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Transitional Plasticity Compression Model for Clays
Published in American Society of Civil Engineers (ASCE)
Volume: 2016-January
Issue: 259 GSP
Pages: 217 - 224
Compression response of fine grained soils is generally modeled by bilinear relationship between void ratio (e) and logarithmic of effective stress (σ'). In general, compression curve of overconsolidated soil is nonlinear in nature as it varies smoothly from linear portion of initial part of the curve to the linear portion of the later part of the curve. The bilinear model is unable to represent the smooth transition of the compression curve. As a result, it leads to an overestimation of the settlement and introduces a kink in the predicted stress-strain relationship of overconsolidated soil from the elasto-plasticity model wherein it is used as a component defining volumetric hardening. The present paper proposes a simple three parameters transitional plasticity model to predict the compression response of clayey soil more accurately. The proposed model considers that the irrecoverable deformation due to relative sliding between the adjacent particle and particle groups has possibility from beginning of the loading in over-consolidated region as well. © ASCE.
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Published in American Society of Civil Engineers (ASCE)
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