Situation 3- 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 420 kN/m² and the plane of failure made an angle of 62° with the horizontal. Find the magnitudes of the principal stresses. 19. Calculate the magnitude of the minor principal stress, in kPa. A. 269 C. 131.1 B. 210 D. 165.5 20. Calculate the magnitude of the major principal stress, in kPa. C. 551.1 A. 630 B. 689 D. 585.5 21. What would be the magnitude of the major principal stress (in kPa) at failure for another identical specimen of sand if it is tested under a cell pressure of 180 kN/m²? A. 461 C. 540 B. 636.7 D. 756.7

Situation 3- 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 420 kN/m² and the plane of failure made an angle of 62° with the horizontal. Find the magnitudes of the principal stresses. 19. Calculate the magnitude of the minor principal stress, in kPa. A. 269 C. 131.1 B. 210 D. 165.5 20. Calculate the magnitude of the major principal stress, in kPa. C. 551.1 A. 630 B. 689 D. 585.5 21. What would be the magnitude of the major principal stress (in kPa) at failure for another identical specimen of sand if it is tested under a cell pressure of 180 kN/m²? A. 461 C. 540 B. 636.7 D. 756.7

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

Calculate and then plot the change in total stress, effective stress and pore water pressure with the plate for the soil layers shown in the figure below and according to the conditions: • There is no effect of capillary action • There is an effect of capillary action at a distance of 2m above the water level in the sandy layer
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. Find the magnitude of the principal minor stress in kPa at failure for identical specimen of sand if it is tested under a cell pressure of 200 kPa. a.600 b.241 c.723 d.200
A 2 m thick clay is singly drained. A structure founded on the surface applied an average stress increase of 50 kPa to this clay layer. A piezometer is installed at the mid-depth of the clay layer. A. What would you expect the initial excess pore pressure reading on the piezometer to be immediately after application of load? B. C. The piezometer recorded a pore pressure of 25 kPa, 1-yr after the application of the stress. What would you expect it to read 2 years later? What is the coefficient of consolidation of this clay in cm²/s?
There is an upward flow of 0.06 ml/s through a sand sample with a coefficient of permeability 3 × 10^–2 mm/s. The thickness of the sample is 150 mm and the cross-sectional area is 4500 mm2.Determine the effective stress in N/m2 at the bottom the sample, if the saturated unit weight of the sample, is 18.9 kN/m3. Provide Diagram a.709.5 b.177.38 c.88.69 d.354.75
1. Triaxial tests were carried out on 54-mm-diameter (NX core) intact rock specimens. The applied confining pressures and the principal stress differences at failure are summarised below5.210 Confining 0 5.0 10.0 15.0 20.0 25.0 pressure (MPa) Principal stress 59.5 87.5 116.0 139.5 167.5 192.5 difference (MPa) Plot o, against o, at failure and determine the uniaxial com- pressive strength and the friction angle of the intact rock.
In a triaxial test at failure, major principal stress was 180 kPa, minor principal stress was 100 kPa, and pore pressure was 20 kPa. The tangent of the angle of shearing resistance of the sandy soil tested is
A sand specimen was compacted in a direct shear device and loaded with a vertical stress of 150 kPa. Maximum shear force obtained at failure was 1 kN. The size of the shear box was 10cm * 10 cm and thickness of the specimen was 2.5 cm. Please calculate the internal friction angle of the sand specimen.
5,The following result were obtained from a series of undrained triaxial test carried out on undisturbed samples of a compacted soil: Each sample is originally 76mm Long and 38mm in diameter, experienced a vertical deformation 2 mm Draw the strength envelop & Determine coulomb equation for the shear strength of the soil in terms of total stresses, Cell pressure (kPa) Additional axial load at Failure (N) 100 350 250 400 400 500
V1
A soil has an unconfined compressive strength of 120 kN/m2. In a triaxial compression test a specimen of the same soil when subjected to a chamber pressure of 40 kN/m2 failed at an additional stress of 160 kN/m2. Determine angle of friction. Draw the Mohr Circle
4. Triaxial tests were carried out on 54-mm-diameter intact rock specimens. The applied confining pressures and the principal stress differences at failure are summarized below. Confining 0 5.0 10.0 15.0 20.0 25.0 pressure (MPa) Principal stress 59.5 87.5 116.0 139.5 167.5 192.5 difference (MPa) Plot ₁ against 63 at failure and determine the uniaxial compressive strength and the friction angle of the intact rock.
A sample of dry sand was subjected to axial test with a confining tri - pressure of 250 kN/m². The angle of internal friction is found to be 36°. The sample is likely to fail at a deviator stress of kN/m².