引文
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[3] Vaid Y P, Sivathayalan S. Fraser三角洲砂土在单剪和 三轴试验中静态与往复加载液化势[J].加拿大岩土 工程学报, 1996, 33(2): 281-289 (英文版).
[4] Riemer M F, Seed R B.影响稳定状态线表征位置的因 素[J].岩土及岩土环境工程学报, 1997, 123(3): 281-288 (英文版).
[5] Nakata Y, Hyodo M, Murata H,等.主应力旋转条件下 砂土的流动变形[J].土与基础, 1998, 38(2): 115- 128 (英文版).
[6]杨仲轩.内在各向异性对散粒土性质的影响研究[D]. 香港:香港科技大学, 2005 (英文版).
[7] Yoshimine M, Ishihara K, Vargas W.主应力方向和中间主应力对砂土不排水剪切性质的影响[J].土与基 础, 1998, 38(3): 179-188 (英文版).
[8]明海燕,李相崧.二维完全耦合岩土地震工程分析程 序SUMDES2D [R].香港科技大学土木工程系研究报 告,香港:香港科技大学, 2001 (英文版).
[9]明海燕,李相崧.二维完全耦合有限元地震分析程序 SUMDES2D[J].深圳大学学报理工版,2004,21 (3): 224-230.
[10]明海燕,李相崧.用于流动液化变形分析的临界状态 砂土模型[J].深圳大学学报理工版, 2004, 21(2): 126-133.
[11]李相崧, Dafalias Y F.无粘性土的剪胀性[J].岩土 技术, 2000, 5(4): 449 -460 (英文版).
[12]李相崧.与状态相关的剪胀性砂土模型[J].岩土技 术, 2002, 52(3): 173-186 (英文版).
[13]李相崧, Dafalias Y F.砂土内在各向异性的本构模拟 [J].岩土及岩土环境工程学报, 2002, 128 (10): 868-880 (英文版).
[14]李相崧, Dafalias Y F.包括非共轴变形的砂土各向异 性的本构模拟方法[J].岩土技术, 2004, 54(1):41-55 (英文版).
[15] Oda M, Nakayama H.在屈服方程中引入砂土内在各 向异性[C]. Satake M, Jenkins J T.散粒材料微观力 学,阿姆斯特丹: Elsevier, 1988, 81-90 (英文版).
[16] Curray J R.二维朝向数据的分析[J].地质学报, 1956, 64: 117-131 (英文版).
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