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MindTap Engineering for Das/Sobhan's Principles of Geotechnical Engineering, SI Edition, 9th Edition, [Instant Access], 1 term (6 months)
9th Edition
ISBN: 9781305971226
Author: Braja M. Das; Khaled Sobhan
Publisher: Cengage Learning US
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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 consolidated-undrained tri-axial test was conducted on a normally conslidated clay sample and the results are follows:
Chamber confining pressure= 119kpa
Deviator Stress at failure=90 kpa
Pore water pressure= 58kpa
These results were used to determine the drained friction angle of the soil. Compute the deviator stress (kpa) at failure when the drained test was conducted with the chamber confining pressure changed to 156 kpa.
Use stored value. Answer to 5 decimal places.
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.
A 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.
Chapter 6 Solutions
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- The consolidation test of a clay sample taken from a 2 m thick normally consolidated clay soil layer has been conducted and the results are shown in the table below. The average overburden stress of the clay soil layer is 50 kPa, What would the total settlement (mm) be if an additional 100 kPa loading is applied over a large area on the top of the clay layer? (Hint: void ratio is related to the sample volume) P(kPa) 0 50 100 200 400 e 0.850 0.760 0.710 0.650 0.640arrow_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_forwardPlease answer all questions based on the scenario Question #1: Considering the water upstream of the dam, a) What will be the seepage loss of that water downstream per year? b) What will the uplift force be on the dam? Question #2: What would the stress in the center of the dam be at the middle of the bottom layer? Consider both the overburden pressure and that due to the loading. Question #3: A sieve analysis was performed on a sample of the top layer of the soil, with the results shown below: Sieve Size (in.) 1/2 3/8 No. 4 No. 8 No. 16 No. 30 No. 40 No. 50 No. 100 No. 200 pan Amount retained (g) 0 0 21.6 39.5 77.6 102.6 89.1 95.6 90.6 60.4 33.3 Do the following: a) Calculate the percent retained and percent passing each sieve, and graph the results on a semi-log graph (you may use the attached chart, or graph in Excel and include with your submission). Then, characterize…arrow_forward
- Experimental data for clay specimen obtained initial values of e1 = 1.12 and P1 = 90 kPa, and final values of e2 = 0.90 and P2 = 460 kPa Determine the coefficient of volume compressibilityarrow_forwardTwo 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_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_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_forwardA Consolidated-Drained Triaxial Test was conducted on a normally consolidated clay. The results were as follows:· Chamber confining pressure = 400 kPa· Deviator Stress = 600 kPaCompute the angle of friction of the clay samplearrow_forward
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