The results of two consolidated drained triaxial tests are as follows:Test a, (kN/m²) Ar,(kN/m²)6691134.77169.1Determine c and o. Also determine the magnitudes of the normal and shcar stresson the planes of failure for the two specimens used in the tests.

GIVEN FOR TEST 1 σ3=66 KN/M2∆σ1=134.77KN/M2 FOR TEST 2 σ3=91KN/M2∆σ1=169.1KN/M2

The results of two consolidated drained triaxial tests are as follows: Test o,(kN/m²) Ao,(kN/m²) 66 91 134.77 169.1 Determine e and dh. Also determine the magnitudes of the normal and shcar stress on the planes of failure for the two specimens used in the tests.

The results of two consolidated drained triaxial tests are as follows: Test o,(kN/m²) Ao,(kN/m²) 66 91 134.77 169.1 Determine e and dh. Also determine the magnitudes of the normal and shcar stress on the planes of failure for the two specimens used in the tests.

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 fully saturated cylindrical triaxial sample of clay soil has approximate initial dimensions of 38mm in diameter by 76mm long. A quick undrained triaxial test is conducted on the specimen where the cell pressure is 140 kN/m2. In this the deviator stress at failure is 76 kN/m2. After the triaxial test, a water content test is conducted on the entire sample. The combined weight of the wet sample and sample container was 181.7 g. The combined weight of the oven dried sample and sample container was 147.8 g. The sample container weighs 9.2 g. The soil solids specific gravity is 2.7. What is the undrained strength of the soil? Also, what are the water content of the soil, its total (or bulk) unit weight, and its voids ratio?
A consolidated, undrained tri axial test was carried out on a 73.0 mm diameter and 146.6 mm-long decomposed granodiorite sample at an initial water content of 26%. The sample was obtained from Palmerston Highway, North Queensland, Australia, to back-analyze a slope failure, and wasinitially consolidated under a cell pressure of 200 kPa and backpressure of 150 kPa. The drainage valvewas dosed and the cell pressure was increased to 254 kPa when the pore water pressure increased to182 kPa. Find Skempton's B-parameter. The nature of the soil sample is such that it was not possibleto achieve a higher B value. The drainage valve was opened and the sample was consolidated furtherunder the cell pressure of 254 kPaand backpressure of 150 kPa. At the end of consolidation, the drainage valve was dosed, locking in thebackpressure in preparation for the undrained loading. The axial strain 8, additional vertical stressapplied to the sample under undrained conditions Δσ', and the pore water pressure…
A direct shear test is conducted on a 60 mm X 60 mm overconsolidatedclay specimen. The loading was very slow,ensuring that there is no pore water pressure developmentwithin the specimen (i.e., drained loading). The followingdata were recorded.
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 middle of the sample, if the saturated unit weight of the sample, is 18.9 kN/m3.
Please solve with it step by step and explain your anaswer clear so I can understand everythin! Thank you
Q18 Please provide justified answer asap
# 3) A sand soll sample is subjected to a direct shear test under a normal load of 185 kPa. The specimen failed when the shear stress reached 100 kPa. If the normal load is increased to 240 kPa, what will be the shear strength of the specimen?
During Atterberg limit tessts in the Naboratory,the studens obtained the following results froma clayey soil. Wumber of Blows (N) Molsture Content \ 38/4 16 36/5 20 33.1 28 2/7 0 Plastic limit tests: Students conducted two trials and found that PL= 17 2% for the first trial and PL = 18.4% for the second trial. Assume that the liquid limit of the soil iS LL= 29.0% a. Determine the flow index. b. Determine the liquidity index of the soil if the in situ moisture content is 22.0%.
Two drained triaxial compression tests are carried out on "identical" specimens of clean sand. In each test, a fully saturated specimen is consolidated to a confining stress and then failed by increasing the vertical stress. The test results are summarized in the following table. Assume the specimens in these two tests are uniform and have the same density. Cell pressure Deviatoric stress q (kPa) σ3 (kPa) Test No. Test 1 (Drained) Test 2 (Drained) Test 2a (Undrained) 100 200 200 Peak stress state 270.0 540.0 150.0 Residual state (or critical state) 200.0 400.0 70.0 (a) Using the results of Tests 1 and 2, determine the effective friction angle of the sand at peak failure state. (b) What is most likely the orientation of the shear failure plane in Test 1? (c) When repeating Test 2, the technician did not open the drainage valve by mistake when shearing the specimen after consolidation. In other words, the consolidated specimen was sheared under the undrained condition. The maximum…
Ex Two identical soil samples (A) and (B) of a fully saturated N.C.C. were tested. Sample (A) was subjected to an unconfined compression test and failed when the deviator stress (OT-13) was (200) kN /n². Sample (B) was tested under UU conditions with a cell pressure of (300) kN/m². The pore water pressure at failure. was (200) kN/m². a) What was the pore water pressure at failure in sample (A). b) If C=o, Find (2) for this clay. (Itint. Start with soil B, and that (OJ) un= (FJ) afined). unconfined
A CID TXC test was performed on a sample of sand. At the end of consolidation, the back pressure was 140 kPa, and the cell pressure was 340 kPa. At failure, the deviator stress was (ơ1 – 03)f = 200 kPa. a. What was the total pore water pressure, u, at failure? b. Calculate the principle effective stresses, ơi' and os', at failure. c. Calculate the friction angle, d', for this soil.
Note) For soil sample in Table 2, initial thickness of sample = 14.31 mm, sample area = 2827.433 mm^2, dry weight measured at the end of test = 52.53 g, specific gravity = 2.7 Also, Determine the compression index and expansion index Please show graph