Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 9, Problem 9.2P
(a)
To determine
Plot the
(b)
To determine
Calculate the preconsolidation pressure.
(c)
To determine
Calculate the compression index.
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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.
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.
6
A consolidated-undrained test was conducted on a normally consolidated clay sample. The results are as follows: Undrained angle of friction = 36.90°, Drained angle of friction = 67.62°, Deviator stress at failure = 573 lb/ft^2. Determine the pore water stress at failure in lb/ft^2. Round off to three decimal places.
Chapter 9 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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- QI: The following are the results of a laboratory consolidation test on a soil specimen obtained from the field: dry mass of specimen = 128 gm, height of specimen at the beginning of the test = 2.54 cm, Gs = 2.75, and area of the specimen = 30.68 cm². Final height of the specimen at the end of the consolidation (cm) 2.540 2.488 Effective pressure, ở(kN/m?) 50 100 2.465 200 2.431 2.389 2.324 400 800 1600 2.225 2.115 3200 Required: Make necessary calculations and draw an e versus log ở curve.arrow_forwardPart #2 Effective Stress (kPa) Void Ratio (%) The following are the results of laboratory consolidation test conducted on clayey soil sample. Determine, graphically, the compression and recompression indices, Cc, C, of this soil. Using Casagrande's method, determine graphically the preconsolidation pressure. 0.891 54 0.866 107 0.841 214 0.802 429 0.737 858 0.653 1716 0.560 3432 0.467arrow_forwardQI: The following are the results of a laboratory consolidation test on a soil specimen obtained from the field: dry mass of specimen = 128 gm, height of specimen at the beginning of the test = 2.54 cm, Gs = 2.75, and area of the specimen = 30.68 em?. Effective pressure, ớ(kN/m²) Final height of the specimen at the end of the consolidation (cm) 2.540 2.488 50 100 200 2.465 2.431 400 800 1600 3200 2.389 2.324 2.225 2.115 Required: Make necessary calculations and draw an e versus log ở curve.arrow_forward
- Example 4.3 The following compression readings were taken during an oedometer test on a saturated clay specimen (G,=D2.73) when the applied pressure was increased from 214 to 429 kPa: TABLE G 1 Time (min) 1 4 9. 16 25 4 Gauge (mm) Time (min) 5.00 4.67 4.62 4.53 4.41 4.28 4.01 3.75 3.49 36 49 64 81 100 200 400 1440 Gauge (mm) 3.28 3.15 3.06 3.00 2.96 2.84 2.76 2.61 After 1440nmin, the thickness of the specimen was 13.60mm and the water content was 35.9%. Determine the coefficient of consolidation from both the log time and the root time methods and the values of the three compression ratios. Determine also the value of the coefficient of permeability.arrow_forward4. 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.arrow_forward1. The pressure versus void ratio data determined from a consolidation test on an undisturbed clay specimen are as follows: Applied Pressure (kPa) 20 40 80 160 320 640 1280 320 80 20 0 Void Ratio 0.953 0.948 0.938 0.920 0.878 0.789 0.691 0.719 0.754 0.791 0.890 (a) Plot this pressure versus void ratio data on a semi-logarithmic graph. (b) Determine the equations for the virgin compression curve and for the rebound curve for unloading starting at 1,280 kPa. (c) What are the corresponding compression and recompression indices for this soil? (d) Estimate the stress to which this clay has been preconsolidated. (After A. Casagrande.)arrow_forward
- Homeworkarrow_forwardProblem 3) Shown below is a cross-section through a soil layer. A Shelby tube sample was taken from a depth of 25 ft. The sample was extruded in a laboratory, thus subjected to zero total stress. Assume Ko = 0.5 and Ā = -0.1, determine the effective stress on the sample after extrusion. Use the basic Skempton (1954) and Ladd and Lambe (1963) approach to determine the change in pore pressure.arrow_forwardFollowing are the results of a laboratory consolidation test on a soil specimen obtained from the field: Dry mass of specimen = 128g, height of specimen at the beginning of the test = 2.54cm, Gs= 2.75, and area of the specimen = 30.68 cm². Effective pressure, o' (kN/m²) Final height of specimen at the end of consolidation (cm) 2.540 50 2.488 100 2.465 200 2.431 400 2.389 800 2.324 1600 2.225 3200 2.115 а. Plot the e-log o' curve. b. Determine the pre-consolidation pressure. Calculate the compression index, Cc. с.arrow_forward
- The following are the results of a consolidation test on a sample of a clayey soil. • Plot the e-log o curve. • Determine the pre-consolidation pressure. • Calculate the compression index, Ce and the ratio of C; /Ce. Pressure, o' (kN/m?) 1.113 25 1.106 50 1.066 100 0.982 200 0.855 400 0.735 800 0.63 1600 0.66 800 0.675 400 0.685 200arrow_forwardPart #2 The following are the results of laboratory consolidation test conducted on clayey soil sample. Determine, graphically, the compression and recompression indices, Cc, Cr of this soil. Using Casagrande's method, determine graphically the preconsolidation pressure. Effective Stress (kPa) Void Ratio (%) 27 1.24 1.21 1.15 1.08 0.99 1.00 1.01 1.02 54 107 214 429 214 107 54arrow_forwardQuestion 24 The following results were obtained from a direct shear test on a dry uncemented carbonate sand: normal stress = 96.6 kPa, shear stress at failure = 67.7 kPa. By means of a Mohr's circle of stresses, find the magnitude and directions of the principal stresses acting on a soil element within the zone of failure. Assume uniformity of the sample. Show step-by-step your answer with the formulated equations and final results.arrow_forward
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