asap Example: A series of drained triaxial tests were per-formed on a soil. Each test was continued until failureand the effective principal stresses for the tests were:(kPa)TestNo123200300400S(kPa)at failurePlot the relevant Mohr stress circles and hence estimatethe o' and e' values for the soil.SWould the soil fail is subjected to the following stresscombinations:(a) o 200 kPa, o-(b) o = 400kPa, o5708751162150 kPa,100 kPa

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Example: A series of drained triaxial tests were per- formed on a soil. Each test was continued until failure and the effective principal stresses for the tests were: (kPa) Test No 1 23 - 200 300 400 (kPa) at failure Plot the relevant Mohr stress circles and hence estimate the o' and e' values for the soil. 570 875 1162 Would the soil fail is subjected to the following stress combinations: = (a) o₁ = 200 (b) o 400 = 150 kPa, kPa, o kPa, o = 100 kPa

Example: A series of drained triaxial tests were per- formed on a soil. Each test was continued until failure and the effective principal stresses for the tests were: (kPa) Test No 1 23 - 200 300 400 (kPa) at failure Plot the relevant Mohr stress circles and hence estimate the o' and e' values for the soil. 570 875 1162 Would the soil fail is subjected to the following stress combinations: = (a) o₁ = 200 (b) o 400 = 150 kPa, kPa, o kPa, o = 100 kPa

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 10.12P

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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
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) 60 130 0₁ (kPa) 165 280 The value must be a number
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)
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.
A CU triaxial test was carried out on a silty clay that was isotopically consolidated using a cell pressure of 125 kPa. The following data were obtained: Axial load (kPa) 0 5.5 11.0 24.5 28.5 35.0 50.5 85.0 105.0 120.8 Axial strain, E₁ (%) 0 0.05 0.12 0.29 0.38 0.56 1.08 2.43 4.02 9.15 Au (kPa) 0 4.0 8.6 19.1 29.3 34.8 41.0 49.7 55.8 59.0 (a) Plot the deviatoric stress vs. axial strain and excess porewater pressure vs. axial strain, respectively. (b) Determine the undrained shear strength (su). (Note: we assume that the sample reaches failure). (c) Determine the total principal stresses (0₁,03) and the effective principal stresses (0₁, 03') at the failure, respectively.
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 Cell pressure (3 (kPa) 359 719 719 Test A B C Pore pressure at Failure u (kPa) 339 585 451 Deviator Stress at Failure. (1-(3 (kPa) 539 731 1015
ZAIN IQ I. Homework 4... During an oedometer test on a specimen of saturated clay, the thickness of the specimen decreased from 19.931 mm to 19.720 mm under an increment of stress from 200 to 400 kPa which was maintained for 24 hours. The stress was then removed from the specimen, its thickness was measured water content determined as 26.8%. 19.842 mm, and its Taking Gs of the particles to be 2.70, calculate the void ratio before and after the application of the stress increment, and the coefficient of volume decrease (m,) for this stress range. (Ans: e,= 0.731, e2= 0.713, m, = 0.052 m/MN)
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The results of two consolidated drained triaxial tests are as follows: Test a, (kN/m²) Ar,(kN/m²) 66 91 134.77 169.1 Determine c and o. Also determine the magnitudes of the normal and shcar stress on the planes of failure for the two specimens used in the tests.
A sample of moist sand was subjected to a series of triaxial tests. The soil fails under the following stresses Cell pressure, σ3 Plunger stress, σd Sample 1 11 kPa 20 kPa Sample 2 26 kPa 31 kPa What is the angle of internal friction and cohesion of the soil? Please answer this asap. For upvote. Thank you very much
‹ample 9.1: Following results were recorded from a consolidation test on a specime turated clay, each load being maintained constant for 24 hours before the addition o ext increment.