Principles Of Foundation Engineering 9e
9th Edition
ISBN: 9781337705035
Author: Das, Braja M.
Publisher: Cengage,
expand_more
expand_more
format_list_bulleted
Question
Chapter 3, Problem 3.15P
(a)
To determine
Find the corrected penetration number
(b)
To determine
Find the relative density
(c)
To determine
Find the friction angle using Schmertmann’s (1975) correlation.
(d)
To determine
Find the modulus of elasticity using Kulhawy and Mayne’s (1990) correlation.
Expert Solution & Answer
Want to see the full answer?
Check out a sample textbook solution
Students have asked these similar questions
3.15
In a site consisting of normally consolidated clean sands,
the water table is at 10 ft depth. The average unit weight of
the sand above and below the water table is 111.5 lb/ft3 and
125.0 lb/ft3, respectively. At a 25 ft depth, Nso was reported
as 26. Determine the following:
a. (N160 using Liao and Whitman's (1986) equation for CN
[Eq. (3.13)]
b. D, using Skempton's (1986) correlation [Eq. (3.28)]
c. Friction angle using Schmertmann's (1975) correlation
[Eq. (3.30)]
d. Modulus of elasticity using Kulhawy and Mayne's (1990)
correlation [Eq. (3.32)]
Please explain clearly..... Thank you
16. In performing water content determination, the readability of the balance for
specimen greater than 200 grams is ...
A. 0.01
B. 0.001
C. 0.1 I
D. 1
17. Which of the following clay mineral has a range of liquid limit between
55-120%?
A. Illite
B. Montmorillonite
C. Kaolinite
18. True or False. Peat and highly organic soils can have water contents up to about
500%.
Chapter 3 Solutions
Principles Of Foundation Engineering 9e
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 CD test was conducted on a sample of dense sand 37 mm in diameter × 77 mm long. The cell pressure was 200 kPa. The results are shown in the table below. Axial displacement (mm) 0 0.3 0.6 1.0 1.3 1.6 1.9 3.2 5.2 6.4 7.1 9.7 12.9 15.5 Axial load (N) 0 128.1 225.9 338.9 451.8 508.3 564.8 604.3 593.0 576.0 564.8 525.2 497.0 480.0 (a) Using the data in the table, plot the Deviatoric stress (y-axis) against axial strain (x-axis) graph. (b) Using the graph from (a), draw the Mohr-circle at the peak (i.e., the maximum deviatoric stress). Determine the principal stresses as well. (c) Provided that the sample is sand, draw a failure envelope on the Mohr circle from (b) and determine the friction angle (p').arrow_forwardI need the answer as soon as possiblearrow_forwardCoarse sand and medium sand (assuming same mineralogical composition) will have the same particle density. True Falsearrow_forward
- 11. The range of water content between the liquid and plastic limits is termed as: A. liquid limit B. plasticity index C. plastic limit D. shrinkage limit 12. A container of volume 3.25 x 10-3 m³ weighs 10.8 N. Dry sand was poured to fill the container. The container and the sand weigh 62.5 N. Calculate the porosity of the sand. Assume Gs = 2.72. A. 67.74% C. 43.56% B. 40.38% 0 mod D. 54.25%arrow_forwardThe following readings were obtained from an oedometer test on a specimen of saturated clay, see Table 1. The load being held constant for 24 hour before the addition of the next increment. Applied stress 25 50 100 200 400 800 (kN/m2) Thickness 19.60 19.25 18.98 18.61 18.14 17.68 17.24 (mm) Table 1 At the end of the last load period the load was removed and the sample allowed to expand for 24 hour, at the end of which time its thickness was 17.92 mm and its water content found to be 31.8%. The specific gravity of the soil was 2.66. i. Plot the e/o' curve and determine the coefficient of volume compressibility (m,) for an effective stress range of 220-360 kN/m? ii. Plot the e/log ơ' curve and from it determine the compressibility index (Cc) and the pre-consolidation pressure (Oʻpe) ii. Use the data obtained in (i), (ii) and (ii) to obtain and Plot a mlo' curve for the soil iv. compare the values for consolidation settlement for 4 m thick layer of the clay when the average effective…arrow_forwardQuestion attachedarrow_forward
- 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. SOLUTIONarrow_forward5. 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 1015arrow_forwardThe results obtained from a series of CU test on a soil gave the following results : CCU = C'CU = 0 cu 15°; 'cu = 30° CU A sample of this soil was tested in a CU test under a cell pressure of 150 kN/m². Determine (i) deviator stress at failure (ii) pore water pressure at failure (iii) minor principal effective stress at failure (iv) major principal effective stress at failure (v) the magnitude of Skempton's pore water pressure parameter(at failure) Aarrow_forward
- A core sample of granite, 12 cm long and 6 cm in diameter, was tested in unconfined compression. The granite was known to have a modulus of elasticity of 16 x 10^3 MPa. a. At a pressure of 69 MPa, what would be the reduction in length of the sample b. At this pressure what would be the vertical load on the sample? c. At 69 MPa stress the core showed an increase in diameter of 0.011 mm. What is the Poisson's Ratio for the sample?arrow_forward17. What is the group of clay mineral which is known as a 2-layered silicate clay or a 1:1 non expanding type of clay? A. Kaolinite B. Montmorillonite C. Illite D. Vermiculitearrow_forwardI need the answer as soon as possiblearrow_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
Fundamentals of Geotechnical Engineering (MindTap...Civil EngineeringISBN:9781305635180Author: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
Fundamentals of Geotechnical Engineering (MindTap...
Civil Engineering
ISBN:9781305635180
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