Cyclic Behaviour and Dynamic Properties of Soils Under Simple Shear Loading

Thirugnanasampanther, Sentheepan

doi:10.22215/etd/2016-11430

Cited by 2 publications

(10 citation statements)

References 59 publications

(132 reference statements)

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“…Also, it is noticeable form the normalized stress -strain curves that the NC clays reach their peak shear strength relatively at a smaller axial strain than the OC clays. These observations are similar to the behavior of sensitive clays reported in the literature (Theenathayarl, 2015;Thirugnanasampanther, 2016) under simple shear loading mode.…”

Section: Effect Of Over Consolidation Ratiosupporting

confidence: 91%

“…Index properties of the tested clays have been determined from laboratory tests (Atterberg, gradation, water content etc.) and from previously reported values by Blanchette (2014), Theenathayarl (2015) and Thirugnanasampanther (2016) for the same material.…”

Section: Leda Clay Propertiessupporting

confidence: 77%

“…Several researchers have taken time to study the behavior of Leda clay due to its sensitivity, and they include Mitchell and King (1976); Silvestri et al (1989); Theenathayarl (2015); and Thirugnanasampanther, (2016). Recently, Theenathayarl (2015) and Thirugnanasampanther (2016) asserted that dynamic properties of sensitive Leda clay do not follow any particular published curves in the literature. Therefore, it is important to have site-specific modulus reduction and damping curves for a reliable seismic design in sensitive Leda clay regions.…”

Section: List Of Symbolsmentioning

confidence: 99%

“…However, it is strongly recommended that site specific modulus reduction and damping curves must be used for sensitive clays and cemented sands, as they may deviate from the proposed sets of curves (e.g. Theenathayarl, 2015;Thirugnanasampanther, 2016).…”

Section: Modulus Reduction and Damping Curvementioning

confidence: 99%

“…Similar stress -strain behavior for sensitive clays has been reported by many researchers (e.g. Lee, 1979;Lefebvre at al., 1989;Theenathayarl, 2015;Thirugnanasampanther, 2016).…”

Section: Monotonic Behavior Of Leda Claymentioning

confidence: 99%

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Assessment of the Dynamic Properties of Soils from Triaxial Tests

Shanmugarajah¹

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A detailed laboratory testing programme was conducted on undisturbed sensitive Leda clay samples obtained from Quebec area (Breckenridge and Outardes-2) and on relatively uniform sands (Fraser River sand and Ottawa sand) under triaxial loading mode. Monotonic and cyclic behavior of sensitive Leda clay were studied by performing large strain tests at various consolidation conditions. Small strain stress controlled quasicyclic tests were conducted on both clay and sand to establish site-specific modulus reduction and damping ratio curves at small strain amplitudesThe shear strength and cyclic resistance of Leda clay under triaxial testing mode is noted to be significantly higher than the previously reported values under simple shear loading conditions. Further, it is confirmed that both consolidation stress and over consolidation ratio influence the monotonic shear strength of clay.Site specific modulus reduction and damping ratio curves are proposed for Leda clay, Fraser River sand and Ottawa sand. The proposed dynamic curves for Leda clay indicate that the behavior of sensitive clays does not follow any particular curve proposed in the literature for non-sensitive clays. These results also suggest that modulus reduction and damping curves are loading path dependent.iii Acknowledgements I would like to devote my sincere gratitude to my research supervisor, Professor Siva Sivathayalan for his continuous guidance, encouragement, understanding and support throughout my years at Carleton University which gave me a lot of comfort to complete my Masters research programme successfully. It has been a great pleasure to work with him.

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Section: Effect Of Over Consolidation Ratiosupporting

confidence: 91%

Section: Leda Clay Propertiessupporting

confidence: 77%

Section: List Of Symbolsmentioning

confidence: 99%

Section: Modulus Reduction and Damping Curvementioning

confidence: 99%

“…Similar stress -strain behavior for sensitive clays has been reported by many researchers (e.g. Lee, 1979;Lefebvre at al., 1989;Theenathayarl, 2015;Thirugnanasampanther, 2016).…”

Section: Monotonic Behavior Of Leda Claymentioning

confidence: 99%

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Assessment of the Dynamic Properties of Soils from Triaxial Tests

Shanmugarajah¹

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Determination of Dynamic Properties of Fine-Grained Soils at High Cyclic Strains

et al. 2023

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Shear modulus (SM) and damping ratio (DR) are significant in seismic design and the performance of geotechnical systems. The evaluation of soil reactions to dynamic loads, such as earthquakes, blasts, train, and traffic vibrations, necessitates the estimation of dynamic SM and DR. The aim of this research is to determine the cyclic parameters of unsaturated soils in and around Peshawar, and how these properties depend upon the varied confining pressures and shear strains. Undisturbed samples were collected using Shelby tubes from five boreholes at different locations along Jamrud Road, Peshawar. The index properties (grain size distribution, plasticity index, and specific gravity) and dynamic properties of these samples were determined. Three samples of 100 mm in height and 50 mm in diameter were obtained from each Shelby tube. After preparing and mounting the sample in the triaxial cell, the sample is first saturated by increasing the cell and back pressures in increments of 50 kPa until the value of Skempton’s pore pressure parameter (B) reaches ≥ 0.96. Samples were consolidated at confining pressures of 150, 200, and 300 kPa, then subjected to cyclic shear strains of 0.2, 1, 2, 2.5, and 5%. Shear stress–strain hysteresis loops were plotted, and the values of SM and DR were calculated for each cycle. Generally, at shear strains of 0.2 and 1%, the slope of the loops is steep, and gradually becomes gentler at higher strains of 2, 2.5, and 5%. It is found that, with an increasing number of cycles, the SM and DR decrease. The SM decreases with increasing shear strain, whereas the DR increases at shear strains of 0.2–1%, then decreases for strains of 2, 2.5, and 5%. The confining pressure has more influence at a shear strain of 0.2–1%, while little effect has been observed at a shear strain of 2.2–5%. The values of SM are higher at higher confining pressures at a given shear strain. The results show higher stress values during the initial cycles because of the greater effective stress that developed in response to shear strain while, with an increase in the number of cycles, the pore water pressure gradually increases, thereby reducing the effective stress and weakening the bonds between soil particles. In dynamics, when the confining pressure increases, particles are closer to contact, so the travel paths of waves increase. The energy loss will increase, so DR will decrease.

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Cyclic Behaviour and Dynamic Properties of Soils Under Simple Shear Loading

Cited by 2 publications

References 59 publications

Assessment of the Dynamic Properties of Soils from Triaxial Tests

Assessment of the Dynamic Properties of Soils from Triaxial Tests

Determination of Dynamic Properties of Fine-Grained Soils at High Cyclic Strains

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