EBK PRINCIPLES OF FOUNDATION ENGINEERIN
8th Edition
ISBN: 8220100547058
Author: Das
Publisher: CENGAGE L
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Question
Chapter 3, Problem 3.23P
To determine
Find the pressure meter modulus.
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Example 4.3
The following compression readings were taken during an oedometer test on a saturated clay
specimen (G,=D2.73) when the applied pressure was increased from 214 to 429 kPa:
TABLE G
1
Time (min)
1
4
9.
16
25
4
Gauge (mm)
Time (min)
5.00
4.67
4.62
4.53
4.41
4.28
4.01
3.75
3.49
36
49
64
81
100
200
400
1440
Gauge (mm)
3.28
3.15
3.06
3.00
2.96
2.84
2.76
2.61
After 1440nmin, the thickness of the specimen was 13.60mm and the water content was 35.9%.
Determine the coefficient of consolidation from both the log time and the root time methods and the
values of the three compression ratios. Determine also the value of the coefficient of permeability.
In a pressuremeter test in a soft saturated clay, the mea-
suring cell volume V, = 535 cm³, Po = 42.4 kN/m²,
P; = 326.5 kN/m², v, = 46 cm³, and v, = 180 cm³.
Assuming Poisson's ratio (µ,) to be 0.5 and using Figure
3.31, calculate the pressuremeter modulus (E„).
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 3 Solutions
EBK PRINCIPLES OF FOUNDATION ENGINEERIN
Ch. 3 - Prob. 3.1PCh. 3 - Prob. 3.2PCh. 3 - Refer to Figure P3.3. Use Eqs. (3.10) and (3.11)...Ch. 3 - Prob. 3.4PCh. 3 - Prob. 3.5PCh. 3 - Prob. 3.6PCh. 3 - Prob. 3.7PCh. 3 - Prob. 3.8PCh. 3 - Prob. 3.9PCh. 3 - Prob. 3.10P
Ch. 3 - Prob. 3.11PCh. 3 - Following are the standard penetration numbers...Ch. 3 - Prob. 3.13PCh. 3 - Prob. 3.14PCh. 3 - Prob. 3.15PCh. 3 - Prob. 3.16PCh. 3 - Prob. 3.17PCh. 3 - Prob. 3.18PCh. 3 - Prob. 3.19PCh. 3 - Prob. 3.20PCh. 3 - Prob. 3.21PCh. 3 - Prob. 3.22PCh. 3 - Prob. 3.23PCh. 3 - Prob. 3.24PCh. 3 - Prob. 3.25PCh. 3 - Prob. 3.26PCh. 3 - Prob. 3.27P
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- Pressure (kN/m²)27 54 107 214 429 214 107 54 Void ratio1.243 1.217 1.144 1.068 0.994 1.001 1.012 1.024 The table above shows results obtained from an oedometer test on a specimen of saturated clay. A layer of this clay 2.5 m thick lies below a 10 m depth of sand, the water table being at the surface. The saturated weight for both soils is 19 kN/m³. A 10-m depth of fill of unit weight of 21 kN/m³ is placed on the sand over an extensive area. If the fill was to be removed some time after the completion of consolidation, what heave (mm) would eventually take place due to swelling of the clay? (0 d.p). Use unit weight of water of 9.8 kN/m3. Use log base 10.arrow_forwardProblem 3) Shown below is a cross-section through a soil layer. A Shelby tube sample was taken from a depth of 25 ft. The sample was extruded in a laboratory, thus subjected to zero total stress. Assume Ko = 0.5 and Ā = -0.1, determine the effective stress on the sample after extrusion. Use the basic Skempton (1954) and Ladd and Lambe (1963) approach to determine the change in pore pressure.arrow_forwardRead the question carefully and give me the right solution according to the questionarrow_forward
- 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_forwardA dilatometer test (DMT) was conducted in a clay deposit. The water table was located at a depth of 3 mbelow theground surface. At 8 m depth the contact pressure (p1) was 280 kPa and the expansion stress (p2) was 350 kPa.Assume σo = 95 kPa at the 8 m depth and μ = 0.35. Determine (a) Coefficient of at-rest earth pressure Ko,(b) Overconsolidation ratio OCR and (c) Modulus of elasticity Es.arrow_forwardThe 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…arrow_forward
- (b) An oedometer test on a specimen of fully saturated stiff clay gave the following results in Table 1 for the pressure increment from 100 kN/m2 to 200 kN/m?. The initial thickness of the specimen under no pressure was 19 mm. Determine my, cy and k using Taylor's Method.arrow_forwardSubject: Geotechnical engineering- Soil Mechanicsarrow_forward1. Triaxial compression tests are done on quartzite rocks, the results are shown below. (0₁+03)/2 -964.25 14500 19575 23200 29000 43210 63075 psi (01-03)/2 964.25 14500 18850 21750 26100 35960 48575 psi Comment on the applicability of each of the Mohr-Coulomb, Griffith, and Hoek-Brown criteria for the testing results.arrow_forward
- shown in the figure. The coefficient of permeability of the Water is flowing through the permeability apparatus as coil is k m/s and the porosity of the soil sample is 0.50. 0.4 m Soll 0.8 m 0.4 m The total head, elevation head and pressure head in metres of water at the point R shown in the figure arearrow_forwardThe following results were obtained at failure in a series of drained triaxial tests on fully saturated clay specimens originally 38 mm diameter by 76 mm long. All-round pressure (kN/m2) Axial compression (mm) Axial load (N) Pore-water pressure (kN/m2) 200 400 600 7.22 8.36 9.41 480 895 1300 25 75 100 (a) Determine the values of the shear strength parameters c and . (b) Determine the values of the shear strength parameters c and . (c) A different specimen of the same soil is tested in undrained triaxial compression at a cell pressure of 240 kN/m2 and fails when the deviator stress is 160 kN/m2. Calculate the pore water pressure in the specimen at failure.arrow_forward3. A dilatometer test was conducted in a clay deposit. The groundwater table was located at a depth of 3 m below the surface. At a depth of 8 m below the surface, the contact pressure (Po) was 280 kN/m² and the expansion stress (p.) was 350 kN/m². Determine the following: (a) Coefficient of at-rest earth pressure, K, (b) Overconsolidation ratio, OCR (c) Modulus of elasticity, E, Assume o', at a depth of 8 m to be 95 kN/m? and µ, = 0.35.arrow_forward
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