Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781305970939
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
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Chapter 11, Problem 11.5P
(a)
To determine
Plot the
(b)
To determine
Calculate the preconsolidation pressure.
(c)
To determine
Calculate the compression index.
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Q # 1. Organic soils are typically characterized by high void ratio, low specific gravity, and high
compressibility. Following are the results of a consolidation test on a sample of organic soil.
Pressure, o (kN/m2)
Change in dial reading, AH (mm)
0.284
12
0.150
24
0.315
48
0.564
100
0.823
200
2.25
400
5.34
Given that the initial height of the specimen = 20.6 mm, mass of dry specimen = 12 g, area of specimen =
31.67 cm2 and G, = 2.49.
Plot the e, log o' curve.
b. Determine the preconsolidation pressure.
a.
11.4 Organic soils are typically characterized by high void ratio, low specific gravity,
and high compressibility. Following are the results of a consolidation test on a
sample of organic soil obtained from southwest Florida.
Pressure, o' (kN/m²)
Change in dial reading, AH (mm)
0.284
12
0.150
24
0.315
48
0.564
100
0.823
200
2.25
400
5.34
Given that the initial height of the specimen
12 g, area of specimen
a. Plot the e-log ơ' curve.
b. Determine the preconsolidation pressure.
c. Calculate the compression index, C..
= 20.6 mm, mass of dry specimen
= 2.49,
= 31.67 cm?, and G,
© Cengage Learning 2014
Organic soils are typically characterized by high void ratio, low specific gravity,
and high compressibility. Following are the results of a consolidation test on a
sample of organic soil obtained from southwest Florida.
Pressure, o' (kN/m) Change in dial reading, AH (mm)
0.242
12
0.201
24
0.317
48
0.552
100
0782
200
2.193
400
4.429
Given that the initial height of the specimen = 20.6 mm, mass of dry specimen
12 g, area of specimen = 31.67 cm², and G, = 2.49,
a. Plot the e-log o' curve.
b. Determine the preconsolidation pressure.
c. Calculate the compression index, C
Congage Learning 2014
Chapter 11 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
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- Permeability tests were performed on a soil sample, under different void ratio and different temperatures and the following results were obtained. Test No. 1 2 Void ratio (e) 0.65 1.02 Temperature °℃ 25° 40⁰ Estimate the coefficient of permeability at a temperature of 20°C for a voids ratio of 0.80. Given the following physical properties of water: At 20°C, n = 10.09 × 10+ and p„ = 0.998 g/cm³ At 25°C, n = 8.95 × 104 g sec/cm² and p k(cm/s) 0.4x10 1.9x10-¹ At 40° C, n = 6.54 × 10-¹ g sec/cm² and p $0.997 g/cm³ = = 0.992 g/cm³arrow_forwardPart #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 0.467arrow_forwardPermeability tests were performed on a soil sample, under different void ratio and different temperatures and the following results were obtained. Test No. 1 2 Void ratio Temperature °C (e) 0.65 1.02 25° 40⁰ Estimate the coefficient of permeability at a temperature of 20°C for a voids ratio of 0.80. Given the following physical properties of water: At 20°C, n = 10.09 × 10+ and p„ = 0.998 g/cm³ At 25°C, n = 8.95 × 104 g sec/cm² and p k(cm/s) 0.4x10 1.9x10¹ At 40° C, n = 6.54 × 10 g sec/cm² and p 8 0.997 g/cm³ = 0.992 g/cm³arrow_forward
- 11.4 Organic soils are typically characterized by high void ratio, low specific gravity, and high compressibility. Following are the results of a consolidation test on a sample of organic soil obtained from southwest Florida. Pressure, o' (kN/m²) Change In dial reading, AH (mm) 6 0.284 12 0.150 24 0.315 48 0.564 100 0.823 200 2.25 400 5.34 20.6 mm, mass of dry specimen Given that the initial height of the specimen 12 g, area of specimen = 31.67 cm?, and G, = 2.49, a. Plot the e-log o' curve. b. Determine the preconsolidation pressure. c. Calculate the compression index, Ce Cerpage learring 2014arrow_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 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_forwardThe 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?arrow_forwardPart #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 54arrow_forward
- Following are the results of a laboratory consolidation test on a soil specimen obtained from the field: Dry mass of specimen = 128g, height of specimen at the beginning of the test = 2.54cm, Gs= 2.75, and area of the specimen = 30.68 cm². Effective pressure, o' (kN/m²) Final height of specimen at the end of consolidation (cm) 2.540 50 2.488 100 2.465 200 2.431 400 2.389 800 2.324 1600 2.225 3200 2.115 а. Plot the e-log o' curve. b. Determine the pre-consolidation pressure. Calculate the compression index, Cc. с.arrow_forward3- Following are the results of a laboratory consolidation test on a sample of undisturbed clay obtained from the field. Final height of specimen (in) Pressure, o' (lb/ft') 1 0.9917 1,000 2,000 4,000 0.9843 0.956 0.9142 8,000 0.8685 16,000 0.8228 32.000 The height of the specimen at the beginning of the test was 1.0 inch, and the diameter was 2.5 inches. The moist specimen weighed 0.31 lb and the water content was determined to be 19%. Estimate the compression index and the preconsolidation pressure from the e-log o' curve. (Plot in Excel) Given: Gs = 2.7.arrow_forwardThe data of soil specimen are given below; Y(pcf) = 128.9, S% = 48.7 Y(pcf) = 131.4, S% = 78.8 a. Solve for the void ratio of soil specimen. b. Calculate the specific gravity of the soil solids. c. Find the porosity of the soil specimen.arrow_forward
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