Principles of Foundation Engineering, SI Edition
8th Edition
ISBN: 9781305446298
Author: Braja M. Das
Publisher: Cengage Learning US
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Chapter 3, Problem 3.13P
To determine
Find the average value of the modulus of elasticity between depths of 20 ft and 30 ft.
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Homeworks of chapter 5
1. Figure below shows the soil proile at a site for a proposed
building. The soil is a homogeneous, poorly graded sand.
Determine the increase in vertical effective stress at which
a soil element at a depth of 3 m, under the center of the
building, will fail if the increase in lateral effective stress is
20% of the increase in vertical effective stress. The coefi-
cient of lateral earth pressure at rest, Kp, is 0.5. Assume all
stresses are principal stresses.
Ground surface
1m
Ya = 18 kN/m
- 30
2 m
.3
. Borings indicate that at a Staten Island, NY site, the top 6 meters is a
2)
loose sand with a groundwater level at 3 meters below the ground surface. Below
the sand is a 12 meter thick soft clay stratum. Assume sand unit weights are
ymoist = 15 kN/cubic meter and ysat = 16 kN/cubic meter. Assume clay ysat = 20
kN/cubic meter. Calculate total, pore and effective stresses at 4, 13 and 18
meters deep.
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.
Chapter 3 Solutions
Principles of Foundation Engineering, SI Edition
Ch. 3 - Prob. 3.1PCh. 3 - Prob. 3.2PCh. 3 - Refer to Figure P3.3. Use Eqs. (3.10) and (3.11)...Ch. 3 - Prob. 3.4PCh. 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 - Following are the standard penetration numbers...Ch. 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. 3.27P
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- Give the correct option In a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 lb/in2 and friction angle is 21°. Calculate the effective confining pressure at failure?a) 21 lb/in2 b) 22.2 lb/in2 c) 25.4 lb/in 2 d) 17.9 lb/in2arrow_forwardDetermine 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_forward1.A dry sand is known to have an angle of internal friction of 29. A triaxial test is planned, where the confining pressure will be 41 kPa. What is the maximum axial stress, in kPa, (major principal stress) that can be applied? Calculate the value to 1 decimal place. Do not provide units in your answer. 2.A clay soil is subjected to a triaxial test under unconsolidated-undrained conditions. At failure, the major and minor principal stresses are 8401 psf and 4875 psf, respectively. What is the shear strength of this soil if the confining pressure is doubled? Provide your answer in psf with no decimals.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_forwardThe angle of friction of a compacted dry sand is 37 degrees. In a direct shear test on the sand, anormal stress of 150 kN/m^2 was applied. The size of the specimen was 50mmx50mx30mm(height) SITUATION 1 a. Compute the shearing stress Your answer b. What shear force will cause shear failure? Your answer c. Determine the shear stress at a depth of 3m if the void ratio of the soil is 0.60. Gs Of sand is 2.70arrow_forwardA 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.arrow_forward
- A triaxial test was performed on a dry. cohesionless sand. The sample fails when the confining stress (minor principal) is 45 kPa and the axial stress (major principal) is 89 kPa. Determine the angle of internal friction Φ for the soil. Adjust your answer to TWO decimal places.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_forwardA 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.arrow_forward
- the 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_forward2. A series of consolidated, undrained triaxial tests were carried out on specimens of a saturated clay under no backpressure. The test data at failure are summarized: Confining Pressure (kPa) Deviator Stress (kPa) Pore Water Pressure (kPa) 150 192 80 300 341 154 450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effective stresses. b. Compute Skempton’s A-parameter at failure for all three specimens. c. Is the soil normally consolidated or overconsolidated? Why? d. Another specimen of the same clay that was consolidated under a cell pressure of 250 kPa was subjected to a consolidated, drained triaxial test. What would be the deviator stress at failure?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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