Innovative seismic retrofitting strategy of added stories isolation system

Abstract

The seismic performance of “added stories isolation” (ASI) systems are investigated for 12-story moment resisting frames. The newly added and isolated upper stories on the top of the existing structure are rolled to act as a large tuned mass damper (TMD) to overcome the limitation of the size of tuned mass, resulting to “12+2” and “12+4” stories building configurations. The isolation layer, as a core design strategy, is optimally designed based on optimal TMD design principle, entailing the insertion of passive flexible laminated rubber bearings to segregate two or four upper stories from a conventionally constructed lower superstructure system. Statistical performance metrics are presented for 30 earthquake records from the 3 suites of the SAC project. Time history analyses are used to compute various response performances and reduction factors across a wide range of seismic hazard intensities. Results show that ASI systems can effectively manage seismic response for multi-degree-of freedom (MDOF) systems across a broader range of ground motions without requiring burdensome extra mass. Specific results include the identification of differences in the number of added story by which the suggested isolation systems remove energy.

Keywords

added stories / seismic isolation / tuned mass damper / parametric optimization / statistical method

References

[1] Jagadish K S, Prasad B K R, Rao P V. Inelastic vibration absorber subjected to earthquake ground motions. Earthquake Engineering & Structural Dynamics, 1979, 7(4): 317-326

[2] Villaverde R. Aseismic roof isolation system: Feasibility study with 13-story building. Journal of Structural Engineering, 2002, 128(2): 188-196

[3] Ziyaeifar M, Noguchi H. Partial mass isolation in tall buildings. Earthquake Engineering & Structural Dynamics, 1998, 27(1): 49-65

[4] Murakami K, Kitamura H, Ozaki H, Teramoto T. Design and analysis of a building with the middle-story isolation structural system. In: Proceedings of the 12th World Conference of Earthquake Engineering. Auckland, New Zealand, 2000, Paper No. 0857

[5] Zhou F L. Seismic isolation of civil buildings in the People’s Republic of China. Progress in Structural Engineering and Materials, 2001, 3(3): 268-276

[6] Zhou F L, Yang Z, Liu W G, Tan P. New seismic isolation system for irregular structure with the largest isolation building area in the World. In: Proceedings of the13th World Conference on Earthquake Engineering. 2004, Vancouver, B C, Canada, Paper No. 2349

[7] Tsuneki Y, Torii S, Murakami K, Sueoka T. Middle-Story Isolated Structural System of High-Rise Building. In: Proceedings of the 14th World Conference on Earthquake Engineering. 2008, Beijing, China, Paper No. S05-01-023

[8] Jury R D. Seismic load demands on columns of reinforced concrete multistorey frames. <DissertationTip/>, Christchurch: University of Canterbury, 1978

[9] NZS4203. New Zealand Standard. Code of Practice for General Structural Design and Design Loadings for Buildings. Standards Association of New Zealand (SANZ), 1976

[10] Paulay T. Moment redistribution in continuous beams of earthquake resistant multistorey reinforced concrete frames. Bulletin of the New Zealand National Society of Earthquake Engineering, 1976, 9(4): 205-212

[11] Thomson E D. P-delta effects in ductile reinforced concrete frames under seismic loading. <DissertationTip/>, Christchurch: University of Canterbury, 1991

[12] NZS4203. New Zealand Standard. Code of Practice for General Structural Design and Design Loadings for Buildings. Standards Association of New Zealand (SANZ), 1992

[13] Carr A J. RUAUMOKO-Computer Program Library. Department of Civil Engineering, University of Canterbury, 2004

[14] Crandall S H, Mark W D. Random Vibration in Mechanical Systems. New York: Academic Press, 1963

[15] Randall S E, Halsted D M, Taylor D L. Optimum Vibration Absorbers for Linear Damped Systems. Journal of Mechanical Design-Transactions of the ASME, 1981, 103(4): 908-913

[16] Thompson A G. Optimum tuning and damping of a dynamic vibration absorber applied to a force excited and damped primary system. Journal of Sound and Vibration, 1981, 77(3): 403-415

[17] Warburton G B. Optimum absorber parameters for various combinations of response and excitation parameters. Earthquake Engineering & Structural Dynamics, 1982, 10(3): 381-401

[18] Lee J. Optimal weight absorber designs for vibrating structures exposed to random excitations. Earthquake Engineering & Structural Dynamics, 1990, 19(8): 1209-1218

[19] Fujino Y, Abe M. Design formulas for tuned mass dampers based on A perturbation technique. Earthquake Engineering & Structural Dynamics, 1993, 22(10): 833-854

[20] Tsai H C, Lin G C. Explicit formulas for optimum absorber parameters for force-excited and viscously damped systems. Journal of Sound and Vibration, 1994, 176(5): 585-596

[21] Bakre S V, Jangid R S. Optimum parameters of tuned mass damper for damped main system. Structural Control and Health Monitoring, 2007, 14(3): 448-470

[22] Ghosh A, Basu B. A closed-form optimal tuning criterion for TMD in damped structures. Structural Control and Health Monitoring, 2007, 14(4):681-692

[23] Chey M H, Kim J U. Parametric control of structural responses using an optimal passive tuned mass damper under stationary Gaussian white noise excitations. Frontiers of Structural and Civil Engineering, 2012, 6(3): 267-280

[24] Sadek F, Mohraz B, Taylor A W, Chung R M. A method of estimating the parameters of tuned mass dampers for seismic applications. Earthquake Engineering & Structural Dynamics, 1997, 26(6): 617-635

[25] Hoang N, Warnitchai P. Design of multiple tuned mass dampers by using a numerical optimizer. Earthquake Engineering & Structural Dynamics, 2005, 34(2): 125-144

[26] Chey M H, Chase J G, Mander J B, Carr A J. Semi-Active Tuned Mass Damper Building Systems: Design. Earthquake Engineering & Structural Dynamics, 2010, 39(2): 119-139

[27] Moutinho C. An alternative methodology for designing tuned mass dampers to reduce seismic vibrations in building structures. Earthquake Engineering & Structural Dynamics, 2012, 41(14): 2059-2073

[28] De Angelis M, Perno S, Reggio A. Dynamic response and optimal design of structures with large mass ratio TMD. Earthquake Engineering & Structural Dynamics, 2012, 41(1): 41-60

[29] Anh N D, Nguyen N X. Extension of equivalent linearization method to design of TMD for linear damped systems. Structural Control and Health Monitoring, 2012, 19(6): 565-573

[30] Wang Z, Chen Z, Wang J. Feasibility study of a large-scale tuned mass damper with eddy current damping mechanism. Earthquake Engineering and Engineering Vibration, 2012, 11(3): 391-401

[31] Miranda J C. A method for tuning tuned mass dampers for seismic applications. Earthquake Engineering & Structural Dynamics, 2012, (in press)

[32] Villaverde R. Reduction in seismic response with heavily-damped vibration absorbers. Earthquake Engineering & Structural Dynamics, 1985, 13(1): 33-42

[33] Miranda J C. On tuned mass dampers for reducing the seismic response of structures. Earthquake Engineering & Structural Dynamics, 2005, 34(7): 847-865

[34] Sommerville P, Smith N, Punyamurthula S, Sun J. Development of ground motion time histories for Phase II of the FEMA/SAC steel project. SAC Back-ground Document Report No. SAC/BD-97/04, 1997

[35] Limpert E, Stahel W A, Abbt M. Log-normal distributions across the sciences: Keys and clues. Bioscience, 2001, 51(5): 341-352

[36] Kennedy R P, Cornell C A, Campbell R D, Kaplan S, Perla H F. Probabilistic seismic safety study of an existing nuclear-power plant. Nuclear Engineering and Design, 1980, 59(2): 315-338

RIGHTS & PERMISSIONS

2014 Higher Education Press and Springer-Verlag Berlin Heidelberg