Principles of Foundation Engineering, SI Edition
9th Edition
ISBN: 9781337672085
Author: Das, Braja M., SIVAKUGAN, Nagaratnam
Publisher: Cengage Learning
expand_more
expand_more
format_list_bulleted
Question
Chapter 3, Problem 3.17P
To determine
Find the overconsolidation ratio
Expert Solution & Answer
Trending nowThis is a popular solution!
Students have asked these similar questions
A direct shear test, when conducted on a remolded sample of sand, gave the following observations at the time of failure: Normal load = 288 N; shear load = 173 N. The cross-sectional area of the sample = 36 cm2. Determine the minor principal stress in kPa. Pls include fbd.
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 bottom the sample, if the saturated unit weight of the sample, is 18.9 kN/m3. Provide Diagram
a.709.5
b.177.38
c.88.69
d.354.75
A dilatometer test (DMT) was conducted in a clay deposit. The water table was located at a depth of 3 mbelow theground surface. At 8 m depth the contact pressure (p1) was 280 kPa and the expansion stress (p2) was 350 kPa.Assume σo = 95 kPa at the 8 m depth and μ = 0.35. Determine (a) Coefficient of at-rest earth pressure Ko,(b) Overconsolidation ratio OCR and (c) Modulus of elasticity Es.
Chapter 3 Solutions
Principles of Foundation Engineering, SI Edition
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
Knowledge Booster
Similar questions
- 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.arrow_forward2. The shear strength of a normally consolidated clay can be given by the equation t = ơ' tan 28°. A consolidated-undrained test was conducted on the clay. Following are the results of the test. Chamber confining pressure = 105 KN/m? Deviator stress at failure = 97 KN/m² a. Compute the pore water pressure developed in the clay specimen at failure. b. Compute the consolidated-undrained friction angle 4. What would have been the deviator stress at failure if a drained test had been conducted with the same chamber confining pressure that is o3= 105 KN/m? C.arrow_forwardThe following test results at failure conditions are obtained from consolidated undrained triaxial tests on samples from a saturated clay strata. u 03 (pore water (kg/cm²) (kg/cm?) pressure kg/cm? ) Specimen 1 Specimen 2 Determine shear strength parameters. 2.75 1.50 1.50 4.25 2.20 2.0arrow_forward
- Question-3: (a) 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. Illustrate by drawing the Mohr circle for the failure stress condition. Solve for ø' and the theoretical inclination of the failure plane to the ii. horizontal. iii. failure. iv. Solve for the shear stress on the failure plane and maximum shear stress at Solve for factor of safety with respect to shear strength on the plane of maximum shear stress?arrow_forwardsample of normally consolidated clay was subjected to a consolidated undrained triaxial compression st that was carried out until the specimen failed at a deviator stress of 50 kN/m?. The pore water pressure at failure was recorded to be 20 kN/m? and confining pressure of 50 kN/m² was used in the test. Determine the consolidated undrained friction angle o and drained friction angle ¢cn: CD сиarrow_forwardIn a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 1b/in2 and friction angle is 210 . Calculate the effective confining pressure at failure.? A) 21 1b/in2 B) 22.2 1b/in2 C) 25.4 1b/in2 D) 17.9 1b/in2arrow_forward
- A cylindrical sample of soil having a cohesion of 80 kN/m2 and an angle of internal friction of 20° is subjected to a cell pressure of 100 kN/m2. Determine: c. Determine the normal stress kn Kpa at the failure planearrow_forwardStress, kPa 8. Following data are given for a direct shear test conducted on dry sand: Dimension of the cylindrical specimen: diameter = 71 mm; height = 25 mm; Normal stress 250 kN/m²; shear force at failure: 560 N. Complete the following a) What is the orientation of the failure plane in the specimen? b) Determine the effective stress angle of friction.arrow_forwardProblem # 5. The angle of friction of compacted dry sand is 37°. In a direct shear test on the sand, normal stress of 150 kN/m^2 was applied. The size of the specimen was 50mm x 50mm 30 mm (height): a. Compute the shearing stress.b. What shear force will cause will cause shear failure?c. Determine the shear stress at a depth 3m. If the void ratio of the soil is 0.60. Sp. Gr. of sand is 2.70.arrow_forward
- 1. Triaxial compression tests are done on quartzite rocks, the results are shown below. (0₁+03)/2 -964.25 14500 19575 23200 29000 43210 63075 psi (01-03)/2 964.25 14500 18850 21750 26100 35960 48575 psi Comment on the applicability of each of the Mohr-Coulomb, Griffith, and Hoek-Brown criteria for the testing results.arrow_forwardA series of previous CD tests conducted on a NC clay has established that the ultimate effective friction angle of the clay is 300. Now a CU test is conducted on this soil with an effective cell pressure of 100 kPa. The specimen fails at a deviatoric stress of 100 kPa. Estimate the pore pressure at failure. Given: σ3f′=Kaσ1f′whereKa=1−sinϕ1+sinϕ Please do fast .... ASAP Fastarrow_forwardQ-2: Following are the results of four drained direct shear tests on an over consolidated clay: Diameter of specimen = 50 mm Height of specimen = 25 mm Test no. 1 2 3 4 Normal force (N) 150 250 350 550 Shear force at failure (N) 157.5 199.9 257.6 363.4 Determine shear strength parameters by plotting grapharrow_forward
arrow_back_ios
SEE MORE QUESTIONS
arrow_forward_ios
Recommended textbooks for you
Principles of Foundation Engineering (MindTap Cou...Civil EngineeringISBN:9781337705028Author:Braja M. Das, Nagaratnam SivakuganPublisher:Cengage Learning
Principles of Geotechnical Engineering (MindTap C...Civil EngineeringISBN:9781305970939Author:Braja M. Das, Khaled SobhanPublisher:Cengage Learning
Principles of Foundation Engineering (MindTap Cou...
Civil Engineering
ISBN:9781337705028
Author:Braja M. Das, Nagaratnam Sivakugan
Publisher:Cengage Learning
Principles of Geotechnical Engineering (MindTap C...
Civil Engineering
ISBN:9781305970939
Author:Braja M. Das, Khaled Sobhan
Publisher:Cengage Learning