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The true soil stress–strain response and shear strength behaviour
Published in Mohd Jamaludin Noor, Soil Settlement and the Concept of Effective Stress and Shear Strength Interaction, 2020
Therefore, it can be summarised that: Plastic deformation ρp refers to the greater part of the deformation, which is due to the slippage between the soil particles as the soil skeleton rearranges itself to accommodate higher loads. This component of deformation is irrecoverable or plastic.Elastic deformation ρe takes place along the unloading and reloading line where the change in stress can be accommodated without the need for the rearrangement of soil particles. Deformation is primarily due to the distortion of the soil particles and can be recovered on unloading.A material yields when its stress–strain behaviour changes from being purely elastic to partly plastic OR when the deformation stops being recoverable upon unloading. This is often marked by an abrupt change in the slope (i.e., stiffness) of the stress–strain curve. Yielding does not necessarily mean failure.Failure, in Mohr–Coulomb theory failure, is the onset of mobilising the maximum shear stress where the Mohr stress circle (i.e., representing normal and shear stresses on a slip plane) touches the failure envelope.
Failure Analysis
Published in Xiaolin Chen, Yijun Liu, Finite Element Modeling and Simulation with ANSYS Workbench, 2018
The Mohr–Coulomb theory predicts brittle failure by comparing the maximum principal stress with the ultimate tensile strength Sut and the minimum principal stress with the ultimate compressive strength Suc. Suppose that a factor of safety n is considered in the design. The safe design conditions require that the principal stresses lie within the hexagonal failure envelope illustrated above in Figure 12.3.
Determining the allowable opening-to-traffic asphalt temperature for airport pavements
Published in International Journal of Pavement Engineering, 2022
Taqia Rahman, Andrew Dawson, Nick Thom, Imtiaz Ahmed, Juan S. Carvajal-Munoz
By plotting the ISS versus normal stress in the Mohr plane (Figure 7) it is feasible to determine the failure envelope that represents the Mohr-Coulomb interface shear failure criterion (Mohammad et al. 2002, Canestrari et al. 2005, Chen and Huang 2010). The method has been widely used to predict the shear failure of pavement interfaces (Ozer et al. 2013, Wang et al. 2016, White 2016, Suddeepong et al. 2020). The Mohr-Coulomb theory assumes that interface failure is controlled by the envelope of a combination of interface shear stress and normal stress. The linear Mohr-Coulomb envelope for interface shear strength is displayed in Equation (2): where is shear stress at failure (kPa), is cohesion (kPa), is normal stress at failure (kPa) and is internal friction angle (degrees).
Crosspave: a multi-layer elastic analysis programme considering stress-dependent and cross-anisotropic behaviour of unbound aggregate pavement layers
Published in International Journal of Pavement Engineering, 2022
Brundaban Beriha, Umesh C. Sahoo, Debakanta Mishra
Method 3 is used when PHI value lies between 0–90 representing the angle of internal friction of the material. In this method, the granular layer is considered as a single layer, and the stress point is at mid-depth of the layer. The tensile or small compressive horizontal stresses are modified according to the Mohr-Coulomb theory of failure to ensure that the strength of the material will not be exceeded. When failure occurs, the Mohr’s circle must be tangent to the failure envelope as represented by circle A in Figure 4. In no case, the circle should cut or lie outside the failure envelope. Therefore, no horizontal stress should be less than the minimum value of compressive horizontal stress () as calculated using Equation (10).where n is the number of layers above the layer under consideration; = vertical stress induced by the load; = vertical geostatic stress; γ=average unit weight; z = depth
Stability analysis of large-scale waste mounds with respect to consolidation effect
Published in European Journal of Environmental and Civil Engineering, 2018
Shu Lin, Shuwang Yan, Zhaolin Jia, Liqiang Sun, Jia Li, Jingjing Zhang
Equation (18) refers to the natural bearing capacity (or initial bearing capacity) of foundation soil and does not consider the improvement of soil foundation during consolidation process. The Mohr–Coulomb theory explains the strength of soil can be roughly divided into two parts: (1) the strength generated by the cohesion of soil particles, c, and (2) the strength contributed by friction between soil particles, σ tanφ. In fact, the mechanism of soil strength is too complex to be expressed in such a simple and ideal way. For cohesive soil, the undrained strength parameter φu = 0 and the undrained shear strength τ0 = cu. However, this does not mean that there is no friction between the cohesive particles. It is the test results that make the radius of Mohr circles remain constant, which can be observed as cu. The strength contributed by friction of particles is reflected in the expression obtained from drained tests. That is also a reason for the strength improvement after consolidation.