A soil sample is consolidated in the triaxial chamber under a chamber pressure of 200 kN/m2. The drain valve closes and the sample fails by applying the diverter stress Calculate the value of:-The sample breakage diverter value-The pore pressure value at the moment the specimen breaks- Skempton's A parameterThe soil shear strength parameters are: c=0, ϕ=14° and c'=0, ϕ=20°

A soil sample is consolidated in the triaxial chamber under a chamber pressure of 200 kN/m2. The drain valve closes and the sample fails by applying the diverter stress Calculate the value of:-The sample breakage diverter value-The pore pressure value at the moment the specimen breaks- Skempton's A parameterThe soil shear strength parameters are: c=0, ϕ=14° and c'=0, ϕ=20°

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter12: Shear Strength Of Soil

Section: Chapter Questions

Problem 12.18P

See similar textbooks

Similar questions

3- A sand sample is subjected to drainage cutting test with a hollow cylinder device. Rupture occurs with increasing internal pressure while external pressure is constant. At the moment of rupture, the external stress is 200 kPa and the internal stress is 300| Kilopascals - be. Internal and external radii of the sample are 40 and 60 mm. A) Obtain the angle of soil friction. B) At the moment of rupture, what is the axial stress applied to the sample?
A cohesionless soil sample is subjected to a triaxial test. The critical state friction angle of the soil is 28 degrees and the normal effective at the failure is 200 kPa. Determine the critical state shear stress. Determine the plunger stress. Determine the cell pressure.
a) A CU triaxial test was carried out on a silty sand soil sample. The cell pressure was equal to 200 kPa. At failure the deviator stress was equal to 410 kPa and the pore pressure was equal to 73 kPa. i) Assuming that the cohesion intercept is equal to 0, calculate the friction angle of the soil. ii) If the friction angle was equal to 35°, calculate the cohesion intercept of the soil. iii) Calculate the angle of the failure plane relative to the horizontal plane for the soil shear strength parameters in Question 4 a i and 4 a ii.
Question 8 (1) - Oedometer test What are the boundary conditions applied to a soil sample tested in an Oedometer? Z H a) Pore water pressure at z = H (top of the sample) is PH = Yw. H b) Ez = Ex c) &z=&v (₂ is the volumetric strain of the sample) d) At time t=0, 4p = 0
Table 2.A consolidation test data An oedometer test is conducted for a soil sample.The sample is consolidated under vertical stress of 50 kPa. The Time (min) Dial gauge reading (mm) 194 0.01 0.02 193 0.05 190.5 oedometer test finished at 144 min and 0.1 186.5 data are given in Table I. Average thickness of the sample is 20 mm. Predict the coefficient of 0.2 181 0.5 173 1 168 2 164.5 consolidation (c, in mm?/min) using Casagrande log t method and Taylor square root of t method. Please use the empty graphical papers. 5 161.5 10 160 20 158.5 50 156.9 100 155.7 144 155.1
Answer any one asap 1.A triaxial test is performed on a normally consolidated clay. The sample is further consolidated by the test of all-around confining pressure prior to the application of the axial load. The axial force is applied very slowly. The equipment pore pressure lines remain open so that drainage of the soil pore water can occur during the test. The sample fails when minor principal stress is 49 kPa and the major principal stress is 91 kPa. Determine the angle of internal friction with no decimal places. 2.A dry sand sample was tested in direct shear and yielded a shear strength of 132 kPa under a normal stress of 215 kPa. Lab results indicate the soil's wet unit weight is 18.1 kN/m3 and the saturated unit weight is 20.2 kN/m3. Determine the shear strength, in kPa, within the native sand deposit at a depth of 2.5 m below the water table. The water table is 3 m below ground surface. Provide your answer with 2 decimal places, do not include the units and assume a unit…
A triaxial test is performed on a normally consolidated clay. The sample is further consolidated by the test of all-around confining pressure prior to application of the axial load. The axial force is then applied very slowly. The equipment pore pressure lines remain open so that drainage of soil pore water can occur during the test. (The described conditions outline the procedure for a consolidated–drained-type test.) The sample fails (shears) when the σ3 pressure is 21 kPa and the s1 value is 61 kPa. From these data, determine the angle of internal friction for the effective stress strength–failure envelope (that is, determine fCD).
A consolidated-undrained tri-axial test was conducted on a normally conslidated clay sample and the results are follows: Chamber confining pressure= 119kpa Deviator Stress at failure=90 kpa Pore water pressure= 58kpa 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 156 kpa. Use stored value. Answer to 5 decimal places.
: In a tri-axial test of a silty soil, the sample failed at normal stress of 475 kPa and a shear stress of 350 kPa. Which of the following gives the angle of internal friction? Compute the angle that the failure plane makes with the x-axis. Compute the maximum failure stress.
5. Triaxial tests were conducted on undisturbed samples of clay under CU conditions. Data from the test are summarized in the Table 2. Graph the Mohr's circles and draw in the failure envelope. Determine the strength parameters c' and ("? Table 2. Data from CU Tests Cell pressure (3 (kPa) 359 719 719 Test A B C Pore pressure at Failure u (kPa) 339 585 451 Deviator Stress at Failure. (1-(3 (kPa) 539 731 1015
Permeability tests were performed on a soil sample, under different void ratio and different temperatures and the following results were obtained. Test No. 1 2 Void ratio (e) 0.65 1.02 Temperature °℃ 25° 40⁰ Estimate the coefficient of permeability at a temperature of 20°C for a voids ratio of 0.80. Given the following physical properties of water: At 20°C, n = 10.09 × 10+ and p„ = 0.998 g/cm³ At 25°C, n = 8.95 × 104 g sec/cm² and p k(cm/s) 0.4x10 1.9x10-¹ At 40° C, n = 6.54 × 10-¹ g sec/cm² and p $0.997 g/cm³ = = 0.992 g/cm³
In Triaxial test, which of the following parameters do not need to be recorded the confining pressure specimen diameter changes ) the generated pore pressure the axial force A Triaxial test was performed on a dry, cohesionless soil. If the sample failed vhen the minor principal stress was half of the major principal stress, the soil's angle of internal friction is: O 22.5 19.5 33.3 O 25 A technician obtained a soil void ratio of 1.5. It is okay because it is possible to measure void ratio values above 1. True False |