Abstract
New structural seismic isolation system named Spherical Foundation Structural Seismic Isolation (SFSSI) system which has been discovered and first prototyped on a 104 m height (26 storey) building example is presented. Creation of SFSSI system aimed to build structural seismic isolation system, of which period must be more than the predominant period ground motion of majority existing earthquakes including near-fault zones also. As known, classical period-dependent isolation systems and not isolated (fixed base-FB) buildings are vulnerable under long-period earthquakes and it is required to design resistant structural system components. For this purpose, a system has been realised as a structure with inverse pendulum system’s behavior. Structure foot base and foundation contact surface are formed in spherical appearance and they are separated by known Lead Core Rubber Bearing (LCRB) or Laminate Rubber bearing (LRB) isolators which are installed through spherical contact surfaces. Dampers are installed through base (structure foot) plate counter for controlling system’s response. This allows spherical foundation’s turning around gyration center through rubber bearing contact and keeps the same behavior to superstructure. In the SFSSI system it is possible to keep the natural period of the structure in a large interval, which is much more than predominant period of ground motion of the majority of the existing earthquakes including near-fault zones also. In this study, behavior of the both classical base-isolated building using LCRB and not isolated-FB building has been investigated under long-period ground motion. Obtained results are compared with SFSSI system with the same stiffness and equivalent damping and number of LCRB which was installed on spherical foundation. It was shown that, SFSSI system deprived from known deficiency period-dependent isolation systems and it is the progress of the new type earthquake-resistant structures. SFSSI system exhibits improved Roly-poly (‘Haciyatmaz’, ‘Okiogary-Koboshi’) behavior. We believe that as Roly-poly, structures with SFSSI system will symbolize the ability to have success overcome adversity, and recover from misfortune.
This is a preview of subscription content, log in via an institution to check access.
Access this chapter
Tax calculation will be finalised at checkout
Purchases are for personal use only
References
Bonelli CP (2014) Surface ground motions, structural damage and emerging technologies in R/C buildings during and after the 2010 Mw 8.8 Maule earthquake. In: Proceedings of the 14th Japan earthquake engineering symposium, Osaka, Japan 2014
Butcher G (1988) The September 1985 Mexico earthquakes: final report of the New Zealand reconnaissance team. New Zealand Nat Soc Earthq Eng 21(1)
Celebi M, Sanli A (2002) GPS in pioneering dynamic monitoring of long period structures. Earthquake Spectra 18(1):47–61
Deb SK, Paul DK (1996) Simplified non-linear analysis of base isolated building. Eleventh World conference on earthquake engineering, 1344. ISBN 0 08 042822 3
Deb SK, Paul DK, Thakkar SK (1997) Simplified non-linear dynamic analysis of base isolated buildings subjected to general plane motion. Eng Comput 14(5):542–557
Estrada M (2014) Evaluation of damage and recovery process in Pisco City after the 2007 Pisco Earthquake. In: Proceedings of the 14th Japan earthquake engineering symposium, Osaka, Japan 2014
Eurocode 8 (2003) Design of structures for earthquake resistance, part I: general rules, seismic actions and rules for buildings. Pre-ENV 1998-1
FIP Industrial (2013) Development of the full scale prototypes of lead rubber bearings and experimental validation. European Commission 7th framework programme, 2007–2013, EP7-295485–SILER
Fujitani H, Kawabe H, Inoue N, Furuta T (2006) Response control of base-isolated building against strong ground motions of future Nanaki and Yamasaki fault earthquake (Part 1) Research objective and prediction of ground motions. Summaries of Technical papers of annual meeting, architectural Institute of Japan (in Japanese) B-2, pp 693–694
Fujitani H, Mukai Y, Tomizawa T, Hirata K, Mazuka Y, Fujii H (2012) Response reduction of base-isolation system against near-fault pulse and long-period ground motions. In: Proceedings of 15th world conference on earthquake engineering, Lisbon, Portugal 2012
Hall JF, Heaton TH, Halling MW, Wald DJ (1995) Near-source ground motion and its effects on flexible buildings. Earthquake Spectra 11:569–605
Heaton TH, Hall JF, Wald DJ, Halling MW (1995) Response of high-rise and base-isolated buildings to a hypothetical MW 7.0 blind thrust earthquake. Science 267:206–211
Ikhouane F, Rodellar J (2007) Systems with hysteresis analysis, identification and control using the Bouc-Wen model. Wiley Interscience
Jangid RS (2005) Optimum friction pendulum system for near fault motions. Eng Struct 27(4):349–359
Jangid RS (2007) Optimum lead–rubber isolation bearings for near-fault motions. Eng Struct 29:2503–2513
Kasımzade AA (2002) Bounds of the structural response imprecisely-defined systems under earthquake action. PJAS 2(10):96
Kasımzade AA, Tachibana E, Mukai Y, Tuhta S, Atmaca G (2015a) Spherical foundation base isolation system on base ancient architecture inherence. In: International symposium on disaster simulation, DS’15, Osaka University, Japan, pp 127–133, 13–14 June 2015
Kasımzade AA, Tachibana E, Mukai Y, Tuhta S, Atmaca G (2015b) Spherical foundation structural seismic isolation system: development of the new type earthquake resistant structures. In: 6th international conference on theoretical and applied mechanics (TAM ‘15), Salerno, Italy, 27–29 June 2015
Kawabe H (2015) Long period ground motion simulation of huge plate boundary earthquakes. In: International symposium on disaster simulation (DS’15), Osaka University, Japan 2015
Lei Y, He MY (2013) Identification of the nonlinear properties of rubber- bearings in base isolated buildings with limited seismic response data. Sci China, Technol Sci 56(5):1224–1231
Li LY, Ou JP (2012) Seismic base isolation analysis for the control of structural nonlinear vibration, 15 WCEE, Lisboa
MATLAB R2017b Documentation (2017) The MathWorks Inc., Natick, MA. https://www.mathworks.com/help/matlab/index.html. Accessed 1 Dec 2017
Naeim F, Kelly JM (1999) Design of seismic isolated structures. Wiley, New York
Saito T (2014) Response of high-rise buildings to long period earthquake ground motions. In: Proceedings of the 14th Japan earthquake engineering symposium, Osaka, Japan 2014
Smolka A, Berz G (1988) The Mexican earthquake of September 1985: Damage statistics and implications for risk assessment. In: Proceedings of ninth world conference on earthquake engineering, Tokyo-Kyoto, Japan, 2–9 August 1988
Tanaka T, Yoshizawa S, Osawa Y (1979) Characteristics of strong earthquake ground motion in the period range from 1 to 15 seconds: analysis of low -magnification seismograph records. Bull Earthq Res Inst, Univ Tokyo 54:629–655
Taylor WA (2012) Response control systems in the United States and lessons learned from the Tohoku earthquake. In: Proceedings of the international symposium on engineering lessons learned from the 2011 great east Japan Earthquake, Tokyo, Japan, 1–4 March 2012, Tokyo
Warnitchai P (2014) Estimating the potential impacts of large distant earthquakes on tall buildings in Bangkok (Asian Institute of Technology). In: Proceedings of the 14th Japan earthquake engineering symposium, Osaka, Japan 2014
Wen YK (1976) Method for random vibratio of hysteretic systems. J Eng Mech (ASCE) 102:249–263
Zhigalin AD, Zavyalov AD, Mindel IG, Nikonov AA, Popova OG, Rogozhin EA, Ruzaikin AI, Sevostyanov VV (2013) The phenomenon of the sea of Okhotsk earthquake of 24 May 2013, in Moscow. Herald Russ Acad Sci 84(4):283–291
Acknowledgements
This study is supported by Scientific and Technological Research Council of Turkey (TUBITAK). The support is gratefully acknowledged.
Author information
Authors and Affiliations
Corresponding author
Editor information
Editors and Affiliations
Appendix
Appendix
(Appendix, Figs. 1.26, 1.27, 1.28, 1.29, 1.30, 1.31, 1.32, 1.33 and 1.34): 1). Ls-Dyna software modeling results of the SFSSI building under Kobe/Japan, 1955 earthquake for time 8.73 s (Fig. 1.26) Axial forces and its details (Fig. 1.27) Torsional forces and its details (Fig. 1.28) Bending moments in section S direction and its details (Fig. 1.29) Bending moments in section T direction and its details (Fig. 1.30) Shear forces in section S direction and its details (Fig. 1.31) Shear forces in section T direction and its details (Fig. 1.32) Averaged foundation (red), base level (green) and top level (navy blue) accelerations (Fig. 1.33) Averaged foundation (red), base level (green) and top level (navy blue) velocities (Fig. 1.34) Averaged foundation (red), base level (green) and top level (navy blue) displacements.
Axial forces and its details
Torsional forces and its details
Bending moments in section S direction and its details
Bending moments in section T direction and its details
Shear forces in section S direction and its details
Shear forces in section T direction and its details
Averaged foundation (red), base level (green) and top level (navy blue) accelerations
Averaged foundation (red), base level (green) and top level (navy blue) velocities
Averaged foundation (red), base level (green) and top level (navy blue) displacements
Rights and permissions
Copyright information
© 2019 Springer International Publishing AG, part of Springer Nature
About this chapter
Cite this chapter
Kasimzade, A.A., Tuhta, S., Atmaca, G. (2019). New Structural Seismic Isolation System. In: Kasimzade, A., Şafak, E., Ventura, C., Naeim, F., Mukai, Y. (eds) Seismic Isolation, Structural Health Monitoring, and Performance Based Seismic Design in Earthquake Engineering . Springer, Cham. https://doi.org/10.1007/978-3-319-93157-9_1
Download citation
DOI: https://doi.org/10.1007/978-3-319-93157-9_1
Published:
Publisher Name: Springer, Cham
Print ISBN: 978-3-319-93156-2
Online ISBN: 978-3-319-93157-9
eBook Packages: EngineeringEngineering (R0)