英文论文参考文献一：
[1] Zhixin W, Chuanwen J, Qian A, et al. The key technology of offshore wind farm and its new development in China[J]. Renewable and Sustainable Energy Reviews, 2009, 13（1）：216-222.
[2] Shahir H, Pak A. Estimating liquefaction-induced settlement of shallow foundations by numerical approach[J]. Computers and Geotechnics, 2010, 37（3）： 267-279.
[3] Hausler EA. Influence of ground improvement on settlement and liquefaction:a study based on field case history evidence and dynamic geotechnicalcentrifuge tests. PhD dissertation, University of California, Berkeley; 2002.
[4] Kemal Hac efendio lu. Stochastic seismic response analysis of offshore wind turbine including fluid‐structure‐soil interaction[J]. Struct. Design Tall Spec. Build.,2010,
[5] Arablouei A, Gharabaghi A R M, Ghalandarzadeh A, et al. Effects of seawater–structure–soil interaction on seismic performance of caisson-type quay wall[J]. Computers &Structures, 2011, 89（23）： 2439-2459.
[6] Zafeirakos A, Gerolymos N. On the seismic response of under-designed caisson foundations[J]. Bulletin of Earthquake Engineering, 2013: 1-36.
[7] Snyder B, Kaiser M J. Ecological and economic cost-benefit analysis of offshore wind energy[J]. Renewable Energy, 2009, 34（6）： 1567-1578.
[8] Ding H, Qi L, Du X. Estimating soil liquefaction in ice-induced vibration of bucket foundation[J]. Journal of cold regions engineering, 2003, 17（2）： 60-67.
[9] Shooshpasha I, Bagheri M. The effects of surcharge on liquefaction resistance of silty sand[J]. Arabian Journal of Geosciences, 2012: 1-7.
[10] Bhattacharya S, Adhikari S. Experimental validation of soil–structure interaction of offshore wind turbines[J]. Soil dynamics and earthquake engineering, 2011, 31（5）： 805-816.
[11] H. Bolton Seed, Izzat M. Idriss. Simplified procedure for evaluating soilliquafaction potential. Journal of the Soil Mechanics and Foundations Division. 1971,97（9）： 1249-1273
[12] W. D. Liam Finn, Geoffrey R.Martin, Kwok W.Lee. An effective stress model for liquefaction. Journal of the Geotechnical Engineering Division, 1977, 103（6）：517-533
[13] Seed.H.B.Soil liquefaction and Cyclic Mobility Evolution for Level Ground During Earthquakes, J of the Geotechnical Engineering Division ASCE , 1979,
[14] Casagrande.A,Liquefaction and Cyclic Deformation of Sands-A Critical Review,Proceedings of the Fifth Pan American Conference on Soil Mechanics and Foundation Engineering,Buenos Aires,Argentina,1975.
英文论文参考文献二：
[1] T. Paulay and J. R. Binney. Diagonally Reinforced coupling beams of shear Walls[S].ACI Special Publication 42, Detroit, 1974, 2: 579-598
[2] Lam WY, Su R K L, Pam H J. Experimental study of plate-reinforced composite deep coupling beams[J]. Structural Design Tall Special Building, 2009（18）： 235-257
[3] ACI 318-02: Building Code Requirements for Structural Concrete, ACI318R-02:Commentary, An ACI Standard, reported by ACI Com-mittee318, American Concete Institute, 2002
[4] Siu W H, Su R K L. Effects of plastic hinges on partial interaction behaviour of bolted side-plated beams[J]. Journal of Construction Steel Research, 2010, 66（5）：622-633
[5] Xie Q. State of the art of buckling-restrained braces inAsia[J]. Journal of Construction Steel Research, 2005, 61（6）：727-748
[6] Kim J,Chou H. Behavior and design of structures with buckling-restrained braces[J].Structural Engineering, 2004,26（6）：693-706
[7] Tsai K C, Lai J W. A study of buckling restrained seismic braced frame[J].Structural Engineering, Chinese Society of Structural Engineering, 2002, 17（2）：3-32
[8] Patrick J. Fortney, Bahrem M. Shahrooz, Gian A. Rassati. Large-Scale Testing of a Replaceable “Fuse” Steel Coupling Beam[J]. Journal of Structural Engineering.DECEMBER 2007:1801-1807
[9] Qihong Zhao. Cyclic Behavior of traditional and Innovative Composite Shear Walls[J]. Journal of Structural Engineering, Feb. 2004:271-284
