The document summarizes various methods used to analyze soil properties for highway construction projects. It describes procedures for sieve analysis, liquid limit testing, plastic limit testing, and other methods to determine characteristics like density, bearing capacity, and moisture content that are used in designing roadway foundations and pavements. Preliminary soil surveys are also outlined to identify soil types and conditions along proposed routes to inform design and construction decisions.

2.  The sieve analysis is the process used to
det. the particle sizes for gravels and for
coarse and fine sands. A sample of the
materials is thoroughly dried and then
shaken through a series of sieves ranging
from coarse to fine and the amount on
each sieve is weighed and recorded.
The AASHTO standard sieve sizes for soil
aggregate are as follows:

3. _________________________________________
Sieve Designation
in inches 2 1 ½ 1 ¾ 3/8 4 10 40 200
_________________________________________
By Number Opening
in Millimeter 50 37.5 25.0 19.0 9.50 4.75 2.00 .425 .075
_________________________________________
Materials that are finer than the no. 200 sieve (.075 mm) is not
feasible for determining the particles size.

4.  The AASHTO Designation T 89 on LIQUID
LIMIT
– signifies the percentage of moisture
at which the sample changes by
decreasing the water from liquid to a
plastic state.

5.  The Plastic Limit
- AASHTO Designation T-90 signifies the
percentage of moisture wherein the
sample changes with lowering wetness
from a plastic to semi-solid condition.
 The Plastic Index
- AASHTO Designation T-90 is defined
as the numerical difference between its
liquid limit and its plastic limit. It is also
referred to as a percentage of dry
weight.

6.  Shrinkage Test (AASHTO Designation T-92)
-the test measures the changes in
volume and weight that occur as a party
mixture of soil (except sieve no. 40) and
the water.
 Hand Feel Test
-experienced soil engineers employ the
“ hand-feel” test to approximately predict
the plasticity index of the soils. These test
may include:

7. 1. Thread toughness at a moisture content
approximating the plastic limit.
2. The air dried strength
3. Dilatancy
 Sand Equivalent Test
(AASHTO Designation T-176)
-the sand equivalent is the ratio
between the height of the sand
column(lab. experiment test) and the
combined height of the sand and the
expanded saturated clay which are
expressed in percentage.

8. - the density of soil or weight per cubic foot varies
with the peculiarities of the soil itself, the moisture
content, and the compactive device, plus the
method of their use:
1. The Specific Gravity of the Soil Particles themselves -
which may vary from 2.0 to 3.3 but usually is between 2.5
and 2.8.
2. The particle size of the distribution of the soil – a mass
composed entirely of spheres of one size in the densest
possible condition will contain 75% solid and 25% voids.
The smaller the sphere in the mass the higher the
percentage of the solid, hence, particle size distribution
may greatly affect density.
3. The grain shapes of soils particles – sharp angular will
resist shifting from a loose to a compacted state.. Flaky
particles in soil will decrease its density because they are
difficult to compact.

9.  Test for density maybe divided into two
classes:
1. Laboratory test to set a standard for density.
2. Field test to measure the density of soil in place in
the road way
 Laboratory test maybe subdivided into
three, according to the basis of
compaction procedure.
1. Static test
2. Dynamic or Impact test
3. Tamping –foot or kneading-compaction test.

10.  Static test
- to determine the maximum density of
laboratory samples a sample of about 5000 grams
of soil containing a specified percentage of water
is placed in a cylinder mold 6” (15cm.) in a
diameter and 8” (20cm.) in height.
 The dynamic or Impact test
- samples of soil each containing a designated
percentage of water are compacted in layers into
molds of specifies sizes.
 Tamping foot or Kneading compact test
- material is fed into a rotating mold and is
compacted by several repetitive loads applied
through a tamping shoe shaped like a sector of a
circle.

11.  Soil test to determine the strength of soil
are divided into:
1. Test for load carrying capacity for foundation and
rate and amount of consolidation in soils that
support the foundation. This is applicable to
bridge foundation
2. Test to measure the supporting power of disturbed
soils as compacted under standard procedures.

12.  The California Bearing Ratio Method(CBR)
- combines a load deformation test performed
in the laboratory with an empirical design chart to
determine the thickness of pavement base and
other layers.
 The HVEEM Stabilometer Method
- this method measures the horizontal pressure
developed in a short cylindrical sample loaded
vertical on its end.

13.  Stabilometer Test
- after the expansion test is completed, the
specimen is enclosed in a flexible sleeve and
placed in the stabilometer. Vertical pressure is
applied slowly at a speed of 0.05 in./min. until it
reaches 160 psi. The developed horizontal pressure
is reduced to 5 psi using the displacement pump.
Then the turns of the displacement , pump needed
to bring the horizontal pressure to 100 psi are
determined, this displacement procedure is
intended to measure the penetration of the flexible
diagram into intersection of the sample.

14.  The resistance Value R of the soil is
computed by the formula:
R = 100 – 100 / ( 2.5
𝑷𝒗
𝑷𝒉
− 𝟏 + 𝟏)
Where:
R = Resistance Value
Pv = Vertical pressure (160 psi)
D = Turns Displacement reading
Ph = Horizontal pressure in psi at Pv of 160 psi
The resistance value of a fluid where Ph = Pv will
be 0. The R value of an infinitely rigid solid (Ph = 0)
will equal 100.

15.  Triaxial Design Method
- This method is adopted by some agencies for
compression tests (see AASHTO desig. T 234) the
open system triaxial test, lateral pressure is held
constant by releasing from the container as
increased load causes the sample to expand
laterally.
 Nuclear Devices Test
- recently, nuclear devices for determining in-
place densities and moisture contents are used.
The principle of the measurement by nuclear
instrument is relatively simple. Gauge reading are
easily converted to density and prevent moisture
using calibration curves or microprocessors. The
portable devices are of either the transmission or
backscatter types.

16.  Soil Surveys
A. A preliminary soil investigation is an integral part
of highways reconnaissance and preliminary
location survey.
B. In fixing the position of the road the following has
to be considered:
1. Soil conditions
2. Directness of route
3. Topography
4. Right of way
5. Neighborhood disruption
6. Environmental consideration

17.  The early phase of the soil survey is the collection of
information such as:
1. Identification of soil types from geological and
agricultural soil maps, aerial photographs and
other sources.
2. Investigation of ground water conditions.
3. Examination of existing roadways cuts and other
excavation.
4. Review of the design and construction procedures
5. Present condition of roads that traverse the area.
6. Soil exploration along the right of way using auger
boring and test pile.
7. Sampling should be at frequent enough intervals
to fix the boundaries of each soil types.

18. 8. Test holes should extend to a significant depth
below the sub grade elevation with a
recommended minimum depth of 1.50 meters.
9. A complete and systematic record shall be made
for each hole.
10. The location , the nature of the ground, origin of
parent material, landform and agricultural soil
name should be recorded.
11. Each soil layer is described according to its
thickness texture structure, organic, relation
content and of cementation.
12. The depth of seepage zones of the free water
table and bedrock are also recorded.
13. The soil profile along the roadway centerline
showing location or test holes range of soil profile
characteristic for each district soil type is plotted.

19.  Most highway agencies make a detailed study
along with the first survey such as:
1. The vertical and horizontal location of the
proposed construction.
2. Location and evaluation of suitable borrow and
construction materials.
3. Need for and type or sub grade or embankment
foundation treatment and drainage.
4. Need for special excavation and dewatering
techniques.
5. Development of detailed subsurface investigation
for specific structure.
6. Investigation of slope stability in both outs and
embankment.
7. Selection of roadway pavement type of section.