Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN: 9781337705028
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 3, Problem 3.11P
To determine
Find the average relative density of sand.
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Following is the variation of the field standard penetration number (N60) in a sand deposit: The groundwater table is located at a depth of 6 m. Given: the dry unit weight of sand from 0 to a depth of 6 m is 18 kN/m3, and the saturated unit weight of sand for depth 6 to 12 m is 20.2 kN/m3. Use the relationship given in Eq. (3.13) to calculate the corrected penetration numbers.
The following standard penetration test results were obtained in a uniform silty sand:Depth (m) 1 2 3 5N60 12 13 18 15
The groundwater table is at a depth of 2.5 m. Assume a reasonable value for g, then determinef′ for each test. Finally, determine a single design f′ value for this stratum.
A 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 3.15
Chapter 3 Solutions
Principles of Foundation Engineering (MindTap Course List)
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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- Refer to Problem 3.4. Using Eq. (3.22), determine the average relative density of sand.arrow_forwardThe results of a constant-head permeability test for a fine sand sample having a diameter of 70 mm and a length of 140 mm are as follows (refer to Figure 7.5):• Constant-head difference = 550 mm• Water collected in 7 min = 450 cm3• Void ratio of sand = 0.8Determine:a. Hydraulic conductivity, k (cm/sec)b. Seepage velocityarrow_forwardA soil profile is shown in Figure P3.2 along with the standard penetration numbers in the clay layer. Use Eqs. (3.8) and (3.9) to determine the variation of cu and OCR with depth. What is the average value of cu and OCR?arrow_forward
- Situation 2 - For a constant laboratory permeability test on a fine sand, the following data are given:Length of specimen = 16 cmDiameter of specimen = 96 mmConstant Head Difference = 50 cmVolume of water collected in 4 min = 420 ccVoid ratio of the soil specimen = 0.55Determine the seepage velocity in m/min. Round off to four decimal places.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_forward16. For a constant laboratory permeability test on a fine sand, the following data are given: Length of specimen: 16 cm. Diameter of specimen: 97 mm. Constant head difference: 51 cm. Volume of water collected in 5.96 min.: 422 cc Void ratio of the soil specimen: 0.58 Determine the seepage velocity in m/min. Round off to four decimal places.arrow_forward
- For a constant-head permeability test in a sand, the following are given: (L = 300 mm, Water collected in 3 min = 620 cm^3, A = 175 cm^2, Void ratio of sand = 0.58, h = 500 mm). Determine the seepage velocity.arrow_forwardA normally consolidated clay sample is subjected to a tri-axial test where pore water measurements are made. A consolidated-undrained type of test is performed. The sample fails when the total all-around confining pressure reaches 104 kPa and the total axial pressure is 308 kPa. During the drained condition, the drained friciton angle is 53.56°. Determine the pore water pressure (in kPa) measured during the test.arrow_forward
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