Bundle: Principles Of Foundation Engineering, 9th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
9th Edition
ISBN: 9781337947060
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 3, Problem 3.3P
To determine
Find the variation of undrained shear strength
Find the average value of undrained shear strength
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3.2
A soil profile is shown in Figure P3.2, along with the
standard penetration numbers in the clay layer. Use
Eqs. (3.8b) and (3.9) to determine the variation of Cu and
OCR with depth. What is the average value of c,, and
OCR?
1.5 m
1.5 m
Figure P3.2
1.5 m
1.5 m
Water
table
¥ .8
1.5 m
*
1.5 m
N60
5
A 8
.9
10
Dry sand
y = 16.5 kN/m³
Sand
Ysat = 19 kN/m³
Clay
Ysat 16.8 kN/m³
Sand
3.3
A 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
Cu
depth. What is the average value of c, and OCR?
Cu
1.5 m
1.5 m
1.5 m
1.5 m
1.5 m
Groundwater
1.5 m
table
N60
5
A.8
8
●9
10
Dry sand
y = 16.5 kN/m³
Sand
Ysat = 19 kN/m³
Clay
Ysat
= 16.8 kN/m³
Sand
In the laboratory test on a clay sample of
thickness 25mm, drained at top only, 50%
consolidation occurred in 11 minutes. Assume
= 0.197, T = 0.405. Find the time required
for the corresponding clay layer in the field of 3m
thick and drained at top and bottom to undergo
50% consolidation. Also, find the time required to
undergo 70% consolidation.
TE
%3D
70
50
Chapter 3 Solutions
Bundle: Principles Of Foundation Engineering, 9th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
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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- A 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_forward3. A civil engineer is interested in assessing the variation of shear strength of clay layers in a site of interest for different depths. After completing CU triaxial tests, the sample mean for the clay shear strength 40 kPa and the standard deviation was 15.5 kPa are obtained for the depth of 3 m from ground surface. For the following conditions: a. Calculate 99% CI for the population mean μ. Write down your interpretation.b. Explain why the size of CI changed between parts a - c.arrow_forward4. In a consolidated-drained triaxial test on a clay that is normally consolidated, the results are as follows: O3 = 15 lb/in 2 (Aoa)f = 11 lb/in? (Aua)f = 7.2 lb/in? a) Determine the consolidated-undrained friction angle. %3D b) Calculate the drained friction angle.arrow_forward
- 8. For a normally consolidated clay specimen, the results of a drained triaxial test are as follows: Chamber-confining pressure = 125 kN/m? Deviator stress at failure = 175 kN/m? %3D Determine the soil friction angle, o'arrow_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_forwardFor a normally consolidated clay specimen, the results of a drained triaxial test are as follows: · . Chamber-confining pressure = 125 kN/m² Deviator stress at failure = 175 kN/m² Determine the soil friction angle, 'arrow_forward
- 3- For a normally consolidated clay specimen, the results of a drained triaxial test are as follows: Chamber confining pressure = 2,610 lb/ft², Deviator stress at failure = 3,655 lb/ft². Determine the soil friction angle, q'.arrow_forwardA consolidated-drained triaxial test was conducted on an overconsolidated clay sample. The sample failed in test 1 at 01=200 kPa and 03=130 kPa, and in test 2 at o1=400 kPa and 03=290 kPa. Determine the undrained and drained friction angles and cohesion for the assumption that the Skempton's pore water pressure parameter A=0.45. Also, for a CU test on the same soil, determine o1, 1', 03', and excess pore water pressure u for 03=340 kPa.arrow_forwardIn 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))arrow_forward
- Q1) Triaxial un drained tests were performed on clay samples taken from stratum shown below (point A), . 1) Find the both of shear strength and shear stress acting on the inclined plane of 0 = 57° for this sample , (K,= 0.5), 2) If this point is exerted to surface load and the increment stress due to this load become the shear stress (t) that exerted on the this plane (0=57) %3D (A= 100 kpa), How much does GS Ya = 18 kN/m3 4 m v WI 13m sand gravel Gs=2.6, e=0.43 3.5 m 0 caly.c = 20 kN/m2,e = 24° Ysar=17 KN/ m 7marrow_forwardQ1) Triaxial un drained tests were performed on clay samples taken from stratum shown below (point A), . 1) Find the both of shear strength and shear stress acting on the inclined plane of 0 = 57° for this sample , (K,= 0.5) , 2) If this point is exerted to surface load and the increment stress due to this load (A= 100 kpa) , How much does become the shear stress (t ) that exerted on the this plane (0=57) 4 m v WT Ya = 18 kN/m³ 13m sand gravel Gs=2.6, e=0.43 3.5 m 0 caly.c = 20 kN/m²,0 24° Ysar=17 KN/ m3 7marrow_forwardAn undisturbed sample of clay, 24 mm in thickness, is tested in a consolidometer. The total change in the thickness of the specimen in 4.74 mm when the applied pressure is 200 kN/m² and 6.13 mm when the applied pressure is 400 kN/m. On reducing the pressure to zero, the specimen swells to a thịckness of 18.50 mm. The final water content of the specimen is 32.6% and specific gravity is 2.72. The clay stratum, 1 m thick, is sandwiched between pervious strata, and is subjected to an overburden pressure of 200 kN/m². Estimate the probable settlement of a proposed structure, if due to its construction, the effective pressure at the centre of the clay layer is expected to be increased to 400 kN/m². don't try to solve this question, otherwisearrow_forward
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