The following readings were obtained from an oedometer test on a specimen ofsaturated clay, see Table 1. The load being held constant for 24 hour before theaddition of the next increment.Applied stress2550100200400800(kN/m2)Thickness19.60 19.25 18.98 18.61 18.14 17.68 17.24(mm)Table 1At the end of the last load period the load was removed and the sample allowed toexpand for 24 hour, at the end of which time its thickness was 17.92 mm and itswater content found to be 31.8%. The specific gravity of the soil was 2.66.i.Plot the e/o' curve and determine the coefficient of volumecompressibility (m,) for an effective stress range of 220-360kN/m?ii.Plot the e/log ơ' curve and from it determine thecompressibility index (Cc) and the pre-consolidation pressure(Oʻpe)ii.Use the data obtained in (i), (ii) and (ii) to obtain andPlot a mlo' curve for the soiliv.compare the values for consolidation settlement for 4 m thicklayer of the clay when the average effective stress changesfrom 220-360 kN/m2

Here, Sr=1 as the specimen is of saturated clay The given data is: w=31.8%=0.318 G=2.66 Using the…

The following readings were obtained from an oedometer test on a specimen of saturated clay, see Table 1. The load being held constant for 24 hour before the addition of the next increment. Applied stress 25 50 100 200 400 800 (kN/m²) Thickness 19.60 19.25 18.98 18.61 18.14 17.68 17.24 (mm) Table 1 At the end of the last load period the load was removed and the sample allowed to expand for 24 hour, at the end of which time its thickness was 17.92 mm and its

The following readings were obtained from an oedometer test on a specimen of saturated clay, see Table 1. The load being held constant for 24 hour before the addition of the next increment. Applied stress 25 50 100 200 400 800 (kN/m²) Thickness 19.60 19.25 18.98 18.61 18.14 17.68 17.24 (mm) Table 1 At the end of the last load period the load was removed and the sample allowed to expand for 24 hour, at the end of which time its thickness was 17.92 mm and its

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 10.10P

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Can TRIAXIAL TESTS be performed on sand samples? Briefly explain. The results of an undrained triaxial test on a clay soil sample are given in table below Cell Pressure (kN/m2) 200 400 600 Additional Axial Load at Failure (N) 342 388 465 Each sample, originally 76mm long and 38mm in diameter, experienced a vertical deformation of 5.1mm. Evaluate the stress at failure for each cell pressure given in table above. Draw Mohr Circles and determine the shear strength parameters of the soil.
1. Triaxial compression tests are done on quartzite rocks, the results are shown below. (0₁+03)/2 -964.25 14500 19575 23200 29000 43210 63075 psi (01-03)/2 964.25 14500 18850 21750 26100 35960 48575 psi Comment on the applicability of each of the Mohr-Coulomb, Griffith, and Hoek-Brown criteria for the testing results.
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
2. A sample of saturated clay of height 20 mm and water content 30% was tested in an oedometer. Loading and unloading of the sample were carried out. The thickness Hf of the sample at the end of each stress increment/decrement is shown in the table below. o: (kPa) H, (mm) 100 200 400 200 18.68 100 18.75 20 19.31 18.62 a. Plot the results as void ratio versus o'z (log scale). b. Determine Cc and Cr.
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.?
Find the angle of internal friction for the sand specimen, if the deviator stress at failure is 100kPa, the cell pressure is 50kPa.if the sample is a dry sand specimen put through a triaxial test. A 30' в 15° C 45' D 37'
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)
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)
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?
Q.64 In an unconfined compression test, a sample clay 100 mm and 50 mm in diameter fails under a load of 150 N at 10% strain. What is the shearing resistance taking into account the effect of change in cross-section of the sample? (a) 0.068 N/mm2 (c) 0.034 N/mm2 (b) 0.088 N/mm2 (d) 0.044 N/mm? Ans. (a)
A sample of sand is sheared in the following manner. First an all around normal stresso 350 kPa is applied to the sample. Next a shear stress is applied to the horizontal pia while the normal stress remains constant. The shear stresses at failure are + 186 kPa. Ihe initial stress and stress condition at failure are shown below 350 kPa 350 kPa 186 kPa 350 kPa 350 kPa ー550 kPa 550 kPa 186 kPa 350 kPa 350 kPa Initial Conditions At Failure Determine the Following: fo A) Assuming c, = 0, draw a failure envelope for the soil. Define the friction angle ( the soil. B) Draw the Mohr's Circle at failure for the test. C) Show the location of the pole. D) Define the maximum and minimum principal stresses at failure. E) Define the normal stress corresponding to the maximum shear stress
d) An oedometer test was also performed on a (saturated) reconstituted sample obtained at the site. The initial void ratio was calculated as 1.005 and the initial sample height was 20 mm. The following measurements were reported for each of the 24-hr stress increments: Table 4. Oedometer test measurements Normal stress (kPa) 1.5 13 26 52 104 208 416 Change in sample height (mm) 0.419 0.199 0.229 0.209 0.208 0.199 Plot the evolution of the void ratio resulting from the data above using semi-logarithmic axes (i.e. produce an e-log o'y plot). Is there anything you can comment on the stress history and consolidation state of the soil?