The results of laboratory testing showed that the residual strength parameters of the embankment materials were c′=5 kPa, ϕ′=37°, and for the alluvium c′=0 kPa, ϕ′=37°. 5 … Numerical modeling study was carried out by finite difference method (FDM). The procedures adopted to determine various index and, The critical approach for evaluating the stability of slopes is to determine the FOS, which is generally defined as the ratio of available shear strength of the dump material to the shear resistance required to maintain equilibrium. The deviator stress at  failure is 80 kPa and the pore-water pressure measured a failure is 50 kPa. The value of Skemptons’s pore pressure parameter B is: Stress path equation for tri-axial test upon application of deviatoric stress is, q=103+0.5 p. The respective values of cohesion, c (in kPa) and angle of internal friction, $\phi$ are : For a saturated cohesive soil, a triaxial test yields the angle of internal friction (φ) as zero. The ratio of shear stress to normal effective stress on the failure plane is, For a sample of dry, cohesionless soil with friction angle $\phi$, the failure plane will be inclined tothe major principal plane by an angle equal to, Two geometrically identical isolated footings, X (linear elastic) and Y (rigid), are loaded identically (shown alongside). In this situation, the cohesion (c) can be associated with the undrained shear strength (su) as the short-term condition will almost invariably be less stable than the long-term one. In particular, the shear strains tend to concentrate within two bands, or failure zones, which have almost vertical and horizontal inclination (Figure 6d) and isolate an unstable triangular wedge of rock undergoing large horizontal displacements (Figure 6b). It was observed that the cohesion (c) and the angle of internal friction (ϕ) increase when RMR increases (Figure 16.1). J.C. Small, H.G. Group II lists the property or process responsible for the loss or gain of strength in soils. Consolidated Undrained triaxial test on an identical sample of this clay at a cell pressure of 200 kPa developed a pore water pressure of 150 kPa at failure. The initial test pile should be tested up to two-and-a-half times the estimated load or up to failure load. Table 20.8 provides the shear strength parameters from in situ direct shear tests at 20 different hydroelectric project sites in the Himalayas in India. Determine the Effective Stress Mohr-Coulomb Shear Strength Parameters (i.e. For determining soil shear strength parameters of filed soil stratification, direct shear, triaxial and uniaxial tests are accomplished on samples. 1.50. The effect of saturation on shear strength parameters has been found to be significant. In uniform normally consolidated clays, the undrained shear strength increases approximately linearly with depth. Consolidated Undrained triaxial test on an identical sample of this clay at a cell pressure of 200 kPa developed a pore water pressure of 150 kPa at failure. For the above statements, the correct combinations is, In the consolidated undrained triaxial test on a saturated soil sample, the pore water pressure is zero, A drained triaxial compression test on a saturated clay yielded the effective shear strength parameters as c' = 15 kPa and $\style{font-family:'Times New Roman'}{\phi'=22^\circ}$ . Explain the reason for the difference in drawbar pull coefficient caused by the changes in the normal pressure distribution from being uniform to that shown in Figure 7.6 (c). Fig.
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