Principles Of Foundation Engineering 9e
9th Edition
ISBN: 9781337705035
Author: Das, Braja M.
Publisher: Cengage,
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Chapter 2, Problem 2.23P
(a)
To determine
Find the friction angle of the soil C using Equation 2.87.
(b)
To determine
Find the friction angle of the soil C using Equation 2.88.
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Estimate the vertical coefficient of permeability for a uniform clay deposit where representative test results are as shown:
LL = 92, PL = 34
percent of clay size particles in the soil =40
void ratio ( approximate ) = 1.75
The results of two consolidated drained test tri axial tests on a clay are given below
specimen 1:
chamber pressure = 105
deviator stress = 220
specimen 2:
chamber pressure = 210
deviator stress = 400
1. determine the angle of internal friction
2. determine the cohesion of clay
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Estimate the coefficient of permeability for a sand formation, given the following representative information. The representative void ratio value is based on calculations using results of in-place density tests and laboratory tests for the specific gravity of soil particles. The particle size data from grain-size-distribution analyses is: Void ratio e = 0.65, D60 = 2.0 mm, D10 = 0.40 mm
Chapter 2 Solutions
Principles Of Foundation Engineering 9e
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- The void ratio of a 10 mm thick soil sample is 1.8. What would its new thickness be if itsvoid ratio was cut in half?arrow_forwardThe following results were obtained at failure in a series of drained triaxial tests on fully saturated clay specimens originally 38 mm diameter by 76 mm long. All-round pressure (kN/m2) Axial compression (mm) Axial load (N) Pore-water pressure (kN/m2) 200 400 600 7.22 8.36 9.41 480 895 1300 25 75 100 (a) Determine the values of the shear strength parameters c and . (b) Determine the values of the shear strength parameters c and . (c) A different specimen of the same soil is tested in undrained triaxial compression at a cell pressure of 240 kN/m2 and fails when the deviator stress is 160 kN/m2. Calculate the pore water pressure in the specimen at failure.arrow_forward4. A clay sample has unit weight of 21.1 kN/m3 at moisture content of 9.8%. When completely saturated with water, its unit weight is 22.58 kN/m3. Determine the porosity of the soil.arrow_forward
- a sample of moist sand was subjected to a series of triaxial tests. the soil fails under the following stresses: sample 1: Cell pressure = 14 kPa Plunger stress = 34 kPa Sample 2: Cell pressure = 25 kPa Plunger stress = 56 kPa what is the cohesion angle of internal friction of the soil in degrees?arrow_forwardA soil profile is shown in Figure P3.3 along with the standardpenetration numbers in the clay layer. Use Eqs. (3.8b)and (3.9) to determine the variation of cu and OCR withdepth. What is the average value of cu and OCR?arrow_forwardA sample of saturated clay from a consolidometer test has a total weight of 1.526 kg and a dry weight of 1.053 kg. The specific gravity of the solid particles is 2.7 1. Determine the water content. 2. Calculate the porosity. 3. Determine the total unit weight.arrow_forward
- A cylindrical specimen of dry sand with a minimum and maximum void ratio (emin and emax) of 0.5 and 0.8 respectively has a relative density of 45%. If the specimen is compacted such that the relative density is 60%, what will be the decrease in height of the sample if the initial height was 15cm? Assume that the specimen diameter remains constant such that any volume change occurs only as a change in height.arrow_forwardA layered soil is shown in the figure below. Given that H1 = 1 m, k1 = 10-4 cm/sec H2 = 1 m, k2 = 2.8 x 10-2 cm/sec H3 = 2 m, k3 = 3.5 x 10-5 cm/sec Estimate the ratio of equivalent permeability, kH(eq)/kV(eq).arrow_forwardA stratified soil sample has the following profile characteristics: LAYER 1: The upper later is a 4-m thick sand layer with void ration = 0.61 and specific gravity of solids = 2.65. LAYER 2: The lower layer is a 5-m thick clay layer with void ration = 0.48 and specific gravity of solids = 2.67. If the ground water table is situated at the interface between the sand and clay layers, evaluate the effective stress (in kPa) at the bottom of the sand layer, and the effective stress at the bottom of the clay layer.arrow_forward
- The figure below shows a 20 m thick layer of normally consolidated clay (ϒt = 18.6 kN/m3) that is one-dimensionally loaded by Δσv = 60 kPa. The clay layer is below a 5 m thick layer of granular fill (ϒt = 19.6 kN/m3), and a dense, compacted glacial till underlies the clay. The water table is located at the top of the clay layer. A 1-D consolidation test is performed on a 3.00 cm thick, doubly drained specimen from the middle of the clay layer. When the stress conditions from the field (including the Δσv = 60 kPa) are applied to this specimen, it takes 1.5 minutes for 60% average consolidation to occur.a. From the lab test data, determine cv for the soil.b. Compute pore water pressure at 20 m depth 7 years after the Δσv is applied to the clay layer. c. Compute the average degree of consolidation 7 years after Δσv application.arrow_forwardThe figure below shows a 24 m thick layer of normally consolidated clay (ϒt = 18.6 kN/m3) that is one-dimensionally loaded by Δσv = 100 kPa. The clay layer is below a 4 m thick layer of granular fill (ϒt = 19.6 kN/m3), and a dense, compacted glacial till underlies the clay. The water table is located at the top of the clay layer. A 1-D consolidation test is performed on a 2.50 cm thick, doubly drained specimen from the middle of the clay layer. When the stress conditions from the field (including Δσv = 100 kPa) are applied to this specimen, it takes 6 min for 90% average consolidation to occur.a. From the lab test data, determine cv for the soil.b. Compute the pore pressure at depth 22 m before and immediately after the 100 kPa stress is applied.c. At depth 22 m, compute the pore pressure 8.5 years after the 100 kPa is applied.arrow_forwardConsider the soil profile shown in Figure 11.44 subjected to the uniformly distributed load, Ds, on the ground surface. Given: Ds = 26 kN/m2; H1 = 1.83 m; H2 = 3.66 m; and H3 = 5.5 m. Soil characteristics are as follows: Sand: gdry =17.9 kN/m3; gsat =18.5 kN/m3 Clay: gsat =18.3 kN/m3 ; LL = 38; e = 0.73; Cs = 1/5 Cc Estimate the primary consolidation settlement in the clay if The clay is normally consolidated The preconsolidation pressure s’c = 105 kN/m2arrow_forward
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