Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN: 9781337705028
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 3, Problem 3.13P
To determine
Find the relative density
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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.
ZAIN IQ I.
Homework 4...
During an oedometer test on a specimen of saturated clay, the thickness of the
specimen decreased from 19.931 mm to 19.720 mm under an increment of stress
from 200 to 400 kPa which was maintained for 24 hours. The stress was then
removed from the specimen, its thickness was measured
water content determined as 26.8%.
19.842 mm, and its
Taking Gs of the particles to be 2.70, calculate the void ratio before and after the
application of the stress increment, and the coefficient of volume decrease (m,) for
this stress range. (Ans: e,= 0.731, e2= 0.713, m, = 0.052 m/MN)
A consolidated undrained tri-axial test was conducted on a normally consolidated clay sample and the results are as follows:
chamber confining pressure = 110kpa
deviator stress at failure = 96kpa
pore water pressure = 66kpa
these test results were used to determine the drained friction angle of the soil. compute the deviator stress in (kpa) at failure when the drained test was conducted with the chamber confining pressure changed to 163kpa.
Chapter 3 Solutions
Principles of Foundation Engineering (MindTap Course List)
Ch. 3 - Prob. 3.1PCh. 3 - Prob. 3.2PCh. 3 - Prob. 3.3PCh. 3 - Refer to Figure P3.3. Use Eqs. (3.10) and (3.11)...Ch. 3 - Prob. 3.5PCh. 3 - Prob. 3.6PCh. 3 - Prob. 3.7PCh. 3 - Prob. 3.8PCh. 3 - Prob. 3.9PCh. 3 - Prob. 3.10P
Ch. 3 - Prob. 3.11PCh. 3 - Prob. 3.12PCh. 3 - Prob. 3.13PCh. 3 - Prob. 3.14PCh. 3 - Prob. 3.15PCh. 3 - Prob. 3.16PCh. 3 - Prob. 3.17PCh. 3 - Prob. 3.18PCh. 3 - Prob. 3.19PCh. 3 - Prob. 3.20PCh. 3 - Prob. 3.21PCh. 3 - Prob. 3.22PCh. 3 - Prob. 3.23PCh. 3 - Prob. 3.24PCh. 3 - Prob. 3.25PCh. 3 - Prob. 3.26PCh. 3 - Prob. 3.27PCh. 3 - Prob. 3.28PCh. 3 - Prob. 3.29PCh. 3 - Prob. 3.30PCh. 3 - Prob. 3.31P
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Similar questions
- 6 A consolidated-undrained test was conducted on a normally consolidated clay sample. The results are as follows: Undrained angle of friction = 36.90°, Drained angle of friction = 67.62°, Deviator stress at failure = 573 lb/ft^2. Determine the pore water stress at failure in lb/ft^2. Round off to three decimal places.arrow_forward(From Chapter 7) 6. A sample of normally consolidated clay was obtained by a Shelby tube sampler from the midheight of a normally consolidated clay layer (see Figure 7-34). A consolidation test was conducted on a portion of this sample, the results of which are given as follows: FIGURE 7-34 Water Table 9 ft. square Sand and Gravel Unit Weight = 120 lb/ft³ Normally Consolidated Clay Unit Weight = 103 lb/ft³ Gravel and Sand Unit Weight = 125 lb/ft³ p (tons/ft²) 0.250 0.500 1.00 2.00 4.00 8.00 16.00 e Elevation 100 ft 1.72 1.70 1.64 1.51 1.34 1.15 0.95 Elevation 94 ft 1. Natural (initial) void ratio of the clay existing in the field (eo) = 1.80. 2. Pressure-void ratio relationships are as follows: Elevation 85 ft Elevation 76 ft A footing is to be constructed 6 ft below ground surface, as shown in Figure 7-34. The base of the footing is 9 ft by 9 ft, and it carries a total load of 200 tons, which includes the column load, weight of footing, and weight of soil surcharge on the footing. a.…arrow_forwardA Consolidated-Drained Triaxial Test was conducted on a normally consolidated clay. The results were as follows:· Chamber confining pressure = 400 kPa· Deviator Stress = 600 kPaCompute the angle of friction of the clay samplearrow_forward
- A consolidated-undrained test was conducted on a normally consolidated clay sample. The results are as follows: Undrained angle of friction = 38.65°, Drained angle of friction = 62.59°, Deviator stress at failure = 509 lb/ft^2. Determine the pore water stress at failure in lb/ft^2.arrow_forwardA cylindrical specimen of dry sand with a minimum and maximum void ratio (emin and emax) of 0.5 and 0.8 respectively has a relative density of 45%. If the specimen is compacted such that the relative density is 60%, what will be the decrease in height of the sample if the initial height was 15cm? Assume that the specimen diameter remains constant such that any volume change occurs only as a change in height.arrow_forwardA consolidated-undrained test was conducted on a normally consolidated clay sample. The results are as follows: Undrained angle of friction = 37.16 degrees, Drained angle of friction = 63.71 degrees, Deviator stress at failure = 530 lb/ft^2. Determine the pore water stress at failure in lb/ft^2arrow_forward
- Data from an oedometer test for a clay layer are plotted in the graph shown below. Calculate the compression index of the clay specimen. (Answer tolerance = 2%). Data points not to scale.arrow_forwardA standard penetration test was carried out in a normallyconsolidated sand at 25 ft depth where the N60 was determinedto be 28. The unit weight of the sand is 110 lb/ft3, andthe grain-size distribution suggests that D50 5 1.2 mm andCu 5 3.2. The age of the soil since deposition is approximately5000 years. Determine the relative density using thedifferent correlations discussed in Section 3.15arrow_forwardA consolidated undrained triaxial test was conducted on a normally consolidated clay sample and the results are as follows: chamber confining pressure = 118 kpa, Deviator stress at failure 93 kpa, pore water pressure = 52 kpa. These results were used to determine the undrained friction angle of the soil. Compute the deviator stress (kPa) at failure when the drain test was conducted in the chamber confining pressure change to 168 kpaarrow_forward
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