Experimental study of two saturated natural soils and their saturated remoulded soils under three consolidated undrained stress paths

doi:10.1007/s11709-011-0108-8

Front Arch Civil Eng Chin

2011, Vol. 5

Issue (2) : 225-238 https://doi.org/10.1007/s11709-011-0108-8

RESEARCH ARTICLE

Experimental study of two saturated natural soils and their saturated remoulded soils under three consolidated undrained stress paths

Mingjing JIANG¹(

), Haijun HU¹, Jianbing PENG², Serge LEROUEIL³

1. Department of Geotechnical Engineering and Key Laboratory of Geotechnical and Underground Engineering of Ministry of Education, Tongji University, Shanghai 200092, China; 2. School of Geological Engineering and Surveying, Chang’an University, Xi’an 710054, China; 3. Department of Civil Engineering, Laval University, Quebec G1K 7P4, Canada

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Abstract

In this paper, an experimental investigation is conducted to study the mechanical behavior of saturated natural loess, saturated natural filling in ground fissure and their corresponding saturated remoulded soils under three consolidated undrained triaxial stress tests, namely, conventional triaxial compression test (CTC), triaxial compression test (TC) and reduced triaxial compression test (RTC). The test results show that stress-strain relation, i.e. strain-softening or strain-hardening, is remarkably influenced by the structure, void ratio, stress path and confining pressure. Natural structure, high void ratio, TC stress path, RTC stress path and low confining pressures are favorable factors leading to strain-softening. Excess pore pressure during shearing is significantly affected by stress path. The tested soils are different from loose sand on character of strain-softening and are different from common clay on excess pore water pressure behavior. The critical states in p′– q space in CTC, TC and RTC tests almost lie on one line, which indicates that the critical state is independent of the above stress paths. As for remoulded loess or remoulded filling, the critical state line (CSL) and isotropic consolidation line (ICL) in e-log p′ space are almost straight, while for natural loess or natural filling, in e-log p′ space there is a turning point on the CSL, which is similar to the ICL.

Keywords stress paths static liquefaction natural soil remoulded soil loess structure total strength indices excess pore pressure

Corresponding Author(s): JIANG Mingjing,Email:mingjing.jiang@tongji.edu.cn

Issue Date: 05 June 2011

Cite this article:

Mingjing JIANG,Haijun HU,Jianbing PENG, et al. Experimental study of two saturated natural soils and their saturated remoulded soils under three consolidated undrained stress paths[J]. Front Arch Civil Eng Chin, 2011, 5(2): 225-238.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-011-0108-8
https://academic.hep.com.cn/fsce/EN/Y2011/V5/I2/225

Fig.1 Sample location, geological profile and distribution of fissures

Fig.2 Collected samples. (a) Loess; (b) filling

Tab.1 Physical properties of loess and filling

Fig.3 Plasticity properties of loess and filling as compared with loess types defined by []

Fig.4 Grain size distribution curves of loess and filling as compared with loess types defined by []

Fig.5 SEM photos of loess and filling on vertical plane of sample. (a) Natural loess; (b) natural filling; (c) remoulded loess; (d) remoulded filling

Fig.6 Schematic diagram of GDS triaxial apparatus

Tab.2 Program of oedometer tests

Tab.3 Program of triaxial stress path tests

Fig.7 Three stress paths in triaxial tests

Tab.4 Consolidation yield stress of samples

Tab.5 Compressibility of natural soils and remoulded soils

Fig.8 Compression curves in oedometer test and consolidation point in triaxial test

Fig.9 -log curves in oedometer test

Fig.10 Distribution of major axis of particles of a region observed on vertical plane of sample. (a) Natural loess; (b) remoulded loess; (c) natural filling; (d) remoulded filling

Fig.11 Test results of saturated natural loess. (a) Effective stress paths and critical state line in ′- space; (b) (T-) stress path in - space; (c) deviatoric stress versus axial strain curves; (d) excess pore pressure versus axial strain

Fig.12 Test results of saturated remoulded loess. (a) Effective stress paths and critical state line in ′-′ space; (b) (T-) stress path in - space; (c) deviatoric stress versus axial strain curves; (d) pore pressure versus axial strain

Fig.13 Test results of saturated natural filling. (a) Effective stress paths and critical state line in ′- space; (b) (T-) stress path in - space; (c) deviatoric stress versus axial strain curves; (d) pore pressure versus axial strain

Fig.14 Test results of saturated remoulded filling. (a) Effective stress paths and critical state line in ′- space; (b) (T-) stress path in - coordination space; (c) deviatoric stress versus axial strain curves; (d) pore pressure versus axial strain

Tab.6 Failure types of tested soils

Fig.15 Comparison of shear behavior between saturated remoulded loess and saturated natural loess. (a) Deviatoric stress versus axial strain curves; (b) excess pore pressure versus axial strain curves

Tab.7 Softening coefficient of tested soils (%)

Tab.8 Effective strength indexes of tested soils

Tab.9 Total strength indexes of saturated remoulded filling

Tab.10 and in test for saturated remoulded filling

Tab.11 Predicted total strength indexes of saturated remoulded loess

Fig.16 ICL and CSL of saturated natural soils in -log ′ space

Fig.17 ICL and CSL of saturated remoulded soils in -log ′ space isotropic consolidated lines

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