Probabilistic Seismic Assessment of RC Tall Regular Buildings Having Special Moment Frames Subjected to Long-period Earthquakes

Document Type : Original Article

Authors

1 MSc. student of structural Engineering, Faculty of civil Engineering, Technical University of shahrood

2 Assistant Professor, Faculty of Civil Engineering, Shahrood University of Technology, Iran

3 Assistant Professor, School of Civil Engineering, Shahrood University of Technology, Shahrood, Iran

4 Asistant Professor, School of engineering, Damghan university, Damghan, Iran

Abstract

Numerous tall buildings in the world are located in cities near active faults. Generally, past near-fault earthquakes had predominant period greater than 1 sec. so called as long-period earthquakes. In such earthquakes, tall building having great natural period seems to be more vulnerable.
In this research, seismic performance of RC tall buildings having special moment frames subjected to long-period earthquakes are assessed via fragility curves. Subsequently, three models of 15, 25 and 35 story buildings are modelled in OpenSEES and IDA analysis is performed under long and short period earthquakes. Considering maximum nonlinear drifts as engineering demand parameter, seismic fragility curves at different performance levels are developed. By comparing the fragility curves and their median values, the effect of earthquake predominant period on the seismic performance of high-rise buildings are discussed. It is concluded that, the RC tall buildings, are more vulnerable in Long-period earthquakes compared with short period ones. At low damage levels such as slight and moderate, this difference seems to be small but for extensive and complete damage levels the considered models are much more fragile in long period records. So that the average values of seismic fragility for 35 story building model Subjected to short-period earthquakes at partial, medium, wide and complete damage levels are equal to the values of 0.084g, 0.16g, 0.44g and 0.95g, respectively. However, these values are equal to 0.032g, 0.065g, 0.175g and 0.39g, respectively, for earth motion with high period. As in complete damage level the seismic median fragility decreased 60 % for long- period earthquakes.

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Main Subjects

References

[1] Koketsu, K. and Miyake, H. (2008). A seismological overview of long-period ground motion. Journal of Seismology, 12(2), 133-143.
[2] Park, Y.-J., Ang, A.H.-S. and Wen, Y.K. (1985). Seismic damage analysis of reinforced concrete buildings. Journal of Structural Engineering, 111(4), 740-757.
[3] MR5, H. (2003). Multi-hazard loss estimation methodology: Earthquake model. Department of Homeland Security, FEMA, Washington, DC.
[4] FEMA, (2000). Recommended seismic evaluation and upgrade criteria for existing welded steel moment-frame buildings. FEMA-351.
[5] HAZUS-MH MR3, M.-H.l.E.M.E.M.D.o.H.s. (0445). FEMA, Washington, D.C.
[6] Kennedy, R.P., Cornell, C., Campbell, R., Kaplan, S. and Perla, H. (1980). Probabilistic seismic safety study of an existing nuclear power plant. Nuclear Engineering and Design. 59(2), 315-338.
[7] Kircher, C.A. and Martin, W. (1993). Development of fragility Curve for Estimating of Earthquake Damage Work Shopon Continuing Action to Reduce losses from Earthquake. U.S. Geological Survey.
[8] Murao, O. and Yamazaki, F. (2000). Development of fragility curves for buildings in Japan. Confronting Urban Earthquakes: Report of Fundamental Research on the Mitigation of Urban Disasters Caused by Near-Field Earthquakes. 226-230.
[9] Reinhorn, A., Barron-Corverra, R. and Ayala A. (2001). Spectral evaluation of seismic fragility of structures. in Proceedings ICOSSAR.
[10] ناصری, ع., پهلوان, ح. و قدرتی, غ. (1396). ارزیابی احتمالاتی خسارت لرزه‌ای سازه های بتن‌آرمه شمال ایران با استفاده از منحنی‌های شکنندگی. نشریه علمی-پژوهشی مهندسی سازه و ساخت.
[11] Smyth, A.W., Altay, G.l., Deodatis, G., Erdik, M., Franco, G., Gülkan, P., Kunreuther, H., Luş, H., Mete, E. and Seeber, N. (2004). Probabilistic benefit-cost analysis for earthquake damage mitigation: Evaluating measures for apartment houses in Turkey. Earthquake Spectra. 20(1), 171-203.
[12] Arizaga, G. (2006). Earthquake induced damage estimation for steel buildings in Puerto Rico. University of Puerto Rico.
[13] Asamoah, M.A. (2012). Generation of analytical fragility curves for Ghanaian non-ductile reinforced concrete frame buildings. International Journal of Physical Sciences. 7(19), 2735-2744.
[14] ناصری, ع., (1392). ارزیابی احتمالاتی خسارت لرزه‌ای سازه‌های بتن‌آرمه با توسعه‌ی منحنی‌های شکنندگی. پایان نامه ارشد، مؤسسه آموزش عالی پردیسان.
[15] Hosseinpour, F. and Abdelnaby, A. (2017). Fragility curves for RC frames under multiple earthquakes. Soil Dynamics and Earthquake Engineering. 98, 222-234.
[16] پهلوان, ح. و یگانه د. (1397). ارزیابی عملکرد لرزه‌ای ساختمان‌های بتن‌آرمه با سیستم قاب خمشی ویژه دارای ضعف سازه‌ای (خاموت‌گذاری ویژه) به کمک منحنی‌های شکنندگی. پایان نامه ارشد، مؤسسه آموزش عالی علوم و فناوری آریان.
[17] Ariga, T., Kanno, Y. and Takewaki, I. (2006). Resonant behaviour of base‐isolated high‐rise buildings under long‐period ground motions. The Structural Design of Tall and Special Buildings. 15(3), 325-338.
[18] Chung, Y.L., Nagae, T., Hitaka, T. and Nakashima, M. (2010). Seismic resistance capacity of high-rise buildings subjected to long-period ground motions: E-Defense shaking table test. Journal of Structural Engineering. 136(6), 637-644.
[19] Lignos, D., Chung, Y., Nagae, T. and Nakashima, M. (2011). Numerical and experimental evaluation of seismic capacity of high-rise steel buildings subjected to long duration earthquakes. Computers & Structures. 89(11-12), 959-967.
[20] Saito, T. (2016). Response of high‐rise buildings under long period earthquake ground motions. Int. J. Struct. Civil Eng. Res. 308-314.
[21] Hu, R.P., Xu,Y.L. and Zhao, X. (2017). Long-period ground motion simulation and its impact on seismic response of high-rise buildings. Journal of Earthquake Engineering. 22 (7), 1285–1315.
[22] Zhou, Y., Ping, T., Gong, S. and Zhu, Y. (2018). An improved defining parameter for long-period ground motions with application of a super-tall building. Soil Dynamics and Earthquake Engineering. 113, 462-472.
[23] Hu, R.P., and Xu, Y.L. (2019). SHM-based seismic performance assessment of high-rise buildings under long-period ground motion. Journal of Structural Engineering. 145 (6), 04019038.
[24] Xu, Y.L. and Hu, R. P. (2021). Component-Level Seismic Performance Assessment of Instrumented Super High-Rise Buildings under Bidirectional Long-Period Ground Motions. Journal of Structural Engineering. 147(2), 04020324.
[25] Mander, J.B., Priestley, M.J.N. and Park, R. (1988). Theoretical Stress&Strain Model for Confined Concrete. Journal of Structural Engineering. 114(8),1804-1826.
[26] Vecchio, F.J. and Emara, M.B. (1992). Shear deformations in reinforced concrete frames. ACI Structural journal. 89(1): p. 46-56.
[27] Agency, F.E.M. (2009). Quantification of building seismic performance factors. FEMA P695.
[28] MR5, H. (2003). Multi-hazard loss estimation methodology: Earthquake model. Department of Homeland Security, FEMA, Washington, DC.

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History

  • Receive Date: 14 April 2021
  • Revise Date: 15 June 2021
  • Accept Date: 31 July 2021

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