Samples from sandstone were collected from two different depths (80m and 200m) and triaxialshearing tests were performed to estimate the shear strength parameters. From each depth, twodifferent specimens were tests at distinct isotropic confining pressures and from theexperiments the deviatoric stress at failure was assessed. The results from these experimentsare summarized in Table 1.1.Table 1.1 – Results of triaxial shearing tests at failure for the sandstone samplescollected from different depths (Question 1)SpecimenNo.q (MPa) at failureCollectionоз (MPa)depth (m)1800.6003.3252801.8008.17932000.6005.31042001.80011.103(a)Determine the angle of shear strength and cohesion of the sandstone for each of the twodifferent depths using the Mohr-Coulomb (linear) failure criterion based on total stressprinciple.(b)During the triaxial test measurements, local strain gauges were attached to the specimensfor high quality measurements to be performed. It was revealed that for the sandstonecollected from a depth of 80 m and tested at 0.6 MPa of isotropic confining pressure, ata volumetric strain of 3.0x10-l%, the material was still in the linear-elastic range ofbehavior. If for the given conditions, the specimen has a true Young's modulus of 0.286GPa, a Poisson's ratio of 0.28 and is assumed to be an isotropic material, determine thedeviatoric stress which corresponds to the said volumetric strain of 3.0x10-l%.Note: Present step-by-step your calculations and summarize your results in the form of table(s)when necessary.

As per company policy, we are supposed to answer only the first question of the multiple question…

Answered: Determine the angle of shear strength…

Determine the angle of shear strength and cohesion of the sandstone for each of the two (a) different depths using the Mohr-Coulomb (1linear) failure criterion based on total stress principle.

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter2: Geotechnical Properties Of Soil

Section: Chapter Questions

Problem 2.20P

See similar textbooks

Similar questions

A triaxial test performed on a clay sample, under unconsolidated-undrained (UU) conditions, reaches a maximum (failure) axial stress (major principal stress) of 150 kPa when the confining stress (minor principal stress) is 69 kPa. What is the value of cohesion C for this sample? Adjust your answer to ONE decimal place.
After conducting a tri-axial test on a sand sample, the normal and shearing stress on the failure plane at failure was found to be 475kPa and 350kPa, respectively. Which of the following most nearly gives the plunger stress?
A triaxial test performed on a clay sample, under unconsolidated-undrained (UU) conditions, reaches a maximum (failure) axial stress (major principal stress) of 125 kPa when the confining stress (minor principal stress) is 45 kPa. What is the value of cohesion C for this sample?
How to solve this question?
(d) Figure 1 shows rock samples being tested for their uniaxial compressive strength (UCS). Some samples display fracture/weakness planes that are at different orientation with respect to the loading axis (as shown by the arrows). The loading configuration of each sample is shown in (i) to (v). Answer the following questions: Between samples (ii) and (iii) which one will display a lower strain at failure? Between sample (ii) and (iv) which one will display a lower Poisson's ratio? Explain briefly why sample (i) and (ii) will exhibit almost similar strengths? Among the 5 samples (i) to (v), which sample will display the lowest compressive strength? State reason for your answer ☐
2. Ten point load tests are carried out on cylindrical specimens of a sedimentary rock with 30 mm diameter, as shown in the figure. 50 mm The failure loads of these tests are equal to: 3.2, 4.1, 3, 3.8, 2.9, 4.2, 3.5, 3.6, 3.5 and 4 kiloNewtons. Determine Iyso of this rock. Predict the uniaxial compressive strength of this rock.
10-24. In a direct shear test on a specimen of cohesionless sand, the vertical normal stress on the specimen is 300 kN/m? and the horizontal shear stress at failure is 200 kN/m². (a) Assuming uniform stress distribution within the failure zone and a straight line failure envelope which goes through the origin, determine by means of the Mohr circle the magnitude and direction of the principal stresses at failure. (b) Explain why it is not possible to determine the principal stresses in a direct shear specimen for an applied horizontal shear stress which is not large enough to cause failure. (After A. Casagrande.)
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
In a direct shear test on a specimen of cohesionless sand, the vertical normal stress on the specimen is 260 kN/m2 and the horizontal shear stress at failure is 130 kN/m2. Assuming uniform stress distribution within the failure zone and a straight line failure envelope which goes through the origin, determine by means of the Mohr circle the magnitude and direction of the principal stresses at failure.
A triaxial test was performed on a saturated soil and failed under a normal stress of 150 kPa. If the chamber confining pressure is zero and the failure plane makes an angle of 52°... Q: What is the shearing stress at the failure plane in kPa? Round off your answer to the next whole number.
A specimen of rock was subjected to a compressive force of (10 kN) which tends an axial deformation was equal to (0.01 mm) and lateral deformation was of (0.001 mm). If the sample dimensions (length 80 mm and diameter 40 mm), find: Axial strain, Lateral strain, Volumetric strain, Young's Modulus (kN/m²), Bulk Modulus (kN/m) and Shear Modulus (kN/m2).
Q.2) In a drained triaxial test carried out on a specimen of clean dry sand failure occurred when the total vertical stress was 423 kPa and lateral stress was 138 kPa. Find: The value of o' of the sand, The normal and shear stress acting on the plane where failure is about to occur, a)