### Abstract

Shear stress-strain-time models for soils were examined in terms of undrained triaxial compression tests, with pore water pressure measurement, using reconstituted specimens of kaolinite and Cucaracha shale. Multiple-step constant load and constant rate of deformation tests were performed. The testing variables included final equal all-round consolidation pressure (100-800 lb/in^{2}), overconsolidation ratio (1-8) and the magnitude of the first load increment (20-82% in terms of shear stress level). Additional constant load test data reported in the literature were analysed. The parameters of an exponential stress-strain model were expressed and interpreted in terms of the parameters of the hyperbolic stress-strain model. The parameters of both models can be expressed in terms of the undrained modulus to undrained shear strength ratio E_{u}/s_{u} and the axial strain at failure ε_{f}. The creep parameter λ which controls time or strain rate effects was correlated with E_{u}/s_{u}. It appears that any soil has a potential total strain at any shear stress level, and that λ is directly related to the magnitude of the remaining strain. A large value of E_{u}/s_{u} means a small strain at any small time. Therefore as E_{u}/s_{u} increases, the remaining strain and thus λ increase. Alternative combinations of the hyperbolic stress-strain and either power strain-time or power strain-strain rate relationships are suggested as possible creep models for the analysis of field problems and interpretation of laboratory tests.

Original language | English (US) |
---|---|

Pages (from-to) | 537-552 |

Number of pages | 16 |

Journal | Geotechnique |

Volume | 31 |

Issue number | 4 |

DOIs | |

State | Published - Dec 1 1981 |

### Fingerprint

### ASJC Scopus subject areas

- Geotechnical Engineering and Engineering Geology
- Earth and Planetary Sciences (miscellaneous)

### Cite this

*Geotechnique*,

*31*(4), 537-552. https://doi.org/10.1680/geot.1981.31.4.537

**Shear stress-strain-time behaviour of clays.** / Mesri, Gholamreza; Castro, A.; Febres-Cordero, E.; Shields, D. R.

Research output: Contribution to journal › Article

*Geotechnique*, vol. 31, no. 4, pp. 537-552. https://doi.org/10.1680/geot.1981.31.4.537

}

TY - JOUR

T1 - Shear stress-strain-time behaviour of clays

AU - Mesri, Gholamreza

AU - Castro, A.

AU - Febres-Cordero, E.

AU - Shields, D. R.

PY - 1981/12/1

Y1 - 1981/12/1

N2 - Shear stress-strain-time models for soils were examined in terms of undrained triaxial compression tests, with pore water pressure measurement, using reconstituted specimens of kaolinite and Cucaracha shale. Multiple-step constant load and constant rate of deformation tests were performed. The testing variables included final equal all-round consolidation pressure (100-800 lb/in2), overconsolidation ratio (1-8) and the magnitude of the first load increment (20-82% in terms of shear stress level). Additional constant load test data reported in the literature were analysed. The parameters of an exponential stress-strain model were expressed and interpreted in terms of the parameters of the hyperbolic stress-strain model. The parameters of both models can be expressed in terms of the undrained modulus to undrained shear strength ratio Eu/su and the axial strain at failure εf. The creep parameter λ which controls time or strain rate effects was correlated with Eu/su. It appears that any soil has a potential total strain at any shear stress level, and that λ is directly related to the magnitude of the remaining strain. A large value of Eu/su means a small strain at any small time. Therefore as Eu/su increases, the remaining strain and thus λ increase. Alternative combinations of the hyperbolic stress-strain and either power strain-time or power strain-strain rate relationships are suggested as possible creep models for the analysis of field problems and interpretation of laboratory tests.

AB - Shear stress-strain-time models for soils were examined in terms of undrained triaxial compression tests, with pore water pressure measurement, using reconstituted specimens of kaolinite and Cucaracha shale. Multiple-step constant load and constant rate of deformation tests were performed. The testing variables included final equal all-round consolidation pressure (100-800 lb/in2), overconsolidation ratio (1-8) and the magnitude of the first load increment (20-82% in terms of shear stress level). Additional constant load test data reported in the literature were analysed. The parameters of an exponential stress-strain model were expressed and interpreted in terms of the parameters of the hyperbolic stress-strain model. The parameters of both models can be expressed in terms of the undrained modulus to undrained shear strength ratio Eu/su and the axial strain at failure εf. The creep parameter λ which controls time or strain rate effects was correlated with Eu/su. It appears that any soil has a potential total strain at any shear stress level, and that λ is directly related to the magnitude of the remaining strain. A large value of Eu/su means a small strain at any small time. Therefore as Eu/su increases, the remaining strain and thus λ increase. Alternative combinations of the hyperbolic stress-strain and either power strain-time or power strain-strain rate relationships are suggested as possible creep models for the analysis of field problems and interpretation of laboratory tests.

UR - http://www.scopus.com/inward/record.url?scp=0019728731&partnerID=8YFLogxK

UR - http://www.scopus.com/inward/citedby.url?scp=0019728731&partnerID=8YFLogxK

U2 - 10.1680/geot.1981.31.4.537

DO - 10.1680/geot.1981.31.4.537

M3 - Article

AN - SCOPUS:0019728731

VL - 31

SP - 537

EP - 552

JO - Geotechnique

JF - Geotechnique

SN - 0016-8505

IS - 4

ER -