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 = 20.6 mm, mass of dry specimen 12 g, area of specimen a. Plot the e-log ơ' curve. b. Determine the preconsolidation pressure. c. Calculate the compression index, C.. = 31.67 cm?, and G, = 2.49, © Cengage Learning 2014

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 = 20.6 mm, mass of dry specimen 12 g, area of specimen a. Plot the e-log ơ' curve. b. Determine the preconsolidation pressure. c. Calculate the compression index, C.. = 31.67 cm?, and G, = 2.49, © Cengage Learning 2014

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter11: Compressibility Of Soil

Section: Chapter Questions

Problem 11.5P

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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
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 dlal reading, AH (mm) 0.284 0.150 12 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 Gs = 2.49, d. Plot the e-log o' curve. Determine the pre-consolidation Calculate the compression index, Cc. е. pressure. f.
3- 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.
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.
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
Table 2.A consolidation test data An oedometer test is conducted for a soil sample.The sample is consolidated under vertical stress of 50 kPa. The Time (min) Dial gauge reading (mm) 194 0.01 0.02 193 0.05 190.5 oedometer test finished at 144 min and 0.1 186.5 data are given in Table I. Average thickness of the sample is 20 mm. Predict the coefficient of 0.2 181 0.5 173 1 168 2 164.5 consolidation (c, in mm?/min) using Casagrande log t method and Taylor square root of t method. Please use the empty graphical papers. 5 161.5 10 160 20 158.5 50 156.9 100 155.7 144 155.1
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.
Following are the results of a consolidation test on a sample of undisturbed clay obtained from the field. Pressure ơ' (kN/m²) Final Height of Specimen (mm) 24 10 23.78 20 23.30 50 22.22 100 20.58 200 19.04 400 17.52 800 16.31 17.75 The height of the specimen at the beginning of the test was 24 mm and the area of specimen was 50 cm? volume of specimen was 120 cm³. The mass of dry specimen was 180.4 g. Gs= 2.68. 1. Plot the e-log ơ' curve, 2. Using Casagrande's method, determine the preconsolidation pressure. 3. Calculate the compression index, Cc
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 2014
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.
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
A sample of moist sand taken from the field was found to have a moisture content of 14% and a porosity of 38%. In the laboratory test that simulates field conditions, it was found that at its densest state, its void ratio is 85% and at its loosest state its void ratio is 40%. Determine the void ratio. Select one: a. 0.79 b. 0.57 c. 0.61 d. 0.42