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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- 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_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_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 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 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_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 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_forward
- A 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_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_forwardSubject: Soil Mechanics Please provide a solution and a diagram For a laboratory consolidation test on a clay specimen (drained on both sides) the following results were obtained: Thickness of clay soil= 25 mm; P_1 = 50 kPa; P_2 = 120 kPa; e_1 = 0.92; e_2 = 0.78; Time for 50% consolidation= 2.5 min. Tv = 0.197. Determine the hydraulic conductivity of the clay for the loading range in m/min. a. 1.081 x 10^-3 b. 2.56 x 10^-2 c. 1.31 x 10^-7 d. 1.23 x10 ^-5arrow_forward
- 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.arrow_forwardA consolidated undrained tri-axial test was conducted on a normally consolidated clay sample and the results are as follows: chamber confining pressure = 110kpa deviator stress at failure = 96kpa pore water pressure = 66kpa these test results were used to determine the drained friction angle of the soil. compute the deviator stress in (kpa) at failure when the drained test was conducted with the chamber confining pressure changed to 163kpa.arrow_forward2. 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.arrow_forward
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