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 3.14P
To determine
Find the friction angle
Expert Solution & Answer
Want to see the full answer?
Check out a sample textbook solution
Students have asked these similar questions
In a deposit of normally consolidated dry sand a cone penetration test was conducted. Following are the result:
Depth(m)
Point resistance of cone, qc (MN/m²)
1.5
2.06
3.0
4.23
4.5
6.01
6.0
8.18
7.5
9.97
9.0
12.42
Assuming the dry unit weight of sand to be 16kN/m³, estimale the average peak friction angle, ф’, fo the sand. Use ф’=tan ¯1((0.38+0.27log(qc/ σ’o))
Question
A sample of dry sand was tested in direct shear test apparatus under
a normal load of 72 kg. The shear load required to fail the sample was
found to be 36 kg. The angle of internal friction () will be:
Q11: A silty sand of density index (ID or Dr) = 59% was subjected to standard
penetration tests at a depth of 3 m. Groundwater level occurred at a depth of 1.5 m
below the surface of the soil which was saturated throughout and had a unit weight of
19.3 kN/m³. The average N count was 15.
During calibration of the test equipment, the energy applied to the top of the driving
rods was measured as 350 Joules. Determine the (N₁) 60 value for the soil.
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 sand deposit ata depth of 6 m. The groundwater table was located at a depth of 2 m below the ground surface. Given, for the sand: 3.29 - 14.5 kN/m3 and Yat 19.8 kN/m3. The contact stress during the test was 260 kN/m2. Estimate the soil friction angle, ф".arrow_forwardA 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_forward3. Following are the results of a standard penetration test in fine dry sand. N60 Depth (m) 1.5 7 13 3.0 18 4.5 22 6.0 7.5 24 For, the sand deposit, assume the mean grain size, D50, to be 0.26 mm and the unit weight of sand to be 15.5kN/m3. Estimate the variation of relative density with depth using the correlation developed by Cubrinovski and Ishihara. Assume pas100kN/m2. denined frictionarrow_forward
- 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.arrow_forward3. A dilatometer test was conducted in a clay deposit. The groundwater table was located at a depth of 3 m below the surface. At a depth of 8 m below the surface, the contact pressure (Po) was 280 kN/m² and the expansion stress (p.) was 350 kN/m². Determine the following: (a) Coefficient of at-rest earth pressure, K, (b) Overconsolidation ratio, OCR (c) Modulus of elasticity, E, Assume o', at a depth of 8 m to be 95 kN/m? and µ, = 0.35.arrow_forward= A standard penetration test is carried out in sand where the efficiency of the hammer n 50%. If the measured N-value at 7.5 m depth is 20, find Noo and (N₁)60. The unit weight of the sand is = 15 MR = 1 and 18.08 kN/m³. Assume ¹ = 0.95. If you know that: nsarrow_forward
- a) Following results are obtained in a series of CU triaxial tests on saturated samples of a clay. Calculate the effective shear strength parameters (c' and ') and plotting the Mohr- Coulomb failure envelope. (Hint: you can first plot the top points of the circles in q=(01-03)/2 vs. p=(₁03)/2 space.) Test number Confining (cell) Pressure (kPa) Deviator stress (01-03) (kPa) Pore pressure before shear (kPa) Pore water pressure at failure (kPa) ● 1 400 120 300 320 2 400 210 200 260 3 550 270 250 235 b) If we carry out a consolidated drained triaxial test on a specimen taken from the same clay (assume same c', '), what would be the deviator force at failure in a specimen that is consolidated under an isotropic stress of 240 kPa and pore pressure of 300 kPa. The specimen was initially 5 cm in diameter and 10 cm in height. Peak strength (i.e. failure) is reached at axial strain of 4% and volumetric strain of 2% in compression. Hints: the pore pressure is initial pore water pressurearrow_forward7.12 A sand specimen was subjected to a drained shear test using hollow cylin- der test equipment. Failure was caused by increasing the inside pressure while keeping the outside pressure constant. At failure, o, = 193 kN/m² and o; = 264 kN/m². The inside and outside radii of the specimen were 40 and 60 mm, respectively. (a) Calculate the soil friction angle. (b) Calculate the axial stress on the specimen at failure.arrow_forwardA dilatometer test was conducted in a clay deposit. The groundwater table was located at a depth of 3 m below the surface. At a depth of 8 m below the surface, the contact pressure was and the expansion stress was 350 kN/m2Determine the following:a. Coefficient of at-rest earth pressure,b. Overconsolidation ratio, OCRc. Modulus of elasticity,Assume stress at a depth of 8 m to be and 95 kN/m2 , poisson ratio=0.35.arrow_forward
- Solve this problem graphically and then analytically. A CU triaxial test was performed on a dense sand specimen at a confining pressure 03=40 kPa. The consolidated undrained friction angle of the sand is =39°, and the effective friction angle is d'=34°. Calculate: (a) the major principal stress at failure, o1, (b) the minor and the major effective principal stresses at failure, o'3f and oʻır, and (c) the excess pore water pressure at failure, (Aua)f.arrow_forwardThe angle of friction of a compacted dry sand is 37 degrees. In a direct shear test on the sand, anormal stress of 150 kN/m^2 was applied. The size of the specimen was 50mmx50mx30mm(height) SITUATION 1 a. Compute the shearing stress Your answer b. What shear force will cause shear failure? Your answer c. Determine the shear stress at a depth of 3m if the void ratio of the soil is 0.60. Gs Of sand is 2.70arrow_forwardA cone penetration test result of a deposit of normally consolidated dry sand are given below. Estimate the drained friction angle of the sand using Kulhawy and Mayne's equation. The unit weight of the sand is 100 pcf. Depth ft 5.0 10.0 15.0 20.0 25.0 30.0 45 38 42 40 Tip resistance of cone, qc psi 300 600 800 1200 1400 1800arrow_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 Foundation Engineering (MindTap Cou...Civil EngineeringISBN:9781305081550Author:Braja M. DasPublisher:Cengage Learning
Fundamentals of Geotechnical Engineering (MindTap...Civil EngineeringISBN:9781305635180Author:Braja M. Das, Nagaratnam SivakuganPublisher:Cengage Learning
Principles of Foundation Engineering (MindTap Cou...
Civil Engineering
ISBN:9781337705028
Author:Braja M. Das, Nagaratnam Sivakugan
Publisher:Cengage Learning
Principles of Foundation Engineering (MindTap Cou...
Civil Engineering
ISBN:9781305081550
Author:Braja M. Das
Publisher:Cengage Learning
Fundamentals of Geotechnical Engineering (MindTap...
Civil Engineering
ISBN:9781305635180
Author:Braja M. Das, Nagaratnam Sivakugan
Publisher:Cengage Learning