5. Triaxial tests were conducted on undisturbed samples of clay under CU conditions. Data from the test are summarized in the Table 2. Graph the Mohr's circles and draw in the failure envelope. Determine the strength parameters c' and ("? Table 2. Data from CU Tests Test Cell pressure (3 (kPa) A 359 B 719 с 719 Pore pressure at Failure u (kPa) 339 585 451 Deviator Stress at Failure (₁-3 (kPa) 539 731 1015

5. Triaxial tests were conducted on undisturbed samples of clay under CU conditions. Data from the test are summarized in the Table 2. Graph the Mohr's circles and draw in the failure envelope. Determine the strength parameters c' and ("? Table 2. Data from CU Tests Test Cell pressure (3 (kPa) A 359 B 719 с 719 Pore pressure at Failure u (kPa) 339 585 451 Deviator Stress at Failure (₁-3 (kPa) 539 731 1015

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter10: Shear Strength Of Soil

Section: Chapter Questions

Problem 10.18P

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9. A consolidated drained test was carried out on a sandy clay under a cell pressure of 250 kPa. A constant back pressure of 120 kPa applied throughout the test. The dimensions of the sample were 76 mm x 38 mm. Addional test data recorded at failure were: Load transducer force = 368 N 3 Measured change in volume = 2.42 x 10 m³ Axial deformation = 2.05 mm Determine the major principal stress, o, at failure. (455 kPa)
3 A sample of soil was subjected to a series of triaxial tests. The results were as shown in the table. If a third test is made with a cell pressure of 250 kPa. Determine the value of the maximum principal stress (in kPa) for the third test. 03 (kPa) 60 01 (kPa) 165 130 280 The value must be a number
Two consolidated-undrained (CU) triaxial tests are carried out on a sample of saturated overconsolidated clay. Table Q2 lists the main results at failure. 2. Table Q2: Results from CU triaxial test Minor principal total stress 03 [kPa] 30 Test No Axial load Pore water pressure [N] 450 [kPa] 10 Test 1 Test 2 60 700 20 (a) Based on the results in Table Q2, calculate the following total and effective principal stresses at failure: 01, o'1, o'3 in kPa. For the calculation, consider a constant cross-sectional area of the sample of 100 cm?. 8 mark (b) Draw the two Mohr Circles at failure and the failure envelope for Test 1 and Test 2. [10 mas (c) Compute the relevant effective strength parameters obtained from Test 1 and Test 2.
Import your data for FREE Buy now c. An undisturbed soil sample, 110 mm in diameter and 220 mm in height, was tested in a triaxial machine. The sample sheared under an additional axial load of 3.35 kN with a vertical deformation of 21 mm. The failure plane was inclined at 50° to the horizontal and the cell pressure was 300 kN/m². Draw the Mohr circle diagram representing the above stress conditions, and from it determine: Coulomb's equation for the shear strength of the soil, in terms of total stress; the magnitude and obliquity of the resultant stress on the failure plane. ii. A further undisturbed sample of the soil was tested in a shear box under the same drainage conditions as used for the previous test. If the area of the box was 3600 mm² and the normal load was 500 N, what would you expect the failure stress to have been? Q Search IN 9 quickbooks N quickbooks in reports 9:52 an 29/04/202
Question 2 The result presented in Table Q2a were obtained from a consolidated drained (CD) triaxial test on a normally consolidated clay sample of 75mm height x 38mm diameter tested at a confining pressure of 50 kPa. Table Q2a. CD triaxial test result Axial strain (%) 1 2 5 10 15 Applied force (kN) 0.01 0.03 0.05 0.08 0.10 Page 3 of 6 (a) Draw the Mohr circle for each stress state in the sample and the total stress path (TSP) throughout the test and determine the slope of the TSP to the horizontal.
The following results were obtained from a liquid limit test on a clay using the Casagrande cup device. Number of blows Moisture content (%) 6 12 20 28 32 52.5 47.1 43.2 38.6 37.0 a) Determine the liquid limit b) If the natural water content is 38% and the plastic limit is 23%, calculate the liquidity index. c) Would you expect a brittle failure? WHY?
The following results were obtained in a series of consolidated undrained test on saturated clay: Sample No. All round pressure (03 ) (kN/m²) Deviator stress Pore water pressure (kN/m³) (kN/m²) 1 17 140 12 44 160 20 3 56 169 22 Determine the strength parameters c, c', o and '.
A rock core sample with a diameter of 47.6 mm and a length of 11.21 cm is loaded in uniaxial compressionThe difference in length and diameter recorded during testing are respectively 0.36 mm and 0.044mm for anaxial stress of 78 MPaCalculate the Elastic modulus (GPa) and Poison's ratio tor that rock snecimen.?
Two undrained triaxial tests were conducted on soil specimen, and they gave the following results: Sample Confining Pressure Deviator Stress A 350 kN/m² B 500 kN/m² 150 kN/m² 300 kN/m² The shear strength of sample A in the plane of it's normal stress is A 588 kPa B 283 kPa C 730 kPa D 165 kPa Correct Option
The direct shear test was performed for three soil specimens, it gave the following observations: Specimen No. 1 2 3 Normal Stress (kN/m²) 70 150 225 Shear Stress at failure (kN/m²) 55 87.5 117.9 1- Find the strength parameters (c and Ø) 2- The angle of failure plane (0) 3- Find the principles stresses for specimen (No. 2)
A triaxial test was performed on a saturated soil and failed under a normal stress of 150 kPa. If the chamber confining pressure is zero and the failure plane makes an angle of 52°... Q: What is the shearing stress at the failure plane in kPa? Round off your answer to the next whole number.
The table shows the results of a consolidated undrained (CU) test on a overconsolidated clay soil sample. Sample No Cell Pressure (kPa) Deviator stress at failure (kPa) Pore water pressure at failure (kPa) 1 15 20 10 2 30 25 15 For the given data, plot the effective stress Mohr's circles at failure. Estimate the effective shear strength parameters C' amd phi'.