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Frontiers of Structural and Civil Engineering

Front Arch Civil Eng Chin    2009, Vol. 3 Issue (2) : 187-194     https://doi.org/10.1007/s11709-009-0033-2
RESEARCH ARTICLE |
Nonlinear elastic model for compacted clay concrete interface
R. R. SHAKIR1,2(), Jungao ZHU1,2
1. Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering, Hohai University, Nanjing 210098, China; 2. Geotechnical Research Institute, Hohai University, Nanjing 210098, China
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Abstract

In this paper, a nonlinear elastic model was developed to simulate the behavior of compacted clay concrete interface (CCCI) based on the principle of transition mechanism failure (TMF). A number of simple shear tests were conducted on CCCI to demonstrate different failure mechanisms; i.e., sliding failure and deformation failure. The clay soil used in the test was collected from the “Shuang Jang Kou” earth rockfill dam project. It was found that the behavior of the interface depends on the critical water contents by which two failure mechanisms can be recognized. Mathematical relations were proposed between the shear at failure and water content in addition to the transition mechanism indicator. The mathematical relations were then incorporated into the interface model. The performance of the model is verified with the experimental results. The verification shows that the proposed model is capable of predicting the interface shear stress versus the total shear displacement very well.

Keywords interface modeling      friction      soil structure interface      soil structure interaction      simple shear test     
Corresponding Authors: SHAKIR R. R.,Email:rrshakir@yahoo.com   
Issue Date: 05 June 2009
 Cite this article:   
R. R. SHAKIR,Jungao ZHU. Nonlinear elastic model for compacted clay concrete interface[J]. Front Arch Civil Eng Chin, 2009, 3(2): 187-194.
 URL:  
http://journal.hep.com.cn/fsce/EN/10.1007/s11709-009-0033-2
http://journal.hep.com.cn/fsce/EN/Y2009/V3/I2/187
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Fig.1  Schematic view of simple shear apparatus
L.L.P.L.PL.I.Gsmaximum dry densityWc /%
35.0819.9815.12.681.6518
Tab.1  Main properties of clay
Fig.2  Relationship between shear stress at failure and normal stress for clay rough surface concrete interface for different water contents
Fig.3  Relationship between shear stress at failure and water content for clay-rough surface concrete interface for different normal stresses
Fig.4  Relationship between shear sliding displacement and shear deformation zdisplacement for clay rough surface concrete interface. (a) Water content=10%; (b) water content=16%; (c) water content=21%
Fig.5  Relationship between shear stress and total shear displacement in the case of clay rough concrete surface interface. (a) Water content=10%; (b) water content=16%; (c) water content=21%
Fig.6  Relationship between displacement ratio and for different water contents
Fig.7  Transformed linear of hyperbolic relation of interface shear stress-displacement. (a) Water content=10%; (b) water content=16%; (c) water content=21%
wσn/kNαβKn
1050-1500.444578-1.0509503732.1912
1650-1500.2960685.54280086340.5353
2150-1500.5187730.17149830850.8600
Tab.2  Parameters of interface model
ww ˉσnRfdddsDtsMI
100.6250500.9360.36010.02.268003.39660
100.62501000.9470.15010.02.332003.53344
100.62501500.9670.25010.02.390603.69873
161.0000500.9120.08010.02.937602.67900
161.00001000.9130.12510.02.737002.49880
161.00001500.9400.35710.02.024501.90300
211.3125500.8961.0009.01.859301.26928
211.31251000.9622.0008.51.788501.31080
211.31251500.9624.6006.01.537851.12717
Tab.3  Values of TMF: and with displacement value at end of test
Fig.8  Indirect relation between and water content for different normal stresses
Fig.9  Relation between and normal stress for different water contents
Fig.10  Comparison between experimental and calculational results. (a) Water content=10%; (b) water content=16%; (c) water content=21%
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