soil. Based on the USCS, classify all the (no organic) soils in the Table below. Check No. 4 & 200 sieves to classify coarse-grained soil and fine-grained Plot particle size distribution of all soil samples. Calculate Cu(Coefficient of Uniformity), Cc(Coefficient of Curvature), PI(plastic Index). uniformity of coefficient, coefficient of curvature and plastic index. Classify fine-grained soil samples and Draw points depending on the Sieve Sieve Soil Samples (Percentage Passing) Opening No. (mm) P1-1 P1-2 P1-3 | P2-1 | P2-2 P3-1 | P3-2 P4-1 P5-1 P5-2 3/8" 9.50 100 100 100 100 100 100 90 100 100 100 4 4.75 100 95 100 98 100 95 75 100 100 100 10 2.00 100 88 100 95 100 92 50 98 100 95 20 0.85 95 60 95 92 96 89 39 93 98 90 40 0.425 92 30 90 85 92 84 25 88 92 70 60 0.25 78 22 85 80 100 0.15 63 16 78 200 0.075 58 10 65 བྱ:ཀྱི ༄ 88 80 17 83 75 45 75 78 65 12 75 58 25 72 70 55 4 60 52 16 INDEX PROPERTIES Liquid Limit (%) 42 25 55 49 68 45 62 40 40 Plastic Limit (%) 29 19 25 29 32 29 - 24 30 25 OTHER PROPERTIES Water Content (%) 32 - 48 35 55 34 Liquidity Index 0.23 - 0.77 0.30 0.64 0.31 - Specific Gravity 2.71 - 2.75 - 2.77 44 34 32 0.53 0.40 0.47 - 2.70 - 2.65

soil. Based on the USCS, classify all the (no organic) soils in the Table below. Check No. 4 & 200 sieves to classify coarse-grained soil and fine-grained Plot particle size distribution of all soil samples. Calculate Cu(Coefficient of Uniformity), Cc(Coefficient of Curvature), PI(plastic Index). uniformity of coefficient, coefficient of curvature and plastic index. Classify fine-grained soil samples and Draw points depending on the Sieve Sieve Soil Samples (Percentage Passing) Opening No. (mm) P1-1 P1-2 P1-3 | P2-1 | P2-2 P3-1 | P3-2 P4-1 P5-1 P5-2 3/8" 9.50 100 100 100 100 100 100 90 100 100 100 4 4.75 100 95 100 98 100 95 75 100 100 100 10 2.00 100 88 100 95 100 92 50 98 100 95 20 0.85 95 60 95 92 96 89 39 93 98 90 40 0.425 92 30 90 85 92 84 25 88 92 70 60 0.25 78 22 85 80 100 0.15 63 16 78 200 0.075 58 10 65 བྱ:ཀྱི ༄ 88 80 17 83 75 45 75 78 65 12 75 58 25 72 70 55 4 60 52 16 INDEX PROPERTIES Liquid Limit (%) 42 25 55 49 68 45 62 40 40 Plastic Limit (%) 29 19 25 29 32 29 - 24 30 25 OTHER PROPERTIES Water Content (%) 32 - 48 35 55 34 Liquidity Index 0.23 - 0.77 0.30 0.64 0.31 - Specific Gravity 2.71 - 2.75 - 2.77 44 34 32 0.53 0.40 0.47 - 2.70 - 2.65

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter4: Plasticity And Structure Of Soil

Section: Chapter Questions

Problem 4.6P: Refer to the soil in Problem 4.5. Using the Casagrande plasticity chart, graphically estimate the...

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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.
Repeat Problem 2.11 with the following data. 2.11 The grain-size characteristics of a soil are given in the following table. a. Draw the grain-size distribution curve. b. Determine the percentages of gravel, sand, silt, and clay according to the MIT system. c. Repeat Part b using the USDA system. d. Repeat Part b using the AASHTO system.
The properties of seven different clayey soils are shown below (Skempton and Northey, 1952). Investigate the relationship between the strength and plasticity characteristics by performing the following tasks: a. Estimate the plasticity index for each soil using Skemptons definition of activity [Eq. (4.28)]. b. Estimate the probable mineral composition of the clay soils based on PI and A (use Table 4.3) c. Sensitivity (St) refers to the loss of strength when the soil is remolded or disturbed. It is defined as the ratio of the undisturbed strength (f-undisturbed) to the remolded strength (f-remolded)) at the same moisture content [Eq. (12.49)]. From the given data, estimate f-remolded for the clay soils. d. Plot the variations of undisturbed and remolded shear strengths with the activity, A, and explain the observed behavior.
Since laboratory or field experiments are generally expensive and time consuming, geotechnical engineers often have to rely on empirical relationships to predict design parameters. Section 6.6 presents such relationships for predicting optimum moisture content and maximum dry unit weight. Let us use some of these equations and compare our results with known experimental data. The following table presents the results from laboratory compaction tests conducted on a wide range of fine-grained soils using various compactive efforts (E). Based on the soil data given in the table, determine the optimum moisture content and maximum dry unit weight using the empirical relationships presented in Section 6.6. a. Use the Osman et al. (2008) method [Eqs. (6.15) through (6.18)]. b. Use the Gurtug and Sridharan (2004) method [Eqs. (6.13) and (6.14)]. c. Use the Matteo et al. (2009) method [Eqs. (6.19) and (6.20)]. d. Plot the calculated wopt against the experimental wopt, and the calculated d(max) with the experimental d(max). Draw a 45 line of equality on each plot. e. Comment on the predictive capabilities of various methods. What can you say about the inherent nature of empirical models?
How is the plasticity index of a soil determined?
Redo Problem 2.7 according to the AASHTO system (Table 2.3). 2.7 The particle characteristics of a soil are given below. Draw the particle-size distribution curve and find the percentages of gravel, sand, silt, and clay according to the MIT system (Table 2.3).
Repeat Problem 2.4 with the following data. 2.4 The following are the results of a sieve analysis. a. Determine the percent finer than each sieve and plot a grain-size distribution curve. b. Determine D10, D30, and D60 for each soil. c. Calculate the uniformity coefficient Cu. d. Calculate the coefficient of gradation Cc.
In AASHTO, which group are the following soil likely to fail into? a. A well-graded gravel with approximately 10% fines b. A well-graded sand with approximately 10% fines c. A uniform fine sand d. A high plastic clay
The subsurface characteristics for a highway pavement rehabilitation project in the southeastern United States are shown in a boring log in Figure 5.13. The highway structure consists of the asphalt pavement underlain by four different soil strata up to a depth of 20 ft, after which the boring was terminated. Some data on the grain size and plasticity characteristics are also provided for each stratum. Perform the following tasks: 1. Determine the AASHTO soil classification and the group index (GI) for each layer. 2. Determine the most probable group symbols and group names for the various layers according to the Unified soil classification system. Use Table 5.3 and the soil characteristics given in the boring log.
The particle characteristics of a soil are given below. Draw the particle-size distribution curve and find the percentages of gravel, sand, silt, and clay according to the MIT system (Table 2.3).