Dynamic Instability in High-Rise SMRFs Subjected to Long-Period Ground Motions
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.
[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.
[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.
@article{"International Journal of Architectural, Civil and Construction Sciences:51687", author = "Y. Araki and M. Kim and S. Okayama and K. Ikago and K. Uetani", title = "Dynamic Instability in High-Rise SMRFs Subjected to Long-Period Ground Motions", 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", volume = "5", number = "11", pages = "523-8", }
