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
To determine
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Students have asked these similar questions
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
three 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.
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
True
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- A collapsible soil sub-grade sample was tested using Standard California Bearing Ratio apparatus; and the observations are given below Sl. No. Penetration 2.5 mm 5.0 mm Load 60.55 kq 80.55 kg 2. Taking the standard assumption (load carried by the standard specimen = 1370 kg) regarding the load penetration curve, CBR value of the sample will be taken asarrow_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_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_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_forwardQ 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_forwardA collapsible soil sub-grade sample was tested using Standard California Bearing Ratio apparatus; and the observations are given below Sl. No. Load 1. 2. Penetration 60.55 kq 2.5 mm 80.55 kg 5.0 mm Taking the standard assumption (load carried by the standard specimen = 1370 kg) regarding the load penetration curve, CBR value of the sample will be taken asarrow_forward
- A 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_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_forwardAt a planned construction site, subsurface sampling indicates that the soil wet unit weight is 19.5 kN/m3. Determine the effective vertical stress at a depth of 5 m if: (a) The groundwater table is very deep. (b) If the groundwater table is at surface. (c) If the groundwater table is at 3 m below ground surface. Adjust your answer to TWO decimal places.arrow_forward
- Separate triaxial compression tests are wwwmmmmmmmmmm performed on identical soil samples. The soil is a saturated mixed soil . At failure, the respective minor and major principal stresses values are 20 kPa and 46 kPa for sample one and 40 kPa and 80 KPa for sample two. From these. data, determine the value for Ø and the cohesion intercept C on the Mohr's circle shear strength coordinate.arrow_forwardDuring a subsoil exploration program, undisturbed normally consolidated silty clay samples were collected in Shelby tubes from location A as shown in Figure below 2 m G.W.T Silty sand e = 0.72; G, = 2.69 2.2 m 3.5 m Silty clay w = 22%; G, = 2.72 5.25 m Poorly graded sand = 19.8 kN/m³ 2.6 m Ysat Following are the results of four drained, direct shear tests conducted on thearrow_forwardData and Results for Direct Shear Test: Normal Stress (kPa): 100; 200; 300 Shear Stress (kPa): 130; 185; 240 Required: Determine the shear strength parameters of the soil.arrow_forward
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