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underground engineering under high intensity earthquake, Wuhan Institute of Rock and Soil Mechanics, Chinese Academy of Sciences, P.R.China, May, 2010.5. 10. Hiroomi, I. et al. (1996). Damage to Daikai subway station. Soils and Foundations, Special Issue, Jan, 283-300. 11. Zhao, W.S., Chen, W.Z., Tan, X.J. & Huang, S. (2013). High-performance foam concrete for seismic-isolation materials of tunnels. Chinese J. Geotech. Eng. 35( 8), 1544-1552. 12. Zheng, Y.L., Yang, L.D. & Li, W.Y. et al. (2005). Earthquake resistance of underground structures. Shanghai: Tongji University


This paper presents a new type of seismic isolator that uses the principle of electromagnetic attraction and repulsion, to control the friction force between two electromagnets during earthquakes. The two electromagnets are used in conjunction with a secondary high friction dissipating and damping mechanism composed from a 10mm thick neoprene ring layer and two steel surfaces coated with Si3N4 that are used to dissipate the kinetic energy in the bridge deck at some maximum ground accelerations. The isolator utilizes tri-axial accelerometers embedded in the abutments, high current rechargeable batteries and an automated controlling unit. The presented isolator was developed specifically for a concrete bridge deck with a span of 36 meters and simple supported on two abutments, using time history electromagnetic and structural analyses. The paper presents the advantages of using this active seismic isolation system, compared to classical passive devices and the important results obtained in terms of decreasing internal forces on the substructure elements cross sections together with the reduction of relative displacements between the two electromagnets.

interesting parts of the design process for the specific case. Namely, time dependent properties of the materials have been considered, and extensive “staged construction” analyses have been carried out to ensure safety in each phase of the complex life of the bridges, while at the same time guaranteeing significant cost savings. Keywords: steel-concrete composite deck, FE analysis, seismic isolation, time-dependent material properties, staged construction 1. INTRODUCTION The two viaducts share the same cross section and statical scheme, while differing

structures (deck and piers) develop only elastic behavior. This papers presents a detailed review of the design process as well as a time journey during construction Keywords:, FE non linear analysis, seismic isolation, time-dependent material properties, staged construction, balanced cantilever bridge 1. INTRODUCTION This bridge is “balanced cantilever girder” type and it is characterized by a central 155m span, with two side symmetric 77.5m spans. The total length of the bridge, including segments at abutments supports, is 312.0m. The deck shows

seismic-isolated bridges. KSCE Journal of Civil Engineering, 12(3), 187-196. Heaton, T. H., Hall, J. F., Wald, D. J., & Halling, M. W. (1995). Response of high-rise and base-isolated buildings to a hypothetical Mw 7.0 blind thrust earthquake. Science, 267(5195), 206. Hejazi, F., Jilani, S., Noorzaei, J., Chieng, C., Jaafar, M., & Ali, A. A. (2011). Effect of soft story on structural response of high rise buildings. Paper presented at the IOP Conference Series: Materials Science and Engineering. Higashino, M., & Okamoto, S. (2006). Response control and seismic isolation

Safety, No.2, pp.32-33. [8] Zhgutova T.V. and Uzdin A.M. (2012): Estimation of rail track work on bridges with seismic isolation and limitations for seismic isolation. – Izvest. St. Petersburg State Univ. Transport Commun., No.3, pp.199-204. [9] Novakovic V.I. and Grigorieva I.A. (2001): Welded rails. – Path and Track Facilities, No.9, pp.28-32. [10] Peregudova M.V. and Vinogorov N.P. (2009): Welded rail track on bridges. – - Path and Track Facilities, No.3, pp.26-28. [11] Novakovic V.I. (1978): Stress-strain state of welded rail track under rail temperature

REFERENCES 1. Mason, S.E. “Seismic Isolation-The Gold Standard of Seismic Protection”, Structure Magazine, California, pp. 11-14 (2015). 2. Robinson, W.H. “Lead-Rubber Hystertic Bearing Suitable for Protecting Structures During Earthquakes”, Earthquake Engineering and Structural Dynamics, Vol. 10, No. 4, pp. 593-604 (1982). 3. Roy, S.S., Dash, S.R. “Dynamic Behavior of the Multi Span Continuous Girder Bridge with Isolation Bearings”, International Journal of Bridge Engineering (IJBE), Vol. 6, No. 2, pp. 01-23 (2018). 4. Code No. 523 “Guideline for Design and

applications.pdf . [4]. HUSSAIN S., AL SATARI M., Design of a Seismic Isolation System with Supplemental Viscous Damping for a Near-Fault Essential Services Facility. SEAOC 2007 Convention Proceedings, , 2007 . [5]. EZZAKI, N. Contributions regarding the consolidation of existing buildings using solutions with steel elements , PhD report ( 2018 ). [6]. V FLORESCU, L RECE, Ș MOCANU, A LEGENDI, Comparative Study on the Applicability of Analytical and Experimental Methods in the

References 1. AA Yevtushenko, P Grzes,The FEM-modeling of the frictional heating phenomenon in the pad/disc tribo system, Numerical Heat Transfer, Part A, 2010 2. Grigorian C E and Popov E P, Slotted Bolted Connections for Energy Dissipation, Proc. of Senminar on Seismic Isolation, Passive Energy Dissipation and Active Control, Vol.2. San Francisco, USA, 1993 3. I Lopez, JM Busturia, H Nijmeijer,Energy dissipation of a friction damper, Journal of sound and vibration, 2004 4. KW Min, JY Seong, J Kim, Simple design procedure of a friction damper for reducing

Seismic Isolation Systems Applied to an APR-1400 Nuclear Power Plant. Pacific Earthquake Engineering Research Center, Report No. PEER 2015/05, Berkeley, CA, USA. [10]You S, Fricke D. (2011), Advances of Virtual Testing and Hybrid Simulation in Automotive Performance and Durability Evaluation, SAE Paper No. 11M-0297.