3. As part of a site investigation program for a residential development project you retrieved four different soil samples. None of the soils appear to be organic. At your laboratory you performed grain-size analyses and Atterberg limit tests on the samples. The grain-size distribution data for the four soil samples are shown in Figure below as curves H, I, J and L. From your Atterberg limit tests on the portion of soil L, LL=37 and PL=18. FINES SAND GRAVEL Fine Medium |Coarse Fine Coarse # 200 # 4 3" 100% 80% 60% H. 40% 20% 0% 0.001 0.010 0.100 1.000 10.000 100.000 Particle size (mm) Percentage finer by weight

3. As part of a site investigation program for a residential development project you retrieved four different soil samples. None of the soils appear to be organic. At your laboratory you performed grain-size analyses and Atterberg limit tests on the samples. The grain-size distribution data for the four soil samples are shown in Figure below as curves H, I, J and L. From your Atterberg limit tests on the portion of soil L, LL=37 and PL=18. FINES SAND GRAVEL Fine Medium |Coarse Fine Coarse # 200 # 4 3" 100% 80% 60% H. 40% 20% 0% 0.001 0.010 0.100 1.000 10.000 100.000 Particle size (mm) Percentage finer by weight

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter5: Classification Of Soil

Section: Chapter Questions

Problem 5.1CTP: The subsurface characteristics for a highway pavement rehabilitation project in the southeastern...

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A soil sample presents the physical indices presented in Table 2. Determining the classificationof the soil sample, according to the Unified Classification System (SUCS), diagram in Figure 1.
Discuss your results and compare your results with any published data. For the bulk density test, obtain the value of dry density. How does the values of (i) void ratio (ii) porosity influenced your results? How will these values differ if the soil is fully saturated, partially saturated or submerged? Support your assertions using relevant phase relationship equations. Whatwill happen to the values of particle density (specific gravity) obtained if the soil sample contain large quantities of peat or organic material? How will the results be used in specific practical conditions in the construction industry? Explain any source(s) of error in your experiment and state how it affected your result.
Q#3 :The following are the results of different tests on soil samples are provided in the following table. Classify the soil according to AASTHO classification and determine the Group Index in each case. You may use the information provided.
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.
The given data shows the sieve analysis of three soil samples. Compute for the group index of Soil A, B, and C.
An undisturbed soil sample was prepared for a triaxial testing. The cylindrical soil sample is 50 mm in diameter and 100 mm long. It has a mass of 360 g. After finding the mass of the entire sample, a small portion was removed and a moisture content test was performed on it. The result of the moisture content test is shown in Table 3(a). Given the specific gravity, G, is 2.70. (i) Compute the moisture content (%) of the soil sample. (ii) By using the soil phase diagram, determine the bulk density (kg/m³), dry density (kg/m³), void ratio, porosity (%) and degree of saturation (%) of the soil sample.
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.
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.
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?
Following results are obtained for a liquid limit test using a fall cone device. Estimate the liquid limit of the soil and the flow index.
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.
A particle size analysis on a soil sample yields the following data. Plot theparticle size distribution curve and classify the soil using the Unified SoilClassification System.