Two consolidated-undrained (CU) triaxial tests are carried out on a sample of saturated overconsolidated clay. Table Q2 lists the main results at failure. 2. Table Q2: Results from CU triaxial test Test No Minor principal total stress 03 [kPa] 30 Axial load Pore water pressure [N] 450 [kPa] 10 Test 1 Test 2 60 700 20 (a) Based on the results in Table Q2, calculate the following total and effective principal stresses at failure: 01, o'1, o'3 in kPa. For the calculation, consider a constant cross-sectional area of the sample of 100 cm? 8 marks (b) Draw the two Mohr Circles at failure and the failure envelope for Test 1 and Test 2. 110 ma (c) Compute the relevant effective strength parameters obtained from Test 1 and Test 2.

Two consolidated-undrained (CU) triaxial tests are carried out on a sample of saturated overconsolidated clay. Table Q2 lists the main results at failure. 2. Table Q2: Results from CU triaxial test Test No Minor principal total stress 03 [kPa] 30 Axial load Pore water pressure [N] 450 [kPa] 10 Test 1 Test 2 60 700 20 (a) Based on the results in Table Q2, calculate the following total and effective principal stresses at failure: 01, o'1, o'3 in kPa. For the calculation, consider a constant cross-sectional area of the sample of 100 cm? 8 marks (b) Draw the two Mohr Circles at failure and the failure envelope for Test 1 and Test 2. 110 ma (c) Compute the relevant effective strength parameters obtained from Test 1 and Test 2.

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter11: Compressibility Of Soil

Section: Chapter Questions

Problem 11.16P

See similar textbooks

Similar questions

plz, solve what you have been asked in this problem, plz, solve all the parts of the problem? Geotechnical Engineering-2 1. In a consolidated drained triaxial test, a specimen of saturated sand failed under an deviator stress of 250 kN/m2, when the cell pressure was 100 kN/m2 i)Solve for the shear stress on the failure plane and maximum shear stress at failure? ii)Solve for factor of safety with respect to shear strength on the plane of maximum shear stress? ii) Illustrate by drawing the Mohr circle for the failure stress condition. iv)Solve for ɸ′ and the theoretical inclination of the failure plane to the horizontal.
For any C–U- or U–U-type test, what is the magnitude of excess pore water pressure existing in the soil at shear failure is indicated from?
An undisturbed soil sample, 100 mm in diameter and 200 mm high, was tested in a triaxial machine. The sample failed at an additional axial load of 3 kN with a vertical deformation of 20 mm. The failure plane was inclined at 50° to the horizontal and the cell pressure was 300 kN/m2, Determine, from Mohr’s circle, the angle of friction . show fbd a.18 b.14 c.12 d.10
A consolidated-undrained triaxial test was conducted on a clay soil with a chamberconfining pressure of 270 kN/m2. Calculate the deviator stress and the pore waterpressure at failure. Given,  ‘= 36.4oand  = 21.7o.
A sample of sandy soil is known: ϕ′=32∘ Under the CD test of this sample, what is the expected angle of the failure plane with respect to the plane on which the major principal effect stress acts?
Please help me understand the following soil mechanics questions and the outcomes I have noticed from my lab experiment. For context, I performed a one-dimensional consolidation test, also called oedometer test. These questions are so that I can better understand the theory behind the lab I did, and will NOT be used in an assessment. 1. In comparing the c_v values obtained from the Root-time and the Log-time methods. Should I expect these two values to be similar or to be significantly different? Please provide specific reason(s) as to why or why not. 2. What are two factors that could have affected the value of preconsolidation pressure (σ_c^' ) inferred from the Void Ratio vs. Effective Vertical Stress graph?
In a consolidated drained tri-axial text on a normally consolidated clay soil, a deviator of 152 kPa was required to fail the sample when the confining pressure was 70 kPa. A. What was the angle of shearing resistance? B. Suppose that after consolidation under the 70 kPa confining pressure, the sample is placed in an unconfined compression apparatus and tested. Determine the resulting shear strength.
A 3-m thick layer of saturated clay (two-way drainage) under a surcharge loadingunderwent 90% primary consolidation in 100 days. The laboratory test’s specimenwill have two-way drainage.a. Find the coefficient of consolidation of clay for the pressure range. b. For a 25 mm. thick undisturbed clay specimen, how long will it take to under-go 80% consolidation in the laboratory for a similar pressure range?
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.
Q1: A clay specimen was tested in a laboratory consolidation device, which was 12.7 mm thick and the top & bottom boundaries were drained. A 50% consolidation time on the specimen was obtained as 28.4 minutes, Determine the Following: a- The time for 50% consolidation in the field with a 2.5 m thickness where ‘only the top layer is drained. b- The time for 90% consolidation in the field with a 2.5 m thickness where only the top layer is drained. c- For the same field condition above, find the settlement after 1year, if the final consolidation settlement = 0.0345 m.
In an Oedometer test, the void ratio of a clay decreased from 0.652 to 0.51 under change in effective pressure from 60 KPa to 130 KPa. Under two-way drainage (for the same test) it was found that the required time to achieve 50% tso consolidation was 12 mins with the sample of thickness 12mm. Find the coefficient of permeability of the clay for the given stress range. No wrong answers please i will downvote and box the final answer
What does the values of the strength envelope from the consolidated–drained (C–D) test series indicate?