Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 12, Problem 12.2P
To determine
Compare the area ratio of split-spoon sampler and the Shelby tube used in standard penetration test.
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The unconfined compression test sampler is :
Split Spoon sampler
Sonotube sampler
Shelby tube sampler
On close investigation of a sample it was found to
be in three layers 20mm, 60mm, and 40mm. The
permeability of these layers are 3x10-³mm/sec,
5x10-4mm/sec, and 17x10-4mm/sec respectively.
Find kH
kyi H, +kµz ·H, +kµ3 H; +…+ k, · H,
H
A pressure force of P = 75 kN is applied to the rectangular prism shaped test sample with dimensions
a = 20 mm, b = 30 mm, c = 20 mm, within the limits of proportionality. After loading, the
measured changes in sample dimensions are Aa = -0.012 mm, Ab = 0.005 mm.
Calculate the normal stress (o,) on the prism.
Calculate the transverse strain (ɛz) and the longitudinal strain (ɛy).
Calculate the Poisson's ratio (v) and the modulus of elasticity (E) of the material.
Calculate the change in length (Ac), along the x -axis.
SOLUTION
Chapter 12 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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- The simplest and oldest nonrigid method is the Winkler method, which uses inde-pendent springs, all of which have the same ks. This method is an improvement over rigid analyses, but still does not accurately model soil-structure interaction,primarily because it does not consider coupling effects.arrow_forwardA very long steel drill pipe got stuck in hard clay at an unknown depth. The drill pipe was applied a large upward force and observed that the drill pipe came out elastically by 500 mm. It was also observed that there was elongation of 0.04 mm in a gauge length of 200 mm. Estimate the depth of hard clay bed. Following consideration may be taken into account: Resistance offered by all material/elements may be taken as zero.arrow_forwardd) An oedometer test was also performed on a (saturated) reconstituted sample obtained at the site. The initial void ratio was calculated as 1.005 and the initial sample height was 20 mm. The following measurements were reported for each of the 24-hr stress increments: Table 4. Oedometer test measurements Normal stress (kPa) 1.5 13 26 52 104 208 416 Change in sample height (mm) 0.419 0.199 0.229 0.209 0.208 0.199 Plot the evolution of the void ratio resulting from the data above using semi-logarithmic axes (i.e. produce an e-log o'y plot). Is there anything you can comment on the stress history and consolidation state of the soil?arrow_forward
- If the two temperature readings of softening point test are (50.0 and 50.5)°C, the softening point of the specimen *arrow_forwardName.. Q3 Water flows through the constant head setup in the laboratory, as shown in the figure, where two identical dense sand samples A and B are placed-one horizontally and the other vertically. The samples are 50 mm diameter and 100 mm in length. The water levels in the left and right sides are maintained at the levels shown, ensuring constant head throughout the test. The void ratio of the sand is 0.92 and the specific gravity of the grains is 2.69. If 165 g of water was collected in the bucket within 15 minutes, 1. What is the permeability of the soil? 2. What the pore water pressure and vertical effective stress at the mid height of sample B? OH 2 190 100+100 A = (50) 7 9 = 0.95 1963.5 100 mm crosesection מות 190 Datumn 40 mm 100 min Arey B.arrow_forwardThe penetration value of a bitumen sample tested at 25°C is 80. When this sample is heated to 60°C and tested again, the needle of the penetration test apparatus penetrates the bitumen sample by d mm. The value of d CANNOT be less than mm.arrow_forward
- 4. Given the following data: the porosity obtained from this method is the effective porosity,. Weight of the clean dried core sample in air: Wtdry = 20.0 gm Weight of the core sample saturated with water: Wtsat = 22.5 gm . Density of water: pw = 1.09m CC what is the pore volume of the sample?arrow_forwardIn 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_forwardExample 4.3 The following compression readings were taken during an oedometer test on a saturated clay specimen (G,=D2.73) when the applied pressure was increased from 214 to 429 kPa: TABLE G 1 Time (min) 1 4 9. 16 25 4 Gauge (mm) Time (min) 5.00 4.67 4.62 4.53 4.41 4.28 4.01 3.75 3.49 36 49 64 81 100 200 400 1440 Gauge (mm) 3.28 3.15 3.06 3.00 2.96 2.84 2.76 2.61 After 1440nmin, the thickness of the specimen was 13.60mm and the water content was 35.9%. Determine the coefficient of consolidation from both the log time and the root time methods and the values of the three compression ratios. Determine also the value of the coefficient of permeability.arrow_forward
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