Mechanical analysis on four different samples designated as A, B. Cand Dwere carried out in a soil laboratory. The results of tests are given below. Hydrometer analysis was carried out on sample D. The soil is non-plastic. Sample D. liquid limit = 42. plastic limit = 24. plasticity index = 18 inovations Classify the soils per the Unified Soil Classification System. Samples ASTM Sieve Percentage finer than Designation 63.0 mm 100 93 20.0 mm 64 76 63 39 100 65 20 mm 600 212 63 20 24 98 59 90 54 47 100 2 34 23 2 31 А, В and C 100 Sand Course te mdium Coes Cay Silt Gravel Fine 76.2 m 001 001 0075 e1 10 100 Particle size (mm) Figure Ex. 3.21 Percentage finer

Mechanical analysis on four different samples designated as A, B. Cand Dwere carried out in a soil laboratory. The results of tests are given below. Hydrometer analysis was carried out on sample D. The soil is non-plastic. Sample D. liquid limit = 42. plastic limit = 24. plasticity index = 18 inovations Classify the soils per the Unified Soil Classification System. Samples ASTM Sieve Percentage finer than Designation 63.0 mm 100 93 20.0 mm 64 76 63 39 100 65 20 mm 600 212 63 20 24 98 59 90 54 47 100 2 34 23 2 31 А, В and C 100 Sand Course te mdium Coes Cay Silt Gravel Fine 76.2 m 001 001 0075 e1 10 100 Particle size (mm) Figure Ex. 3.21 Percentage finer

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Concept explainers

Soil engineering for highway design

Soil engineering is a part of geotechnical engineering that deals with the characteristics of soil. It also helps to understand the behavior of the soil in different conditions. The basic concepts of soil are studied to check the strength, compressibility, and porosity of the soil. This makes soil engineering an important topic for civil engineering.

Question

Mechanical analysis on four different samples designated as A, B. Cand Dwere carried out in a soil
laboratory. The results of tests are given below. Hydrometer analysis was carried out on sample D.
The soil is non-plastic.
Sample D
D. liquid limit w 42, plastic limit = 24. plasticity index = 18
Classify the soils per the Unified Soil Classification System.
Samples
ASTM Sieve
Percentage finer than
Designation
63.0 mm
100
93
20.0 mm
64
76
6.3
39
100
65
20 mm
600
212
63 A
20
24
98
59
12
90
54
9.
47
100
34
95
23
69
7.
46
2
31
B and
100
60
20
Sand
Course lo medium
Cotles
l>762 mm
Clay
Silt
Gravel
Fine
0.001
001
0.075 0.1
10
100
Particle size (mm)
Figure Ex. 3.21
Percentage finer

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Problem 6: For an inorganic soil, the following grain-size analysis is given. Knowing that the liquid limit is 23, and Plastic limit is 19. AASHTO soil classification system. Give the group index. Unified soil classification system. Give group symbol and group name (specific classification). U.S. sieve no. Percent passing 4 100 10 90 20 64 40 38 80 18 200 13
The results of a sieve analysis are reported in table 1. The total weight of the sample was 500 g. Plot the gradation curve, calculate CU and Cz, and use these coefficients the determine whether the soil is well graded or poorly graded. Table 1. Results of the sieve analysis Sieve size Weight retained (g) # 4 #10 14.8 #20 98 # 40 90.1 #100 181.9 # 200 108.8 Pan 6.1
Soil mechanics
2. The following data were recorded during particle size analysis tests in the laboratory. Plot the grading curve and determine the grading characteristics. Using the information, classify the soil according to BSCS. Soil 1 Fine-Mesh dry sieve analysis data: Sieve Size 425 (mm or um) Mass 1.18 600 300 212 150 63 retained 1.9 3.2 8.1 10.4 22.7 126.1 (g) Total sample = 212.0 g
Within 3 minutes
Solution plz
Q1: Use the USCS to Classify the soil sample with the following data: % passing 4.75 mm Sieve = 64 % passing 75- Sieve =4 Uniformity Coefficient= 7.5 Coefficient of Curvature=2.7 Plasticity index = 2.5 Solution: Q2: Use the USCS to Classify the soil samples with the following data dalla Soil LL PL Group Symbol Soil Name 15 35 25 ABC 8. ८८ 25 45 65 2-Seepage velocity (m/s) = 70 3- Flow rate in (m3/s) = oss and dry ng www Parmbly & volume change decrease Campering wes Toughness and dry strength dease Presby & val change in 10 20 30 40 50- 60 Liepakt. 70 80 Atra -0.73 (W₂-201 90 Q3: For the soil shown below the hydraulic conductivity is (3 m/day). The sample diameter is 1.5 m. The porosity is (30%). Find: 1- Flow velocity (m/s)== 100 110 120 Soil 4 m ITE
Use the unified soil classification system to classify the soil with 65% of the soil sample retained on No 4 Sieve, 30% retained on No 200 Sieve, Cu=3 and Cc-0.9.Also the LL = 28% and PL = 24.5% THE GROUP NAME IS
As a result of sieve analysis and hydrometer analysis on a soil sample, gravel 40% and sand 18%. Liquid limit value of the soil 58% and plasticity index was determined as 32%. D60, D30 and D10 values according to grain distribution curve 2.4mm, 0.9mm and 0.2mm respectively. According to the findings obtained, the soil sample Make USCS classification.
Sr B. ( A Soil Specimen has the following characteristics: % passing No.4 sieve = 85 % passing No.200 sieve = 11 D60 = 2 mm D30=0.35 mm D₁0 = 70 μm D8=2 μm L.L = 36% P.L = 31% 1. Classify the specimen according to the Unified Soil Classification System (USCS). Assign the group name and the group symbol. 2. Determine the soil activity. 3. Determine the soil Liquidity index and consistency index if wc = 26%.
Mechanical analysis on four different samples designated as A, B. Cand Dwere carried out in a soil laboratory. The results of tests are given below. Hydrometer analysis was carried out on sample D. The soil is non-plastic. Sample D D. liquid limit w 42, plastic limit = 24. plasticity index = 18 Classify the soils per the Unified Soil Classification System. Samples ASTM Sieve Percentage finer than Designation 63.0 mm 100 93 20.0 mm 64 76 6.3 39 100 65 20 mm 600 212 63 A 20 24 98 59 12 90 54 9. 47 100 34 95 23 69 7. 46 2 31 100 60 20 Sand Coles >762 mm Clay Silt Gravel Fine Course lo medium 0.001 001 0.075 0.1 10 100 Particle size (mm) Samples A,BandC Figure Ex. 3.21 Percentage finer