Summer training report on soil testing experiments

TRAINING REPORT
ON
GEOTECHNICAL ENGINEERING (SOIL TESTING)
FROM
GEOTECHNICAL ENGINEERING DIRECTORATE, RDSO
SUBMITTED FOR PARTIAL FULFILMENT OF AWARD OF DEGREE OF
BACHELOR OF TECHNOLOGY
IN
CIVIL ENGINEERING
BY
ASHISH KUMAR VERMA (1236300032)
Ambalika Institute of Management & Technology, Lucknow
AFFILIATED TO
UTTAR PRADESH TECHNICAL UNIVERSITY (UPTU)
DEPARTMENT OF CIVIL ENGINEERING
AIMT

ACKNOWLEDGEMENT
I would like to place on record my deep sense of gratitude to assistant research
engineer Mr Ashutosh kumar .And N.K. Singh ,D.K. Singh senior section
engineer.
I am extremely thankful to Mr. Saroj kumar for valuable suggestions and
encouragement.
I also gratefully acknowledge the help and support of other faculty members of
the department and in completion of the report.
Signature of Student
(1236300032)

CERTIFICATE
I hereby certify that I have completed the Four weeks Training in partial
fulfilment of the requirements for the award of Bachelor of Technology in
Civil Engineering. I did my training in GEOTECHNICAL ENGINEERING
DIRECTORATE RDSO, from 15/06/2015 to10/07/2015.
The matter presented in this Report has not been submitted by me for the award
of any other degree elsewhere.
Signature of Student
(1236300032)

Table of Contents
Tests for Soil
Moisture Content by Oven Dry Method
Natural Moisture Content & Dry Density Test
Particle Size Distribution Test
Liquid limit
Plastic limit
Shrinkage limit
Specific Gravity
Compaction
Relative Density
Permeability
Unconfined CompressionStrength
Direct Shear
Triaxial

PREFACE
Simple soil tests are required for assessing quality of earthwork on Railway
projects. These tests play an important role in maintaining quality of earthwork
and thereby the performance of Railway formation. However, in field, while
conducting stage inspections on zonal railways, it has been observed that the
testing procedures vary which affects the soil testing results thereby affecting
the quality of work done. Lack of knowledge and proper understanding of
relevant specifications have also contributed to this situation.
In order to improve the situation, regular one week course on “Quality
Control on Construction Projects” have been started at Geotechnical
Engineering Directorate of RDSO, where detailed procedures for various tests
are explained.
An abridged version of procedure of soil testing has been framed so that it is
easy for the field supervisors involved in earthwork projects, to understand and
appreciate the testing methods. In abridging, we have tried to prepare this
compilation very brief. For details relevant IS codeas referred for each test
needs to be gone through.

WATER CONTENT BY OVEN DRY METHOD
As per IS: 2720 (Part 2) - 1973]
The water content (w) of a soil sample is equal to the mass of water divided by
the mass of solids.
w = [(M2 – M3) / (M3 – M1)] x100
Where
M1 = Mass of empty container, with lid.
M2 = Mass of the container with wet soil & lid.
M3 = Mass of the container with dry soil & lid.
APPARATUS
1. Thermostatically controlled oven maintained at a temperature of 110º ± 5ºC.
2. Weighing balance, with accuracy of 0.04% of the mass of the soil taken.
3. Airtight container made of non-corrodible material with lid.
4. Tongs.
PREPARATION OF SAMPLE
The soil specimen should be representative of the soil mass. The quantity of the
specimen taken would depend upon the Gradation and the maximum size
particles.
Size of particles more than 90 percent
passing IS Sieve
Minimum quantity of the soil
specimen to be taken for
test mass in g
425 μ m 25
2.0 mm 50
4.75 mm 200
10 mm 300
20 mm 500
37.5 mm 500
PROCEDURE
1. Clean the container, dry it and weight it with lid ( M1 ).

2. Take the required quantity of the wet specimen in the container and clean it
with lid. Take the mass ( M2 ).
3. Place the container, with its lid removed, in the oven till its mass becomes
constant ( Normally for 24 hours ).
4. When the soil has dried, remove the container from the oven, using tongs.
5. Find the mass ( M3 ) of the container with lid and dry soil sample.
OBSERVATION AND CALCULATION
S.
No.
Observation & Calculation Unit Determination
no.
1 Container No. G A
2 Mass of empty container (M1) G 20.12
3 Mass of container + Wet soil
(M2)
G 44.12
4 Mass of container + Dry soil
(M3)
G 41.18
5 Mass of water MW = (M2 –
M3)
G 3.14
6 Mass of solid MS = (M3 – M1) G 21.06
7 Water content w = (5/6) x100 % 14.91
RESULT:
Average of three determinations shall be taken. The water content of the sample
= 14.91 %
PRECAUTIONS
1. The wet soil specimen should be kept loosely in the container.
2. Care should be taken to avoid over-heating of the soil specimen by
maintaining the oven temperature at 105 -
110 ºC
3. Dry soil specimen should not be left uncovered before weighing.

NATURAL DRY DENSITY AND NATURAL MOISTURE CONTENT
[ As per IS: 2720 (Part 2) – 1973 ]
Moisture content of soil is generally measured as a ratio of the weight of water
to the weight of solids, expressed as a percentage. As soil behaviour depends on
its moisture content, it is one of the basic parameters defining the soil condition.
To a control engineer, even a rapid moisture content check is extremely useful,
as it gives an indication of the existing characteristics of the soil, which enables
him some extent to decide on the pattern of test programme.
For quality control of compacted earth fill, measurement of in-situ density is
essential. All types of earthwork construction like embankments, dams, roads,
airfields and trenches need checking density for quality control.
Equipment for quick checking of density as well as accurate determination is
listed here.
1. Use 75 mm and 50 mm height ring with sharp cutting edge at the bottom and
removable dolly at the top.
2. Orient soil stratum to loading direction similar to applied force in field.
3. Insert the density ring to ejected soil sample gradually by pressing with
hands.
4. Carefully removed the ring with soil specimen.
5. The top and bottomsurface should project above and below the edges of ring
for final trimming.
6. Trim perfectly both sides of density ring.
PROCEDURE
1. A volume of soil is taken out by pushing a density ring of known volume into
the undisturbed soil sample collected.
The spoil in the density ring should be perfectly trimmed on both sides before
removing the soil specimen.
2. The wet soil specimen is kept in the oven for drying at the temperature of 105
-110 ºC for 24 hours. The dry weight of the specimen is taken.
3. Natural dry density = Wd / V g/cc
4. Natural water content = (W – Wd ) x100/ Wd %
5. Average of at least two specimen test results i.e. one from top and the other
from bottom of the sample should be reported.

Determination No. Unit I
Wt. of container + wet
soil W1
G 202.00
Wt. of container + oven
dry soil, W2
G 181.90
Wt. of container W3 G 96.26
Wt. of water ( W1 – W2
)
G 20.10
Wt. of dry soil ( W2 –
W3 )
G 85.64
Volume of ring Cc 56.56
Moisture content = (W1-
W2)/(W2-W3)*100
% 24.47
Dry density = ( W2 – W3
) / V
g/cc 1.54
RESULT: dry density is 1.54 g/cc

PARTICLE SIZE DISTRIBUTION TEST
[ As per IS: 2720 (Part 4) - 1985 ]
There is large variation in types of soils from site to site. Accordingly, their
behavior has also variation. To make understanding of soil in easy manner, their
grouping has been done depending on size of soil particles and their water
absorption capacity. Ratio of soil of different sizes are worked out from sieve
analysis and hydrometer/laser particle analyzer and capacity to absorb water is
worked out from liquid limit, plastic limit tests. These test are used to classify
the soils. Sieving is used for gravel as well as sand size particles and
sedimentation procedures are used for finer soils. For soils containing coarse
and fine soil particles both, it is usual to employ both sieving and sedimentation
procedures.
APPARATUS
1. Set of fine IS sieves 2 mm, 600μ, 425μ, 212μ, and 75μ
2. Set of coarse sieves 20 mm, 10 mm, and 4.75 mm.
3. Weighing balance, with accuracy of 0.1% of the mass of sample
4. Oven
5. Mechanical shaker
6. Mortar, with rubber pestle
7. Brushes
8. Trays
1. Soil sample, as received from the field shall be dried in air or in sun. In wet
weather the drying apparatus may be used in which case the temperature of the
sample should not exceed 60 ºC.
The clod may be broken with wooden mallet to hasten drying .the organic
matter, like tree root and pieces of bark should be removed from the sample.
2. The big clods may be broken with the help of wooden mallet.
Care should be taken not to break up the individual soil particles.
3. A representative soil sample of required quantity (As per Table-3 of IS: 2720-
I) is taken and dried in oven at 105 -120 ºC

PROCEDURE
1. The dried sample is taken in tray and soaked with water and mixed 2 g of
sodium hexametaphosphate of 2 g or sodium hydroxide of 1 g and sodium
carbonate of 1 g per liter of water added as dispersive agent. The soaking of soil
continued for 10 -12 hours.
2. Sample is washed through 4.75 mm IS sieve with water till substantially
clean water comes out. Retained sample on 4.75 mm IS sieve shall be oven
dried for 24 hours. This dried sample is sieved through 20 mm, 10 mm set of IS
sieves.
3. The portion of the passing 4.75 mm IS sieve shall be oven dried for 24 hours.
This oven dried material is riffled and is taken of about 200 g.
4. This sample of about 200 g is washed on 75 micron IS sieve with half litre
distilled water till substantially clear water comes out.
5. The material retained on 75 μ IS sieve is collected and dried in oven at 105 -
120 ºC for 24 hours. The dried soil sample is sieved through 2 mm, 600 μ, 425
μ, 212 μ IS sieves. Soil retained on each sieve is weighed.
6. If the soil passing 75 μ is 10% or more, hydrometer method is used to
analysis soil particle size.
(B) Hydrometer Analysis
1. Particles passed through 75 μ IS sieve along with water is collected and put
into a 1000 ml jar for hydrometer analysis. More water if required is added to
make the soil water suspension just 1000 ml. The suspension in the jar is
vigorously shaken horizontally by keeping the jar in between the palms of two
hands. The jar is put on the table.
2. A graduated hydrometer is carefully inserted in to the suspensionwith
minimum disturbance.
3. At different time intervals, the density of the suspension at the c.g. of the
hydrometer is noted by seeing the depth of sinking of the stem. The temperature
of suspension is noted for each recording of hydrometer reading.
4. Hydrometer reading is taken at a time of 0.5, 1.0, 2.0, 4.0, 15.0, 45.0, 90.0,
180.0 minutes, 6 hrs, 24 / 48 hours.

5. By using the nomogram the diameter of the particles at different hydrometer
reading is found out. (Ref. IS : 2720(Part 4) –1985, page 30).

LIQUID LIMIT TEST [ As per IS: 2720 (Part 5) - 1985 ]
The Liquid limit of fine-grained soil is the water content at which soil behaves
practically like a liquid, bit has small shear strength. It flow close the groove in
just 25 blows in Casagrandes liquid limit device. It is one of the Atterbergs
limits. The Atterbergs limits consist of The Liquid limit, Plastic limit and
Shrinkage limit. As it difficult to get exactly 25 blows in the test. 3 to 4 tests are
conducted, and the number of blows (N) required in each test determined. A
semi-log plot is drawn between log N and the water content (w).
The Liquid limit is the water content corresponding to N=25. This index
property helps in classification.
APPARATUS
1. Casagrande’s limit device
2. Grooving tools of both standard and ASTM types
3. Oven
4. Evaporating dish
5. Spatula
6. 425 micron IS sieve
7. Weighing balance with 0.01 g accuracy
8. Wash bottle
9. Air-tight and non-corrodible container for determination of moisture content.
1. Air dry the soil sample (in case drying) and break the clods. Remove the
organic matter like tree roots, pieces of bark etc.
2. About 100 g of the specimen passing 425 micron IS sieve is mixed
thoroughly with distilled water in the evaporating dish and left for 24 hours for
soaking.
PROCEDURE
1. A portion of the paste is placed in the cup of the Liquid limit device.
2. Level the mix so as to have a maximum depth of 1 cm.
3. Draw the grooving tool through the sample along the symmetrical axis of the
cup, holding the toolperpendicular to the cup.
4. Fornormal fine grained soil : The Casagrande tool is used which cuts a
groove of width 2 mm at the bottom, 11 mm at the top and 8 mm deep.
5. Forsandy soil : The ASTM tool is used which cuts a groove of width 2 mm
at bottom, 13.6 mm at top and 10 mm deep.

6. After the soil pat has been cut by propergrooving tool, the handle is rotated
at the rate of about 2 revolutions per second and the nos. of blows counted till
the two parts of the soil sample come into contactfor about 10 mm length.
7. Take about 10 g of soil near the closed groove & find water content.
8. The soil of the cup is transferred to the dish containing the soil paste and
mixed thoroughly after adding a little more water. Repeat the test.
9. By altering the water content of the soil and repeating the foregoing
operations, obtain at least 5 readings in the
range of 15 - 35 blows. Don’t mix dry soil to change its consistency.
10. Liquid limit is determined by plotting a ‘flow curve’ on semi-log graph
between nos. of blows on logarithmic scale
and water content on arithmetical scale.
11. Generally these points lie in a straight line.
12. Water content correspondingto 25 blows is the value of Liquid limit.
RESULT : Read water content correspondingto 25 blows from the graph.

PLASTIC LIMIT [ As per IS: 2720 (Part 5) - 1985 ]
The Plastic limit of a fine-grained soil is the water content of the soil below
which it ceases to be plastic. It begins to crumble when rolled in to threads of 3
mm diameter. It is the boundary between Liquid and Plastic limit. It is one of
the Atterbergs limits. The Atterbergs limits consist of The Liquid limit, Plastic
limit and Shrinkage limit.
APPARATUS
1. Porcelain evaporating dish about 120 mm diameter.
2. Spatula
3. Container to determine moisture content
4. Balance with 0.01 g accuracy
5. Oven
6. Ground glass plate 20 x 15 cm for rolling
Take out 30 g of air dried soil from a thoroughly mixed sample of the soil
passing 425 micron IS sieve, mix the soil with distilled water in a evaporating
dish and leave the soil mass for naturing. This period may be up to 24 hours.
PROCEDURE
1. Take about 8 g of the soil and roll it with fingers on a glass plate. The rate of
rolling shall be between 80 to 90 strokes per minutes to form a 3 mm diameter.
2. If the diameter of the threads becomes less than 3 mm without cracks, it
shows that water content is more than its plastic limit. Kneed the soil to reduce
the water content and roll it again to thread.
3. Repeat the process ofalternate rolling and kneading until the thread
crumbles.
4. Collect the pieces of crumbled soil thread in a moisture content container.
5. Repeat the process at least twice more with fresh samples of plastic soil each
time.

Dish No. Unit Liquid Limit Plastic Limit
Nos. of Blow
Weight of Dish +
Wet Soil = W1
Weight of Dish +
Dry Soil = W2
Weight of Dish =
W3
Weight of Water
= (W1 – W2)
Weight of Dry
Soil = (W2 –
W3)
% Moisture =
(W1 – W2) / (W2
– W3) x 100
G
G
G
G
G
G
%
A
35
B
28
C
20
D
15
17.68 17.1
1
18.29 19.72
14.81 14.2
6
15.02 16.10
6.25 6.22 6.25 7.01
2.87 2.85 3.27 3.62
8.56 8.04 8.77 9.09
33.53 35.4
5
37.29 39.82
- - -
21.1
0
19.7
1
18.2
0
19.8
0
18.3
3
16.9
6
11.7
1
9.93 9.28
1.30 1.38 1.24
8.09 8.40 7.68
16.0
7
16.4
3
16.1
5
RESULT
The Plastic limit shall be determined for at least three portion of the soil passing
425 micron IS sieve. The average of the result calculated to the nearest whole
numbers shall be reported as the Plastic limit of soil.

SHRINKAGE LIMIT TEST
[ As per IS: 2720 (Part 5) - 1985 ]
The Shrinkage limit is the water content of the soil when the water is just
sufficient to fill all the pores of the soil and the soil is just saturated. The
volume of soil does not decrease when the water content is reduced below the
Shrinkage limit.
It can be determined from the following relation –
Ws = (M1 – Ms) – (V1 – V2) ‫ץ‬w X 100 Ms
Where M1 = Initial wet mass, Ms = Dry mass
V1 = Initial volume, V2 = Volume after drying
APPARATUS
1. Shrinkage dish, having a flat bottom, 45 mm diameter and 15 mm height.
2. Two large evaporating dishes about 120 mm diameters, with a pour out and
flat bottom.
3. One small mercury dish, 60 mm diameter.
4. Two glass plates, one plane and one with prongs, 75 x 75 x 3 mm size.
5. Glass cup, 50 mm diameter and 25 mm height.
6. IS sieve 425 micron.
7. Oven.
8. Desiccator.
9. Weighing balance, accuracy 0.01 g.
10. Spatula
11. Straight edge
12. Mercury
PROCEDURE
1. Take a sample of mass about 100 g from a thoroughly mixed soil passing 425
micron IS sieve.
2. Take about 30 g of soil sample in a large evaporating dish. Mix it with
distilled water to make a creamy paste, which can be readily worked without
entrapping the air bubbles.
3. Take the shrinkage dish, clean it and determine its mass.
4. Fill mercury in the shrinkage dish. Remove the excess mercury by pressing
the plain glass plate over the top of the shrinkage dish. The plate should be flush
with the top of the dish, and no air should be entrapped.
5. Transfer the mercury of the shrinkage dish to a mercury weighing dish and
determine the mass of the mercury to an accuracy of 0.01 g. The volume of the

shrinkage dish is equal to the mass of the mercury in grams divided by the
specific gravity of the mercury.
6. Coat the inside of the shrinkage dish with a thin layer of silicon grease or
Vaseline. Place the soil specimen in the center of the shrinkage dish, equal to
about one third volume of shrinkage dish. Tap the shrinkage dish on a firm,
cushioned surface and allow the paste to flow to the edges.
7. Add more soil paste, approximately equal to the first portion and tap the
shrinkage dish as before, until the soil is thoroughly compacted. Add more soil
and continue the tapping till the shrinkage dish is completely filled, and excess
soil paste projects out about it’s edge. Strike out the top surface of the paste
with the straight edge. Wipe off
all soil adhering to the out side of the shrinkage dish. Determine the mass of the
wet soil ( M1 ).
8. Dry the soil in the shrinkage dish in an air until the colour of pat turns from
dark to light. Then dry the pat in the oven at 105 to 110 ºC to constant mass.
9. Coolthe dry pat in a desiccator. Remove the dry pat from the desiccator after
cooling and weigh the shrinkage dish with the dry pat to determine the dry mass
of the soil ( Ms )
10. Place a glass cup in a large evaporating dish and fill it with mercury.
Remove the excess mercury by pressing the
glass plate with prong firmly over the top of the cup. Wipe of any mercury
adhering to the outside of the cup. Remove
the glass cup full of mercury and place it in another evaporating dish, taking
care not to spill any mercury from the glass cup.
11. Take out the dry pat of soil from the shrinkage dish and immerse it in the
glass cup full of mercury. Take care not to entrap air under the pat. Press the
plate with the prongs on the top of cup firmly.
12. Collect the mercury displaced by the dry pat in the evaporating dish, and
transfer it to the mercury weighing dish.
Determine the mass of mercury to an accuracy of 0.01 g. The volume of the dry
pat (V2 ) is equal to the mass of mercury divided by the specific gravity of
mercury.
13. Repeat the test at least 3 times
Determination
No
Unit I II III
Container No. 3 4 5
Wt of
container
W1 g 7.98 7.37 7.04
Wt of
container +
W2 g 32.87 31.42 32.39

wet soil pat
Wt of
container +
dry soil pat
W3 g 25.99 24.78 25.43
wet weight of
soil
W2-W1 g 24.89 24.05 25.35
wt of oven
dry soil pat
W3-W1 g 18.01 17.41 18.39
Wt of water W2-W3 g 6.88 6.64 6.96
Moisture
content of soil
in (%)
% 38.20 38.14 37.85
Volume of
wet soil pat
cc 12.69 12.52 12.97
Wt of
mercury
displaced by
dry soil pat
g 113.97 113.02 114.51
Volume of
dry soil pat
cc 8.38 8.31 8.42
Density of
mercury
g/cc 13.6 13.6 13.6
Difference in
volume
cc 4.31 4.21 4.55
Shrinkage
Limit
% 14.27 13.96 13.10
RESULT
Shrinkage Limit ( average of three determinations ), WS = 13.78 %

SPECIFIC GRAVITY OF SOLIDS BY THE DENSITY BOTTLE
METHOD
[ As per IS: 2720 (Part 3 / Sec-2) – 1980 ]
Specific Gravity is the ratio of the weight in air of a given volume of a material
at a standard temperature to the weight in air of an equal volume of distilled
water at the same stated temperature. The equipment mentioned below can be
used to test a wide range of materials from clay to sand and gravel smaller than
10 mm. The specific gravity of solid particles is the ratio of the mass density of
solids to that of water. It
is determined in the laboratory using the relation.
G= ( M2 - M1 )/ (M2 –M1) – (M3 – M4 ) where M1 = mass of empty bottle
M2 = mass of the bottle + dry soil
M3 = mass of bottle + soil + water M4 = mass of bottle filled with water only
The reported result is based on water at 27 ºC
Specific gravity of water at ( Tt )
G (at 27 ºC) = G ( at Tt ) x ———————————————
Specific gravity of water at (27 ºC)
APPARATUS
1. 50 ml density bottle with stopper
2. Oven
1. Constant temperature water bath (27 ºC)
2. Vacuum desiccator
3. Weighing balance of accuracy 0.001 g
4. Spatula
.
1. Disturbed soil sample is enough for this test.
2. Take pulverized soil passed through 2 mm IS sieve.
Determination No. Unit I
Bottle no. A
Temperature C 31
Weight of bottle ( M1 ) G 18.57
Weight of oven dry soil G 10
Weight bottle + soil ( M2
)
G 28.57

Weight of bottle + soil +
water ( M3 )
G 90.88
Weight of bottle + water
( M4 )
G 84.74
Specific gravity = ( M2 –
M1 )/
(M2 –M1) – (M3 – M4 )
2.59
PROCEDURE
1. Clean the bottle with distilled water, dry it in oven, coolin desiccatorand
weigh it with stopper.
2. Keep about 10-15 g of this soil in the bottle.
3. Cover the soil with air free distilled water from the glass wash bottle and
leave for a period of 2 to 3 hours for soaking. Add water to fill the bottle to
about half.
4. Entrapped air can be removed by heating the density bottle on a water bath or
a sand bath.
5. Keep the bottle without stopperin vacuum desiccatorfor about 1 to 2 hours
until there is no further loss of air.
6. Gently stir the soil in the density bottle by a clean glass rod, wash off
carefully adhering particles from the rod with some drops ofdistilled water and
see that no more soil particles are lost.
7. Repeat the process till no more air bubbles are observed in the soil water
mixture.
8. Observe the temperature of the constant ( ºC ) in the bottle and record.
9. Insert the stopperin the density bottle, wipe and weigh.
10. Now make the bottle empty, clean thoroughly till the density bottle with
distilled water at the same temperature.
Insert the stopperin the bottle, wipe dry from the out side and weigh.
11. Take at least two such observations for the same soil.
OBSERVATION & CALCULATION
G (at 27 ºC) = G ( at Tt ) * Specific gravity of water at ( Tt ) /
Specific gravity of water at ( 27 ºC )
= 2.59 x (0.995369/ 0.996542 ) = 2.587
RESULT : specific gravity = 2.587

COMPACTION TEST [ As per IS: 2720 (Part 8) – 1983 ]
Compaction is the process of densification of soil by reducing air voids. The
degree of compactionof a given soil is measured in terms of its dry density. The
dry density is maximum at the optimum water content. A curve is drawn
between the water content and dry density to obtain the maximum dry density
and optimum water content.
Dry density = (M / V )/ 1+ ω where M = total mass of soil
V = volume of soil
ω = water content
APPARATUS
1. Cylindrical metal compactionmould
Capacity : 1000 cc with dia 100 mm + 0.1
2250 cc with dia 150 mm + 0.1
Internal diameter : 100 mm + 0.1
150 mm + 0.1
Internal effective height of mould : 127.3 + 0.1 mm
Collar : 60 mm high
Detachable base plate
2. Rammer Mass : for light compaction = 2.6 kg
heavy compaction = 4.9 kg
Dia : 50 mm
3. IS sieve : 19 mm & 4.75 mm
4. Oven : Thermostatically controlled to maintain a temperature of 105
0 to 110 0C
5. Weighing Balance : sensitivity - 1 g for capacity 10 kg
0.01g for capacity 200 g
6. Steel straight edge of about 300 mm in length with one edge levelled.
7. Gradation jar
8. Large mixing pan
9. Spatula
1. A representative portion of air dried soil sample ( in case of oven drying
temp. < 600C) break the clods, remove the organic matter like free roots , piece
of bark etc.
2. Take about 6 kg - ( for soil is not susceptible to crushing during compaction)
15 kg - ( for soil is susceptible to crushing during compaction)

3. Sieve above material through 19 mm IS sieve and 4.75 mm IS sieve and %
passing 4.75 mm IS sieve. Do not use the soil retained on 20 mm sieve.
Determine the ratio of fraction retained and that passing 4.75 mm sieve.
4. If % passing retained on 4.75 mm IS sieve is greater than 20 mm IS sieve, use
the larger mould of 150 mm diameter.
5. Mix the soil sample retained on 4.75 mm sieve and that passing 4.75 mm
sieve in the proportiondetermined.
6. Thoroughly mix water in
a) Sandy and gravely soil : 3 to 5 %
b) Cohesive soil : 12 to 16 % approx.
Store the soil sample in a sealed container for minimum period of 16 hours.
PROCEDURE
1. Clean and dry the mould and baseplate. And apply a thin layer of grease on
inside the mould.
2. Weigh the mould to the nearest 1 gram. Attach the collar to the mould and
place on a solid base.
3. Compactthe moist soil in to the mould in five layers of approximately equal
mass, corrilayer being given 25 blows from 4.9 kg rammer dropped from the
height of 450 mm above the soil. The blows should be distributed uniformly
over the surface of each layer.
4. Remove the collar and trim off the excess soil projecting above the mould by
using straight edge. Take the weight of mould with compacted soil in it.
5. Remove the 100 g compacted soil specimen for the water content
determination.
6. Add water in increment of 1 to 2 % for sandy and gravely soils and 2 to 4 %
for cohesive soils.
7. Above procedurewill be repeated for each increment of water added. The
total number of determination shall be at least four and moisture content should
be such that the OMC at which MDD occurs , is within that range.
PRECAUTION
1. Ramming should be done continuously taking of height of 450 mm free fall
accurately.
2. The amount of soil taken for compactionshould be in such a way that after
compacting the last layer, the soil surface
is not more than 5 mm above the top rim of the mould.
3. Weighing should be done accurately.

RELATIVE DENSITY TEST
[ As per IS: 2720 (Part 14) - 1983 ]
Relative density relates the dry density of cohesion-less soil to the maximum
and minimum densities. The degree of compaction of cohesion-less soil can be
stated in terms of Relative density. The test is used to determine the Relative
density of cohesion less free draining soils containing upto 5 % present by
weight of the soil particles passing a 75 micron IS-sieve. It is also known as
Density Index.
γmax ( γd - γmin ) ( emax — e )
Density Index = ——————— x 100 = ————— x 100
γd ( γmax - γmin ) ( emax – emin )
Relative Density Consistency Term
0-15 Very loose
15-35 Loose
35-65 Medium dense
65-85 Dense
85-100 Very dense
APPARATUS
1. Vibratory table : a steel table with cushioned steel vibrating deck about 75 x
75 cm. The vibrator shall have frequency of 3600 vibrations per minute.
2. Mould : Two cylindrical metal unit mass mould of 3000 cc and 15000 cc
capacity.
3. Two guide sleeves.
4. Surcharges masses : as per IS: 10837-1984
5. Dial gauge : 50 mm travel with 0.025 mm graduation ( IS: 2092-1962)
6. Calibration bar : for computing the initial dial gauge reading calculating the
volume of specimen.
7. Mixing pans : suitable size are 65 x 90 x 10 cm.
8. Weighing scale : portable platform weighing scale, 100 kg capacity.
9. Pouring devices : consisting of funnels 12 mm and 25 mm dia. and 15 cm
long with cylindrical spouts.
10. Metal straight edge : about 40 cm long

A representative sample of soil should be taken. The mass of soil sample to be
taken depends upon the maximum size particle in the soil.
Maximum size of soil
particles in mm
Mass of soil sample
required in kg
Size of mould in cm3
75 45 15000
37.5 12 3000
19 12 3000
9.5 12 3000
4.75 12 3000
The soil sample should be dried in oven at temperature of 105 to 110 ºC. The
soil sample should be pulverized with out breaking the individual soil particles
and through required sieve.
PROCEDURE
A) DETERMINATION OF MAXIMUM DENSITY
1. The maximum density may determined by either dry or wet method.
2. Assemble the guide sleeve on the top of the mould and tighten the clamp
assemblies so that the inner surface of the walls of the mould and sleeve are in
the line.
3. Tighten the lock nuts with two set screws. Loosenthe third clamp, remove
the guide sleeve, weight the empty mould and record its weight.
4. Fill the mould with thoroughly mixed oven dry soil by the procedure
explained for minimum test. Attach the guide sleeve to the mould and place
surcharge base plate on soil surface.
5. Surcharge weight should then be lowered on the base plate.
6. Fix the mould to the vibrator deck and loaded soil sample should be vibrated
for 8 minutes.
7. Remove the surcharge weight and the guide sleeve. Obtain dial gauge
readings on two oppositeside of the mould and record their average.
8. Weigh the mould with soil and record these weight.

B) DETERMINATION OF MINIMUM DENSITY
1. Select pouring device and mould according to the maximum size of the
particles.
2. Weigh the mould and record its weight. Oven dry soil should be used.
3. Soil containing particles smaller than 9.5 mm should placed as loosely as
possible in the mould by pouring the soil through spoutin a steady stream.
4. The height of free fall of soil is always 25 mm. The mould should be filled
approximately 25 mm above the top and leveled with top by making one
continuous pass with steel straight edge.
5. The mould and soil should be weighed and mass recorded.

PERMEABILITY TEST
( by constant head parameter)
[ As per IS: 2720 (Part 17) - 1986 ]
The co-efficient of permeability is equal to the rate of flow of water through a
unit cross sectional area under
a unit hydraulic gradient. In the constant head parameter, the head causing flow
through the specimen remain constant throughout the test. The coefficient of
permeability ( K ) is obtained from the relation.
K =ql /Ah = QL /Ah t
Where q = discharge Q = total volume of water, t = time period
h = head causing flow, L = length of specimen, A = cross sectional area
APPARATUS
1. Permeameter mould : internal diameter =100 mm, effective height = 127.3
mm , capacity = 1000 cc.
2. Detachable collar : 100 mm diameter, 60 mm high.
3. Compaction equipment
4. Drainage base, having porous disc.
5. Drainage cap , having a porous disc with a spring attached to the top.
6. Constant head water supply reservoir.
7. Constant head collecting chamber.
8. Stop watch
9. Weighing balance
10. Thermometer
A) DISTURBED SOIL SAMPLE
1. Measure the internal dimensions of the mould. Weight the mould to the
nearest gram.
2. Apply a little grease on the inside to the mould. Clamp the mould between
the base plate and the extension collar
and place the assembly on a solid base.
3. Take about 2.5 kg of soil sample, from a thoroughly mixed wet soil in the
mould. Compactthe soil at the required
dry density, using a suitable compacting device.
4. After the compaction, remove the collar and base plate, trim off the surplus
soil mass by means of straight edge and weigh the mould with a compacted soil.
5. Saturate the stones. Place the filter paper at both the end of the soil specimen
in the mould.

6. Attached this mould with the drainage base and cap having saturated porous
stone.
B) UNDISTURBED SOIL SAMPLE
For testing the undisturbed soil sample, trim off the undisturbed specimen in the
shape of a cylinder of about 85 mm in dia and height equal to that of mould. Put
the filter paper at the both the end of the specimen and place it centrally over the
bottom saturated porous stoneof the drainage base fixed to the mould.
Fill the annular spacebetween mould and soil specimen with an impervious
material to avoid any leakage from the sides. The impervious material may be
cement slurry or a mixture of 10 % bentonite and 90 % fine sand by weight.
Fix the drainage cap over the top the mould.
PROCEDURE
1. Disconnect the reservoir from the bottom out let.
2. Connect the constant head reservoir to the drainage cap inlet.
3. Open the stop cockand allow the water to flow downward so that all the air is
removed.
4. Close the stop cockand allow the water to flow through the soil till a steady
state is attained.
5. Start the stop watch, and collect the water flowing out of the basein a
measuring flask for some convenient time interval.
6. Repeat this thrice, keeping the interval the same. Check that quantity of water
collected is approximately the same each time.
7. Measure the difference of head ( h ) in levels between the constant head
reservoir and the outlet in the base.
8. Repeat the test for at least two more different interval.
9. Stop the flow of water and disconnect all the part of assembly. Record the
temperature of the water used in the test.
Length of soil sample (L) = 12.73 cm
Diameter of the soil sample (d) = 10.00 cm
(It is remoulded specimen)
For undrained sample, dia. = 8.5 cm
Area of the soil specimen (A) = 78.54 cm²
Height of reservoir above the out let of the bottom plate (h) = 150 cm
Temperature of water (T) = °C
Observation Unit I
Mass of empty mould g 5110
Mass of mould + soil g 7000
Hydraulic head ( h ) mm 150

Quality of flow ( Q )
a) First time in period ( t
)
b) Second time in period
( t )
c) Third time in period ( t
)
Average
ml
ml
ml
ml
mm3
1210
1205
1210
1215
= 1210 x 10³
Permeability ( K ) =QL /
A h t
Cm/sec
Mass of soil ( 2-1 ) = 1890 g.
Bulk density, ρ = Mass / Volume
Water content , ω =
Dry density, ρd = ρ / 1+ω
Void ratio, e = ρ ω G / ρd
RESULT
Average of three determinations shall be taken
(1205+1210+1215)/3=1210 cm/sec

UNCONFINED COMPRESSIVE STRENGTH OF
A COHESIVE SOI L
[ As per IS: 2720 (Part 10) – 1973 ]
The unconfined compressive strength ( qu ) is the load per unit area at which the
cylindrical specimen of a cohesive soil fails in compression.
Qu=P/A
Where, P = axial load at failure,
A = corrected area = A o / ( 1- ε )
A o = initial area of the specimen
ε = axial strain = change in length / original length.
The undrained shear strength (s) of the soil is equal to one half of the
unconfined compressive strength,
s = qu / 2
APPARATUS
1. Unconfined compressionapparatus comprising hydraulic loading device with
proving ring and deformation dial gauge.
2. Vernier caliper
3. Sample extractor
4. Coning tool
5. Sampling tube
6. Spatula
7. Split mould.
PROCEDURE
1. Coat the split mould lightly with a thin layer of grease.
2. Push the sample out of the sampling tube into the split mould using the
sample extractor with negligible disturbance of the specimen.
3. Remove the specimen from the split mould by splitting the mould into two
part and use the coning tool to form cones on two ends of the specimen.
4. Measure the length and diameter of the specimen and weigh it.
5. Place the specimen on the bottom plate of the compressionmachine. Adjust
the upper plate to make contact with the specimen.
6. Adjust dial gauge and proving ring gauge to zero.
7. The rate strain of 1.5 mm / minute is applied to soil specimen.

8. Continue the test until failure surfaces have clearly developed or until an
axial strain of 20 % is reached.
9. Take the sample from the failure zone of the specimen for water content
determination.

DIRECT SHEAR TEST
[ As per IS: 2720 (Part 13) - 1986 ]
The Direct Shear test is carried out with an apparatus consisting of a square or
circular boxdivided into two halves. The specimen, contained in the box, is
subjected to a constant normal load while an increasing horizontal force is
applied to one of the sections of the shear box. This force causes a shear failure
along the juncture between the box sections. The shear force and the normal
load are measured directly. The rate of strain is adjusted by the speed of the
horizontal force applied. The loading unit has V-Strips on which the shear box
housing rests. The pre-calibrated load yoke helps counter balance the loading
system. The load yoke with direct and through level system for applying normal
load upto 8 Kg/cm2 capacity. Fixtures for proving ring, brackets for holding
consolidation and strain dial gauges are provided.
The lead screw connected to the shear box housing helps application of shear
stress.
Shear strength of the soil is its maximum resistance to shearing stress. The shear
strength is expressed as –
s = c’ + σ’ tan ø’
σ’ = effective stress
Ø’ = effective angle
APPARATUS
1. Shear box, divided into two halves by a horizontal plane and fitted with
locking and spacing screw.
2. Box container to hold the shear box.
3. Base plate having cross grooves on its top surface.
4. Grid plates perforated (2 nos.)
5. Porous stones 6 mm thick (2 nos.)
6. Proving ring
7. Dial gauge accuracy 0.01 mm – 2 mm
8. Static compaction device, spatula.
9. Loading yoke, loading frame, loading pad.
A) UNDISTURBED SAMPLE : Specimen is prepared by pushing a cutting ring
of size 10 cm dia and 3 cm high , in the undisturbed soil sample. The square
specimen of size 6 cm x 6 cm x 2.4 cm is then cut from circular specimen.

B) DISTURBED SAMPLE :
(a) cohesive soil :- the soil may be compacted to required density and moisture
content directly into the shear boxafter fixing the two halves of the shear box
together by mean of the fixing screw.
(b) cohesion less soil :- soil may be tamped in the shear box itself with base
plate and grid plate or porous stoneas required in place at the bottom of the
box.
PROCEDURE
1. Measure the internal dimension of the shear box and average thickness of the
grid plates
2. Fix the upper part of the box to the lower part using the locking screw. Attach
the base to the lower part .
3. Place the grid plate in the shear boxkeeping the serration’s of the grid at right
angle to the direction of shear.
Place a porous stone over the grid plate.
4. Weight the shear box with base plate, grid plate and porous stone.
5. Place soil specimen in the box and weight the box.
6. Place inside the boxcontainer and the loading pad on the box. Mount the box
container on the loading pad.
7. Bring the upper half of the box in contactwith the proving ring. Check the
contact by giving slight movement.
8. Fill the container with water and mount the loading yoke on the ball placed
on loading pad.
9. Mount one dial gauge on the loading yoke to record the vertical displacement
and another dial gauge on the container
to record the horizontal displacement.
10. Place the weight on loading yoke to apply a normal stress.
11. Allow the sample to consolidate under the applied normal stress. Note
reading of vertical displacement dial gauge.
12. Remove the locking screws. Using the spacing screws, raise the upper part
slightly above the lower part such as that gap is slightly larger than the
maximum particle size. Remove the spacing screws.
13. Adjust all dial gauges to read zero. The proving ring also read zero.
14. Apply the horizontal shear load at constant rate of strain.
15. Record reading of the proving ring, the vertical displacement dial gauge.
16. Continue the test, till the specimen fails or till a strain of 20 % is reached.
17. At the end of the test, remove the specimen from the box.
18. Repeat the test on identical specimens under the normal stress.

TRIAXIAL TEST[ As per IS: 2720 (Part 11)-1971 ]
Different types of soils show different characteristics on being subjected to
loading. The test helps to determine load supporting capacity of a particular soil
under fully saturated condition. This test is required for design of foundation for
structure and analysis of slope stability. The test is used to determine the shear
strength parameter
( C’ and Ø’ ) of soil by consolidated undrained triaxial test.
1. Remove wax sealing from field sample tube.
2. Place sample cutter tube (38 mm inner dia ) on field sample tube.
3. Insert sample cutter tube in the soil with the help of hydraulic jack.
4. Take out the sample cutter tube from field sample tube by pushing soil with
hydraulic jack.
5. Transfer soil sample from sample cutter tube to split mould of properlength
(76 mm).
6. Take out soil specimen from split mould.
LOADING OF SAMPLE
1. Clean base of triaxial cell.
2. Put porous stone over bottompedestal and a filter paper of 38 mm dia over
this porous stone.
3. Place soil specimen over filter paper and put another filter paper then porous
stone on the top of the soil specimen.
4. Place about 8 filter paper strips vertically around soil specimen extending
from top porous stoneto bottom porous stoneto facilitate uniform and quick
saturation.
5. Put rubber membrane around the soil specimen with the help of stretcher.
6. Place O ring around top and bottom pedestal in the grooves.
7. Place the triaxial cell and tight the nut to the base plate.
TESTING OF SPECIMEN

1. Saturate the soil sample from 24 to 48 hours, by opening drainage valve,
which is connected with burette
filled with water. Water level in burette is kept little more than the top of
specimen.
2. After saturation triaxial cell is filled with water and all around cell pressure(
σ3 ) is applied by mercury controlled device. The pore water pressure is
measured the sample is saturated until it satisfies B parameter of 1 ( not less
than 90% of σ3 ).
3. Four soil specimen of a sample are tested at 0.5, 1.0, 1.5, and 2.0 kg / cm2 of
lateral pressure ( σ3 ).
For consolidated un-drained test ( CU ), the sample is to be placed for
consolidation and B parameter has to be checked. The drainage reading during
consolidation in the burette is to be recorded in time interval of 1, 4, 9, 16, 25,
36.....minutes up to 24 hrs .
4. On account of consolidation the length and diameter of specimen changed.
5. Changed length, cross sectional area and rate of strain on consolidated
specimen have to be calculated.
6. Apply calculated rate of strain on consolidated specimen and note down the
deformation and correspondingload on specimen un till the failure of specimen.
7. Four specimen has been tested at four confining pressure ( 0.5, 1, 1.5 and 2
Kg / cm2 ) as explained above.
8. Now from above reading plot Mohr’s circle and get the shear parameter C’
and
Ø’.
Ballast (stone broken in specified range of size) transfers load from sleeper to
formation soil. Ballast particles are subjected to high level of impact from
sleepers and abrasion among each other due to vibrations.
Test results indicate suitability or otherwise of the ballast.
1. Take ballast sample which passes 12.5 mm IS sieve and is retained on a 10
mm IS sieve.
2. The sample shall be oven dried for 4 hours at a temperature of 100-110 ºC
and cooled.
3. The measure shall be filled about one third full with the prepared aggregate
and tamped with 25 strokes of the tamping rod. A further similar quantity of
aggregate shall be added and further tamping of 25 strokes given.

4. The measure shall finally be filled to over flowing tamped 25 times and the
surplus aggregate stuck off, using the tamping rod as straight edge. The net
weight of the aggregate in the measure shall be determined to the nearest gm. (
weight A ).
PROCEDURE
1. The cup shall be fixed firmly in position on the baseof the machine and the
whole of test sample placed in it and compacted by a single tamping of 25
strokes of the tamping rod.
2. The 13.5 -14 kg hammer shall be raised until its lower face is 380 mm above
the upper surface of the aggregate in the cup and allowed to fall freely on to the
aggregate. The test sample shall be subjected to total of 15 such blows each
being delivered at an interval of not less than one second.
3. The crushed sample shall then be removed from the cup and the whole of it
sieved on the 2.36 mm IS sieve.
4. The fraction passing through shall be weighed ( weight B ). The fraction
retained on the sieve shall also be weighed ( weight C ).
5. If the total weight ( B&C ) is less than the initial weight ( weight A ) by more
than one gram the result shall be discarded and a fresh test made.
6. Two tests shall be made.
CALCULATION
Aggregate impact value =B/A*100

OBSERVATION
S. No. Weight of
sample
taken
before
impact
(A)
( in g )
Weight of
sample
passing
2.36 mm
IS Sieve
after
impact
(B)
( in g )
Weight of
sample
retained on
2.36 mm
IS sieve
after
impact
( C )
( in g )
Impact
value
B/A*100
Remark
1 308 56 252 18
2 310 57 253 18.38
RESULT
Average value of two results =18.19%

REFERANCE
Geotechnical Engineering Directorate
Research Designs & Standards Organisation
Manak Nagar, Lucknow - 226011
Uttar Pradesh (INDIA)

Summer training report on soil testing experiments

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Summer training report on soil testing experiments