Evaluation of Nonlinear Dynamic Response of Rigid and Semi-Rigid Steel Frames under Far-Field Earthquake Records
محورهای موضوعی : Structural Engineering
Fariborz Farhadi
1
(
Department of Civil Engineering, Qazvin Branch, Islamic Azad University, Qazvin, Iran
)
Ali Anvarsamarin
2
(
Department of civil Engineering, Qazvin Branch, Islamic Azad University, Qazvin, Iran,
)
کلید واژه: Incremental dynamic analysis, collapse fragility curve, Steel moment frame, Rigid and Semi-Rigid Connections, Far-Field earthquake Records,
چکیده مقاله :
The purpose of this research was to evaluate the nonlinear dynamic response of rigid and semi-rigid steel frames under Far-Fault Earthquake Records. Accordingly, the fragility curve of the moment frames with rigid and semi-rigid connections was determined. Considering the analytical knowledge of structures in the past, the analysis and design of steel frames based on the assumptions of rigid or joint connections. While laboratory studies show that most connections are semi-rigid and due to the importance of connections in the structures, it is very important to recognize and accurately study their behavior, especially during an earthquake, and their design must be under their real structural behavior. For this purpose, three two-dimensional steel moment frame structures with 6, 12, and 18 stories were used, which represent short, medium, and high structures. Considering the rigid and semi-rigid connections, their seismic performance was investigated using the nonlinear dynamic incremental analysis (IDA). Three cases of connections have been selected corresponding to 50, 60, and 70% rigidity. Finally, the collapse fragility curve parameters obtained and compared. According to the obtained results, decreasing the rigidity of the beam-to-column connections increases the dispersion of the collapse fragility curve. Besides, it was observed that considering the semi-rigid connections leads to a reduction of the median of the collapse fragility curve. The result shows that the mentioned difference cannot be neglected.
[1] Vamvatsikos, D. and Cornell, C.A. "Incremental
dynamic analysis", Earthquake Engineering and
Structural Dynamics, 31 (3), 491-514. (2002).
[2] Stoica, Maria, Ricardo A. Medina, and Richard H.
McCuen. "Improved probabilistic quantification of
drift demands for seismic evaluation." Structural
Safety 29, no. 2, 132-145. (2007).
[3] Anvarsamarin, Ali, Fayaz Rahimzadeh Rofooei,
and Masoud Nekooei. "Soil-structure interaction
effect on fragility curve of 3D models of concrete
moment-resisting buildings." Shock and
Vibration 2018 (2018).
[4] Anvarsamarin, Ali, Fayaz Rahimzadeh Rofooei,
and Masoud Nekooei. "Torsion Effect on the RC
Structures using Fragility Curves Considering with
Soil-Structure Interaction." Journal of
Rehabilitation in Civil Engineering 8, no. 1 (2020):
1-21.
[5] Zareian, Farzin, and Helmut Krawinkler.
"Assessment of probability of collapse and design
for collapse safety." Earthquake Engineering &
Structural Dynamics 36, no. 13 (2007): 1901-1914.
[6] Miller, Duane K. "Lessons learned from the
Northridge earthquake." Engineering Structures
20, no. 4-6 (1998): 249-260
[7] DiSarno, Luigi, and Amr S. Elnashai. "Seismic
retrofitting of steel and composite building
structures." Mid-America Earthquake Center CD
Release 02-01 (2002).
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Probability of Collapse
Sa(T1,ζ=0.05)[g
RIGID CONNECTION S6
RIGID CONNECTION S12
RIGID CONNECTION 18
Journal of Structural Engineering and Geotechnics, 10(2), 16 -26 , Summer & Autumn 2020
26
[8] Sadeghi Shourmasti, Sh., Nasiri, J. Review of
semi-rigid connections in the design of structural
steel structures. The 2nd Electronic Conference on
Advanced Research in Science and Technology.
Islamic Azad University of Kerman. (2015).
[9] Nair, Rajasekharan S., P. C. Birkomoe, and
William H. Munse. "High strength bolts subject to
tension and prying." Journal of the Structural
Division 100, no. st2 (1974).
[10] Swanson, James A., and Roberto T. Leon.
"Stiffness modeling of bolted T-stub connection
components." Journal of structural engineering
127, no. 5 (2001): 498-505.
[11] Swanson, James A., and Roberto T. Leon. "Bolted
steel connections: tests on T-stub components."
Journal of Structural Engineering 126, no. 1
(2000): 50-56.
[12] Sadasivan, Sridhar. "Mathematical Modeling of
Behavior of T-Stub Connections." PhD diss.,
University of Cincinnati, 2004.
[13] ASCE 7-10. (2010). “Minimum Design Loads for
Buildings and Other Structures.” American Society
of Civil Engineers, Reston, VA, USA.
[14] Eghbali, M., Ghodrati Amiri, Gh.R., Yaghmaei
Sabegh, S. Comparison of approximate and precise
Methods of Incremental Dynamic Analysis in
Seismic Evaluation of Steel Flexible Frames.
Eighth Year - No. 11 - Spring and Summer.
Structural and Steel Scientific and Research
Journal. (2012).
[15] ETABS, Structural Analysis Program (2013).
Computers and Structures Inc. Berkeley,
California, U.S.A.
[16] Seismo-Struct Structural Analysis Program (2016).
The Company Seismo Soft
[17] Chopra, Anil K. Dynamics of structures theory
and. 1995.
[18] Vamvatsikos, Dimitrios, and C. Allin Cornell.
"Seismic performance, capacity and reliability of
structures as seen through incremental dynamic
analysis." PhD diss., Stanford university, 2002.
[19] Porter, Keith A., James L. Beck, and Rustem
Shaikhutdinov. "Simplified estimation of economic
seismic risk for buildings." Earthquake Spectra 20,
no. 4 (2004): 1239-1263.
[20] Ibarra, L. F., and H. Krawinkler. "Global collapse
of frame structures under seismic excitations.
PEER Report 2005/06." University of California at
Berkeley, California, Pacific Earthquake
Engineering Research Center (2005).
