Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781305970939
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
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Question
Chapter 17, Problem 17.14P
(a)
To determine
Find the average friction angle
(b)
To determine
Find the average elastic modulus of the 2B zone for settlement with various depth.
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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 effective vertical stress developed at Points B and C is the same.
B.Immediately after construction, the excess pore water pressure (∆u) developed at Point B is lower than ∆u developed at Point A.
C.After construction, the excess pore water pressure at Point C dissipates faster than that dissipated at Point B.
D.
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.
A net contact pressure equals 160 kN/m2 is applied to a stiff clay layer 15 m thick. The footing is 6 m square founded at 2 m depth below ground surface. A layer of silty sand, 2 m thick, overlies the clay and a firm stratum lies immediately below the clay. Oedometer tests on specimens of the clay gave the value of mv =0 13 m2/MN, and triaxial tests gave the value of pore pressure parameter A = 0 35. The undrained Young’s modulus for the clay Eu was estimated equal 55 MN/m2. Determine the total settlement under the footing centre.
Chapter 17 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
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- Determine the effective stress increase, rate of increase of effective stress in the soil at depth of 4 meters below the footing. The water table is 5 meter below the footing. Soil below has the following properties in laboratory: wet mass=44g, dry mass=30.1g, wet volume=24.6cc, dry volume=15.9cc, SR=1.893, void ratio=1.3 (assume soil above WT is dry)arrow_forwardthe angle of internal frictional of a cohesive soil which was tested using tria-axial shear apparatus is equal to 26.57. failure occurred when the shearing stress is 250 kPa and the normal stress is 480 kPa. a. determine the maximum principal stress at failure, in kPa. round off to two decimal b. deternmine the cohesion of the soil in kPa. round off to two decimal c. determine the deviator stress at failure in kPa.round off to two decimalarrow_forwardExl: A footing is uniformly loaded with q = 100 kN/m² as shown in the figure. Compute the vertical stress increments under Points A, B, at z = 10 m. 13.5 m 7.0 m Footing 12 m (Plane view) 6.0 marrow_forward
- 24.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_forwardRefer to Problem 6.1. Using Eqs. (6.3) and (6.29), estimate the average stress increase (Δσav) below the center of the loaded area between depths of 3 m and 6 m. 6.1 A flexible circular area is subjected to a uniformly distributed load of 150kN/m2 (Figure 6.2). The diameter of the load area is 2 m. Determine the stress increase in a soil mass at points located 3 m below the loaded area at r = 0. 0.4 m, 0.8 m, and 1 m. Use Boussinesq’s solution. Figure 6.2 Increase in pressure under a uniformly loaded flexible circular areaarrow_forwardQuestion 13 A 16-m thick soil has water table 5 m. below the ground surface. The soil has a void ratio of 0.49 and specific gravity of 2.67. Above the water table, the soil has a degree of saturation equal to 45.11%. Direct shear test conducted on the soil shows that the an angle of internal friction of 29.53° and cohesion of 16.13 kPa. What is the potential shear strength (in kPa) on a horizontal plane at a depth of 8 m. below the ground surface? Round off to two decimal places.arrow_forward
- 100 psf Assignment: 30 psf - B 35° Solve the following problem, neatly and orderly. Follow your assignment or task guides. -150 psf Problem: A soil element is shown in Figure 2.33. Determine the following: (Compare the three methods) a. Maximum and minimum principal stresses 30 psf b. Normal and shear stresses on plane AB Figure 2.33arrow_forwardWater is flowing at the rate of 0.2 cc/see in an upward direction through a sand sample with k = 1 x 10-3 cm/sec. Thickness of sand sample is 10m and sectional area is 50 cm². Effective stress at middle of sample if y = 2t/m³, isarrow_forwardIn a consolidation test the following data was obtained: Void ratio of the soil = 0.75; Specific gravity of the soil = 2.62; Compression Index = 0.1. Determine the settlement of a footing resting on the saturated soil in cm with properties as given above. The thickness of the compressible soil is 3 m. The increase in pressure at the center of the layer is 60 kN/m2. The preconsolidation pressure is 50 kN/m2.arrow_forward
- A soil specimen is subjected to a tri – axial test. The soil specimen is cohesionless. If the shear stress that causes failure is 300 kPa. and the normal stress at failure is only 500 kPa 5. Determine the angle of shearing resistance in degrees 6. Determine the angle that the failure plane measured from the major principal plane. 7. Determine the total axial stress in kPa at which failure is expected to occur.arrow_forwardA soil profile is shown in the following figure. A new footing will be placed on the ground and the average vertical stress increment at the midpoint of the clay layer due to the new footing will be Ao, = 25.5 kPa. Estimate the final primary consolidation settlement of the clay layer. Assume that the clay is normally consolidated. New footing 2.8 m Ydry 18.0 kN/m³ W.T. 4.2 m Ywet = 18.6 kN/m³ 3.0 m = Ywet 18.2 kN/m³, e₁= 0.82 LL = 44, PL = 20 Sand Sand Clay Sandarrow_forwardIn a consolidation test the following data was obtained: Void ratio of the soil = 0.75; Specific gravity of the soil = 2.62; Compression Index = 0.1. Determine the settlement of a footing resting on the saturated soil in cm with properties as given above. The thickness of the compressible soil is 3 m. The increase in pressure at the center of the layer is 60 kN/m2. The preconsolidation pressure is 50 kN/m2. a. 2 b. 6 c. 4 d. 8arrow_forward
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