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英文论文的参考文献格式

论文 时间:2017-09-14 我要投稿

英文论文的参考文献格式

  很多刊物对参考文献和注释作出区分,将注释规定为“对正文中某一内容作进一步解释或补充说明的`文字”,列于文末并与参考文献分列或置于当页脚地。下面,小编为大家分享英文论文的参考文献格式,希望对大家有所帮助!

英文论文的参考文献格式

  英文论文的参考文献格式一:

  [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

  英文论文的参考文献格式二:

  [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.

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