doi.org/10.1002/(SICI)1096-9845(199605)25:5<483::AID-EQE564>3.0.CO;2-K