[1] A.S.o.C. Engineers, Minimum design loads for buildings and other structures, Amer Society of Civil Engineers,1994.
[2] A.I.o.S. Construction, Seismic provisions for structural steel buildings, American Institute of Steel Construction,2002.
[3] P. Uriz, F.C. Filippou, S.A. Mahin, Model for cyclic inelastic buckling of steel braces, Journal of structural engineering, 134(4) (2008) 619-628.
[4] P. Uriz, Toward earthquake-resistant design of concentrically braced steel-frame structures, Pacific Earthquake Engineering Research Center, 2008.
[5] Y. Bozorgnia, V.V. Bertero, Earthquake engineering:from engineering seismology to performance-based engineering, CRC press, 2004.
[6] R.G. Black, W. Wenger, E.P. Popov, Inelastic buckling of steel struts under cyclic load reversals, (1980).
[7] A.S. Whittaker, C.-M. Uang, V.V. Bertero, Earthquake simulation tests and associated studies of a 0.3-scale model of a six-story eccentrically braced steel structure, Earthquake Engineering Research Center, College of Engineering, University of California, 1987.
[8] A.S. Whittaker, An experimental study of the behavior of dual steel systems, (1990).
[9] I.F. Khatib, S.A. Mahin, K.S. Pister, Seismic behavior of concentrically braced steel frames, Earthquake Engineering Research Center, University of California,1988.
[10] C.W. Roeder, Seismic behavior of concentrically braced frame, Journal of structural engineering, 115(8) (1989)1837-1856.
[11] A.M. Remennikov, W.R. Walpole, Analytical prediction of seismic behaviour for concentrically braced steel systems, Earthquake engineering & structural dynamics,26(8) (1997) 859-874.
[12] R. Tremblay, Inelastic seismic response of steel bracing members, Journal of Constructional Steel Research,58(5) (2002) 665-701.
[13] T. Balendra, X. Huang, Overstrength and ductility factors for steel frames designed according to BS 5950,Journal of structural engineering, 129(8) (2003) 1019-1035.
[14] J. Kim, H. Choi, Response modification factors of chevron-braced frames, Engineering structures, 27(2)(2005) 285-300.
[15] MHUD, Iranian National Building Code, Part 10,Steel Structure Design, Ministry of Housing and Urban Development Tehran, 2013.
[16] BHRC, Iranian Code of Practice for seismic Resistant Design of Buildings: Standard No. 2800 (3rd Edition) Building and Housing Research Center, Tehran, 2005.
[17] BHRC, Iranian Code of Practice for seismic Resistant Design of Buildings: Final Draft of Standard No. 2800 (4rd Edition), Building and Housing Research Center,Tehran, 2013.
[18] A. Committee, Specification for Structural Steel Buildings (ANSI/AISC 360-10), American Institute of Steel Construction, Chicago-Illinois, (2010).
[19] Etabs, Integrated building design software, nonlinear version 9.7.3, in, Berkeley, California, USA, 1995.
[20] A. Asghari, Dynamics of Structures, Basic and Applications to Earthquake Engineering, Amirkabir University of Technology, 2013.
[21] P. FEMA, Commentary for the seismic rehabilitation of buildings, FEMA-356, Federal Emergency Management Agency, Washington, DC, (2000).
[22] A. Asghari, B. Azimi, Evaluation of sensitivity of CBFs for types of bracing and story numbers, Scientia Iranica.Transaction A, Civil Engineering, 24(1) (2017) 40
[23] N.M. Newmark, W.J. Hall, Seismic design criteria for nuclear reactor facilities, in: Proceedings of the 4th World conference on Earthquake Engineering, 1969, pp. 37-50.
[24] N.M. Newmark, W.J. Hall, Earthquake spectra and design, Earth System Dynamics, (1982).
[25] E. Miranda, Site-dependent strength-reduction factors,Journal of structural engineering, 119(12) (1993) 3503-3519.
[26] E. Miranda, V.V. Bertero, Evaluation of strength reduction factors for earthquake-resistant design,Earthquake spectra, 10(2) (1994) 357-379.
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