2. Ten point load tests are carried out on cylindrical specimens of a sedimentary rock with 30 mm diameter, as shown in the figure. 50 mm The failure loads of these tests are equal to: 3.2, 4.1, 3, 3.8, 2.9, 4.2, 3.5, 3.6, 3.5 and 4 kiloNewtons. Determine Iesoy of this rock. Predict the uniaxial compressive strength of this rock.

2. A series of consolidated, undrained triaxial tests were carried out on specimens of a saturated clay under no backpressure. The test data at failure are summarized: Confining Pressure (kPa) Deviator Stress (kPa) Pore Water Pressure (kPa) 150 192 80 300 341 154 450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effective stresses. b. Compute Skempton’s A-parameter at failure for all three specimens. c. Is the soil normally consolidated or overconsolidated? Why? d. Another specimen of the same clay that was consolidated under a cell pressure of 250 kPa was subjected to a consolidated, drained triaxial test. What would be the deviator stress at failure?

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4. The uniaxial compressive strength test is done on a cylindrical rock specimen with diameter of 60 mm and length of 120 mm. The load- deformation diagram of this specimen is shown on the following figure. Determine the uniaxial compressive strength and the secant Young modulus (E50) of this rock. 80000 70000 60000 50000 40000 30000 20000 10000 0.5 1 1.5 Deformation (mm) Load (N) 2.

1. Triaxial tests were carried out on 54-mm-diameter (NX core) intact rock specimens. The applied confining pressures and the principal stress differences at failure are summarised below5.210 Confining 0 5.0 10.0 15.0 20.0 25.0 pressure (MPa) Principal stress 59.5 87.5 116.0 139.5 167.5 192.5 difference (MPa) Plot o, against o, at failure and determine the uniaxial com- pressive strength and the friction angle of the intact rock.

Solve this problem graphically and then analytically. A CU triaxial test was performed on a dense sand specimen at a confining pressure 03=40 kPa. The consolidated undrained friction angle of the sand is =39°, and the effective friction angle is d'=34°. Calculate: (a) the major principal stress at failure, o1, (b) the minor and the major effective principal stresses at failure, o'3f and oʻır, and (c) the excess pore water pressure at failure, (Aua)f.

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Problem 2: The following data were obtained in a direct shear test. ... 20 kPa Normal pressure .... Tangential Pressure Cohesion of soil 15 kPa 8 kPa Determine the following: a) Angle of internal friction, ø b) Compute the angle that the failure plane makes with the horizontal, 0. c) Compute the minimum principal stress. d) Compute the max. principal stress

(d) Figure 1 shows rock samples being tested for their uniaxial compressive strength (UCS). Some samples display fracture/weakness planes that are at different orientation with respect to the loading axis (as shown by the arrows). The loading configuration of each sample is shown in (i) to (v). Answer the following questions: Between samples (ii) and (iii) which one will display a lower strain at failure? Between sample (ii) and (iv) which one will display a lower Poisson's ratio? Explain briefly why sample (i) and (ii) will exhibit almost similar strengths? Among the 5 samples (i) to (v), which sample will display the lowest compressive strength? State reason for your answer ☐

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