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• Sieve Analysis Test

Sieve analyses were performed by means of sieving (both wet and dry). In sieve
analysis, the mass of soil retained on each sieve is determined and expressed as
a percentage of the total mass of the sample. The particle size is plotted on a
logarithmic scale so that two soils having the same degree of uniformity are represented
by curves of the distribution plot. Hydrometer analysis is based on the principle of
sedimentation of soil grains in water. When a soil specimen is dispersed in water, the
particles settle at different velocities, depending on their shape, size, and weight. For
simplicity, it is assumed that soil particles are spheres and the velocity of soil particles
can be express by Stokes’ law. The test procedure follows AASHTO and ASTM standard.

•  Atterberg Limits Test

Atterberg limits were determined on representative soil samples. The Atterberg limits
refer to arbitrarily defined boundaries between the liquid and plastic states, and between
the plastic and brittle states of grained soils, expressed as water content, in percentage.
The liquid limit is the water content at which a part of soil placed in a standard cup, cut
by a standard grooving tool, will flow together at the base of the groove when the cup is
subjected to 25 standard shocks. The one-point liquid limit test is usually carried out and
distilled water may be added during soil mixing to achieve a desired consistency.

6.3 Moisture Content Determination

Moisture content was determined by oven-drying a moist/wet soil at a constant
temperature of 105°C for 18 – 24 hours. The difference in mass before and after drying is
used as the mass of water in the specimen, while the mass of remaining material is used
as the mass of solid particles. The ratio between the mass of water and the mass of solid
particles is the moisture content of the soil material.

6.4 Specific Gravity Test

Specific gravity of soil is performed by using a pycnometer. Specific gravity is the ratio
of the mass of unit volume of soil at a stated temperature to the mass of the same volume
of gas-free distilled water at a stated temperature. The specific gravity of a soil is used
in the phase relationship of air, water, and solids in a given volume of the soil.

Mechanical test

6.5 Modified Proctor Density Test

Moisture density relationships were determined for samples obtained from the field.
These tests were determined following the procedure outlined in AASHTO
T180-09(Modified Proctor Compaction Test) From the moisture-density curves, optimum

moisture contents and the corresponding maximum dry densities for the soil samples were
estimated.

6.6 California Bearing Ratio (CBR)

California Bearing Ratio (CBR) test is used to evaluate the potential strength of
subgrade, subbase, and base course materials, including recycled materials for use in the
design of road and airfield pavements. The CBR value obtained in this test forms an
integral part of several flexible pavement design methods. The test is conducted
according to the test method AASHTO T193-99.

6.7 Los Angeles Abrasion Test

The Los Angeles (L.A.) Abrasion test is a common test method used to indicate
aggregate toughness and abrasion characteristics. Aggregate abrasion characteristics are
important because the constituent aggregate in HMA must resist crushing, degradation
and disintegration in order to produce a high quality HMA. The standard L.A. abrasion
test subjects a coarse aggregate sample (retained on the No. 12 (1.70 mm) sieve) to
abrasion, impact, and grinding in a rotating steel drum containing a specified
number of steel spheres. After being subjected to the rotating drum, the weight of
aggregate that is retained on a No. 12 (1.70 mm) sieve is subtracted from the original
weight to obtain a percentage of the total aggregate weight that has broken down and
passed through the No. 12 (1.70 mm) sieve. The test is conducted according to the test
method AASHTO T96.

6.8 Dynamic Cone Penetration Test (DCPT)

This test method covers the measurement of the penetration rate of the Dynamic Cone
Penetrometer with an 8-kg hammer through undisturbed soil and/or compacted materials.
The penetration rate may be related to in situ strength such as an estimated in situ CBR
(California Bearing Ratio). A soil density may be estimated if the soil type and moisture
content are known. The test is conducted according to the test method ASTM D6951.

6.9 Field Density Test

This method is intended for determining the in-place density of soils.  It is very much important to identify the field density of soil for road dam, power plant base, platform etc. Normally we follow sand cone method to produce the field density, dry density, maximum dry density, and relative density.

7.0 Triaxial Test

A triaxial shear test is a common method to measure the mechanical properties of many deformable solids, especially soil (e.g., sand, clay) and rock, and other granular materials or powders. GEL performs Unconsolidated undrained triaxial test to evaluate the stress strain relation and the angle of internal friction using ASTM standard.

7.1 Direct Shear Test

A direct shear test is a laboratory or field test used by geotechnical engineers to measure the shear strength properties of mostly for disturbed  soil sample. The soil those are sandy clay or silty clay are best for this test. The test requires applying stress in horizontally to find out the failure point from stress-strain graph.

7.2. Unconfined Consolidation Test

The unconfined compression test is by far the most popular method of soil shear testing because it is one of the fastest and cheapest methods of measuring shear strength. The method is used primarily for saturated, cohesive soils recovered from thin-walled sampling tubes.

7.3. One dimensional Consolidation

This test method covers procedures for determining the magnitude and rate of consolidation of soil when it is restrained laterally and drained axially while subjected to incrementally applied controlled-stress loading to find out the pre-consolidation pressure, compressibility coefficient of soil , void ratio.

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