Principles of Foundation Engineering, SI Edition
8th Edition
ISBN: 9781305723351
Author: Braja M. Das
Publisher: Cengage Learning US
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Chapter 2, Problem 2.16P
For a normally consolidated soil, the following is given:
Determine the following:
- a. The compression index, Cc.
- b. The void ratio corresponding to pressure of 200 kN/m2
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A cohesive soil sample is subjected to an unconfined compression test.
The sample fails at a pressure of 4000 kN/m2. [i.e., unconfined
compressive strength (qu) = 4000 kN/m2. Determine the soil cohesion.
1925 kN/m2
2000 kN/m2
O 4000 kN/m2
O o KN/m2
A normally consolidated clay has the following values.
Void ratio, e
k (cm/sec)
1.5
0.2 × 10-6
1.9
0.91 × 10–6
Estimate the magnitude k of the clay at a void ratio (e) of 0.9. Use
en
k = C
1+e
(Enter your answer to three significant figures.)
k =
cm/sec
2.9 A normally consolidated clay has the following values.
Void ratio, e
k (cm/sec)
0.2 × 10
0.91 x 10-6
1.2
1.9
Estimate the magnitude of k of the clay at a void ratio (e) of 0,9. Use Eq. (2,41).
Chapter 2 Solutions
Principles of Foundation Engineering, SI Edition
Ch. 2 - Prob. 2.1PCh. 2 - Prob. 2.2PCh. 2 - Prob. 2.3PCh. 2 - Prob. 2.4PCh. 2 - Prob. 2.5PCh. 2 - Prob. 2.6PCh. 2 - Prob. 2.7PCh. 2 - Prob. 2.8PCh. 2 - Prob. 2.9PCh. 2 - Prob. 2.10P
Ch. 2 - Prob. 2.11PCh. 2 - Prob. 2.12PCh. 2 - Prob. 2.13PCh. 2 - Prob. 2.14PCh. 2 - Prob. 2.15PCh. 2 - For a normally consolidated soil, the following is...Ch. 2 - Prob. 2.17PCh. 2 - Prob. 2.18PCh. 2 - Prob. 2.19PCh. 2 - Prob. 2.20PCh. 2 - Prob. 2.21PCh. 2 - Prob. 2.22PCh. 2 - Prob. 2.23PCh. 2 - Prob. 2.24PCh. 2 - Prob. 2.25PCh. 2 - Prob. 2.26PCh. 2 - Prob. 2.27P
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Need a deep-dive on the concept behind this application? Look no further. Learn more about this topic, civil-engineering and related others by exploring similar questions and additional content below.Similar questions
- A normally consolidated clay has the following values void ratio e = 1.2, k(cm/sec) = 0.2 x 10^-6 And void ratio e = 1.9, 0.91x10^-6. Estimate the magnitude k of the clay at a void ratio (e) of 0.9. Use k = C (e^n)/1+e.arrow_forward3. A layered soil is shown with the corresponding values K1, K2, and K3. a. Compute the equivalent horizontal coefficient of permeability b. Compute the equivalent vertical coefficient of permeability c. Compute the ratio of the equivalent horizontal coefficient of permeability to the equivalent vertical coefficient of permeability T H1= 3 m K1 =2 x 10 cm/s H2= 4 m K1 =3.2 x 10?cm/s H= 12 m H3= 5 m K1 =4.1 x 10 cm/sarrow_forwardThe 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_forward
- Find the C, and the "apparent" OCR for a superficial clay stratum that is 4m thick. The water is at the surface. A sample of the clay has a water content of 27.9%, and a specific gravity of 2.65. An oedometer test showed the following results: Voids Ratio 0.736 0.733 0.73 0.675 0.638 0.6 Vertical Effective Stress 15 28 60 230 480 930arrow_forward5 The compression curve (void ratio, e vs. effective stress, o) for a certain clayey soil is a straight line in a semi-logarithmic plot and it passes through the points (e = 1.2; o = 50 kPa) and (e=0.6; o = 800 kPa). The compression index (up to two decimal places) of the soil is 100arrow_forwardThe following data are given for normally consolidated clay: Thickness=2.6m Primary Cc=0.3 Secondary Cc=0.02 e=0.8 Average Pressure=127 kPa Change in pressure (vertical) =46 kPa Determine the following 1. Primary Consolidation Settlement (Ans. 58.17mm) 2. Secondary Settlement five years after the completion of the primary settlement. The time for completion of primary settlement is 1.5 years. (Ans. 15.4mm)arrow_forward
- 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_forward7.14 For a normally consolidated clay, the following values are given: Void ratio, e k (cm/sec) 0.95 0.2 x 10-6 0.91 x 10-6 1.6 Estimate k at a void ratio of 1.1. Use Eq. (7.38). Ⓒ Cengage Learning 2014arrow_forwardThe maximum and minimum void ratios for sand are 0.805 and 0.501 respectively. The field density test performed on the same soil has given the following results:ρ = 1.81 g/cm3, w= 12.7 %. Assume G= 2.67. Compute the dry density in Mg/m3. a.1.606 b.1.85 c.1.512 d.1.65arrow_forward
- For the stressed soil element shown 1. Det. the major principal stress 2. Find the minor principal stress 3. Det. the normal stress on plane AB oy = 280kpa %3D 40kpa 40kpa Ox = 100 kpa Ox = 100kpa 40kpa 200 40kpa A Oy = 280 kpaarrow_forwardThe compression curve (void ratio, e vs. effective stress, o) for a certain clayey soil is a straight line in a semi-logarithmic plot and it passes through the points (e = 1.2; o = 50 kPa) and (e = 0.6; o = 800 kPa). The compression index (up to two decimal places) of the soil isarrow_forward4. In a consolidated-drained triaxial test on a clay that is normally consolidated, the results are as follows: O3 = 15 lb/in 2 (Aoa)f = 11 lb/in? (Aua)f = 7.2 lb/in? a) Determine the consolidated-undrained friction angle. %3D b) Calculate the drained friction angle.arrow_forward
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