The results of a laboratory consolidation test on a clay
specimen are given in the table
The initial height of the specimen is H=19 mm, specific gravity is ?? = 2.68, moisture content is ? = 26%.
a. Draw the ? − log ?? ′ (?? ? − log ? ) curve (the student is allowed to plot using spreadsheet)
b. Determine the preconsolidation stress
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The results of a laboratory consolidation test on a clay
specimen are given in the table...
I want solution! 3. A laboratory consolidation test was conducted on a specimen collected form the...
I want solution!
3. A laboratory consolidation test was conducted on a specimen collected form the middle of the overconsolidated clay layer and the field consolidation curve is given below. The effective overburden pressure was 40.95 kN/m²at the middle of the clay layer. Calculate a) the recompression index, b) the compression index, and c) the consolidation settlement when the average vertical stress increment at the middle of the clay layer is 50kN/m² due to a foundation load. The thickness of...
A laboratory consolidation test was performed on a specimen from the middle of the clay layer...
A laboratory consolidation test was performed on a specimen from the middle of the clay layer shown below, with the test results tabulated below. Determine pc, OCR, Cr field, and Ce field; include plots and supporting calculations. Pay attention to the units of stress ks Q-50 kips/ft 0.25 0.8869 0.5 0.8848 10.8768 2 0.8637 4 0.8364 80.7767 16 0.6796 80.6857 4 0.6948 2 0.7070 10.7212 0.7161 0.7079 0.6970 16 0.6600 0.5331 64 0.3766 B- 10 ft Sand oat-120 PC 10...
A laboratory consolidation test was performed on a specimen from the middle of the clay layer...
A laboratory consolidation test was performed on a specimen from the middle of the clay layer shown below, with the test results tabulated below. Determine pc, OCR, Cr field, and Ce field; include plots and supporting calculations. Pay attention to the units of stress ks Q-50 kips/ft 0.25 0.8869 0.5 0.8848 10.8768 2 0.8637 4 0.8364 80.7767 16 0.6796 80.6857 4 0.6948 2 0.7070 10.7212 0.7161 0.7079 0.6970 16 0.6600 0.5331 64 0.3766 B- 10 ft Sand oat-120 PC 10...
A laboratory consolidation test was performed on a specimen from the middle of the clay layer...
A laboratory consolidation test was performed on a specimen from the middle of the clay layer shown below, with the test results tabulated below. Determine pc, OCR, Cr field, and Ce field; include plots and supporting calculations. Pay attention to the units of stress ks Q-50 kips/ft 0.25 0.8869 0.5 0.8848 10.8768 2 0.8637 4 0.8364 80.7767 16 0.6796 80.6857 4 0.6948 2 0.7070 10.7212 0.7161 0.7079 0.6970 16 0.6600 0.5331 64 0.3766 B- 10 ft Sand oat-120 PC 10...
The time for 50% consolidation of a 25 mm thick clay specimen (drained at top and bottom) in the laboratory is 1...
The time for 50% consolidation of a 25 mm thick clay specimen (drained at top and bottom) in the laboratory is 150 sec. How long (in days) will it take for a 3 m thick layer of the same clay in the field under the same pressure increment to reach 75% consolidation? There is an impermeable shale layer at the bottom of the clay layer in the field I. 2. Use Figure 1 for the following Compute the vertical effective...
2. A consolidation test was made on a sample of saturated clay in a circular ring with a height o...
2. A consolidation test was made on a sample of saturated clay in a circular ring with a height of 1.22 inches and an area of 4.91 square inches. Primary consolidation under the addition of each load was essentially complete at the end of 24 hours. The dial readings corresponding to the end of primary consolidation under each load increment are provided below. The initial void ratio was 1.70 Dial Reading (inch x 10 Pressure (tsf) 0.000 0.064 0.131 0.264...
Two undisturbed clay samples were taken from the middle of the overconsolidated and normally consolidated clay layers in the soil profile shown. The water table is at the top of the overconsolidated c...
Two undisturbed clay samples were taken from the middle of the
overconsolidated and normally consolidated clay layers in the soil
profile shown. The water table is at the top of the
overconsolidated clay layer. Consolidation tests were carried out
on the two samples and the results are summarized in the table
below. Assume that the bulk, dry, and saturated unit weights of the
sand are 16 kN/m3, 16 kN/m3 and 19
kN/m3, respectively. The specific gravity of the clay
soil...
(b) The results of a standard Proctor test are given in the Table Q1. The volume...
(b) The results of a standard Proctor test are given in the Table Q1. The volume of the proctor mould used was 1000 cm? The specific gravity (G) of the soil is 2.65. (1) Plot the graph of dry density (kg/m?) against moisture content (%), the zero air void line (ZAV) and determine the maximum dry density and optimum moisture content. Table Q1: Standard Proctor test result Mass of wet soil in Moisture the mould (kg) content (%) 1.75 13...
1. The following table contains the results of an oedometer test on a sample of Boston...
1. The following table contains the results of an oedometer test on a sample of Boston Blue Clay. Initial conditions were: void ratio e.-0.925, natural water content wa-32.8%, initial seating load o,,-15 kPa, specific gravity of the solids G 2.78. o,' (kPa) 25 50 100 200 300 400 600 o,' (kPa) 800 400 200 100 200 400 800 o,' (kPa) 1200 1600 800 400 200 100 0.916 0.905 0.890 0.870 0.847 0.826 0.790 0.757 0.769 0.783 0.800 0.790 0.775 01743...
1. The following table contains the results of an oedometer test on a sample of Boston...
1. The following table contains the results of an oedometer test on a sample of Boston Blue Clay. Initial conditions were: void ratio e,-0.925, natural water content w,-32.8%, initial seating load ơ,' kPa, specific gravity of the solids Gs 2.78 15 av'(kPa e 25 50 100 200 300 400 600 av (kPa e 800 400 200 100 200 400 800 av (kPa e 1200 1600 800 400 200 100 25 0.916 0.905 0.890 0.870 0.847 0.826 0.790 0.696 0.655 0.666...
I want solution!
3. A laboratory consolidation test was conducted on a specimen collected form the middle of the overconsolidated clay layer and the field consolidation curve is given below. The effective overburden pressure was 40.95 kN/m²at the middle of the clay layer. Calculate a) the recompression index, b) the compression index, and c) the consolidation settlement when the average vertical stress increment at the middle of the clay layer is 50kN/m² due to a foundation load. The thickness of...
A laboratory consolidation test was performed on a specimen from the middle of the clay layer shown below, with the test results tabulated below. Determine pc, OCR, Cr field, and Ce field; include plots and supporting calculations. Pay attention to the units of stress ks Q-50 kips/ft 0.25 0.8869 0.5 0.8848 10.8768 2 0.8637 4 0.8364 80.7767 16 0.6796 80.6857 4 0.6948 2 0.7070 10.7212 0.7161 0.7079 0.6970 16 0.6600 0.5331 64 0.3766 B- 10 ft Sand oat-120 PC 10...
A laboratory consolidation test was performed on a specimen from the middle of the clay layer shown below, with the test results tabulated below. Determine pc, OCR, Cr field, and Ce field; include plots and supporting calculations. Pay attention to the units of stress ks Q-50 kips/ft 0.25 0.8869 0.5 0.8848 10.8768 2 0.8637 4 0.8364 80.7767 16 0.6796 80.6857 4 0.6948 2 0.7070 10.7212 0.7161 0.7079 0.6970 16 0.6600 0.5331 64 0.3766 B- 10 ft Sand oat-120 PC 10...
A laboratory consolidation test was performed on a specimen from the middle of the clay layer shown below, with the test results tabulated below. Determine pc, OCR, Cr field, and Ce field; include plots and supporting calculations. Pay attention to the units of stress ks Q-50 kips/ft 0.25 0.8869 0.5 0.8848 10.8768 2 0.8637 4 0.8364 80.7767 16 0.6796 80.6857 4 0.6948 2 0.7070 10.7212 0.7161 0.7079 0.6970 16 0.6600 0.5331 64 0.3766 B- 10 ft Sand oat-120 PC 10...
The time for 50% consolidation of a 25 mm thick clay specimen (drained at top and bottom) in the laboratory is 150 sec. How long (in days) will it take for a 3 m thick layer of the same clay in the field under the same pressure increment to reach 75% consolidation? There is an impermeable shale layer at the bottom of the clay layer in the field I. 2. Use Figure 1 for the following Compute the vertical effective...
2. A consolidation test was made on a sample of saturated clay in a circular ring with a height of 1.22 inches and an area of 4.91 square inches. Primary consolidation under the addition of each load was essentially complete at the end of 24 hours. The dial readings corresponding to the end of primary consolidation under each load increment are provided below. The initial void ratio was 1.70 Dial Reading (inch x 10 Pressure (tsf) 0.000 0.064 0.131 0.264...
Two undisturbed clay samples were taken from the middle of the
overconsolidated and normally consolidated clay layers in the soil
profile shown. The water table is at the top of the
overconsolidated clay layer. Consolidation tests were carried out
on the two samples and the results are summarized in the table
below. Assume that the bulk, dry, and saturated unit weights of the
sand are 16 kN/m3, 16 kN/m3 and 19
kN/m3, respectively. The specific gravity of the clay
soil...
(b) The results of a standard Proctor test are given in the Table Q1. The volume of the proctor mould used was 1000 cm? The specific gravity (G) of the soil is 2.65. (1) Plot the graph of dry density (kg/m?) against moisture content (%), the zero air void line (ZAV) and determine the maximum dry density and optimum moisture content. Table Q1: Standard Proctor test result Mass of wet soil in Moisture the mould (kg) content (%) 1.75 13...
1. The following table contains the results of an oedometer test on a sample of Boston Blue Clay. Initial conditions were: void ratio e.-0.925, natural water content wa-32.8%, initial seating load o,,-15 kPa, specific gravity of the solids G 2.78. o,' (kPa) 25 50 100 200 300 400 600 o,' (kPa) 800 400 200 100 200 400 800 o,' (kPa) 1200 1600 800 400 200 100 0.916 0.905 0.890 0.870 0.847 0.826 0.790 0.757 0.769 0.783 0.800 0.790 0.775 01743...
1. The following table contains the results of an oedometer test on a sample of Boston Blue Clay. Initial conditions were: void ratio e,-0.925, natural water content w,-32.8%, initial seating load ơ,' kPa, specific gravity of the solids Gs 2.78 15 av'(kPa e 25 50 100 200 300 400 600 av (kPa e 800 400 200 100 200 400 800 av (kPa e 1200 1600 800 400 200 100 25 0.916 0.905 0.890 0.870 0.847 0.826 0.790 0.696 0.655 0.666...
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