Principles of Foundation Engineering
9th Edition
ISBN: 9780357684832
Author: Das
Publisher: Cengage Learning US
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Chapter 3, Problem 3.9P
To determine
Find the average peak soil friction angle.
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3. 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 friction
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))
P-1 A soil profile is shown
in Figure along with the
standard penetration
numbers in the clay layer.
Use provided equations to
Dry sand
y = 16.5 kN/m³
1.5 m
Groundwater
table
Sand
1.5 m
N60
Ysat = 19 kN/m³
determine the variation of
1.5 m
• 8
Cu and OCR and
preconsolidation pressure
o', with depth. What is the
average value of c, and
OCR?
Clay
1.5 m
Ysat = 16.8 kN/m³
* A•8
1.5 m
• 9
1.5 m
10
Sand
0.689
0.29N0.72
Pa
Си
N60
OCR = 0.193
o = 0.47NPa
%3D
%3D
Shahid Chamran University of Abvaz
1 ר ר ררפ
Chapter 3 Solutions
Principles of Foundation Engineering
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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- please solve B only. subject: geotechnical Engineering A sample coarse grained soil is 50mm. In diameter and 150mm long was tested in a constant-head apparatus. The soil sample was prepared at a void ratio of 1.5. The total head was kept constant at 300mm and the amount of water is collected in 4 sec. was 50cm^3. The test temperature was 22°Ca.) Compute the temperature correction factor.b.) Compute the corrected coefficient of permeability in cm/sec. c.) Compute the interstitial velocity.arrow_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_forward2. SPT test was performed at a shallow site composed of uniform granular soil with a unit weight = 20 kN/m³ (shown below are N60). a) Convert to (N1)60. b) Estimate the range of friction angles at depths between 20 and 40 ft. Use various correlations. Compare the differences. SPT N-values (bpf) 10 20 30 40 50 10 Silty Sand (SM): Piedmont Residuum 30 40 50 60 Depth (feet)arrow_forward
- 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_forwardplease solve C only. subject: Geotechnical engineering A sample coarse grained soil is 50mm. In diameter and 150mm long was tested in a constant-head apparatus. The soil sample was prepared at a void ratio of 1.5. The total head was kept constant at 300mm and the amount of water is collected in 4 sec. was 50cm^3. The test temperature was 22°Ca.) Compute the temperature correction factor.b.) Compute the corrected coefficient of permeability in cm/sec. c.) Compute the interstitial velocity.arrow_forward21 The results of a constant head permeability test for a fine sand are as follows: Diameter of the sample = 37 cm Length of sample = 92 cm Constant head difference = 78 cm Time of collection = 337 secs Weight of water collected = 375 grams Find the seepage velocity in cm/min. if the void ratio is 0.6. Round off to four decimal places.arrow_forward
- Geotechnical Engineering The following are the results of a standard penetration test in sand. Estimate the soil friction angle at the 3.0 meter depths given N60 =7 . Note that the water table was not observed within a depth of 12 m below the ground surface. Assume that the average unit weight of sand is 15.5 kN/m3 and Pa = 100 kN/m2. a. 44.6 b. 37.6 c. 38.9 d. 34.4arrow_forwardSubject: Soil Mechanics Provide solution and diagram. 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 angle of internal friction in degrees. a. 29 b. 27 c. 31 d. 33arrow_forwardA soil profile is shown in Figure P3.3 along with the stan- dard penetration numbers in the clay layer. Use Eqs. (3.8b) and (3.9) to determine the variation of c, and OCR with depth. What is the average value of c, and OCR? Dry sand y = 16.5 kN/m² 1.5 m Groundwater table Sand 1.5 m Ysat = 19 kN/m³ N60 1.5 m • 8 Clay Ysat = 16.8 kN/m³ 1.5 m A • 8 1.5 m 9 1.5 m 10 Sandarrow_forward
- The soil sample in a tri axial test have the following stresses Cell pressure 25 Кра 34 Кра Pore stress Deviator stress 20 Кра 31 Кра 12 Кра 10 Кра a) Calculate the drained angle of internal friction b) Find the cohesion of soil c) What is the angle of failure in shear?arrow_forward49. The following data are given for the laboratory sample. o=175 kPa; e = 1.1; +Ao = 300 kPa; e = 0.9 If thickness of the clay specimen is 25 mm, the value of coefficient of volume compressibility is x 10-4 m²/kN A. 3x10-³ m²/kN B. 5x10-6 m²/kN C. 12x10-4 m²/kN D. 7.61×10-4 m²/kNarrow_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_forward
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