[1] Housner, G.W. and Trifunac, M.D.; (1967). Analysis of accelerograms Parkfield earthquake. Bulletin of the Seismological Society of America, 57(6), 1193-1220.
[2] Somerville, P.G., Smith, N.F., Graves, R.W. and Abrahamson, N.A.; (1997). Modification of empirical strong ground motion attenuation relations to include the amplitude and duration effects of rupture directivity. Seismological Research Letters, 68(1), 199-222.
[3] Lee, K. and Foutch, D.A.; (2006). Seismic evaluation of steel moment frame buildings designed using different R-values. Journal of Structural Engineering, 132(9), 1461-1472.
[4] Krawinkler, H. and Gupta, A.; (1998). Modeling issues in evaluating nonlinear response for steel moment frame structures. The 11th European Conference on Earthquake Engineering. Paris.
[5] Roeder, C.W. and Popov, E.P.; (1978). Eccentrically braced steel frames for earthquakes. Journal of the Structural Division, 104(3), 391-412.
[6] Hjelmstad, K.D. and Popov, E.P.; (1984). Characteristics of eccentrically braced frames. Journal of Structural Engineering, 110(2), 340-353.
[7] Malley, J.O. and Popov, E.P.; (1984). Shear links in eccentrically braced frames. Journal of Structural Engineering, 110(9), 2275-2295.
[8] Kasai, K. and Popov, E.P.; (1986). General behavior of WF steel shear link beams. Journal of Structural Engineering, 112(2), 362-382.
[9] Popov, E.P. and Engelhardt, M.D.; (1988). Seismic eccentrically braced frames. Journal of Constructional Steel Research, 10, 321-354.
[10] Foutch, D.A.; (1989). Seismic behavior of eccentrically braced steel building. Journal of Structural Engineering, 115(8), 1857-1876.
[11] Farahani, S., Amin Mohebkhah, A.; (2016). Overstrength of displacement-based designed eccentrically braced steel frames. Journal of Structural and Construction Engineering (JSCE), 2(4), 48-61.
[12] Rossi, P.P.; (2007). A design procedure for tied braced frames. Earthquake Engineering and Structural Dynamics, 36(14), 2227-2248.
[13] Rossi, P.P. and Lombardo, A.; (2007). Influence of the link overstrength factor on the seismic behaviour of eccentrically braced frames. Journal of Constructional Steel Research, 63(11), 1529-1545.
[14] Bosco, M. and Rossi, P.P.; (2009). Seismic behaviour of eccentrically braced frames. Engineering Structures, 31(3), 664-674.
[15] Yang, C.S., Leon, R.T. and DesRoches, R.; (2008). Design and behavior of zipper-braced frames. Engineering Structures, 30(4), 1092-1100.
[16] Mollaioli, F., Bruno, S., Decanini, L.D. and Panza, G.F.; (2006). Characterization of the dynamic response of structures to damaging pulse-type near-fault ground motions. Meccanica, 41(1), 23-46.
[17] Moehle, J.P.; (2006). Seismic analysis, design, and review for tall buildings. The Structural Design of Tall and Special Buildings, 15(5), 495-513.
[18] Somerville, P.G.; (2005). Engineering characterization of near fault ground motions. The NZSEE 2005 Conference, Auckland.
[19] Sehhati, R., Rodriguez-Marek, A., ElGawady, M. and Cofer, W.F.; (2011). Effects of near-fault ground motions and equivalent pulses on multi-story structures. Engineering Structures, 33(3), 767-779.
[20] Tehranizadeh, M. and Meshkat-Dini, A.; (2007). Non-linear response of high rise buildings to pulse type strong ground motions. The 2007 Conference of the Australian Earthquake Engineering Society, Wollongong, Australia.
[21] Trifunac, M.D. and Todorovska, M.I.; (2013). A note on the power of strong ground motion during the January 17, 1994 earthquake in Northridge, California. Soil Dynamics and Earthquake Engineering, 52, 13-26.
[22] Kim, B., Hashash, Y.M., Rathje, E.M., Stewart, J.P., Somerville, P.G. and Campbell, K.W.; (2016). Subsurface shear wave velocity characterization using P-wave seismograms in central and eastern north America. Earthquake Spectra, 32(1), 143-169.
[23] PEER Ground Motion Database – Pacific Earthquake Engineering Research Center. [Online] Available at: http://peer.berkeley.edu/
[24] National Building Regulations Office, Ministry of Roads and Urban Development; (2014). "Iranian National Building Code: Design Loads for Buildings- Divisio 6". 3rd Edition. Tehran: Tosseh Iran Publisher.
[25] National Building Regulations Office, Ministry of Roads and Urban Development; (2014). "Iranian National Building Code: Design and Construction of Steel Structures – Division 10". 4th Edition. Tehran: Tosseh Iran Publisher.
[26] Permanent Committee for Revising the Iranian Code of Practice for Seismic Resistant Design of Buildings, (2014). "Standard No. 2800. Iranian Code of Practice for Seismic Resistant Design of Buildings". 4th Edition. Tehran: Road, Housing and Urban Development Research Center.
[27] Computers and Structures, Incorporation. (1976-2010). SAP2000. Berkeley, CA. Retrieved from www.csiberkeley.com
[28] Agency, Federal Emergency Management. (2000). Prestandard and Commentary for the Seismic Rehabilitation of Buildings: Fema 356: Createspace Independent Publication.
[29] Kalkan, E. and Kunnath, S.K.; (2006). Effects of fling step and forward directivity on seismic response of buildings. Earthquake Spectra, 22(2), 367-390.