剑桥模型与统一硬化模型对超固结土特性描述的对比分析

侯伟; 姚仰平

doi:10.13204/j.gyjz201109004

剑桥模型与统一硬化模型对超固结土特性描述的对比分析

doi: 10.13204/j.gyjz201109004

侯伟¹,
姚仰平²

1.
1. 北京市勘察设计研究院有限公司院士大师工作室,北京 100038;
2.
2. 北京航空航天大学交通科学与工程学院,北京 100191

基金项目:

城市地下空间防水灾技术研究(07科外03)

详细信息

作者简介:
侯伟，女，1969年出生，博士，高级工程师。E－mail:houwei_bgi@163.com

中图分类号: TU43
计量
- 文章访问数: 150
- HTML全文浏览量: 4
- PDF下载量: 112
- 被引次数: 0
出版历程
- 收稿日期: 2011-06-06
- 刊出日期: 2011-09-20

ANALYSIS IN BEHAVIORS OF OVER-CONSOLIDATED CLAYS DESCRIBED BY CAM-CLAY MODEL AND UNIFIED HARDENING MODEL

Hou Wei¹,
Yao Yangping²

1.
1. National Academician &Masters Research Office,BGI Engineering Consultants Ltd,Beijing 100038,China;
2.
2. Department of Civil Engineering,Beihang University,Beijing 100191,China

摘要

摘要: 在深入研究修正剑桥模型和统一硬化模型(UH模型)基本特性的基础上，揭示模型描述超固结土特性的机理。对于超固结土，修正剑桥模型的预测曲线存在突变，不能很好地模拟土体连续、渐近的变形过程；对于重超固结土，模型预测的排水路径条件下的峰值强度很高，与实测结果偏差较大。修正剑桥模型不能模拟真三轴试验的应力-应变关系。UH模型的参数与修正剑桥模型相同，通过采用基于空间滑动面准则(SMP准则)的变化应力方法，模型能够合理描述在三轴压缩、三轴伸长和真三轴条件下超固结土的剪胀、硬化和软化特性。
- 超固结 /
- 弹-塑性 /
- 修正剑桥模型 /
- 统一硬化模型
Abstract: Based on researching the features of the modified Cam-clay model and UH model,the mechanism of model describing the behaviors of the over-consolidated (OC) clays is revealed. For the OC clays,the curves predicted by the modified Cam-clay model have abrupt changing points,so the model cannot model continue and gradual changing process well. For the heavy OC clays,the predicted peak strength is rather higher than test data under the drained condition. The model cannot describe the stress-strain relationships in true-triaxial test. The parameters in UH model are the same as those in the modified Cam-clay model. The model using the transformed stress method based on SMP criterion can rationally model many characteristics of the OC clays well,including shear dilatancy,strain hardening and softening,and stress path dependence behavior.
- over-consolidation /
- elasto-plasticity /
- modified Cam-clay model /
- UH model

HTML全文

参考文献(12)

姚仰平,侯伟.土的基本力学特性及其弹－塑性描述[J].岩土力学,2009,30(10):2881-2902.

[2] 姚仰平,侯伟,罗汀.土的统一硬化模型[J].岩石力学与工程学报,2009,28(10):2135-2151.

[3] Roscoe K H,Burland J B.On the Generalised Stress-Strain Behaviour of an Ideal Wet Clay[C]∥Heyman J,Leckie F A.Engineering Plasticity.Cambridge: Cambridge University Press,1968,535-609.

[4] 谢定义,姚仰平,党发宁.高等土力学[M].北京: 高等教育出版社,2008.

[5] 罗汀,姚仰平,侯伟.土的本构关系[M].北京: 人民交通出版社,2010.

[6] 郑颖人,孔亮.岩土塑性力学[M].北京: 中国建筑工业出版社,2010.

[7] Yao Y P,Hou W,Zhou A N.UH Model: Three-Dimensional Unified Hardening Model for Overconsolidated Clays [J].Geotechnique,2009,59(5):451-469.

[8] 姚仰平,侯伟,周安楠.基于Hvorslev 面的超固结土模型[J].中国科学: E 辑,2007,37(11):1417-1429.

[9] 姚仰平,李自强,侯伟,等.基于改进Hvorslev 面的超固结土模型[J].水利学报,2008,39(11):1244-1250.

[10] Yao Y P,Sun D A.Application of Lades Criterion to Cam-Clay Model[J].Journal of Engineering Mechanics,2000,126 (1) :112-119.

[11] Nakai T,Hinokio M.A Simple Elastoplastic Model for Normally and Over Consolidated Soils with Unified Material Parameters [J].Soils and Foundations,2004,44(2):53-70.

[12] Mroz Z, Norris V A, Zienkiewicz O C.Application of an Anisotropic Hardening Model in the Analysis of Elasto-Plastic Deformation of Soils[J].Geotechnique,1979,29(1):1-34.

施引文献

资源附件(0)

访问统计