西安建筑科技大学学报(自然科学版)

针对各向同性粘弹塑性边界面模型不能模拟粘土不排水蠕变三轴试验中的土样开裂后变形的问题,通过试算研究,提出了一个损伤函数.通过将该函数与Kaliakin和Dafalias所提出的各向同性粘弹塑性边界面模型中过载函数相乘的方式,将该损伤函数引入到了模型之中,由此形成了一个各向同性的粘弹塑性损伤边界面新模型.根据该模型和对应的损伤参数,对加拿大温哥华市附近的Haney粘土试验进行了模拟验证.数值模拟结果表明,对于不同粘土土样的高偏应力加载等级,采用合适参数值的损伤函数对于模拟三轴不排水蠕变试验中的蠕变开裂及破坏变形令人满意,表明该损伤函数的引入有效可行,具有良好的理论及应用价值.

Point to the problem that isotropic elastoplastic-viscoplastic damage bounding surface model which put forward by Kaliakin and Dafalias cannot simulate the undrained creep rupture deformation of cohesive soil triaxial test, according to trial computation research, a damage function is put forward. By the multiplication of the damage function with overstress function, damage simulation is feasible by the model, thus form an isotropic elastoplastic-viscoplastic damage bounding surface new model. By the new model and corresponding damage parameters, simulation verification of Canada Vancouver city nearby Haney clay undrained creep tri-axial tests is carried out. Simulation results show that the new model can simulate creep rupture and failure deformation well in high load level with proper parameters. It is also show the effectiveness and feasibility of the application of damage function, and the damage function not only has theoretical value, but also has practical value.

引言
1 各向同性粘弹塑性边界面模型和损伤函数的导入
2 引入损伤函数的新模型模拟分析
3 结论

表1 初始各向同性粘弹塑性损伤边界面模型参数(Haney粘土)<br/>Tab.1 Initial isotropic elastoplastic-viscoplastic damage

表1 初始各向同性粘弹塑性损伤边界面模型参数(Haney粘土)
Tab.1 Initial isotropic elastoplastic-viscoplastic damage

表2 模拟Haney clay蠕变试验的合适初始损伤函数参数值<br/>Tab.2 Original damage function parameters for Haney clay creep test simulation in every stress level

表2 模拟Haney clay蠕变试验的合适初始损伤函数参数值
Tab.2 Original damage function parameters for Haney clay creep test simulation in every stress level

图1 基于原Kaliakin和Dafalias模型引入损伤函数后对Haney粘土不排水蠕变试验的模拟结果<br/>Fig.1 Simulation of Haney clay undrained creep tests by damage function included model based onKaliakin and Dafalias(1990a, b)model

图1 基于原Kaliakin和Dafalias模型引入损伤函数后对Haney粘土不排水蠕变试验的模拟结果
Fig.1 Simulation of Haney clay undrained creep tests by damage function included model based onKaliakin and Dafalias(1990a, b)model

[1] 孙钧. 岩土材料流变及其工程应用[M]. 北京:中国建筑工业出版社,1999.
[2] 姚仰平, 张丙印, 朱俊高. 土的基本特性、本构关系及数值模拟研究综述[J]. 土木工程学报,2012,45(3):127-150.
[3] CHING Hung. Enhanced anisotropic bounding surface model: Implementation and simulation of excavation in soft cohesive soils[D]. New York: Columbia University, 2012.
[4] JIANG J H, LING H I, KALIAKIN V N. An associative and non-associative anisotropic bounding surface model for clay[J]. Journal of Applied Mechanics, 2012, 79(3): 1-10.
[5] VYALOV S S. Rheological fundamentals of soil mechanics(Translated from Russian by O. K. Sapunov)[M]. New York: Elsevier Science Publishing Company Inc, 1986.
[6] SEKIGUCHI H. Theory of undrained creep rupture of normally consolidation clay based on elasto- viscoplasticity[J]. Soils and foundations, 1984, 24(1): 129-147.
[7] MATSUI T, ABE N. Verification of elasto-viscoplastic model of normally consolidated clays in undrained creep[A]. Matsui T. Proc 6th International Conference on Numerical Methods in Geomechanics[C]//lnnsbruck: Publ Rotterdam: A A Balkema, 1988:453-459.
[8] KALIAKIN V N. Bounding surface elastoplasticity-viscoplasticity for clays[D]. Davis: University of California at Davis, 1985.
[9] KALIAKIN V N, DAFALIAS Y F. Theoretical aspects of the elastoplastic-viscoplastic bounding surface model for cohesive soils[J]. Soils and foundations, 1990, 30(3), 11-24.
[10]KALIAKIN V N, DAFALIAS Y F. Verification of the Elastoplastic-viscoplastic Bounding Surface Model for Cohesive Soils[J]. Soils and foundations, 1990, 30(3), 25-36.
[11]AL-SHARMARNI M A, STURE S. A Time-dependent bounding surface model for anistropic cohesive soils[J]. Soils and foundations, 1998, 38(1):61-76.
[12]VAID Y P, CAMPANELLA R G. Time-dependent behaviour of an undisturbed clay[J]. ASCE, Geotechnical Division, 1977, 103(GT7):693-709.

备注

引言

1 各向同性粘弹塑性边界面模型和损伤函数的导入

2 引入损伤函数的新模型模拟分析

3 结论

期刊信息