Vol. 13, No. 3, pp. 273-292 (2017)
SEISMIC COLLAPSE ANALYSIS OF
CONCENTRICALLY-BRACED FRAMES BY THE IDA METHOD
Gang Li 1,2,3,∗, Zhi-Qian Dong 1,2,3, Hong-Nan Li 1,2,3 and Y. B. Yang 4
1School of Civil Engineering, Dalian University of Technology, Dalian, Liaoning Province, 116024, China;
2State Key Laboratory of Coastal and Offshore Engineering, Dalian University of Technology, Dalian 116023, China
3Institute of Structural Control and Monitoring, Dalian University of Technology, Dalian 116023, China
4School of Civil Engineering, Chongqing University, Chongqing, 400045 China
*(Corresponding author: E-mail:This email address is being protected from spambots. You need JavaScript enabled to view it.)
Received: 18 February 2016; Revised: 27 July 2016; Accepted: 2 September 2016
DOI:10.18057/IJASC.2017.13.3.5
 View Article |
Export Citation: Plain Text | RIS | Endnote |
ABSTRACT
Steel concentrically-braced frames (CBFs) as seismic lateral force resisting systems have been widely used in seismic regions. The incremental dynamic analysis (IDA) is adopted to construct the collapse ductility spectrum for the CBF considering the P-Δ effect and sudden loss in strength and stiffness, which is physically more meaningful than existing baseline criteria. The design performance plot is constructed by newly combining the collapse ductility spectrum with ductility demand spectrum on the same figure, from which the threshold period and design ductility region for the frame are determined. A parametric study is conducted for the CBF over the full range of periods and parameters. The results show that the reserve capacity of the CBF contributes appreciably to collapse prevention, and the presented approach is more suitable for assessing the collapse of CBFs with dynamic instability. For moderate seismic regions, the threshold periods of the CBF determined by both the collapse ductility spectrum and existing baseline criteria are quite close. However, for high seismic regions, using the global drift angle limit may yield non-conservative results, since it fails to address the dynamic instability of CBFs with short periods.
KEYWORDS
Concentrically-braced frames, collapse limit state, incremental dynamic analysis, ductility demand spectrum, collapse ductility spectrum
REFERENCES
[1] Tremblay, R., "Inelastic Seismic Response of Steel Bracing Members", Journal of Constructional Steel Research, 2002, Vol. 58, No. 5, pp.665-701.
[2] Tremblay, R., "Achieving a Stable Inelastic Seismic Response for Multi-story Concentrically Braced Steel Frames", AISC Engineering Journal, 2003, Vol. 40, No. 2, pp.111-129.
[3] Scholl, R.E., "Observations of the Performance of Buildings during the 1985 Mexico Earthquake, and Structural Design Implications", International Journal of Mining and Geological Engineering, 1989, Vol. 7, No. 1, pp.69-99.
[4] Tremblay, R., Filiatrault A., Timler P. and Bruneau M., "Performance of Steel Structures during the 1994 Northridge Earthquake", Canadian Journal of Civil Engineering, 1995, Vol. 22, No. 2, pp.338-360.
[5] Tremblay, R., Filiatrault, A., Bruneau, M., Nakashima, M., Prion, H.G. and DeVall, R., "Seismic Design of Steel Buildings: Lessons from the 1995 Hyogo-ken Nanbu Earthquake", Canadian Journal of Civil Engineering, 1996, Vol. 23, No. 3, pp.727-756.
[6] Mahin, S.A., "Lessons from Damage to Steel Buildings during the Northridge Earthquake", Engineering Structures, 1998, Vol. 20, No. 4, pp.261-270.
[7] Moh, Z.C., Hwang, R.N., Ueng, T.S. and Lin, M.L., "1999 Chi Chi Earthquake of Taiwan", Bulletin of the Seismological Society of America, 2003, Vol. 93, No. 1, pp.386-396.
[8] Okazaki, T., Lignos, D.G., Midorikawa, M., Ricles, J.M. and Love, J., "Damage to Steel Buildings Observed after the 2011 Tohoku-Oki Earthquake", Earthquake Spectra, 2013, Vol. 29(S1), pp.S219-S243.
[9] Tremblay, R. and Robert, N., "Seismic Design of Low- and Medium-rise Chevron Braced Steel Frames", Canadian Journal of Civil Engineering, 2000, Vol. 27, No. 6, pp.1192-1206.
[10] Longo, A., Montuori, R. and Piluso, V. "Seismic Reliability of Chevron Braced Frames with Innovative Concept of Bracing Members", Advanced Steel Construction, 2009, Vol. 5, No. 4, pp.367-389.
[11] Hines, E.M. and Fahnestock, L.A., "Design Philosophy for Steel Structures in Moderate Seismic Regions", Proc. 9th US National and 10th Canadian Conf. on Earthquake Engineering; Oakland, CA. 2010.
[12] Okazaki, T., Lignos, D.G., Hikino, T. and Kajiwara K., "Dynamic Response of a Steel Concentrically Braced Frame", Structures Congress 2011, ASCE; 2011.
[13] Lai, J.W. and Mahin, S.A., "Experimental and Analytical Studies on the Seismic Behavior of Conventional and Hybrid Braced Frames", PEER Report 2013/20. Berkeley, CA, Pacific Earthquake Engineering Research Center, 2013.
[14] Wijesundara, K.K., Nascimbene, R. and Rassati, G.A. "Modeling of Different Bracing Configurations in Multi-storey Concentrically Braced Frames using a Fiber-beam based Approach", Journal of Constructional Steel Research, 2014, Vol. 101, pp.426-436.
[15] Tirca, L. and Chen, L., "Numerical Simulation of Inelastic Cyclic Response of HSS Braces upon Fracture", Advanced Steel Construction, 2014, Vol. 10, No. 4, pp.442-462.
[16] Shen, J., Wen, R. and Akbas, B., "Mechanisms in Two-story X-braced Frames", Journal of Constructional Steel Research, 2015, Vol. 106, pp.258-277.
[17] Kumar, P.C.A., Sahoo, D.R. and Kumar, N., "Limiting Values of Slenderness Ratio for Circular Braces of Concentrically Braced Frames", Journal of Constructional Steel Research, 2015, Vol. 115, pp.223-235.
[18] Longo, A., Montuori, R. and Piluso, V., "Moment Frames – Concentrically Braced Frames Dual Systems: Analysis of Different Design Criteria", Structure and Infrastructure Engineering, 2015, Vol. 12, No. 1, pp.122-141.
[19] ASCE. "Minimum Design Loads for Buildings and Other Structures", ASCE 7-10. New York, NY: American Society of Civil Engineers, 2010.
[20] Hines, E.M., Appel, M.E. and Cheever, P.J., "Collapse Performance of Low-Ductility Chevron Braced Steel Frames in Moderate Seismic Regions", AISC Engineering Journal, 2009, Vol. 46, No. 3, pp.149-180.
[21] Li, G. and Fahnestock, L.A., "Seismic Response of Single-degree-of-freedom Systems Representing Low-ductility Steel Concentrically-braced Frames with Reserve Capacity", Journal of Structural Engineering, 2013, Vol. 139, No. 2, pp.199-211.
[22] Bertero, V.V., "Strength and Deformation Capacities of Buildings under Extreme Environments", Structural Engineering and Structural Mechanics, 1977, Vol. 53, No. 1, pp.29-79.
[23] Bazzurro, P. and Cornell, C.A., "Seismic Hazard Analysis of Nonlinear Structures, I: Methodology", Journal of Structural Engineering, 1994, Vol. 120, No. 11, pp.3320-3344.
[24] Bazzurro, P. and Cornell, C.A. "Seismic Hazard Analysis of Nonlinear Structures, II: Applications", Journal of Structural Engineering, 1994, Vol. 120, No. 11, pp.3345-3365.
[25] Luco, N. and Cornell, C.A. "Effects of Random Connection Fractures on the Demands and Reliability for a 3-story Pre-Northridge SMRF Structure", Proceedings of the 6th US National Conference on Earthquake Engineering, Seattle (Washington), 1998. pp. 1-12.
[26] Luco, N. and Cornell, C.A., "Effects of Connection Fractures on SMRF Seismic Drift Demands", Journal of Structural Engineering, 2000, Vol. 126, No. 1, pp.127-136.
[27] FEMA, "Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings ": FEMA 350, Washington, DC: SAC Joint Venture, 2000.
[28] FEMA, "Recommended Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings", FEMA 351. Washington, DC: SAC Joint Venture 2000.
[29] Vamvatsikos, D. and Cornell C.A., "Incremental Dynamic Analysis", Earthquake Engineering & Structural Dynamics, 2002, Vol. 31, No. 3, pp.491-514.
[30] Vamvatsikos, D. and Cornell, C.A., "Applied Incremental Dynamic Analysis", Earthquake Spectra, 2004, Vol. 20, No. 2, pp.523-553.
[31] Vamvatsikos, D. and Cornell C.A., "Direct Estimation of Seismic Demand and Capacity of Multidegree-of-freedom Systems through Incremental Dynamic Analysis of Single Degree of Freedom Approximation", Journal of Structural Engineering, 2005, Vol. 131, No. 4, pp.589-599.
[32] Ibarra, L.F., "Global Collapse of Frame Structures under Seismic Excitations", Ph.D. Thesis, Department of Civil and Environmental Engineering, Stanford University, Stanford, CA. 2003.
[33] Mander, J.B., Dhakal, R.P., Mashiko, N. and Solberg, K.M., "Incremental Dynamic Analysis Applied to Seismic Financial Risk Assessment of Bridges", Engineering Structures, 2007, Vol. 29, No. 10, pp.2662-2672.
[34] Vamvatsikos, D. and Fragiadakis, M., "Incremental Dynamic Analysis for Estimating Seismic Performance Sensitivity and Uncertainty", Earthquake Engineering & Structural Dynamics, 2010, Vol. 39, No. 2, pp.141-163.
[35] Kazantzi, A.K., Vamvatsikos, D. and Lignos, D.G., "Seismic Performance of a Steel Moment-resisting Frame subject to Strength and Ductility Uncertainty", Engineering Structures, 2014, Vol. 78, pp.69-77.
[36] Fragiadakis, M., Vamvatsikos, D., Karlaftis, M.G., Lagaros, N.D. and Papadrakakis, M., "Seismic Assessment of Structures and Lifelines", Journal of Sound and Vibration, 2015, Vol. 334, pp.29-56.
[37] Vamvatsikos, D., "Performing Incremental Dynamic Analysis in Parallel", Computers & Structures, 2011, Vol. 89, No. 1, pp.170-180.
[38] Zarfam, P. and Mofid, M., "On the Modal Incremental Dynamic Analysis of Reinforced Concrete Structures”, using a Trilinear Idealization Model", Engineering Structures, 2011, Vol. 33, No. 4, pp. 1117-1122.
[39] Adam, C. and Jäger, C., "Seismic Collapse Capacity of Basic Inelastic Structures Vulnerable to the P‐delta Effect", Earthquake Engineering & Structural Dynamics, 2012, Vol. 41, No. 4, pp.775-793.
[40] Goda, K. and Yoshikawa, H., "Incremental Dynamic Analysis of Wood-frame Houses in Canada: Effects of Dominant Earthquake Scenarios on Seismic Fragility", Soil Dynamics and Earthquake Engineering, 2013, Vol. 48, pp.1-14.
[41] Brunesi, E., Nascimbene, R., Parisi, F. and Augenti, N. "Progressive Collapse Fragility of Reinforced Concrete Framed Structures through Incremental Dynamic Analysis", Engineering Structures, 2015, Vol. 104, pp.65-79.
[42] Hines, E., Baise, L. and Swift, S., "Ground-motion Suite Selection for Eastern North America", Journal of Structural Engineering, 2010, Vol. 137, No. 3, pp. 358-366.
[43] FEMA. "State of the Art Report on Systems Performance of Steel Moment Frames Subject to Earthquake Ground Shaking": FEMA 355C. Washington, DC: SAC Joint Venture 2000.
[44] Somerville, P., Smith, N., Punyamurthula, S. and Sun, J., "Development of Ground Motion Time Histories for Phase 2 of the FEMA/SAC Steel Project", Rep. No. SAC/BD-97/04, Sacramento, CA, SAC Joint Venture, 1997.
[45] Chopra, A.K., "Dynamics of Structures: Theory and Applications to Earthquake Engineering", Prentice Hall Saddle River, NY, 2001.
[46] Ibarra, L.F. and Krawinkler, H. "Global Collapse of Frame Structures under Seismic Excitations", Stanford, CA, Pacific Earthquake Engineering Research Center, 2005.
[47] Bernal, D. "Amplification Factors for Inelastic Dynamic p–Δ Effects in Earthquake Analysis", Earthquake Engineering & Structural Dynamics, 1987, Vol. 15, No. 5, pp.635-651.
[48] FEMA. "Quantification of Building Seismic Performance Factors", Rep. No. FEMA P695. Redwood City, CA, Applied Technology Council, 2009.
[49] Stoakes, C.D., "Beam-column Connection Flexural Behavior and Seismic Collapse Performance of Concentrically Braced Frames", PhD Thesis, Department of Civil and Environmental Engineering, University of iIllinois at Urbana-Champaign, Urbana, IL. 2012.