Foundation Design: Principles and Practices (3rd Edition)
3rd Edition
ISBN: 9780133411898
Author: Donald P. Coduto, William A. Kitch, Man-chu Ronald Yeung
Publisher: PEARSON
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Question
Chapter 4, Problem 4.9QPP
To determine
The angle of internal friction for each test
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The following standard penetration test results were obtained in a uniform silty sand:Depth (m) 1 2 3 5N60 12 13 18 15
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A 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.
A clay sample was consolidated in a triaxial cell under a backpressure of 50 kPa and cell pressure of 150 kPa. The drainage valve was then closed and the cell pressure was increased to 200 kPa when the pore pressure increased to 98 kPa. What is Skempton’s B-parameter? The above sample was then subjected to a vertical deviator stress, which was increased from zero under undrained conditions. The sample failed when the pore water pressure was 160 kPa and the deviator stress was 70 kPa. What is Skempton’s A-parameter at failure? Assuming the clay is normally consolidated, find the friction angle in terms of effective stresses.
Chapter 4 Solutions
Foundation Design: Principles and Practices (3rd Edition)
Ch. 4 - Describe a scenario that would require a very...Ch. 4 - How would you go about determining the location of...Ch. 4 - A five-story office building is to be built on a...Ch. 4 - A two-story reinforced concrete building is to be...Ch. 4 - Discuss the advantages of the CPT over the...Ch. 4 - A standard penetration test was performed in a 150...Ch. 4 - Using the CPT data in Figure 4.22, a unit weight...Ch. 4 - Prob. 4.8QPPCh. 4 - Prob. 4.9QPPCh. 4 - A series of vane shear tests have been performed...
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- A 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_forwardA sand sample having specific gravity of 2.7 has a saturated unit weight of 20 KN/m². Determine it void ratio.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_forward
- A standard penetration test is carried out in sand where the efficiency of the hammer nH =70%. If the measured N-value at 30 ft depth is 24, find N60 and (N1)60. The unit weight of the sand is 115.0 lb/ft3. Assume nB = nS = nR =1.arrow_forwardA 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.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
- What are the four different methods used to evaluate the potential for liquefaction of soil? Explain each briefly. 1. Evaluating the Liquefaction Potential by Standard Penetration Tests 2. Evaluating the Liquefaction Potential by Cone Penetration Tests 3. Evaluating the Liquefaction Potential by Shear Wave Velocity 4. Evaluating the Liquefaction Potential by Becker Penetration Tests I have given the 4 methods, just please explain thisarrow_forwardThe results of a constant-head permeability test for a fine sand sample having a diameter of 150 mm and a length of 300 mm are as follows • Constant-head difference = 500 mm • Water collected in 5 min = 350 cm3 • Void ratio of sand = 0.61 Determine: a. Hydraulic conductivity, k (cm/sec) b. Seepage velocityarrow_forward
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