Two soil specimens with identical geometric dimensions were subjected to falling head permeability tests in the laboratory under identical conditions. The fall of water head was measured after an identical time interval. The ratio of initial to final water heads for the test involving the first specimen was 1.25. If the coefficient of permeability of the second specimen is 5-times that of the first, the ratio of initial to final water heads in the test involving the second specimen is

Two soil specimens with identical geometric dimensions were subjected to falling head permeability tests in the laboratory under identical conditions. The fall of water head was measured after an identical time interval. The ratio of initial to final water heads for the test involving the first specimen was 1.25. If the coefficient of permeability of the second specimen is 5-times that of the first, the ratio of initial to final water heads in the test involving the second specimen is

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter4: Plasticity And Structure Of Soil

Section: Chapter Questions

Problem 4.8P

See similar textbooks

Similar questions

A fully saturated cylindrical triaxial sample of clay soil has approximate initial dimensions of 38mm in diameter by 76mm long. A quick undrained triaxial test is conducted on the specimen where the cell pressure is 140 kN/m2. In this the deviator stress at failure is 76 kN/m2. After the triaxial test, a water content test is conducted on the entire sample. The combined weight of the wet sample and sample container was 181.7 g. The combined weight of the oven dried sample and sample container was 147.8 g. The sample container weighs 9.2 g. The soil solids specific gravity is 2.7. What is the undrained strength of the soil? Also, what are the water content of the soil, its total (or bulk) unit weight, and its voids ratio?
A clay sample was consolidated in a triaxial cell under a backpressure of 50 kPa and cell pressure of 150 kPa. The drainage valve was then closed and the cell pressure was increased to 200 kPa when the pore pressure increased to 98 kPa. What is Skempton’s B-parameter? The above sample was then subjected to a vertical deviator stress, which was increased from zero under undrained conditions. The sample failed when the pore water pressure was 160 kPa and the deviator stress was 70 kPa. What is Skempton’s A-parameter at failure? Assuming the clay is normally consolidated, find the friction angle in terms of effective stresses.
Afalling-head permeability test is performed on a fine-grained soil. The soil sample has a length of 120 mm and a cross-sectional area of 600 mm2. The water in the standpipe flowing into the soil is 0.60 m above the top of the sample at the start of the test. It falls 50 mm in 30 minutes. The standpipe has a cross-sectional area of 200 mm2. (a) Make a sketch of the described conditions. (b) What is the coefficient of permeability in millimeters per second? (c) What is the coefficient of permeability in feet per minute? (d) On the basis of the calculated value for khyd, what is the probable soil type?
A fully saturated cylindrical triaxial sample of clay soil has initial dimensions of 38mm in diameter by 76mm long. A quick undrained triaxial test is conducted on the specimen where the cell pressure is 200 kN/m2. In this the deviator stress at failure is 78 kN/m2. After the triaxial test, a water content test is conducted on the entire sample. The combined weight of the wet sample and sample container was 183.3 g. The combined weight of the oven dried sample and sample container was 149.4 g. The sample containerweighs 10.9 g. The soil solids specific gravity is 2.65. Note: If it is appropriate you may assume that g=10 m/s2 and thus that gw=10 kN/m3. What is the undrained strength of the soil? Also, what are the water content of the soil, its total (or bulk) unit weight, and its voids ratio?
A clay sample was consolidated in a triaxial cell under a backpressure of 50 kPa and cell pressure of 150 kPa. The drainage valve was then closed and the cell pressure was increased to 200 kPa when the pore pressure increased to 98 kPa. What is Skepton’s B-parameter? The above sample was then subjected to a vertical deviator stress, which was increased from zero under undrained conditions. The sample failed when the pore water pressure was 160 kPa and the deviator stress was 70 kPa. What is Skempton’s A-parameter at failure? Assuming the clay is normally consolidated, find the friction angle in terms of effective stresses.
Please give me right solution according to the question. In a triaxial test on a saturated clay, the sample was consolidated under a cell pressure of 160 kPa. After consolidation the cell pressure was increased to 350 kPa, and the sample was then failed under undrained condition. If the shear strength parameters of the soil are c’ = 15.2 kPa, ϕ’ = 26°, B = 1, Af = 0.27, determine the pore pressure at the failure.
A drained triaxial test on the normally consolidated clay showed that the failure plane makes an angle of 58 with the horizontal. If the sample was tested with a chamber confining pressure of 103.5KPA, what was the major principal stress at failure? (Unit in kPa) (Answer only number(whole number without unit) * Your answer
The results obtained from a series of CU test on a soil gave the following results : CCU = C'CU = 0 cu 15°; 'cu = 30° CU A sample of this soil was tested in a CU test under a cell pressure of 150 kN/m². Determine (i) deviator stress at failure (ii) pore water pressure at failure (iii) minor principal effective stress at failure (iv) major principal effective stress at failure (v) the magnitude of Skempton's pore water pressure parameter(at failure) A
A drained triaxial test on the normally consolidated clay showed that the failure plane makes an angle of 58 with the horizontal. If the sample was tested with a chamber confining pressure of 103.5kPA, what was the major principal stress at failure? (Unit in kPa) (Answer only number(whole number without unit)
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.
A sample of coarse sand, 15cm high an 5.5 cm in diameter, was tested in a constant-head permeameter. Water percolate through the soil under a hydrostatic head of 40cm for a period of 6.0s. The discharge water was collected and found to weigh 400g. What was the coefficient of permeability at the void ratio and temperature of the test?
A soil sample is consolidated in the triaxial chamber under a chamber pressure of 200 kN/m2. The drain valve closes and the sample fails by applying the diverter stress Calculate the value of:-The sample breakage diverter value-The pore pressure value at the moment the specimen breaks- Skempton's A parameterThe soil shear strength parameters are: c=0, ϕ=14° and c'=0, ϕ=20°