The following are the results of a field unit weight determination test performed using sand cone method: o Calibrated dry density of Ottawa Sand = 1570 kg/m3 o Calibrated mass of Ottawa sand to fill the cone = 0.545 kg o Mass of jar + cone + sand (before use) = 7.95 kg o Mass of jar + cone + sand (after use) = 5.140 kg o Mass of moist soil from hole = 3.286 kg o Moisture content of moist soil = 4.83% Determine the field dry unit weight in kN/m3. Use 3 decimal places

The following are the results of a field unit weight determination test performed using sand cone method: o Calibrated dry density of Ottawa Sand = 1570 kg/m3 o Calibrated mass of Ottawa sand to fill the cone = 0.545 kg o Mass of jar + cone + sand (before use) = 7.95 kg o Mass of jar + cone + sand (after use) = 5.140 kg o Mass of moist soil from hole = 3.286 kg o Moisture content of moist soil = 4.83% Determine the field dry unit weight in kN/m3. Use 3 decimal places

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter5: Soil Compaction

Section: Chapter Questions

Problem 5.13P

See similar textbooks

Related questions

Q: Following the sieve analysis and the specific gravity of "SAND 1", a hydrometer test was performed…

A: The hydrometer test is used to determine the distribution of soil particle sizes that are smaller…

Q: The total volume of a soil specimen is 80,000 mm^3 and has a mass of 152 g. the dry mass of the…

Q: A sample of sand has the following properties: Moist mass = 625.2 g Dry mass = 589.9 g absorption =…

Q: A sand cone test has been performed in a recently compacted fill. The test results obtained are as…

A: Relative compaction is 95.23%Explanation:

Q: The following data were obtained from laboratory tests for a cohesive soil: moisture content =…

Q: The following are the results of a field unit weight determination test performed on the soil by…

Q: 9. The following laboratory test results for Casagrande liquid limit test. a. Draw Flow curve for…

A: according to question given in table flow curve for the given soil is drawing in asemilog graphx…

Q: [PROBLEM MQ-A] In a controlled laboratory setting, a soil sample weighing 3.2g was meticulously…

Q: A sample of saturated clay has a volume of 30 cubic centimeters. Its weight in the natural state is…

A: Given:- Volume of saturated clay = 30 cm3Weight of saturated clay = 60 gramsWeight after drying = 45…

Q: The results of a standard Proctor test are given in the following table. Determine the maximum dry…

A: It is required to determine the bulk density of soil. ρ=MassVolume=1.6943.3 cm3×1 m3106 cm3=1696.17…

Q: A liquid limit test on a clay was performed with the following results. The natural water content of…

Question

100%

The following are the results of a field
unit weight determination test
performed using sand cone method:
o Calibrated dry density of Ottawa
Sand = 1570 kg/m3
o Calibrated mass of Ottawa sand
to fill the cone = 0.545 kg
o Mass of jar + cone + sand
(before use) = 7.95 kg
o Mass of jar + cone + sand (after
use) = 5.140 kg
o Mass of moist soil from hole =
3.286 kg
o Moisture content of moist soil =
4.83%
Determine the field dry unit weight
in kN/m3. Use 3 decimal places

Expert Solution

This question has been solved!

Explore an expertly crafted, step-by-step solution for a thorough understanding of key concepts.

SEE SOLUTION Check out a sample Q&A here

Step 1

VIEW

Step 2

VIEW

Step 3

VIEW

Step by step

Solved in 3 steps with 3 images

SEE SOLUTION Check out a sample Q&A here

Knowledge Booster

Learn more about

Need a deep-dive on the concept behind this application? Look no further. Learn more about this topic, civil-engineering and related others by exploring similar questions and additional content below.

Similar questions

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.
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.
Refer to Problem 2.C.1. Results of the sieve analysis for Soils A, B, and C are given below. To obtain a more representative sample for further geotechnical testing, a ternary blend is created by uniformly mixing 8000 kg of each soil. Answer the following questions. a. If a sieve analysis is conducted on the mixture using the same set of sieves as shown above, compute the mass retained (as a percentage) and cumulative percent passing in each sieve. b. What would be the uniformity coefficient (Cu) and the coefficient of gradation (Cc) of the mixture?
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 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.
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?
For a soil, given: D10 = 0.08 mm D30 = 0.22 mm D60 = 0.41 mm Calculate the uniformity coefficient and the coefficient of gradation of the soil. 2.4 Repeat Problem 2.3 for the following: D10 = 0.24 mm D30 = 0.82 mm D60 = 1.81 mm