Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN: 9781337705028
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Question
Chapter 2, Problem 2.12P
(a)
To determine
Find the compression index
(b)
To determine
Find the void ratio at the increased pressure of
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A given saturated clay is known to have effective
strength parameters of c' = 10 kPa and = 28°.
A sample of this clay was brought to failure quickly
so that no dissipation of the pore water pressures
%3D
could occur. At failure it was known that o
KPa, o = 10 KPa and
= 20 kPa.
%3D
(a) Estimate the values of o, and oz at failure
(b) Use the Mohr circle to illustrate the effective
stress and total failure stress.
The following results were obtained from an oedometer test on a specimen of saturated clay:
54
107
214
429
214
107
54
27
Pressure (kPa):
1.024
1.012
1.001
0.994
1.068
1.144
1.217
1.243
Void ratio:
A layer of this clay 8 m thick lies below a 4 m depth of sand, the water table being at the surface. The saturated unit weight for both soils =19 kN/m3=19 kN/m3. A 4 m depth of fill, unit weight =21 kN/m3=21 kN/m3, is placed on the sand over an extensive area. Determine the final settlement due to consolidation of the clay. If the fill were to be removed some time after the completion of consolidation, what heave would eventually take place due to swelling of the clay?
Homeworks
2. The following results were obtained from an oedometer test on a specimen
of saturated clay:
Pressure (kN/m?) 27
54
107 214 429 214 107 54
Void ratio
1.243 1.217 1.144 1.068 0.994 1.001 1.012 1.024
A layer of this clay 8m thick lies below a 4m depth of sand, the water table
being at the surface. The saturated unit weight for both soils is 19kN/m3. A
4m depth of fill of unit weight 21 kN/m3 is placed on the sand over an
extensive area. Determine the final settlement due to consolidation of the
clay.
-1
e -eo
1+e, o'y-o'vo
my
S =
i=l
Chapter 2 Solutions
Principles of Foundation Engineering (MindTap Course List)
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- 1. 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_forwardQuestion 42 The results of two consolidated-drained test triaxial tests on a clay are given below: Specimen No. Chamber Pressure Deviator Stress 105 220 210 400 1. Determine the angle of internal friction. 2. Determine the cohesion of the clay. 3. Determine the normal stress on the point on the failure plane of the 2nd specimen. Question 1: A. 26.744 O Question 1: B. 26.042 Question 1: C. 27.871 O Question 1: D. 27.486 Question 2: A. 10.737 O Question 2: B. 12.141 Question 2: C. 17.372 Question 2: D. 14.836 Question 3: A. 317.694 O Question 3: B. 232.575 Question 3: C. 230.306 O Question 3: D. 322.194arrow_forwardA consolidated-drained triaxial test was conducted on an overconsolidated clay sample. The sample failed in test 1 at 01=200 kPa and 03=130 kPa, and in test 2 at o1=400 kPa and 03=290 kPa. Determine the undrained and drained friction angles and cohesion for the assumption that the Skempton's pore water pressure parameter A=0.45. Also, for a CU test on the same soil, determine o1, 1', 03', and excess pore water pressure u for 03=340 kPa.arrow_forward
- 49. The following data are given for the laboratory sample. o=175 kPa; e = 1.1; +Ao = 300 kPa; e = 0.9 If thickness of the clay specimen is 25 mm, the value of coefficient of volume compressibility is x 10-4 m²/kN A. 3x10-³ m²/kN B. 5x10-6 m²/kN C. 12x10-4 m²/kN D. 7.61×10-4 m²/kNarrow_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_forward49. The following data are given for the laboratory sample. o = 175 kPa; e = 1.1;o+Ao = 300 kPa; e = 0.9 If thickness of the clay specimen is 25 mm, the value of coefficient of volume compressibility is x 10-4 m²/kN A. 3x10-3 m²/kN B. 5x10-6 m²/kN C. 12x10-4 m²/kN D. 7.61×10-4 m²/kNarrow_forward
- The results of two consolidated drained test tri axial tests on a clay are given below specimen 1: chamber pressure = 105 deviator stress = 220 specimen 2: chamber pressure = 210 deviator stress = 400 1. determine the angle of internal friction 2. determine the cohesion of clay 3. determine the normal stress on the point on the failure plane of the 2nd specimenarrow_forwardA consolidated-undrained test was conducted on a normally consolidated clay sample. The results are as follows: Undrained angle of friction = 38.65°, Drained angle of friction = 62.59°, Deviator stress at failure = 509 lb/ft^2. Determine the pore water stress at failure in lb/ft^2.arrow_forwardA normally consolidated clay has the following values. Void ratio, e k (cm/sec) 1.5 0.2 x 10-6 0.91 x 10-6 Estimate the magnitude k of the clay at a void ratio (e) of 0.9. Use 1.9 en k = C, 1+e (Enter your answer to three significant figures.) k cm/secarrow_forward
- Refer to the soil profile shown in figure below. A laboratory consolidation test on the clay gave the results: o'c = 100 kPa Cc = 0.4 Cs = 0.2Cc If the average effective stress on the clay layer increases by 60 kN/m², what would be the total consolidation settlement in cm. Dry sand; e = 0.55 G,= 2.66: Sand G₂ = 2.66 e = 0.48. Clay w 34.78% G₂ = 2.74 Rock 1.5 m. 5 m Water table;arrow_forwardExperimental data for clay specimen obtained initial values of e1 = 1.12 and P1 = 90 kPa, and final values of e2 = 0.90 and P2 = 460 kPa Solve for the compression indexarrow_forwardA consolidated-undrained triaxial compression test was performed on a normalconsolidated clay sample. During the experiment, the confining pressure was 140 kPa, thedeviator stress was 125 kPa, and the pore water pressure was 75 kPa at the time of failure.According to the information given:i- Find the consolidated-undrained internal friction angle of the clay. ii- Find the drained friction angle of the clayarrow_forward
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