Dynamic Instability in High-Rise SMRFs Subjected to Long-Period Ground Motions

Authors: Y. Araki, M. Kim, S. Okayama, K. Ikago, K. Uetani

Abstract:

We study dynamic instability in high-rise steel moment resisting frames (SMRFs) subjected to synthetic long-period ground motions caused by hypothetical huge subduction earthquakes. Since long duration as well as long dominant periods is a characteristic of long-period ground motions, interstory drifts may enter the negative postyield stiffness range many times when high-rise buildings are subjected to long-period ground motions. Through the case studies of 9 high-rise SMRFs designed in accordance with the Japanese design practice in 1980s, we demonstrate that drifting, or accumulation of interstory drifts in one direction, occurs at the lower stories of the SMRFs, if their natural periods are close to the dominant periods of the long-period ground motions. The drifting led to residual interstory drift ratio over 0.01, or to collapse if the design base shear was small.

Keywords: long-period ground motion, P-Delta effect, high-rise steel moment resisting frame (SMRF), subduction earthquake

Digital Object Identifier (DOI): doi.org/10.5281/zenodo.1057451

References:

[1] Architectural Institute of Japan. Structural response and performance for long period seismic ground motions. Architectural Institute of Japan; Tokyo, 2007 (in Japanese).
[2] Kawabe H, Kamae K. Prediction of long-period ground motions from huge subduction earthquakes in Osaka, Japan. Journal of Seismology 2008; 12:173-184.
[3] Miyake H, Koketsu K, Furumura T. Source modeling of subduction-zone earthquakes and long-period ground motion validation in the Tokyo metropolitan area. Proceedings of the 14th World Conference on Earthquake Engineering, Beijing, 2008; Paper No.655.
[4] Suita K, Kitamura Y, Goto T, Iwata T, Kamae K. Seismic response of high-rise buildings constructed in 1970s subjected to long-period ground motions. Journal of Structural and Construction Engineering (Transaction of AIJ) 2007; 611:55-61 (in Japanese).
[5] Kitamura H, Mayahara T, Kawasaki M. Suggestion of seisic performance evaluation method applied energy balance-based seismic resistant design procedure to time history response analysis results. Journal of Structural and Construction Engineering (Transaction of AIJ) 2008; 632:1755-1763 (in Japanese).
[6] Masatsuki T, Midorikawa S, Ohori M, Mimura H. Simulation for seismic behavior of office furniture in a high-rise building. Journal of Structural and Construction Engineering (Transaction of AIJ) 2007; 620:43-49 (in Japanese).
[7] Ji X, Kajiwara K, Nagae T, Enokida R, Nakashima M. A substructure shaking table test for reproduction of earthquake responses of high-rise buildings. Earthquake Engineering and Structure Dynamics 2009; 38:1381-1399.
[8] Heaton TH, Hall JF, Wald DF, Halling MW. Response of high-rise and base-isolated buildings to a hypothetical Mw 7.0 blind thrust earthquake, Science 1995; 267:206-211.
[9] Hall JF, Heaton TH, Halling MW, Wald DJ. Near-source ground motions and its effects on flexible buildings. Earthquake Spectra 1995; 11: 569-605.
[10] Hall JF. Seismic response of steel frame buildings to near-source ground motions, Earthquake Engineering and Structural Dynamics. 1998; 27: 1445-1464.
[11] Krishnan S, Ji C, Komatitsh D, Tromp J. Case studies of damage to tall steel moment-frame buildings in southern California during large San Andreas earthquakes. Bulletin of the Seismological Society of America 2006; 96: 1523-1537.
[12] Olsen AH, Aagaard BT, Heaton TH. Long-period building response to earthquakes in the San Francisco bay area. Bulletin of the Seismological Society of America 2008; 98: 1047-1065.
[13] Villaverde R. Methods to assess the seismic collapse capacity of building structures: state of the art. Journal of Structural Engineering (ASCE) 2007; 133:57-66.
[14] Jennings PC, Husid R. Collapse of yielding structures under earthquakes. Journal of Engineering Mechanics Division ASCE 1968; 94:1045-1065.
[15] Akiyama H. Earthquake-Resistant Limit-State Design for Buildings. University of Tokyo Press, Tokyo, 1985.
[16] Bernal D, Instability of buildings during seismic response. Engineering Structures 1998; 20:496-502.
[17] Uetani K. Cyclic plastic collapse of steel planar frames. Stability and Ductility of Steel Structures under Cyclic Loading, CRC Press 1992; 261-271.
[18] Uetani K, Tagawa H. Deformation concentration phenomena in the process of dynamic collapse of weak-beam-type frames, Journal of Structural and Construction Engineering (Transaction of AIJ) 1996; 483: 51-60 (in Japanese).
[19] Uetani K, Tagawa H. Criteria for suppression of deformation concentration of building frames under severe earthquakes. Engineering Structures 1998; 20:372-383.
[20] Gupta A, Krawinkler H. Dynamic P-delta effects for flexible inelastic steel structures. ASCE Journal of Structural Engineering 2000; 126:145-154.
[21] Yamazaki S, Endo K. Stability ratio and dynamic P-. effects in inelastic earthquake response, Journal of Structural and Construction Engineering (Transaction of AIJ) 2000; 527: 71-78 (in Japanese).
[22] Osteraas J, Krawinkler H. The Mexico earthquake of September 19, 1985-Behavior of steel buildings. Earthquake Spectra 1989; 5: 51-88.
[23] Ger JF, Cheng FY, Lu LW. Collapse behavior of Pino Suarez building during 1985 Mexico City earthquake, ASCE Journal of Structural Engineering 1993; 119:852-870.
[24] Yang J. Nonlinear Responses of High-Rise Buildings in Giant Subduction Earthquakes. Ph. D. Thesis, California Institute of Technology, 2009.
[25] International Association of Earthquake Engineering. Earthquake Resistant Regulations: A World List-1992, 1992.
[26] International Association of Earthquake Engineering. Regulations for Seismic Design: A World List-2004, 2004.
[27] The building center of Japan. The Building Standard Law of Japan on CD-ROM, 2009.
[28] The building center of Japan. Structural Design Practice of High-Rise Buildings, 2002 (In Japanese).
[29] Japanese Society of Steel Construction, New structural systems employing innovative structural materials, Steel Construction Today & Tomorrow, 2009; 28.
[30] Azizinamini A, Ghosh SK. Steel reinforced concrete structures in 1995 Hyogoken-Nanbu earthquake ASCE Journal of Structural Engineering 1997; 123:986-992.
[31] Architectural Institute of Japan. Technical Guidelines for Tall Buildings. Maruzen; Tokyo, 1973 (in Japanese).
[32] Kitagawa Y, Ohta T, Kawamaura S, Yokota H, Nakae S, Teramoto T. Design earthquake ground motion for dynamic analysis of building. Proceedings of the 11th World Conference on Earthquake Engineering, 1996; Paper No.1806.
[33] Kikuchi M, Black CJ, and Aiken ID. On the response of yielding seismically isolated structures. Earthquake Engineering and Structure Dynamics 2008; 37:659-679.
[34] Kim M. Analytical Study on Influence of P-Delta Effect on Response of High-Rise Steel Frames Subjected to Long-Period Ground Motions. Ph. D. Thesis, Kyoto University, 2010 (in Japanese).
[35] Japan Society of Seismic Isolation. Manual for Design and Construction of Passively-Controlled Buildings. Japan Society of Seismic Isolation; Tokyo, 2005 (in Japanese).
[36] McGuire W, Gallagher RH, Ziemian RD, Matrix Structural Analysis, Wiley, 1999.
[37] Kim M, Araki Y, Yamakawa M Tagawa H, Ikago K. Influence of P-Delta effect on dynamic response of high-rise moment-resisting steel buildings subject to extreme earthquake ground motions. Journal of Structural and Construction Engineering (Transactions of AIJ) 2009; 74: 1861-1868 (In Japanese).
[38] Wada A, Takayama M, Yamada S. Wise dynamic testing for enhanced understanding of structures, Proceedings of the 3rd International Conference on Advances in Experimental Structural Engineering 2009.