Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781305970939
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
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Question
Chapter 11, Problem 11.4P
(a)
To determine
Plot the
(b)
To determine
Calculate the preconsolidation pressure using Casagrande’s method.
(c)
To determine
Calculate the compression index
Calculate the ratio of swell index to compression index
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Part #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
0.467
Part #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
54
Consolidation test is conducted to
QI
determine the consolidation
properties of the soil.
Table 1. Test Result
The dial gauge reading after each load increment
(24 hours) is given in the table. Initial sample
thickness, Ho = 20 mm, Initial void ratio, e, =
0.9. Determine the following:
Construct the compressibility curve and
predict the past maximum stress/pressure
(preconsolidation stress/pressure) (kPa)
Dial gauge
reading after 24
Vertical stress (kPa) hours (mm)
22.50
%3D
40
22.41
80
22.15
160
21.51
320
20.25
640
18.45
Chapter 11 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
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- 8.2arrow_forwardThe following figure shows a uniformly distributed load applied at the ground surface. A sample was obtained from the center of the clay layer, and the consolidation test results are shown below. Given: Δσ = 2,000 psf H1 = 10 ft H2 = 10 ft H3 = 40 ft eo(clay) = 1.25 γdry(sand) = 110 lb/ft3 γsat(sand) = 115 lb/ft3 γsat(clay) = 120 lb/ft3 Consolidation Test Results e σ' (tsf) 1.210 0.25 1.190 0.5 1.150 1 1.080 2 0.980 4 0.875 8 0.769 16 0.664 32 0.706 8 0.748 2 0.790 0.5 a) Determine the compression index, Cc b) Calculate the primary consolidation settlement for the clay layerarrow_forwardThe following figure shows a uniformly distributed load applied at the ground surface. A sample was obtained from the center of the clay layer, and the consolidation test results are shown below. Given: Δσ = 2,000 psf H1 = 10 ft H2 = 10 ft H3 = 40 ft eo(clay) = 1.25 γdry(sand) = 110 lb/ft3 γsat(sand) = 115 lb/ft3 γsat(clay) = 120 lb/ft3 Consolidation Test Results e σ' (tsf) 1.210 0.25 1.190 0.5 1.150 1 1.080 2 0.980 4 0.875 8 0.769 16 0.664 32 0.706 8 0.748 2 0.790 0.5 a) Determine the preconsolidation pressure, σc’ b) Determine the swell index, Csarrow_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_forwardData from an oedometer test for a clay layer are plotted in the graph shown below. Calculate the compression index of the clay specimen. (Answer tolerance = 2%). Data points not to scale.arrow_forwardA= 10 B= 32 C= 110arrow_forward
- The results of a laboratory consolidation test on a clay specimen are the following. Pressure, ir (lb/ft²) 500 1.000 2.000 4.000 8,000 16.000 Total height of specimen at end of consolidation (in.) 0.6947 0.6850 0.6705 0.6520 0.6358 0.6252 Given the initial height of specimen = 0.748 in.. G specimen = 95.2 g. and area of specimen = 4.91 in.²: a. Plot the e-log or curve = 2.68. mass of dry b. Determine the preconsolidation pressure c. Calculate the compression index, C.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_forwardPlease answer my homework problem. show all work so I can understand. thank you!arrow_forward
- A tri-axial compression test on a cohesive sample of cylindrical in shape, which fails along a plane making an angle of 60 degrees with the horizontal, yields the following effective stress. Compute the angle of internal friction. Compute the cohesion of the soil sample. Compute the shear stress (MN/m^2) at the rupture plane.arrow_forwardA consolidated-undrained tri-axial test was conducted on a normally conslidated clay sample and the results are follows: Chamber confining pressure= 119kpa Deviator Stress at failure=90 kpa Pore water pressure= 58kpa These results were used to determine the drained friction angle of the soil. Compute the deviator stress (kpa) at failure when the drained test was conducted with the chamber confining pressure changed to 156 kpa. Use stored value. Answer to 5 decimal places.arrow_forwardA 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.arrow_forward
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