Problem 2: A vane shear test was conducted in a clay soil 8.5 m thick having a unit weight of 19.5 kN/m³. The vane has a height of 110 mm and a diameter of 65 mm. Torquemeter was used in the conduction of test registering a reading of 42 N.m. Determine the following: a) the undrained shear strength from Vane Shear Test b) the average unconfined compressive strength of the clay layer c) the liquid limit of the clay layer if the plastic limit is 20%

Problem 2: A vane shear test was conducted in a clay soil 8.5 m thick having a unit weight of 19.5 kN/m³. The vane has a height of 110 mm and a diameter of 65 mm. Torquemeter was used in the conduction of test registering a reading of 42 N.m. Determine the following: a) the undrained shear strength from Vane Shear Test b) the average unconfined compressive strength of the clay layer c) the liquid limit of the clay layer if the plastic limit is 20%

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter3: Natural Soil Deposits And Subsoil Exploration

Section: Chapter Questions

Problem 3.19P

See similar textbooks

Similar questions

A dilatometer test was conducted in a clay deposit. The groundwater table was locatedat a depth of 3 m below the surface. At a depth of 8 m below the surface, the contact pressure spod was 280 kN/m2 and the expansion stress sp1d was 350 kN/m2. Determinethe following:a. Coefficient of at-rest earth pressure, Kob. Overconsolidation ratio, OCRc. Modulus of elasticity, EsAssume s 9o at a depth of 8 m to be 95 kN/m2 and ms 5 0.35.
Give the correct option In a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 lb/in2 and friction angle is 21°. Calculate the effective confining pressure at failure?a) 21 lb/in2 b) 22.2 lb/in2 c) 25.4 lb/in 2 d) 17.9 lb/in2
A dilatometer test was conducted in a clay deposit. The groundwater table was located at a depth of 3 m below the surface. At a depth of 8 m below the surface, the contact pressure was and the expansion stress was 350 kN/m2Determine the following:a. Coefficient of at-rest earth pressure,b. Overconsolidation ratio, OCRc. Modulus of elasticity,Assume stress at a depth of 8 m to be and 95 kN/m2 , poisson ratio=0.35.
A vane shear test was conducted in a saturated clay. Theheight and diameter of the rectangular vane were 4 in.and 2 in., respectively. During the test, the maximumtorque applied was 230 lb ? in. Determine the undrainedshear strength of the clay.
A specimen of saturated sand was consolidated under an all-around pressure of 105kN/m2.The axial stress was then increased and drainage was prevented.The specimen failed when the axial deviator stress reached 70 KN/m2.The pore water pressure at failure was 50 KN/m2.Determine:i. Consolidated-undrained angle of shearing resistance, ɸii. Drained friction angle, ɸ′iii. Sketch Mohr’s circles and Failure Envelops in terms of total and effective stress.iv. Assuming soil specimen to be homogenous, sketch a network of failure planes.
A vane shear test was performed on a clay layer using a vane with a diameter of 75.8 mm and a height of 151.6 mm. The vane was inserted to the total length of the vane (151.6 mm) but the top edge was exposed. The maximum moment required to rotate the vane was measured as 145 N·m. The liquid and plastic limits of the soil were 48 and 21, respectively. Determine the design undrained shear strength of the clay.
A net contact pressure equals 160 kN/m2 is applied to a stiff clay layer 15 m thick. The footing is 6 m square founded at 2 m depth below ground surface. A layer of silty sand, 2 m thick, overlies the clay and a firm stratum lies immediately below the clay. Oedometer tests on specimens of the clay gave the value of mv =0 13 m2/MN, and triaxial tests gave the value of pore pressure parameter A = 0 35. The undrained Young’s modulus for the clay Eu was estimated equal 55 MN/m2. Determine the total settlement under the footing centre.
A field vane shear test was conducted in saturated clay. The height and diameter of the vane were 101.6 mm and 50.8 mm respectively. During the test, the maximum torque applied was 0.0168 kN.m Determine the undrained shear strength of the clay? The clay soil described above has a liquid limit of 64 and a plastic limit of 29. What is the plasticity index?
Example 9.2: A clay soil, tested in a consolidometer, showed a decrease in void res •m 1.20 to 1.10 when the presure was increased from 0.25 to 0.50 kgflem?. Calculate to. efficient of compressibility (a) and the coefficient of volume compressibility (m). If t •ficient of consolidation (c,) determined in the test for the given stress increment u m?/year, calculate the coefficient of permeability in cm/s. If the sample tested at the site was taken from a clay layer 3.0 m in thickness, determin consolidation settlement resulting from the given stress increment. lution:
24.A series of consolidated, undrained triaxial tests were carried out on specimens of asaturated clay under no backpressure. The test data at failure are summarized:Confiningpressure (kPa) Deviator stress(kPa) Pore waterpressure (kPa) 150 192 80300 341 154450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effectivestresses.b. Compute Skempton’s A- parameter at failure for all three specimens.c. Is the soil normally consolidated or over consolidated? Why?d. Another specimen of the same day that was consolidated under a cell pressure of 250 kPa wassubjected to a consolidated, drained tri axial test. What would be the deviator stress at failure?
A triaxial test conducted on cohesionless soil gives the following results: Deviator stress at failure = 410kPa The angle of shearing resistance = 32 degrees Determine the following: a. Confining pressure in kPa b. Shear stress at failure plane in kPa c. Angle that the failure plane makes with the principal plane (degrees)
A saturated specimen of cohesionless sand was tested under drained conditions in a triaxial compression test apparatus and the sample failed at a deviator stress of 482 kN/m2 and the plane of failure made an angle of 60° with the horizontal. What would be the magnitude of the deviator stress in kPa at failure for identical specimen of sand if it is tested under a cell pressure of 200 kPa? a. 200 b. 241 c. 400 d. 600