3. The following results were obtained from a liquid limit test on a clay using the Casagrande cup device. Determine the liquid limit of the clay. Deter- mine also the liquidity index it the in-situ water content is 38 % and the plastic index. What type of failure would you expect from the soil, justify with the value of LI. Number of blows 12 20 28 32 Water Content 52.5 47.1 43.2 38.6 37.0

3. The following results were obtained from a liquid limit test on a clay using the Casagrande cup device. Determine the liquid limit of the clay. Deter- mine also the liquidity index it the in-situ water content is 38 % and the plastic index. What type of failure would you expect from the soil, justify with the value of LI. Number of blows 12 20 28 32 Water Content 52.5 47.1 43.2 38.6 37.0

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter16: Soil Improvement And Ground Modification

Section: Chapter Questions

Problem 16.12P

See similar textbooks

Similar questions

An oedometer test is performed on a 2 cm thick clay sample. After 5 minutes, 50% consolidation is reached. After how long a time in no. of days would the same degree of consolidation be achieved in the field where the clay layer is 3.70 m thick? Assume the sample and the clay layer have the same drainage boundary conditions (double drainage).Show Diagram a.234 b.119 c.564.3 d.17.15
An oedometer test is performed on a 2 cm thick clay sample. After 5 minutes, 50% consolidation is reached. After how long a time in no. of days would the same degree of consolidation be achieved in the field where the clay layer is 3.70 m thick? Assume the sample and the clay layer have the same drainage boundary conditions (double drainage). a.17.15 b.234 c.564.3 d.119 With Free Body Diagram
Situation 4 - Three samples of loose sand were tested under consolidated undrained (CU) conditions. Test results are given below:Undrained angle of friction = 35°Deviator Stress = 260 kPaPore Water Pressure = 30 kPaDetermine the drained angle of inclination of failure plane in degrees. Round off to three decimal places.
Q9) The results of a constant head permeability test for a fine sand are as follows: Diameter of the sample = 31 cm Length of sample = 98 cm Constant head difference = 52 cm Time of collection = 364 secs Weight of water collected = 448 grams Find the seepage velocity in cm/min. if the void ratio is 0.33. Round off to four decimal places.
Estimate coefficient of permeability for a sand deposit where field testing indicates that the in-situ e=0.50 and D10=0.55 mm and Cu = 8. Using the information from (1) determine the D60 particle size using the Kozeny-Carman equation.
a completely dry sand sample fills a 200 cm 3 metal cylinder and weighs 260 g (Ws), having Ss = 2.6 Calculate e(void ratio), then complete the schematic. (see the picture). I WILL RATE IT.
The following results of a falling head permeability test. Calculate the permeabilityof the soil sample Diameter of sample: 100 mmDiameter of feeder pipe: 20 mmLength of sample: 500 mmFlow through the sample: 1.3 l/sDistance between tappings: 450 mmHead loss: 1650 mm
The results of a constant head permeability test for a fine sand are as follows: Diameter of the sample = 31 cm Length of sample = 98 cm Constant head difference = 52 cm Time of collection = 364 secs Weight of water collected = 448 grams Find the seepage velocity in cm/min. if the void ratio is 0.33. Round off to four decimal places. Answer: 0.3943
Please solve A only. Subject: Geotechnical engi A sample coarse grained soil is 50mm. In diameter and 150mm long was tested in a constant-head apparatus. The soil sample was prepared at a void ratio of 1.5. The total head was kept constant at 300mm and the amount of water is collected in 4 sec. was 50cm^3. The test temperature was 22°Ca.) Compute the temperature correction factor.b.) Compute the corrected coefficient of permeability in cm/sec. c.) Compute the interstitial velocity.
A sand-cone in place unit test was conducted on the field during the construction of a proposed embankment. The following data were obtained. moisture content=12.8% weight of sand to fill the funnel=320 g weight of wet soil from test hole=750 g unit weight of sand=15.4 kN/m3 weight of sand used to fill test hole and funnel of sand-cone device=870 g a) compute the wet unit weight of soil (Ans. 21.14 kN/m3) b) compute the dry unit weight of the compacted soil (Ans. 18.74 kN/m3) c) compute the relative compaction in the field if the maximum dry unit weight of the soil is 21.3 kN/m3. (Ans. 87.98%)
A saturated soil sample has a unit weight of 19.24 KN/m3 and Gs = 2.70. Find Ydry, e, n,and w. 6 decimal places for the solution please
For a given soil, derive the following relation by drawing the three-phase diagram: γt = Gs γw (1 − n) + n S γw