Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781305970939
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
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Chapter 17, Problem 17.13P
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Subject : Geotechnical Engineering
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A piezocone test was carried out at a site, and the following
readings were recorded for the cone resistance q, and sleeve
friction f.. Determine the soil present at these depths.
Cone resistance,
Sleeve friction,
Depth (m)
9. (MN/m?)
f. (kN/m?)
0.21
12.5
10
1.05
40.5
15
3.23
75.2
20
9.66
60.7
25
12.50
62.5
I need help solving problem 13 with the base concept of problem 3 as shown in the pictures. Can someone assist me please?
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Principles of Geotechnical Engineering (MindTap Course List)
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- For the following statements: P: The lateral stress in the soil while being tested in an oedometer is always at-rest. Q: For a perfectly rigid strip footing at deeper depths in a sand deposit, the vertical normal contact stress at the footing edge is greater than that at its centre. R: The corrections for overburden pressure and dilatancy are not applied to measured SPT-N values in case of clay deposits. The correct combination of the statements is P Q R (a) True True False (b) False (c) False False True False False (d) True True Truearrow_forward24.A series of consolidated, undrained triaxial tests were carried out on specimens of asaturated clay under no backpressure. The test data at failure are summarized:Confiningpressure (kPa) Deviator stress(kPa) Pore waterpressure (kPa) 150 192 80300 341 154450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effectivestresses.b. Compute Skempton’s A- parameter at failure for all three specimens.c. Is the soil normally consolidated or over consolidated? Why?d. Another specimen of the same day that was consolidated under a cell pressure of 250 kPa wassubjected to a consolidated, drained tri axial test. What would be the deviator stress at failure?arrow_forwardThe 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.arrow_forward
- Q 1: A CPT test was conducted at a site that consists of Depth (m) 9.(MPa) 2.1 normally consolidated sand with some interbedded Layer No 1. 2-3 silts. The CPT profile is approximated into uniform 3-5 3.4 soil layers with constant cone-bearing, as shown in 3 5-6 4.5 Table 01. The modulus of elasticity for the soils can 6-7 6.8 be approximated by E = 3.5qc. The groundwater 7-8 5.8 table is at a depth of 2.5m below the ground surface, 8-9 6.2 and the total unit weight y=18 kN/m³ above and 7. 9-12 8.6 y=18.81kN/m below the GWT. A 30m x 2.5m strip 8. 12-13 9. footing founded at a depth of 2m in this soil has to Table 1 carry a load of 15MN. Use Schmertmann's strain influence factor method to determine the settlement of this footing a) Immediately after, and b) 50 years after construction. n 00 00 Nm46 6 00arrow_forwardthree samples of loose sand were tested under consolidated undrained conditions. test results are given below undrained angle of friction = 35 deviator stress = 260 kPa pore water pressure = 30 kpa a. determine the undrained confining pressure in kPa. round off to three decimal places b.determine the drained angle of friction in degress. round off to three decimal places c. determine the drained angle of inclination of failure plane in degrees.arrow_forwardneed fast pleaseeeearrow_forward
- the results of under drained traxial tests with pore water pressure measurement on compacted soil at failure were: all round pressure (KN/m Sample NO. Major pressure (KN/m) Porewater pressure((KN/m) 70 304 -30 95 350 895 1-Determine cohesion and angle of shearing resistance in state total stress and effective stres using Mohr's circle and by equations 2- Determin orientation of the failure nlane, normal stress and shear stresses.arrow_forwardScenario The wall footing at right is to be constructed to carry an inclined load at 85 degrees with the horizontal, as shown. Assume that there is impenetrable bedrock below the Sample point shown in the figure. Question #1: Calculate the expected primary settlement of the soil at the Sample point. Also, determine the time it will take for 60% of the expected primary settlement to occur. 2.5 m 0.5 m 120 kN/m 2 m y = 17.7 kN/m³ • Sample Cc = 0.190 Cv = 0.5 cm²/day eo = 0.83 Silty clay Question #2: Determine the factor of safety against bearing failure of the soil for the wall footing if qult of the soil is 160 kN/m².arrow_forwardA square footing supporting a column applies a uniform pressure of 100 kPa on top of a deep clay deposit. Based on the bulbs of pressure developed below the footing shown in the following figure, which of the following statements are correct (select all that apply)? A.Immediately after construction, the excess pore water pressure (∆u) developed at Point A remains lower than ∆u developed at Point B B.Immediately after construction, the excess pore water pressures (∆u) developed at Points B and C are the same C.Since the clay layer is homogeneous, one-dimensional Terzaghi’s theory of consolidation can be applied to provide an accurate estimate of the rate of consolidation at Points A, B, and C. D.After construction, three-dimensional seepage occurs below the foundation as the excess pore water pressures dissipate.arrow_forward
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