A cu test was performed on a 3.5cm diameter sand sample. A confining pressure of 2.0 kg/cm2 was applied, and the breaking axial load was 45 kg, and the gap water pressure at this time was u=1.0 kg/cm2. 1) What is the effective internal friction angle of this specimen? 2) Evaluate whether the experimental sample is loose/dense. Why? 3) Apply a confining pressure of 1.0 kg/cm2 to this specimen and repeatedly do a cu test. determine the specimen's loose/dense and explain the reason why. (where pressure u = 0.0 kg/cm2) ans is 35 / loose / dense

A cu test was performed on a 3.5cm diameter sand sample. A confining pressure of 2.0 kg/cm2 was applied, and the breaking axial load was 45 kg, and the gap water pressure at this time was u=1.0 kg/cm2. 1) What is the effective internal friction angle of this specimen? 2) Evaluate whether the experimental sample is loose/dense. Why? 3) Apply a confining pressure of 1.0 kg/cm2 to this specimen and repeatedly do a cu test. determine the specimen's loose/dense and explain the reason why. (where pressure u = 0.0 kg/cm2) ans is 35 / loose / dense

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

A sample of dry sand is tested in direct shear. The shear box holding the sample has a circular cross section with a diameter of 50 mm. The normal (compressive) load imposed is 210 N. The sample shear when the shear force is 135 N. a) Determine the test normal stress and shear stress at failure. b) Determine the angle of internal friction O for this soil c) What is probable condition of the tested sample (dense, loose, etc)?
A CU triaxial test was carried out on a silty clay that was isotopically consolidated using a cell pressure of 125 kPa. The following data were obtained: Axial load (kPa) 0 5.5 11.0 24.5 28.5 35.0 50.5 85.0 105.0 120.8 Axial strain, E₁ (%) 0 0.05 0.12 0.29 0.38 0.56 1.08 2.43 4.02 9.15 Au (kPa) 0 4.0 8.6 19.1 29.3 34.8 41.0 49.7 55.8 59.0 (a) Plot the deviatoric stress vs. axial strain and excess porewater pressure vs. axial strain, respectively. (b) Determine the undrained shear strength (su). (Note: we assume that the sample reaches failure). (c) Determine the total principal stresses (0₁,03) and the effective principal stresses (0₁, 03') at the failure, respectively.
6 A consolidated-undrained tri-axial test was conducted on a normally consolidated clay sample and the results are as follows: Chamber confining pressure = 115 kPa, Deviator stress at failure = 87 kPa, Pore Water Pressure = 56 kPa. 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 159 kPa. Round off to two decimal places.
The following results were obtained from a liquid limit test on a clay using the Casagrande cup device. Number of blows Moisture content (%) 6 12 20 28 32 52.5 47.1 43.2 38.6 37.0 a) Determine the liquid limit b) If the natural water content is 38% and the plastic limit is 23%, calculate the liquidity index. c) Would you expect a brittle failure? WHY?
CU tests were carried out on identical clay samples. Each the sample has a diameter of 63.4 mm and a height of 152.4 mm. Defeat The conditions in the event are presented below: The total and effective stress on failure includes Mohr circles and Draw the effective and total stress M-C failure envelopes. Total and determine the effective strength parameters.
A sample of dry sand is tested in direct shear. The shear box holding the sample has a circular cross section with a diameter of 50 mm. The normal (compressive) load imposed is 200 N. The sample shears when the shear force is 130 N. (a) Determine the test normal stress and shear stress at failure.
Hello, can I get help in answering this question?
Following data are given for a direct shear test conducted on dry sand: Cylindrical specimen dimensions: diameter = 50 mm and height = 25 mm Normal stress: 0.15 N/mm2 Shear force at failure: 276 N Determine the angle of friction of this soil. Normal Stress = 0.15 N/mm2 Shear Force = 276 N Shear Force = 276 N
A series of unconsolidated undrained (UU) triaxial compression tests have been performed on two "identical" clay specimens. The test results are as follows: Test Number Confining Pressure (kPa)| Deviator Stress at Failure (kPa) 102 96 (i) (ii) 1 2 50 100 Plot the total stress Mohr circles for both specimens at failure (indicate the major and minor principal stresses on the plot). Draw the total stress Mohr-Coulomb failure envelop (i.e., the "p=0" envelop). Estimate the undrained shear strength.
Determine the forces in members BC and CG. The forces are positive if in tension, negative if in compression. A 23 kips Answers: BC= CG= i B 13' G i 14' 13' C F 13' D 66° E kips kips
The effective strength parameters for a clay are known to be cʹ = 15kPa and φʹ = 29°. A UU triaxial test and CUtriaxial test were performed on identical saturated samples of the same clay. In both cases, the cell pressure was 100 kPa. In the UU test, the deviator stress at failure was 98 kPa, and in the CU test, the deviator stress at failure was 264 kPa. Find:•The undrained shear strength, su, of the specimen from the UU test•The pore pressure in the specimen at failure in the UU test.•The value of the Skempton parameter A̅ f from the CU test
Assume that both a triaxial shear test and a direct shear test are to be performed on a sample of dry sand. When the triaxial shear test is performed, the specimen fails when the major and minor principal stresses are 80 and 20 lbs/in^2, respectively. When the direct shear test is performed, what shear strength can be expected if the normal stress is 4000 lbs/ft^2?