2. A cone penetration test has been conducted, and has measured a cone resistance of 85 kg/cm² at a depth of 10 m. The vertical effective stress at this depth is 150 kPa, and the overconsoliation ratio is 2. The soils at this depth are quartz sands. Compute the relative density, and classify the soil using Table 3.3.

A consolidated drained tri-axial test was conducted on a normally consolidated clay. The results were as follows: 03 = 300 kPa (confining pressure) Deviators stress = 300 kPa 0 Compute the angle of shearing resistance. Compute the angle that the failure plane makes with the major principal. stress. Compute the shear stress on the failure plane.

A series of previous tests has established that the ultimate effective friction angle of a NC clayey soil is 19.2°. If a CD test is now performed on this soil with a cell pressure of 105 kPa, what would be deviator stress at failure? Given: o3 = Kao, where Ka 1-sin o' 1+sin o'

Tri-Axial Test

3. A dilatometer test was conducted in a clay deposit. The groundwater table was located at a depth of 3 m below the surface. At a depth of 8 m below the surface, the contact pressure (Po) was 280 kN/m² and the expansion stress (p.) was 350 kN/m². Determine the following: (a) Coefficient of at-rest earth pressure, K, (b) Overconsolidation ratio, OCR (c) Modulus of elasticity, E, Assume o', at a depth of 8 m to be 95 kN/m? and µ, = 0.35.

6. ( A silty sand sample failed during a consolidated-undrained triaxial test at o,=280 kPa and 0,=170 kPa. With the assumption that c=0 and A=0.65, determine the consolidated-undrained friction angle de and a drained friction angle o. If a consolidated-undrained test on such a soil is conducted at a confining pressure o,=340 kPa, what will be major total and effective stresses and the pore water pressure at failure? What will be the maximum shear stress t during a "slow" direct shear test, if the vertical stress o,=160 kPa? cu - 141° $' = 21.0° %3D 560 kpQ 417 197 RPa T = G1.4 RPa

There is an upward flow of 0.06 ml/s through a sand sample with a coefficient of permeability 3 × 10–2 mm/s. The thickness of the sample is 150 mm and the cross-sectional area is 4500 mm2. Determine the effective stressat the bottom and middle of the sample, if the saturated unit weight of the sample, is 18.9 kN/m3.

A consolidated-drained triaxial test was conducted on a normally consolidated clay. The results kN o', = 276 kN (A0,), = 276 m² are as follows: Determine: (a) The angle of friction o; (b) The angle 0 that the failure plane makes with the major principal plane, and (c) The normal stress o’ and shear stress t, on the failure plane.

For a normally consolidated soil, the following is given: Determine the following: a. The compression index, Cc. b. The void ratio corresponding to pressure of 200 kN/m2

A consolidated drained tri-axial test was conducted on normally consolidated clay. The results were: the confining pressure is 300 kPa and the deviators stress is 300 kPa. Compute the angle of shearing resistance.