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 12, Problem 12.8P
To determine
Find the average relative density of sand between the depths of 3 m and 6 m.
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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
The following readings were obtained from an oedometer test on a specimen of
saturated clay, see Table 1. The load being held constant for 24 hour before the
addition of the next increment.
Applied stress
25
50
100
200
400
800
(kN/m2)
Thickness
19.60 19.25 18.98 18.61 18.14 17.68 17.24
(mm)
Table 1
At the end of the last load period the load was removed and the sample allowed to
expand for 24 hour, at the end of which time its thickness was 17.92 mm and its
water content found to be 31.8%. The specific gravity of the soil was 2.66.
i.
Plot the e/o' curve and determine the coefficient of volume
compressibility (m,) for an effective stress range of 220-360
kN/m?
ii.
Plot the e/log ơ' curve and from it determine the
compressibility index (Cc) and the pre-consolidation pressure
(Oʻpe)
ii.
Use the data obtained in (i), (ii) and (ii) to obtain and
Plot a mlo' curve for the soil
iv.
compare the values for consolidation settlement for 4 m thick
layer of the clay when the average effective…
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?
Chapter 12 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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- A CD test was conducted on a sample of dense sand 37 mm in diameter × 77 mm long. The cell pressure was 200 kPa. The results are shown in the table below. Axial displacement (mm) 0 0.3 0.6 1.0 1.3 1.6 1.9 3.2 5.2 6.4 7.1 9.7 12.9 15.5 Axial load (N) 0 128.1 225.9 338.9 451.8 508.3 564.8 604.3 593.0 576.0 564.8 525.2 497.0 480.0 (a) Using the data in the table, plot the Deviatoric stress (y-axis) against axial strain (x-axis) graph. (b) Using the graph from (a), draw the Mohr-circle at the peak (i.e., the maximum deviatoric stress). Determine the principal stresses as well. (c) Provided that the sample is sand, draw a failure envelope on the Mohr circle from (b) and determine the friction angle (p').arrow_forwardThe height of the sample sand to be tested = 20 cm and the height of the saturated sand = 16 cm. Find the bulking of sand. 1. 20% 2. 55.5% 3. 25% 4. 80%arrow_forwardQ1/ specimen of the fine-grained soil, 75 mm in diameter and 20 mm thick was tested in an oedometer in a laboratory. At applying pressure (240 kN/m²), the time with dial gauge readings are: Time (min) 0 Settlement (mm) 0 0.25 1 0.22 0.42 Vertical pressure (kPa) 15 Settlement (mm) 0.1 Void ratio 1.88 4 0.6 30 0.11 1.87 9 0.71 16 0.79 And the void ratio and settlement for each load increment is shown in the table below. 60 0.21 1.85 120 1.13 1.72 100 1.04 36 64 0.91 0.86 240 2.17 1.57 480 3.15 1.43 1- Find Coefficient of consolidation in cm²/s using root time and TV90% = 0.848. 2- Find Preconsolidation pressure (oc) and compression index (Cc). Scanned by TapScannerarrow_forward
- Q1/ specimen of the fine-grained soil, 75 mm in diameter and 20 mm thick was tested in an oedometer in a laboratory. At applying pressure (240 kN/m²), the time with dial gauge readings are: Time (min) 0 Settlement (mm) 0 0.25 1 0.22 0.42 4 9 0.6 0.71 16 0.79 36 64 100 0.86 0.91 1.04 d 1- Find Coefficient of consolidation in cm²/s using root time and TV90% = 0.848. Scanned by TapScannerarrow_forwardThe total volume of a soil specimen is 80,000 mm^3 and has a mass of 152 g. the dry mass of the specimen is 122g, and the density of the soil is 2.65 Mg/m^3. Compute the following index properties: (a) e; (b) n; (c) S; (d) ρt; and (e) ρd. Include phase diagrams.arrow_forwardQuestion 8 (1) - Oedometer test What are the boundary conditions applied to a soil sample tested in an Oedometer? Z H a) Pore water pressure at z = H (top of the sample) is PH = Yw. H b) Ez = Ex c) &z=&v (₂ is the volumetric strain of the sample) d) At time t=0, 4p = 0arrow_forward
- A sample of dry sand is subjected to a triaxial test . The angle of internal friction is 36° . If the cell pressure is 180 kN/m^2 , at what value of deviator stress will the soil fail ?arrow_forward3. In a sieve analysis of a given sample of sand the following data were obtained. Effective grain size = 0.25 mm, uniformity coefficient 6.0, coefficient of curvature = 1.0. Sketch the curve on semilog paper.arrow_forwardThe following data are given for the laboratory sample. o=175 kPa; e = 1.1;o+Ao 300 kPa; e = 0.9 1 = If thickness of the clay specimen is 25 mm, the value of coefficient of volume compressibility is m²/kN x 10-4arrow_forward
- 3.15 In a site consisting of normally consolidated clean sands, the water table is at 10 ft depth. The average unit weight of the sand above and below the water table is 111.5 lb/ft3 and 125.0 lb/ft3, respectively. At a 25 ft depth, Nso was reported as 26. Determine the following: a. (N160 using Liao and Whitman's (1986) equation for CN [Eq. (3.13)] b. D, using Skempton's (1986) correlation [Eq. (3.28)] c. Friction angle using Schmertmann's (1975) correlation [Eq. (3.30)] d. Modulus of elasticity using Kulhawy and Mayne's (1990) correlation [Eq. (3.32)]arrow_forward49. 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_forwardA soil profile is shown in figure below. Calculate the following:a. Effective stress at point A in kPa.b. Effective stress at point B in kPa.c. Effective stress at point C in kPa.arrow_forward
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