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 6, Problem 6.17P
To determine
Find the suitability number and the rating for backfill material.
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A clean sandstone core sample with diameter of 3.8 cm and length of 5.6 cm is saturated with
a brine. The core was desaturated in several steps, and the resistance was measured at each
saturation. The results are as follows:
Water Saturation (Fraction) Resistance (k2)
1.000
1.302
0.900
1.695
0.800
2.283
0.730
2.878
0.640
3.775
0.560
5.637
0.480
7.838
0.375
13.175
0.350
17.050
0.300
26
Brine resistivity= 0.74 Qm
Archie coefficient =1.03
Cementation factor= 2.2147
(1) Estimate the rock porosity.
(2) Determine the saturation exponent.
(3) Estimate the amount of oil and brine (in cc) in the core sample when resistivity index is 5.
All steps of the calculations should be shown.
A given saturated clay is known to have effective
strength parameters of c' = 10 kPa and = 28°.
A sample of this clay was brought to failure quickly
so that no dissipation of the pore water pressures
%3D
could occur. At failure it was known that o
KPa, o = 10 KPa and
= 20 kPa.
%3D
(a) Estimate the values of o, and oz at failure
(b) Use the Mohr circle to illustrate the effective
stress and total failure stress.
Chapter 6 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
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- Solve fast I will upvotearrow_forwardd) A sample of silty clay has a mass of 126 g. Laboratory tests results give a bulk density (p») of 2.05 g/em', a specific gravity of solids (G.) of 2.71, and a moisture content (w) of 15.7%. Determine all the phase distributions and use the values to calculate the following: i) void ratio (e), ii) porosity (n), ii) degree of saturation (S), iv) dry density (pa), v) dry unit weight (ya), and vi) bulk unit weight (yhwlk)arrow_forwardA CU triaxial test was carried out on a silty clay that was isotopically consolidated using a cell pressure of 125 kPa. The following data were obtained: Axial load (kPa) 0 5.5 11.0 24.5 28.5 35.0 50.5 85.0 105.0 120.8 Axial strain, E₁ (%) 0 0.05 0.12 0.29 0.38 0.56 1.08 2.43 4.02 9.15 Au (kPa) 0 4.0 8.6 19.1 29.3 34.8 41.0 49.7 55.8 59.0 (a) Plot the deviatoric stress vs. axial strain and excess porewater pressure vs. axial strain, respectively. (b) Determine the undrained shear strength (su). (Note: we assume that the sample reaches failure). (c) Determine the total principal stresses (0₁,03) and the effective principal stresses (0₁, 03') at the failure, respectively.arrow_forward
- 5. Triaxial tests were conducted on undisturbed samples of clay under CU conditions. Data from the test are summarized in the Table 2. Graph the Mohr's circles and draw in the failure envelope. Determine the strength parameters c' and ("? Table 2. Data from CU Tests Cell pressure (3 (kPa) 359 719 719 Test A B C Pore pressure at Failure u (kPa) 339 585 451 Deviator Stress at Failure. (1-(3 (kPa) 539 731 1015arrow_forward1. A wet sand sample has a volume of 4.64 x 10⁻⁴ and weighs 8N. After oven drying, the weight reduces to 7.5N. Calculate the water content, void ratio and degree of saturation.(use Gs = 2.7) 2. A contractor has compacted the base course for a new road and found that the mean value of the test sample shows, w = 14.6%, Gs =2.81, and γ= 18.2 KN/m³. The specification require thate ≤0.8. has the contractor complied with the specifications? 3. The moist unit weight of soil is 16.5 KN/m³. Given that the w=15% and Gs = 2.70. Find:1) dry unit weight2) porosity3) degree of saturationarrow_forward1. A wet sand sample has a volume of 4.64 x 10⁻⁴ and weighs 8N. After oven drying, the weight reduces to 7.5N. Calculate the water content, void ratio and degree of saturation.(use Gs = 2.7) 2. A contractor has compacted the base course for a new road and found that the mean value of the test sample shows, w = 14.6%, Gs =2.81, and γ= 18.2 KN/m³. The specification require thate ≤0.8. has the contractor complied with the specifications? 3. The moist unit weight of soil is 16.5 KN/m³. Given that the w=15% and Gs = 2.70. Find:1) dry unit weight2) porosity3) degree of saturationarrow_forward
- Two soil sample A and Bhave porosities n₁ = 40% and ng = 60% respectively. What is the ratio of void ratios e: eg? A (a) 2:3 (c) 4:9 (b) 3:2 (d) 9:4arrow_forwardThe following results were obtained by testing a sample of clay: water content 25.6%, liquid limit 43.5%, plastic limit 19.1%. From this compute the following: (a) Liquidity Index (b) Plasticity Index (c) Shrinkage Limitarrow_forwardCivil Engineering Which of the following statements is true for lightly over-consolidated clays in a consolidated drained (CD) triaxial test? Select one: a. Yield surface continuously expands b. Yield surface expands and then remains constant at the critical state c. Yield surface first expands and then shrinks d. Yield surface first expands, then shrinks and finally remains constant at the critical statearrow_forward
- Problem # 2 Following are the results of a laboratory consolidation test on a sample of undis- turbed clay obtained from the field. Pressure, a' (kg/cm³) Final height of specimen (cm) 2.540 0.5 2.519 1.0 2.5 2.0 2.428 4.0 2.322 8.0 2.206 16.0 2.09 The height of the specimen at the beginning of the test was 25.4 mm, and the diame- ter was 63.5 mm. The moist specimen weighed 140 g and the water content was determined to be 19%. Estimate the compression index and the preconsolidation pressure from the e-log ơ' curve. Given: G, = 2.7. O Cengage Learning 2014arrow_forwardPlease give me right solution according to the question. In a triaxial test on a saturated clay, the sample was consolidated under a cell pressure of 160 kPa. After consolidation the cell pressure was increased to 350 kPa, and the sample was then failed under undrained condition. If the shear strength parameters of the soil are c’ = 15.2 kPa, ϕ’ = 26°, B = 1, Af = 0.27, determine the pore pressure at the failure.arrow_forwardEstimate coefficient of permeability for a sand deposit where field testing indicates that the in-situ e=0.50 and D10=0.55 mm and Cu = 8. Using the information from (1) determine the D60 particle size using the Kozeny-Carman equation.arrow_forward
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