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 2, Problem 2.3P
(a)
To determine
Calculate the uniformity coefficient
(b)
To determine
State the sands A, B, and C are well-graded or a poorly-graded.
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2. The following table shows results of testing of two types of soil:
Soil
G,
W%
S,
LL
PL
A.
2.22
25
0.95
0.35
22
В
2.72
38
1.01
0.62
26
C
2.66
45
0.92
0.80
35
Answer the question below:
I.
Which of these soils contains less clay particles? Note ** show in solution process answers
II. Which of these soils has a less void ratio? Note ** show in solution process answers
III.
Which of these soils has a less dry density? Note ** show in solution process answers
SITUATION 1
A sample of soil has the following grain- size characteristics given below. Determine the following:
(a) Percentage of silt.
(b) Soil classification using the Triangular Classification Chart.
(c) Determine the activity classification if the plasticity index is 34%.
Grain- size for Situation 1
SIZE (mm)
PERCENT PASSING
2.000
100
0.075
74
0.050
60
0.005
32
0.002
15
PROBLEM 8:
The particle size distribution curve of a
particular soil sample has the following
values: Diameter corresponding to
10% finer D10 = 0.96 mm, diameter
corresponding to 30% finer D30 = 0.16
mm and the diameter corresponding to
60% finer Dso = 0.24 mm. Determine
the coefficient of uniformity and the
coefficient of gradation.
SITUATION 2:
From the following data of a given
sieve analysis:
Sieve
Opening Percent
(mm)
4.76
2.38
2.0
0.71
0.25
0.149
0.074
passing
90
64
58
30
22
No.
#4
# 8
#10
# 25
# 60
#100
# 200
10
4
Chapter 2 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
Ch. 2 - For a gravel with D60 = 0.48 mm, D30 = 0.25 mm,...Ch. 2 - Prob. 2.2PCh. 2 - Prob. 2.3PCh. 2 - The following are the results of a sieve analysis....Ch. 2 - Repeat Problem 2.4 with the following data. 2.4...Ch. 2 - Repeat Problem 2.4 with the following data. 2.4...Ch. 2 - Repeat Problem 2.4 with the following data. 2.4...Ch. 2 - The following are the results of a sieve and...Ch. 2 - Repeat Problem 2.8 using the following data. 2.8...Ch. 2 - Repeat Problem 2.8 using the following data. 2.8...
Ch. 2 - The grain-size characteristics of a soil are given...Ch. 2 - Repeat Problem 2.11 with the following data. 2.11...Ch. 2 - Repeat Problem 2.11 with the following data. 2.11...Ch. 2 - A hydrometer test has the following result: Gs =...Ch. 2 - Repeat Problem 2.14 with the following values: Gs...Ch. 2 - Three groups of students from the Geotechnical...Ch. 2 - Refer to Problem 2.C.1. Results of the sieve...
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- Refer to the soil in Problem 4.5. Using the Casagrande plasticity chart, graphically estimate the shrinkage limit of the soil as shown in Figure 4.22. 4.5 The following data were obtained by conducting liquid limit and plastic limit tests on a soil collected from the site. Liquid limit tests: Plastic limit test: PL = 19.3% a. Draw the flow curve and determine the liquid limit. b. Using the Casagrande plasticity chart (Figure 4.21), determine the soil type.arrow_forward8. The results of a standard compaction test on a soil sample from Glasgow are shown in the graph below. From the graph, determine the optimum moisture content (OMC), maximum dry density and air content at maximum dry density. Can this soil be compacted to 2.11 Mg/m³ at OMC? Why? 22 0% 2.1 5% 2 10% 1.9 1.8 1.7 1.6 1.5 1.4 1.3 - 1.2 8 9 10 11 12 13 14 15 16 17 18 19 moisture content [%] 20 dry denslty [Mg/m³]arrow_forwardThe Grain size analyses results are given in Figure 1 for Soils A and B. Answer the following questions: i) The uniformity coefficient, Cu (= D60/D10) for Soil A is ii) Soil B is classified as.. ..... grained soil. iii) If liquid limit (LL) and plastic limit (PL) values of Soil A are given as 65 % and 35%, then the soil is classified as ................. by using plasticity chart provided below. PLASTICITY INDEX (PI) Percentage Smaller 50 40 30 100 90 20 80 70 60 50 40 30 20 10 0 0,001 For clessification of fine-grained soils and fine-grained fraction of course-grained Equation of A-line Horizontal et PI-4 to LL-25.5 Then PI-0.73 (LL-201 Equation of "u-line Vertical et LL-16 to PI-7 then PI-0.9 (LL-8) Z MHO OH ML OL soills 10 Soil A X 20 0,01 0,1 Particle Size (mm) Figure 1.Grain Size Distribution CLOL LOWING 1 CH OH Soil B LIQUID LIMIT (LL) FG4 Plasticity Chart Figure 2. Plasticity Chart 10 Tioarrow_forward
- The size characteristics of the soil particles are shown in the table below. Classify soil using: 1. USDA Method 2. AASHTO Method (Including group index) 3. USCS Method (Full Soil Name not Symbol only) Size (mm) Percent finer 4.7500 93 2.0000 77 0.0330 69 0.0180 55 0.0100 42 0.0062 33 0.0018 24 0.0010 12 From consistency limit test, the following results are determined: Liquid Limit 32% Plastic Limit 24%arrow_forward1. Two soil samples A and B were found to have the physical properties shown in Table 1. Check the statement (true or false): void ratio of sample A is greater than void ratio of sample B. Show, using a phase diagram, the process by which you have arrived at your answer. Table 1. Results of physical properties. Sample A 15 2.75 50 Physical Properties Moisture content, w (%) Specific gravity of solids, Gs Degree of saturation, St (%) Sample B 6 2.68 30arrow_forward22. For a soil specimen, the following are given: % passing Sieve No. 4 = 92% % passing Sieve No. 10 = 81% % passing Sieve No. 40 = 78% % passing Sieve No. 200 = 65% LL = 48% PI = 32% a. Classify the soil by the AASHTO system. b. Classify the soil by the USCS.arrow_forward
- Question 4 Classify the following soils using the Unified soil classification system. Give group symbols and group names. % Passing No. 4: 99 % Passing No. 200: 76 LL = 60 PL = 32 %3D Group Symbol: Blank 1 Group name: Blank 2 Blank 1 Add your answer Blank 2 Add your answerarrow_forward1. From the given soil samples below, (a) compute the effective size, uniformity coefficient, and coefficient of gradation (b) Determine the percent of gravel, sand, silt and clay of soil A using AASHTO Sieve size. 0.425 0.033 0.018 0.01 0.0062 0.0035 0.0018 0.001 Soil A Passing Finer (%) 100 90 80 70 60 50 40 35arrow_forwardPlease need to solve all questions : Answer the following 1- The field bulk density of coarse grained soils can be determined by. 2- Density of soil changes with depth of soil? (a) True b) False 3- What are the methods to calculate the field density of soil? 4- The field bulk density of clayey soil can be determined by................. 5- Different soils have different unit weights (a) True (b) False (c) Cannot be answered c) may be d) none)arrow_forward
- Mechanical analysis on four different samples designated as A, B, C and D were carried out in a soil laboratory. The results of tests are given below. Hydrometer analysis was carried out on samples C and D. Sample C: liquid limit = 27%, plastic limit = 11%, Sample D: liquid limit = 70%, plastic limit = 38%, Classify the soils per the Unified Soil Classification System. Samples Sieve 75 mm 20.0 mm 4.75 mm 2.0 mm 600 μ 212 μ 75 μ 20 μ 6 μ 2μ A 100 64 39 24 12 5 1 Sample A B C B D10 0.47 0.23 0.004 с Percentage finer than 100 98 90 9 2 D30 3.0 0.3 0.036 93 76 65 59 54 47 34 23 7 4 D60 20 0.41 2.4 D 100 95 69 46 31arrow_forwardA sample of soil was tested in the laboratory, and the test results were listed as follows. Classify the soil by Unified Soil Classification System. 1. Liquid limit = 29%. 2. Plastic limit = 19%. 3. Mechanical grain-size analysis:arrow_forwardThe same soil sample has a natural moisture content of 30% and was subject to the Atterberg Limits test. The plastic limit was measured as 27 while the liquid limit test shows the results in the table below. Number of Blows 42 26 10 Moisture Content 20 32 45 a. Determine the liquid limit of the soil sample. Show and briefly explain how you got the answer. b. Solve and describe the Plasticity Index of the soil sample. c. Determine value and soil state of the liquidity index of the soil sample. d. Determined and describe the clay activity of the soil sample.arrow_forward
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