The Effective Stress Response of a Saturated Clay Soil to Repeated Loading

Sangrey, Dwight A.; Henkel, D. J.; Esrig, Melvin I.

doi:10.1139/t69-027

Cited by 161 publications

(54 citation statements)

References 2 publications

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“…Factors influencing the cyclic performance of soft soils have been investigated: (i) cyclic stress level which determines whether the soil can reach a non-failure equilibrium state or not (Larew and Leonards 1962;Lashine 1971;Sangrey et al 1978;Ansal and Erken 1989;Zhou and Gong 2001), (ii) loading frequency which is responsible for the rate of excess pore pressure and axial strains (Takahashi et al 1980;Yasuhara at al. 1983;Procter and Khaffaf 1984;Hyde et al 1993;Liu and Xiao 2010), (iii) over-consolidation ratio influencing the effective stress paths and the degradation of the undrained secant shear modulus (Sangrey et al 1969;Brown et al 1975;Vucetic and Dobry 1988), and (iv) static pre-shearing which decreases the cyclic shear strength but increases the total shear strength (Seed and Chan 1966;Zimmie and Lien 1986;Ishihara et al 1993;Hyodo et al 1994). …”

Section: Introductionmentioning

confidence: 99%

Model of Soft Soils under Cyclic Loading

Indraratna

Geng

et al. 2015

Int. J. Geomech.

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This paper presents a new constitutive model for cyclic loading of soil to predict the behavior of soft clays under undrained cyclic triaxial loading. It is inspired by the modified Cam-clay theory, and a new yield surface for elastic unloading is proposed to capture the soil behavior under cyclic loading. Only two additional parameters that characterize the cyclic behavior are used together with the traditional parameters associated with the modified Cam-clay constitutive model. The details of the relevant soil properties, initial states, and cyclic loading conditions are presented, and a computational procedure for determining the effective stresses and strains is demonstrated. The new model is used to simulate cyclic triaxial tests on kaolin, and the model predictions are generally found to be in agreement with the measured excess pore pressures and axial strains. Furthermore, numerous factors that influence the cyclic performance of soft soils can be considered in the new model, such as cyclic stress ratios, preshearing, and cyclic loading frequency. The critical cyclic stress ratio is also predictable using the proposed model in terms of excess pore pressures and axial strains. and the model predictions are generally found to be in agreement with the measured excess pore pressures and axial strains. Furthermore, numerous factors which influence the cyclic performance of soft soils can be considered in the new model, such as the cyclic stress ratios, pre-shearing, and cyclic loading frequency. The critical cyclic stress ratio is also predictable using the proposed model in terms of the excess pore pressures and axial strains.

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Section: Introductionmentioning

confidence: 99%

Model of Soft Soils under Cyclic Loading

Indraratna

Geng

et al. 2015

Int. J. Geomech.

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“…For the multi-directional tests, the phase difference was changed as h = 20°, 45°, 70°and 90°. In order to meet the effect of cyclic loading frequency in nature, cyclic shear tests for investigating the dynamic behavior of soil deposits often apply the frequency f C 0.1 Hz (Talesnick and Frydman 1992) and in the case of high frequency, potential effect of inertia force and inacurrate measurement of out-put data have been reported (Sangrey et al 1969;Yong and Japp 1969). On the other hand, effects of loading frequency on the cyclic shearinduced pore water pressure and undrained cyclic shear strength have been confirmed to be negligible for clayey soils, at least in the range from f = 0.1 Hz to f = 3 Hz (Yasuhara et al 1982Hyde et al 1993).…”

Section: Test Procedures and Conditionsmentioning

confidence: 99%

A model for multi-directional cyclic shear-induced pore water pressure and settlement on clays

Nhàn

Matsuda

Sato

2017

Bull Earthquake Eng

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An estimation method for earthquake-induced pore water pressure and the postearthquake settlement of soft clay was developed by focusing on its Atterberg's limits and the direction of cyclic shearing. To clarify the fundamental characteristics of clays with different Atterberg's limits under multi-directional cyclic shear, normally consolidated specimens of Kaolinite clay, Tokyo bay clay and Kitakyushu clay were subjected to cyclic simple shear under the undrained condition with various cyclic shear directions and shear strain amplitudes, followed by the dissipation of cyclic shear-induced pore water pressure. The effects of undrained cyclic shear on the pore water pressure accumulation and postcyclic settlement were observed, and relationships with Atterberg's limits were then investigated. In conclusion, the pore water pressure accumulation and post-cyclic settlement induced by multi-directional cyclic shear increase considerably to a higher level compared with those generated by the uni-directional one and such a tendency is evident for clays with a wide range of Atterberg's limits. Comparisons of the results indicate that the soil with higher plasticity index shows the lower pore water pressure accumulation and post-cyclic settlement, irrespective of number of strain cycles and shear strain amplitude. Based on these results, a model for earthquake-induced pore water pressure and postearthquake settlement was developed by incorporating the Atterberg's limits as a function of experimental constants and the practical applicability was confirmed.

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“…In agreement with observations it is more intensive with higher e and with harder solid particles. Apart from one triaxial test by Sangrey et al (1969) it was not attained in experiments with clay, so there is a lack of data for validation.…”

Section: A Shortcut Of Visco-hypoplasticitymentioning

confidence: 99%

Thin layer shearing of a highly plastic clay

Balthasar¹,

Gudehus²,

Külzer

et al. 2006

Nonlin. Processes Geophys.

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Abstract. Shearing tests with a thin layer of clay between filter slabs render possible large and cyclic deformations with drainage. In the pressure range of 100 kPa they serve to validated visco-hypoplastic constitutive relations. This theory is also confirmed by tests with up to 14 MPa and super-imposed anti-plane cycles. After this kind of seismic disturbance the clay stabilizes if the ratio of permanent stresses is undercritical. Otherwise a spontaneous acceleration occurs after a delay. This could help to understand critical phenomena with clay smears in faults.

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The Effective Stress Response of a Saturated Clay Soil to Repeated Loading

Cited by 161 publications

References 2 publications

Model of Soft Soils under Cyclic Loading

Model of Soft Soils under Cyclic Loading

A model for multi-directional cyclic shear-induced pore water pressure and settlement on clays

Thin layer shearing of a highly plastic clay

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