[1]Bonowitz, D. and Youssef, N.; “SAC Survey of Steel Moment-resisting Frame Buildings Affected by the 1994 Northridge Earthquake,” Technical Report 95–06: Surveys and Assessment of Damage to Buildings Affected by the Northridge Earthquake, SAC Joint Venture, pp. 2–1 to 2–169, 1995.
[2]Kaufmann, E. J.; Fisher, J. W.; Di-Julio-Jr, R. M. and Gross, J. L.; “Failure Analysis of Welded Steel Moment Resisting Frames Damaged in the Northridge Earthquake,” Tech. Rept. 5625, NIST, 1995.
[3]Roeder, C. W.; “Connection Performance for Seismic Design of Steel Moment Frames,” Journal of Structural Engineering, Vol. 128, No. 4, pp. 517–525, 2002.
[4]Mele, E.; “Moment Resisting Welded Connections: An Extensive Review of Design Practice and Experimental Research in USA, Japan and Europe,” Journal of Earthquake Engineering, Vol. 6, No. 1, pp. 111–145, 2002.
[5]Bernuzzi, C.; Calado, L. and Castiglioni, C.; “Ductility and Load Carrying Capacity Prediction of Steel Beam-to-Column Connections under Cyclic Reversal Loading,” Journal of Earthquake Engineering, Vol. 1, No. 2, pp. 401–432, 1997.
[6]Foutch, D. A. and Yun, S.; “Modeling of Steel Moment Frames for Seismic Loads,” Journal of Constructional Steel Research, Vol. 58, No. 5, pp. 529–564, 2002.
[7]Rodgers, J. E. and Mahin, S. A.; “Effects of Connection Fractures on Global Behavior of Steel Moment Frames Subjected to Earthquakes,” Journal of Structural Engineering, Vol. 132, No. 1, pp. 78–88, 2006.
[8]Goldberg, D. E.; “Genetic Algorithms in Search, Optimization and Machine Learning,” Addison Wesley, Vol. 1, No. 98, 1989.
[9]Vamvatsikos, D.; Jalayer, F. and Cornell, C. A.; “Application of Incremental Dynamic Analysis to an RC-Structures,” Proceedings of the FIB Symposium on Concrete Structures in Seismic Regions, Athens, 2003.
[10]FEMA-350; “Recommended Seismic Design Criteria for New Steel Moment-frame Buildings,” Prepared by the SAC Joint Venture for the Federal Emergency Management Agency, Washington, DC., 2000.
[11]Maison, B. and Bonowitz, D.; “Opinion Paper: How Safe are Pre-Northridge WSMFs? A Case Study of the SAC Los Angeles 9-Storey Building,” Earthquake Spectra, EERI, Vol. 15, No. 4, pp. 765-789, 1999.
[12]Luco, N. and Cornell, C. A.; “Effects of Random Connection Fractures on the Demands and Reliability for a 3-Storey Pre‑Northridge SMRF Structure,” Proceedings of the 6th U.S. National Conference on Earthquake Engineering, Seattle, WA, Earthquake Engineering Research Institute, Oakland, CA, 1998.
[13]Pinto, P. E.; “Probabilistic Methods for Seismic Assessment of Existing Structures,” LESSLOSS Report No. 2007/06, 1996.
[14]Challa, V. R. M. and Hall, J. F.; “Earthquake Collapse Analysis of Steel Frames,” Earthquake Engineering and Structural Dynamics, Vol. 23, No. 11, pp. 1199–1218, 1994.
[15]Maison, B. and Kasai, K.; “Analysis of Northridge Damaged 13-Storey WSMF Building,” Earthquake Spectra, Vol. 13, No. 3, pp. 451–473, 1997.
[16]Wang, C. H. and Wen, Y. K.; “Evaluation of Pre-Northridge Low-rise Steel Buildings-I: Modeling,” Journal of Structural Engineering, Vol. 126, No. 10, pp. 1160–1168, 2000.
[17]Holland, J. H.; “Adaptation in Natural and Artificial Systems,” Ann Arbor: The University of Michigan Press, 1975.
[18]Chou, C. C., Tsai, K. C., Wang, Y. Y. and Jao, C. K.; “Seismic Performance of Steel Side Plate Moment Connections,” The 14th World Conference on Earthquake Engineering, Beijing, China, 2008.
[19]Spears, W. M.; “Adaptive Crossover in Genetic Algorithms,” Artificial Intelligence Center Internal Report, Naval Research Laboratory, Washington, DC, 1994.
[20]Overview Standing Committee of Regulations for Design of Buildings against Earthquake; “Regulations for Design of Buildings against Earthquake,” Building and Housing Research Center, 3rd Edition, 2005 (in Persian).
[21]Shome, N. and Cornell, C. A.; “Probabilistic Seismic Demand Analysis of Non-linear Structures,” Report No. RMS-35, RMS Program, Stanford University, Stanford, 1999.
[22]Amiri, G. G.; Motamed, R. and Es-Haghi, H. R.; “Seismic Hazard Assessment of Metropolitan Tehran, Iran,” Journal of Earthquake Engineering, Vol. 7, No. 3, pp. 347–372, 2003.
[23]Kunnath, S. K.; “IDASS–A Program for Inelastic Damage Analysis of Structural Systems,” Technical Report, Department of Civil Engineering, University of Central Florida, Orlando, 2000.
[24]Kunnath, S. K.; Reinhorn, A. M. and Lobo, R. F.; “IDARC: A Program for the Inelastic Damage Analysis of Reinforced Concrete Structures,” Report No. NCEER-92-0022, National Center for Earthquake Engineering Research, State University of New York at Buffalo, 1992.
[25]Cornell, C. A. and Luco, N.; “The Effects of Connection Fractures on Steel Moment Resisting Frame Seismic Demands and Safety: A Report on SAC Phase II Task 5,4.6,” Rep. No. SAC-BD/99-03, SAC Joint Venture, Sacramento, Calif., 1999.
[26]Vamvatsikos, D. and Cornell, C. A.; “Incremental Dynamic Analysis,” Earthquake Engineering and Structural Dynamics, Vol. 31, No. 3, pp. 491–514, 2002.
[27]Jalayer, F. and Cornell, C. A.; “A Technical Framework for Probability-based Demand and Capacity Factor (DCFD) Seismic Formats,” Report No. RMS-43, RMS Program, Stanford University, Stanford, CA., 2002.
[28]Luco, N.; “Probabilistic Seismic Demand Analysis, SMRF Connection Fractures and Near-source Effects,” Ph.D. Dissertation, Department of Civil and Environmental Engineering, Stanford University: Stanford, California, 2002.
[29]Cornel, C. A.; Jalayer, F.; Hamburger, R. O. and Foutch, D. A.; “Probabilistic Basis for 2000 SAC Federal Emergency Management Agency Steel Moment Frame Guidelines,” Journal of Structural Engineering, Vol. 128, No. 4, pp. 526–533, 2002.
[30]AISC; “Manual of Steel Construction Load and Resistance Factor Design,” American Institute of Steel Construction Inc., Chicago, IL, Second Edition, 1994.
