Seismic Design Parameters Assessment of Special Steel Moment Resisting Frames Using the Collapse Margin Ratio (CMR) Method

Document Type : Research Article

Authors

Civil Engineering Department, Iran University of Science and Technology, Tehran, Iran

Abstract

This research intends to quantitatively evaluate the seismic parameters of special steel resisting moment frames designed via the prescribed values in the Iran standard No. 2800. Sixteen designed frames having 4, 6, 8, and 12 stories and grouped into four types are dynamically non-linearly analyzed by means of OPENSEES software incorporating the element stiffness degradation. The general far-fault 22 record pairs presented by FEMA_P695 is used in the process of preparing the frame’s fragility curves where are localized with multiplying their medians by corresponding predicted spectral shape factors (SSF). The frame’s seismic parameters (R factor and over-strength factor) are calculated using two methods; FEMA_P695 criteria, developed on the basis of epsilon as the spectral shape parameter, and the proposed approach, developed on the actual definition of spectral shape parameter. The results of this study showed that use of FEMA_P695’s rules end up with acceptable groups’ seismic parameters, opposed to those groups where have been associated with rock and soft soil conditions and judged by the other approach. It is expected that the whole seismic parameters presented in the standard No. 2800 will be evaluated based on the currently used analytical methods in the near future.

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Main Subjects


[1] ASCE7-10, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers, 2010.
[2] FEMA P695, Quantifcation of Building Seismic Performance Factors, Federal Emergency Management Agency, 2009.
[3] A. Hardyniec, F. Charney, A new effcient method for determining the collapse margin ratio using parallel computing, Computers and Structures, 148 (2015) 14– 25.
[4] ATC 63, Recommended Methodology for Quantifcation of Building System Performance and Response Parameter, Applied Technology Council, 2007.
[5] S.Y. Yun, C.A. Cornell, D.A. Foutch, Seismic Performance Evaluation for Steel Moment Frames, Structural Engineering, 128(4) (2002) 534-545.
[6] K. Lee, D. Fouth, Seismic Evaluation of Steel Moment Frame Buildings Designed Using Different R-Values”, Structural Engineering, 132(9) (2006) 1461-1472.
[7] NIST, Evaluation of the FEMA P695 methodology for quantifcation of building seismic performance factors, Rep NIST GCR 10- 10-917-8, prepared by the NEHRP Consultants Joint Venture for the National Institute of Standards and Technology, 2010.
[8] J.W. Baker, Vector-valued ground motion intensity measures for probabilistic seismic demand analysis, Ph.D. dissertation, Department of Civil and Environmental Engineering, Stanford University, Stanford, CA, 2005.
[9] J.W. Baker, C.A. Cornell, Spectral shape, epsilon and record selection, Earthquake Engineering and Structural Dynamics, 35(9) (2006) 1077–1095.
[10] C.A. Goulet, C.B. Haselton, J. Mitrani-Reiser, J.L. Beck, G.G. Deierlein, K.A. Porter, J.P. Stewart, Evaluation of the seismic performance of a codeconforming reinforced-concrete frame building—from seismic hazard to collapse safety and economic losses, Earthquake Engineering & Structural Dynamics, 36(13) (2007) 1973-1997.
[11] C.B. Haselton, Assessing seismic collapse safety of modern reinforced concrete moment frame buildings, Ph.D. dissertation, Department of Civil and Environmental Engineering, Stanford University, Stanford, CA, 2007.
[12] C.B. Haselton, J.W. Baker, Ground motion intensity measures for collapse capacity prediction: Choice of optimal spectral period and effect of spectral shape, Paper orally presented at 8NCEE, San Francisco, California, 2006.
[13] A. Nicknam, et al, “A Three Elements Vector Valued Structure’s Ultimate Strength-Strong Motion-Intensity Measure” World Academy of Science, Engineering and Technology, International Journal of Civil and Environmental Engineering, 2(11) (2015).
[14] C.M. Uang, Establishing R (or Rw) and Cd Factor for Building Seismic Provision, Structural Engineering, 117(1) (1991) 19-28.
[15] ASCE41-13, Seismic Evaluation and Retroft of Existing Buildings, American Society of Civil Engineers, 2012.
[16] IRAN Building National Code No.10, design and construction of steel buildings, 1392.
[17] Standard No.2800, Iranian code of practice for seismic resistant design of buildings-4th edition, 1393.
[18] NIST, Tentative Framework for Development of Advanced Seismic Design Criteria for New Buildings, National Institute of Standards and Technology NIST GCR, 2012.
[19] D. Lignos, H. Krawinkler, Deterioration Modeling of Steel Components in Support of Collapse Prediction of Steel Moment Frames under Earthquake Loading, Structural Engineering, 137(11) (2011) 1291-1302.
[20] L.F. Ibarra, H. Krawinkler, Global collapse of frame structures under seismic excitations, Rep. No.TB 152, The John A. Blume Earthquake Engineering Center, Stanford Univ., Stanford, CA, 2005.
[21] http://dimitrioslignos.research.mcgill.ca/databases/ component/, 2015.
[22] PEER/ATC-1-72, Modeling and Acceptance Criteria
 for Seismic Design and Analysis of Tall Buildings, 2010.
[23] http://peer.berkeley.edu/ngawes2/databases/, 2015.
[24] J.W. Baker, Effcient analytical fragility function ftting using dynamic structural analysis, Earthquake Spectra, 31(1) (2014) 579-599.
[25] N. Jayaram, T. Lin, J.W. Baker, A computationally effcient ground-motion selection algorithm for matching a target response spectrum mean and variance, Earthquake Spectra, 27(3) (2011) 797-815.