Structural Analysis
6th Edition
ISBN: 9781337630931
Author: KASSIMALI, Aslam.
Publisher: Cengage,
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Transcribed Image Text: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
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- A clean sandstone core sample with diameter of 3.8 cm and length of 5.6 cm is saturated with a brine. The core was desaturated in several steps, and the resistance was measured at each saturation. The results are as follows: Water Saturation (Fraction) Resistance (kS) 1.000 1.302 0.900 1.695 0.800 2.283 0.730 2.878 0.640 3.775 0.560 5.637 0.480 7.838 0.375 13.175 0.350 17.050 0.300 26 Brine resistivity= 0.74 2m Archie coefficient 1.03 Cementation factor= 2.2147 (1) Estimate the rock porosity. (2) Determine the saturation exponent. (3) Estimate the amount of oil and brine (in cc) in the core sample when resistivity index is 5. All steps of the calculations should be shown.arrow_forwardK1arrow_forwardConsolidation test is conducted to QI determine the consolidation properties of the soil. Table 1. Test Result The dial gauge reading after each load increment (24 hours) is given in the table. Initial sample thickness, Ho = 20 mm, Initial void ratio, e, = 0.9. Determine the following: Construct the compressibility curve and predict the past maximum stress/pressure (preconsolidation stress/pressure) (kPa) Dial gauge reading after 24 Vertical stress (kPa) hours (mm) 22.50 %3D 40 22.41 80 22.15 160 21.51 320 20.25 640 18.45arrow_forward
- A series of direct shear tests were conducted on a sample of soil in a 60 mm square shear box. The table below shows the results that were obtained at failure. Plot the graph of shear stress at failure against normal stress anddetermine the strength parameters of the soil. Normal Load (N) 200 300 400 Shear Load (N) 105 142 180arrow_forwardx 18 The effective shear strength equation (S = T₁ = 25+5 tam 30); expressed for a saturated clayey soil. In undrained test on a sample of the same soil using the shear box apparatus, the following data at failure were recorded :. Shear Stress = 90 kPa a) What and Normal stress = 180 kPa pore water pressure in the specimen at time of was the failure (assume Øu= 0). Find the Unconfined compressive strength (Od max) for the same soil an Unconfined. when tested in Compression test. c) Find the major principal stress when a sample of the same soil is tested in Ul test with confining pressure of (200 kPa).arrow_forwardGiven the following lab data, calculate the pore volume compressibility for a sandstone sample at 4,000 and 6,000 psi. Pore volume of the sandstone sample is 50 cm3. Pressure, psi Vol. fluid expelled, cm3 1000 0.244 2000 0.324 3000 0.392 4000 0.448 5000 0.5 6000 0.546 7000 0.596 8000 0.63arrow_forward
- 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 |arrow_forwardA 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.arrow_forward
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