Soil mechanics(geotechnical engg) lab report

Abstract
This Report is made by the students of University of Engineering and technology
Peshawar which includes the Publisher. (Batch 2016 Civil engineering
department).a soil sample was taken from the nearby construction site and all the
necessary tests were performed. As this is not a professional document there
might be some technical mistakes or mistakes in observations. All the tests are
performed which were thought to students in the soil mechanics lab at UET
Peshawar, the ASTM standards were followed during experiments

Geotechnical-I Lab CE-209L Group Report
Civil Department, UET Peshawar 1 | P a g e
Table of Contents
Experiment # 01 “To determine moisture content of soil material.”...........5
Scope. .....................................................................................................................................5
Objective. ...............................................................................................................................5
Standard reference. .................................................................................................................5
Significance............................................................................................................................5
Apparatus. ..............................................................................................................................6
Procedure................................................................................................................................6
Observation and calculations: ................................................................................................ 6
Experiment No # 02 “To Determine the Specific Gravity of Soil Solid”......7
Purpose ...................................................................................................................................7
Standard reference ..................................................................................................................7
Significance............................................................................................................................7
Apparatus ...............................................................................................................................7
Test procedure ........................................................................................................................7
Data analysis ..........................................................................................................................8
Observation and calculations ................................................................................................. 8
Exp# 3 “To Determine the Particle Size Distribution of Soil by Sieve
Analysis.................................................................................................9
Introduction: ...........................................................................................................................9
Sieve Analysis: .......................................................................................................................9
Significance and Uses: .........................................................................................................10
Objective ..............................................................................................................................10
Standard Reference.............................................................................................................. 10
Equipment ............................................................................................................................10
Theory.................................................................................................................................. 11
Preparation of Soil Sample ...................................................................................................11
Procedure..............................................................................................................................12
Calculation ...........................................................................................................................12
Observations.........................................................................................................................13

Graph ....................................................................................................................................13
Experiment # 4 “Grain Size Analysis of Fine Grained Soil (Hydrometer
Method)...............................................................................................14
Introduction ..........................................................................................................................14
Equipment ............................................................................................................................14
Corrections to hydrometer readings ..................................................................................... 15
Procedure:.............................................................................................................................15
Precautions: ..........................................................................................................................15
Practical applications: ..........................................................................................................16
Observations and Calculations .............................................................................................16
Experiment # 5 “To Determine the Liquid Limit, Plastic Limit, Plasticity of
Soil......................................................................................................17
Introduction ..........................................................................................................................17
Consistency of Soil – Atterberg Limits................................................................................ 17
Importance............................................................................................................................17
Objective ..............................................................................................................................17
Reference Standards .............................................................................................................17
Practical Applications .......................................................................................................... 18
Apparatus .............................................................................................................................18
Procedure..............................................................................................................................18
Liquid Limit .........................................................................................................................18
Plastic Limit .........................................................................................................................19
Precautions ...........................................................................................................................20
Observations & Calculations ................................................................................................20
Report: Discussion and Result .............................................................................................21
Graph ....................................................................................................................................21
Experiment # 6 “To Determine the Shrinkage Limit of Soil”...................22
Introduction ..........................................................................................................................22
Significance and Use: ...........................................................................................................22
Objective: .............................................................................................................................22
Equipment & Apparatus .......................................................................................................23
Theory ..................................................................................................................................23

Preparation Sample ..............................................................................................................25
Procedure..............................................................................................................................25
Calculation ...........................................................................................................................25
Report ...................................................................................................................................25
Safety and Precautions .........................................................................................................26
Result....................................................................................................................................26
Experiment # 7 “To Determine the Maximum Dry Density & OMC of A
Given Soil Sample by Standard Proctor Compaction Test”.....................27
Apparatus .............................................................................................................................27
Procedure:.............................................................................................................................27
Precautions: ..........................................................................................................................27
Practical applications: ..........................................................................................................28
Observations and Calculations: ............................................................................................28
Experiment # 08 “To Determine the Maximum Dry Density & OMC of A
Given Soil Sample by Modified Proctor Compaction Test”.....................29
Apparatus............................................................................................................................. 30
Procedure: 30
Precautions: ..........................................................................................................................30
Practical applications: .......................................................................................................... 31
Experiment # 09 “To find the co-efficient of Permeability by Constant head
method................................................................................................32
Scope and Application: ........................................................................................................ 32
Equipment/Apparatus...........................................................................................................32
Procedure: 32
Calculations: ........................................................................................................................33

Experiment #10 “To find the co-efficient of Permeability by falling head
method................................................................................................34
ASTM D5084 - 03................................................................................................................ 34
Concept.................................................................................................................................34
Need and Scope....................................................................................................................34
Theory ..................................................................................................................................34
Apparatus used in Experiment ............................................................................................. 35
Procedure: 35
Observations and calculations ..............................................................................................36
Conclusion: 36

Experiment # 01 “To determine moisture content of soil
material.”
Scope.
This test is performed to determine the water content of soil. The natural moisture content is
very important in all studies of soil mechanics. Natural moisture content is used to determine
the bearing capacity and settlement.it gives the state of the soil in the field.
Objective.
Determination of the natural moisture content of the given soil.
Standard reference.
ASTM D 2216-98 standard test method for laboratory determination of water content of soil,
rock and soil aggregate mixture.
Significance.
For many soil the water content may be extremely important index used for establishing the
relationship between the way a soil behave and the properties. The consistency of a finely
grained soil largely depends on its water content. The water content is also used in expressing
the phase relationship of air, water and solids in given volume of soil.

Apparatus.
• Dry oven
• Digital balance
• Moisture can
• Gloves
• Spatula
Procedure.
• Select a representative test specimen of the mass designated in the section 8.2 of ASTM
D2216.
• Determine the tare mass of a clean and dry container and lid (W1).
• Place the moist specimen in the container and secure lid onto the container.
• Determine and record the mass, lid, and moist specimen (W2).
• Remove the lid and place the container with the sample in the drying oven.
• Dry for a minimum of 16 hours or to a constant mass.
• To oven dry large specimen place it in a container having large surface area and break
the specimen into aggregates.
• After the material has dried to a constant mass remove the container from the oven and
place lid firmly.
• Allow the material and container to cool to room temperature.
• Determine the mass of the container, lid and dry sample using the same balance.
• Calculate the moisture content of the soil as a percentage of the dry soil weight.
W1=weight of empty container (g)
W2=weight of moist soil + container (g)
W3=weight of dry soil + container (g)
Observation and calculations:
Mass of cont. Mass of
cont.+wet soil(g)
Wet soil (g) Mass of water(g) Moisture content
52g 136g 84g 32g 38.1%

Experiment No # 02 “To Determine the Specific Gravity of
Soil Solid by Water”
Purpose
This lab is performed to determine the specific gravity of soil by using a pycnometer.
“Specific gravity is the ratio of the mass of the unit volume of the soil at a stated
temperature to the mass of the same volume of gas-free distilled water at a stated
temperature.”
Standard reference
ASTM D854-00 standard test for specific gravity of soil solid by water pycnometer.
Significance
Specific gravity of the soil is used in the phase relationship of air, water and soil solid in a
given volumes of a soil.
Apparatus
• Pycnometer
• Balance
• Spoon Funnel
Test procedure
1. Here we used the method B.
2. We determine and record the weight of the empty clean and dry pycnometer the mass
we say is M2.
3. Place the sample of the soil (dry soil and fine) which is pass through the sieve No # 10
in the pycnometer. Determined and record the mass of the pycnometer containing the
dry soil solid say M1.
4. We add distilled water to fill about half to three-fourth of the pycnometer soak the
sample for 10 minute and shake it.
5. Apply it for vacuumed to remove the entrapped air in the form of bubble.

6. Fill the pycnometer with distilled water up to the mark clean the interior surface of the
pycnometer with clean dry cloth. Determine the weight of the pycnometer and of the
distilled water with in it say M3.
7. Empty the pycnometer and clean it then fill with distilled water (up to the mark). Clean
the exterior surface of the pycnometer with a clean, dry cloth. Determine the mass of
the pycnometer and distilled water say as M4.
8. Empty the pycnometer and clean it.
Data analysis
Calculate the specific gravity of the soil by using the following formula.
Specific gravity
Where
M1: mass of the pycnometer + soil solid.
M2: mass of empty pycnometer.
M3: mass of pycnometer + soil solid + distilled water
M4: mass of the same volume of the water in pycnometer.
Observation and calculations
S
no.
Pycno
meter
No.
Room
tempe
rature
( oC)
Mass of
empty
pycnomete
r (M2)
Mass of
pycnome
ter &
dry soil
(M1)
Mass
of
Pycno
meter
&
water
(M4)
Mass of
Pycnomet
er, soil &
water(M3
)
Specific
Gravity
K
Specific
gravity
at 20
1
500
(ml)
26.5 190.16 240.21 688 720 2.77 0.9984 2.76

Exp# 3 “To Determine the Particle Size Distribution of
Soil by Sieve Analysis”
Introduction:
The textural class of a soil is determined by its particle size distribution; namely gravel, sand,
silt, and clay content. Texture represents a rather stable soil characteristic and exerts an
influence on many soil physical and chemical activities. This influence is directly related to the
amount of surface activity presented by the mineral particles. Surface activity is a function of
both particle size, which determines total specific surface area; and clay type, which determines
relative surface reactivity. Particle size distribution analysis quantifies particle size categories,
but does not determine clay type. Particle size distribution provides the information necessary
for determining soil class on the textural triangle, an important standard for categorizing soil
physical and chemical behavior on the basis of surface activity. A method to determine the
particle size distribution is sieve analysis.
Sieve Analysis:
As its name implies, the apparent equipment of sieve analysis is the sieves. Sieves have
equalize and shape openings where these sieves allow soil particles of smaller sizes to pass
through while retaining particles that are bigger
Different Sieves

Significance and Uses:
Particle size distribution is used to classify soils for engineering and agricultural purposes, since
particle size influences how fast or slow water or other fluid moves through a soil. It affects the
strength and load-bearing properties of rocks and soils. Sieve analysis is believed to be the
oldest geotechnical engineering laboratory undertaken to classify the soil based on its grains.
The soil classification will be able to determine the characteristics of soil when load is applied,
the range of grain sizes in soil mass, the shape of grain in soil layers and the structure stability
of the soil.
Objective
The sieve analysis determines the grain size distribution curve of soil sample by passing them
through a stack of sieves of decreasing mesh opening sizes and by measuring the weight
retained on each sieve. This is done in order to determine the grain size distribution curve of a
soil sample by which soil can be classified and their engineering properties assessed
Standard Reference
ASTM D 422 - Standard Test Method for Particle-Size Analysis of Soils
Equipment
1. Balance
2. Set of sieves
3. Cleaning brush
4. Sieve shaker
Theory
The particle size distribution curve, also known as a gradation curve, represents the distribution
of particles of different sizes in the soil mass.
A coarse soil is described as:
1. Well graded if there is no absence of particles in any size range and if no intermediate sizes
are lacking. The smooth concave upward grading curve is typical of well-graded soil, which is
shown by curve (1) in Fig (a).
2. Poorly graded if
a. A high proportion of the particles have sizes with narrow limits (a uniform soil or narrowly graded
soil) as shown by curve (2).

b. Particles of both large and small sizes are present but with relatively low proportion of the
particles of intermediate sizes (a gap-graded or step graded soil) as shown by curve (3).
Preparation of Soil Sample
The aggregations or lumps of soil tested are thoroughly broken up with the mortar and pestle or
(pulverizer). The specimen to be tested should be large enough to be representative of the soil
in the field. It should also be small enough not to overload sieves. The size of representative
specimen depends on the maximum particle size.
Procedure
1. Oven dry the sample, allow it to cool. Then take 500 g (depending on maximum particle
size) of oven dried soil.
2. Select a stack of sieves suitable to the soil being tested. Weigh each sieve and a pan to be
used Wo (make sure each sieve is clean before weighing it, by using a brush to remove
grains stuck in mesh openings).
3. Arrange the stack of sieves so that the largest mesh opening is at the top and the smallest is
at the bottom and attach the pan at the bottom of the sieve stack.
4. Pour the dry sample on the top sieves. Add a cover plate (to avoid dust and lost particles
while shaking).
5. Place the stack of sieves in the mechanical shaker and shake for 10 min.
6. Remove the stack of sieves from the shaker, and measure the weight of each sieve and the
pan with the soil retained on them W

7. Subtract the weights obtained in step (2) from those of step (6) to give the weight of soil
retained on each sieve. Their sum is compared to the initial sample weight; both weights
should be within about 1%. If the difference is greater than 1%, too much material was lost,
and weighing and/or sieving should be repeated /W – Wo/ > 1%.
Calculation
% retained on each sieve = (Weight of soil retained/ ) *100
% finer (passing) than any sieve size = 100 – Cumulative of %Retained
The gain-size distribution curve can be used to determine some of the basic soil parameters such as
the:
1. Effective size (D10); is the diameter in the particle size distribution curve corresponding to 10%
finer
2. Uniformity coefficient (Cu); is a measure of the slope of the curve. It is defined as
Cu
Where D60 = diameter corresponding to 60% finer.
3. Coefficient of gradation or concavity (Cc); is defined as
Cc
Where D30 = diameter through which 30% of the total soil mass is passing.
Find gravel, sand and (silt and clay) percentage according to ASTM.
Find coarse, medium and fine sand according to ASTM.

Observations
D60 = 0.417

Experiment # 4 “Grain Size Analysis of Fine Grained Soil
(Hydrometer Method)”
Introduction
Hydrometer analysis is a widely used method of obtaining an estimate of the distribution of soil
particle sizes from the No. 200 (0.075 mm) sieve to around 0.01 mm. The data are presented
on a semi log plot of percent finer vs. particle diameters and may be combined with the data
from a sieve analysis of the material retained (+) on the No.200 sieve. The principal value of
the hydrometer analysis appears to be to obtain the clay fraction (generally accepted as the
percent finer than 0.002 mm). The hydrometer analysis may also have value in identifying
particle sizes < 0.02 mm in frost susceptibility checks for pavement subgrades. This test is done
when more than 20% pass through No.200 sieve and 90% or more passes the No.
4 (4.75 mm) sieve.
The hydrometer analysis is based on Stokes’ Law, which gives the relationship among the
velocity of fall of spheres in a fluid, the diameter of the sphere, the specific weights of the
sphere and of the fluid, and the fluid viscosity.
Equipment
1. Hydrometer (152H model preferable)
2. Quantity (about 2.5L per test) of distilled water
3. Sedimentation cylinder (1000mL cylinder) also termed a hydrometer jar
4. Graduated 1000 mL cylinder for control jar
5. Soil-dispersion device (malt mixer or air-jet dispersion)
6. Dispersion agent (NaPO3 or Na2 SiO3)
7. Hydrometer jar bath (optional, for temperature control)
8. Thermometer

Corrections to hydrometer readings
• Zero Correction (Fz): If the zero reading in the hydrometer (in the control cylinder) is below the
water meniscus, it is (+), if above it is (–), if at the meniscus it is zero.
• Meniscus Correction (Fm): Difference between upper level of meniscus and water level of
control cylinder.
• Temperature correction (Ft): The temperature of the test should be 20 C but the actual
temperature may vary. The temperature correction is approximated as
Ft = -4.85 + 0.25 T (for T between 15 C to 28 C)
Procedure:
 Find the total Weight of a Given Soil Sample passing Sieve No. 200.
 Take 1000 c.c. of water in a sedimentation jar & add 8 gm. of Sodium Hexameta-
phosphate per 50 gm. of Soil.
 Now put Soil Sample in a sedimentation jar
 Mix thoroughly the suspension in a jar by placing the palm of a hand on the open end
of the jar, & turning the jar upside down & back.
 Place the jar on a table & insert the Hydrometer with least disturbance. Start a Stop
Watch simultaneously.
 Read the top of Meniscus at suitable time intervals.
 Record the temperature for each Hydrometer Reading for very precise computations.
 From the observed readings, find the size & percentage of particles in suspension at
suitable time intervals.
 Draw a Grain size distribution / gradation Curve.

Precautions:
 Insert the Hydrometer in a sedimentation jar slowly & carefully.
 All the readings should be noted carefully.
Practical applications:
 This Method is used to analyze very fine Soil particles.
 It helps in computing the %age of Silt & Clay present in the Given Soil
Sample.
Observations and Calculations
K= 0.0128 at 30 o
C
Time
(Sec)
Hydrometer
Reading (mm)
Percent finer
(%)
diameter
(mm)
Temp
(o
C)
2 35 75.3 0.0291 30
5 26 57.3 0.0191 30
15 8 19.1 0.0117 30
30 7 7.3 0.00961 30
60 6.5 7.3 0.00679 30
240 6 3.3 0.0034 30

Experiment # 5 “To Determine the Liquid Limit, Plastic Limit,
Plasticity of Soil”
Introduction
Consistency of Soil – Atterberg Limits
In the early 1990s, a Swedish scientist named Atterberg developed a method to describe
the consistency of fine-grained soils with varying moisture contents. Atterberg limits are
defined as the water corresponding to different behavior conditions of fine-grained soil (silts
and clays). The four states of consistency in Atterberg limits are liquid, plastic, semisolid and
solid. The dividing line between liquid and plastic states is the liquid limit; the dividing line
between plastic and semisolid states is the shrinkage limit. If a soil in the liquid state is gradually
dried out, it wills past through the liquid limit, plastic state, plastic limit, semisolid state and
shrinkage limit and reach the solid stage. The liquid, plastic and shrinkage limits are therefore
quantified in terms of the water content at which a soil changes from the liquid to the plastic
state. The difference between the liquid limit and plastic limit is the plasticity index. Because
the liquid limit and plastic limit are the two most commonly used Atterberg limits, the following
discussion is limited to the test procedures and calculation for these two laboratory tests.
The liquid limit is that moisture content at which a soil changes from the liquid state to
the plastic state. It along with the plastic limit provides a means of soil classification as well as
being useful in determining other soil properties.
As explained, plastic limit is the dividing line between the plastic and semisolid states.
From a physical standpoint, it is the water content at which the soil will begin to crumble when
rolled in small threads.
Importance
• By finding liquid limit we become able to find that water content at which soil will
flow under its own weight and will have low shear strength to support a structure, so
we will be careful about this in designing.
• To find that water content at which we will be able to mould a soil in to a different
shapes.
Objective
To measure the liquid and plastic limits for a soil sample.
Reference Standards
ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils

Practical Applications
1) To classify fine-grained soil the values of liquid and plastic limit are used.
2) The values of liquid limit and plastic limit are used to indicate flow index, toughness index and
plasticity index of soil.
3) To find the stability of soil for building construction, by finding the values of liquid limit
Apparatus
1) Standard liquid limit apparatus
2) Grooving tool
3) Balance
4) Electric oven
5) Sieve # 40
6) Containers
7) Spatula
2) Glass plate
4) China dish
Procedure
We will use the ASTM D 4318 test method a (multiple point method) which is the Standard
Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. Multiple point
Method says that you take more than one reading from the specimen, in order to get ranges with
a different amount of blows.
Liquid Limit
1. Approximately 150-200 grams of the soil that was previously passed through a 0.40mm Sieve
will be gotten and place into the porcelain dish.
2. A small amount of water is added in the dish and thoroughly mix until it reaches a Consistency
of a smooth uniform paste.
3. Check the Casagrande’s apparatus to make sure the height of drop of the cup is approximately
10mm and the rotation counter reader is at zero.
4. A portion of the previously mixed soil will then be placed into the cup and spread
Into the cup to a depth of about 10 mm at its deepest point. The soil pat should Form
an approximate horizontal surface.
5. Use the grooving tool, a clean and careful straight groove down the center of the
Cup is made. The tool should remain perpendicular to the surface of the cup as Groove
is being made.
6. Make sure that the base of the apparatus below the cup and the underside of the Cup are clean
of soil.
7. The crank of the apparatus will be turned at a rate of approximately two drops
Per second and the number of drops (N) it takes to make the two halves of the soil Pat
come into contact at the bottom of the groove for a length of 13 mm will be Counted.

8. N should be between 15-25 for the first range, 20-30 for the second range and
25-35 for the third range. If not, the process is started over again by adding more Or
less water to reach the proper N values.
9. At the appropriate drop numbers, a sample is taken, using the spatula, from edge to edge of
the soil pat. The sample will include the soil on both sides of where the Groove came into
contact.
10. Place the soil into a moisture can with known weight.
11. Weigh the moisture can containing the soil, record its mass, and place the can into the oven.
12. The number of drops N will be plotted on a log scale versus the water content (w). A best fitted
straight line through the plotted points will be drawn and the Liquid limit (LL) determine as
the water content at 25 drops.
Plastic Limit
1. Approximately 20 grams of the soil that was previously passed through a number 40
sieve will be mixed with water until the soil is at a consistency where it can be rolled
into a 3 mm diameter ellipsoidal soil mass without sticking to the hands.
2. Sufficient pressure will be used to roll the mass into a thread of uniform diameter by
using about 90 strokes per minute.
3. A thread of soil is at its plastic limit when it is rolled to a diameter of 3 mm and
Crumbles.

4. About 6 grams of sample from the portions of the crumbled pieces will be Gathered
and the water content determined.
5. Water content obtained is the plastic limit.
Precautions
1. The apparatus required for test should be cleaned.
2. The no. of blows should be just to close the groove.
3. The no. of blows should be between 10 & 40 according to ASTM standard.
 If No. of blows < 10 Then max water is there in the soil paste.
 & If No. of blows > 40 Then min water is there in the soil paste.
4. All the readings of mass should be noted carefully.
5. Make thread with less pressure.
Observations & Calculations
Test Plastic limit Liquid limit
Variable
No 1 2 1 2 3
Variable Units
Number of Blows N Blows 31 24 15
Can Number --- --- 110 20 G 20E B7
Mass of Empty
Can M C (g) 71.7 144 140 144 150

Mass Can & Soil
(Wet) M CMS (g) 78.7 151 162 176 176
Mass Can & Soil
(Dry) M CDS (g) 77.6 150.65 161.77 169.8 172
Mass of Soil MS (g) 5.9 6.65 21.77 25.8 22
Mass of Water MW (g) 1.1 0.35 0.23 6.2 4
Water Content w (%) 17 5 21 20 18
 so liquid limit is 21 and plastic limit is 17 so the Plasticity index is 4.
Report: Discussion and Result
It was obvious that when we increased the water content the number of blows
decreased, due to faster closure of the groove. In the single liquid limit test, it was seen that the
closer the number of blows is to 25 the closer the value of the liquid limit to that estimated from
the four trials test. The test could have been improved by using the counter attached to
Casagrande’s device to count the number of blows, beside that the use of automated rotating
device could have reduce the error resulted from decreasing the rate of rotation device to count
the number of blows, beside that the use of automated rotating device could have reduce the
error resulted from decreasing the rate of rotation

Graph
y = 4.1478ln(x) + 6.7808
17.5
18
18.5
19
19.5
20
20.5
21
21.5
10 100
No of Blows
Liquid Limit
25
PERFORMING EXPERIMENT ON CASA-GRANDE APPARATUS

Experiment # 6 “To Determine the Shrinkage Limit of Soil”
Introduction
As the soil loses moisture, either in its natural environment, or by artificial means in laboratory
it changes from liquid state to plastic state to semi-solid state and then to solid state. The volume
is also reduced by the decrease in water content. But, at a particular limit the moisture reduction
causes no further volume change. A shrinkage limit test gives a quantitative indication of how
much moisture can change before any significant volume change and to also indication of
change in volume. The shrinkage limit is useful in areas where soils undergo large volume
changes when going through wet and dry cycles (e.g. earth dams). This test method provides a
procedure for obtaining the data which are used to calculate the shrinkage limit and the
shrinkage ratio. The liquid limit, plastic limit, and shrinkage limit are often collectively referred
to as the Atterberg Limits in recognition of their formation by Swedish soil scientist, A.
Atterberg. These water contents distinguish the boundaries of the several consistency states of
cohesive soils. This test method is performed only on that portion of a soil which passes the
425-μm (No. 40) sieve. The relative contribution of this portion of the soil must be considered
when using this test method to evaluate the properties of the soil as a whole.
Significance and Use:
The shrinkage factors covered in this test method can only be determined on basically fine-
grained (cohesive) soils which exhibit a dry strength when air dried. The term shrinkage limit,
expressed as water content in percent, is typically assumed to represent the amount of water
required to fill the voids of a given cohesive soil at its minimum void ratio obtained by drying
(usually oven). Thus, the concept shrinkage limit can be used to evaluate the shrinkage potential
or possibility of development, or both, of cracks in earthworks involving cohesive soils.
• Data obtained from this test method may be used to compute the volumetric shrinkage and
linear shrinkage.
• A shrinkage limit test gives a quantitative indication of how much moisture can change before
any significant volume change and to also indication of change in volume.
• The shrinkage limit is useful in areas where soils undergo large volume changes when going
through wet and dry cycles.
• (e.g. earth dams)
Objective:
 For determination of the shrinkage limit of soil.
 To measure the liquid limit of a soil sample using the penetration test.
 To obtain quantitive indication of the amount of volume change that can occur in a cohesive
soil.

Reference Standards
ASTM D427- Test Method for Shrinkage Factors of Soils by the Mercury Method (Withdrawn 2008)
ASTM D 4943 - Standard Test Method for Shrinkage Factors of Soils by the Wax Method.
Equipment & Apparatus
• Evaporating porcelain dish
• Shrinkage dish
• One glass plate with three prongs
• One glass cup
• Mercury
• Spatula
• A glass cylinder
• Straight edge
• Drying oven set at 105°c
• Desiccator
• 425 micron sieve
• Plain glass plate
• A weighing balance.
`
Theory
Shrinkage is soil contraction and is mainly a cause of soil suction, which is the phenomenon
that produces capillary rise of water in soil pores above the water table. Two main sources of
soil shrinkage are:
1. Capillary rise: At the top of the capillary column the pressure will be negative pressure i.e.
tension, which will cause the soil grains to be in tension and gets closer to each other.
2. Drying: As the soil dries, the pores start to empty from water, during this empting process surface
tension develop and the grains gets closer to each other.

In this experiment we are considered in the drying shrinkage, where the contraction continues
till the shrinkage limit. The shrinkage limit is defined as the water content below which no
further change in volume of soil occurs. From this definition it can be seen that the higher the
shrinkage limit he soil has the more preferred this soil is. The shrinkage limit can be measured
by using the following formula;
Where,
𝑀1 = 𝑚𝑎𝑠𝑠 𝑜𝑓 𝑤𝑒𝑡 𝑠𝑜𝑖𝑙 (𝑔)
𝑀2 = 𝑚𝑎𝑠𝑠 𝑜𝑓 𝑑𝑟𝑦 𝑠𝑜𝑖𝑙 (g)
𝑉𝑖 = 𝑖𝑛𝑖𝑡𝑖𝑎𝑙 𝑣𝑜𝑙𝑢𝑚𝑒 𝑜𝑓 𝑠𝑜𝑖𝑙(c𝑚3)
𝑉𝑖 = 𝑓𝑖𝑛𝑎𝑙 𝑣𝑜𝑙𝑢𝑚𝑒 𝑜𝑓 𝑠𝑜𝑖𝑙(c𝑚3)
The test is simply held by placing the soil sample in the shrinkage dish and stuck flush, and then
dried gradually, so that no cracking for the soil sample will occur, for 48 hours where the first
24 hours will be air drying.
The volumes in Equation can be approached by two methods:
• Wax method
• Mercury method
In our test, the mercury method was used where the volume of empty dish is obtained by filling
it with mercury and stuck it flush, weighing the mass of mercury contained in the dish and then
the volume of the container will be obtained by
For purposes of accuracy several readings are taken for each length and then the average for
each reading is calculated and used in the formula. The length of dried sample is measured by
using a string and a ruler as the specimen will be buckled and its length can’t be measured by
using a ruler only.
Sample identification: Light brown clay sample, which was mix thoroughly with water so that
the sample was homogenous.
 For shrinkage limit:
 The dish was greased before starting the lab so that the soil won’t stick on its walls. The weight
of coated dish was obtained.

 The shrinkage dish was filled then with soil sample on layers and tapped gently on the table to
remove any entrapped air. The soil shall be stuck flush in the dish and the outer wall of the dish
was carefully cleaned. The weight of dish + wet soil was obtained.
 The shrinkage dish filled with wet soil was then air dried for 24 hours and then place in the
oven for more 24 hours.
 The dish was taken out of the oven and the weight of dish + dry soil was obtained.
 The empty dish then was filled with mercury and stuck it flush in the dish. The weight of the
dish + mercury was obtained.
 The dry soil was placed in a cup containing mercury the surface and pushed into it, the displaced
mercury was gathered into a container and it weight was obtained.
Preparation Sample
The soil passing 425 micron sieve is used in this test.
Procedure
1. Mix about 30 gm. of soil passing through 425 micron sieve with distilled water.
2. The water added should be sufficient to make the soil pasty enough to be readily worked into
the shrinkage dish without inclusion of air bubbles.
3. Coat the inside of the shrinkage dish with a thin layer of Vaseline. Place the soil sample in the
dish, by giving gentle taps. Strike off the top surface with a straight edge.
4. Weigh the shrinkage dish immediately full of wet soil. Dry the dish first in air and then in an
oven.
5. Weight the shrinkage dish with dry soil paste.
6. Clean and dry the shrinkage dish and determine its empty mass.
7. Also weigh an extra empty porcelain dish (small size), which will be used for Weighing
mercury. This dish will be known as mercury weighing dish.
8. Keep the shrinkage dish in a large porcelain dish, fill it to overflowing with mercury and remove
the excess by pressing the plain glass plate firmly over the top of the dish. Transfer the contents
of the shrinkage dish to the mercury weighing dish and weight.
9. Place the glass cup in large dish, fill it to overflowing with mercury, and remove the excess by
pressing the glass plate with three prongs firmly over the top of the cup.
10. Wipe the outside of the glass cup to remove any adhering mercury, then place it in another dish.
Place the dry soil paste on the surface of the mercury and submerge it under the mercury by
pressing with glass plate with prongs.
11. Transfer the mercury displaced by the dry soil paste to the mercury weighing dish and weigh.
12. Repeat the test at least three times for each soil sample.
Calculation
The shrinkage limit is to be calculated by using the following formula
Where W = Moisture content of wet soil pat

Report
The test is repeated at least 3 times for each soil sample and the average of the result is reported.
Safety and Precautions
 Clean the sieves with the help of a brush, after sieving
 While weighing put the sieve with soil sample on the balance in a concentric position.
 Check the electric connection of the sieve shaker before conducting the test.
Shrinkage dish No. 3
Mass of dish + wet soil paste (gm) 51.71
Mass of dish + dry soil paste, (gm) 46.078
Mass of water, (2) – (3), (gm) 5.632
Mass of shrinkage dish empty (gm) 21.4
Mass of dry soil paste (Ws)= (3)- (5) (gm.) 24.678
Initial water content (w1) = [(4) / (5)] x 100
(%)
26.318
Mass of weighing dish + mercury (filling
shrinkage dish) (gm) 213.42
Mass of weighing dish empty (gm) 81.1
Mass of mercury (8) - (9) (gm)
132.32
Vol. Wet soil paste (V1) = (10) /13.6 (cc) 9.73
Mass of weighing dish + displaced mercury (by
dry paste) (gm)
183.04
Mass of mercury displaced (12)- (9) (gm)
101.94
Vol. Dry soil paste = (13) /13.6 (cc) 7.50
Result
Shrinkage limit (WS.L) = 25
Shrinkage ratio (S.R) = 0.335
Volumetric shrinkage (V.S) = 0.562

Experiment # 7 “To Determine the Maximum Dry Density &
OMC of A Given Soil Sample By Standard Proctor
Compaction Test”
Apparatus:
 Mold,
 Rammer of Weight 5.5 lbs.,
 Sieve No. 4,
 Oven,
 Weighting Balance,
 Containers,
 Straight edge
Procedure:
 Take about 4 kg of air-dried soil passing Sieve No 4 & add 7% of water in it
 Clean and dry the mould and base plate
 Weigh the mould, attach a collar to it and place it on a solid base
 Compact the moist soil in to the mould in three layers of approximately equal weight, by 25
blows from 5.5 lb rammer dropped from a height of 12 in.
 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.
 Remove the 100 g compacted soil specimen for the water content determination.
 Add water in increment of 1 % in a Soil.
 Above procedure will be repeated for each increment of water added. The total number of
determination shall be at least four
Precautions:
 Ramming should be done continuously taking of height of 18 in free fall accurately.
 The blows should be distributed uniformly over the surface of each layer.
 Weighing should be done accurately.

Compaction increases Soil density, thereby producing three important effects.
 An increase in shear strength.
 A decrease in further settlement.
 Decrease in permeability.
These three changes in Soil characteristics are beneficial for some types of earth constructions
such as Highways & earth dams; and as a general rule, the greater the compaction, the greater
the benefits will be.
Observations and Calculations:
Data:
S
no.
Empty
Mold
(kg)
Mold
+
Soil
Sample
Cont.
#
Empty
Cont.
Mass
(g)
Cont.
Mass
+ wet
soil.
Cont.
Mass
+ Dry
soil.
Moisture
Content
(%)
Dry
density
(g/ft3
)
Dry unit
weight
(lb/ft^3)
1 4.354 6.056 113 48.63 129 142.67 3.60
49.34 108.75
2 4.354 6.18 112 27.08 185.41 175.16 6.92
51.78 114.13
3 4.354 6.228 D 52.28 164.05 153.87 10.02
52.00 114.60
4 4.354 6.326 13 33.44 182.43 167.69 10.97
52.73 116.22
5 4.354 6.286 15 31.21 235.17 214.60 11.22
50.89 112.17

Graph:
116.0
120.0
124.0
128.0
132.0
136.0
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0
Moisture Content (%)
Compaction Curve

Experiment # 08 “To Determine the Maximum Dry Density
& OMC of A Given Soil Sample By Modified Proctor
Compaction Test”
Apparatus
• Mold,
• Rammer of Weight 10 lbs.,
• ¾ in Sieve,
• Oven,
• Weighing Balance,
• Containers,
• Straight edge
Apparatus
• Mold,
• Rammer of Weight 10 lbs.,
• ¾ in Sieve,
• Oven,
• Weighing Balance,
• Containers,
• Straight edge
Procedure:
 Take about 10 kg of air-dried soil passing ¾ in Sieve & add 1.5% of water in it.
 Clean and dry the Mould and base plate.
 Weigh the Mould, attach a collar to it and place it on a solid base.
 Compact the moist soil in to the Mould in five layers of approximately equal weight, by 56
blows from 10 lb. rammer dropped from a height of 18 in.
 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.

 Remove the 100 g compacted soil specimen for the water content determination.
 Add water in increment of 1.5 % in a Soil.
 Above procedure will be repeated for each increment of water added. The total number of
determination shall be at least four.
Precautions:
 Ramming should be done continuously taking of height of 18 in free fall accurately.
 The blows should be distributed uniformly over the surface of each layer.
 Weighing should be done accurately.
S
no.
Empty
Mold
(kg)
Mold
+
Soil
Sample
Cont.
#
Empty
Cont.
Mass
(g)
Cont.
Mass
+ Wet
soil.
Cont.
Mass
+
Dry
soil.
Moisture
Content
(%)
wet
density
(g/ft^3)
Dry
density
(g/ft^3)
dry unit
weight
(lb./ft^3)
1 4.37 6.282 F3 23.45 121.2 113.3 7.14 57.42 53.59 117.1
2 4.37 6.328 16 46.05 130.4 123.9 7.76 58.80 54.56 120.3
3 4.37 6.396 F16 46.05 209.1 198.5 14.47 60.84 53.15 114.2
4 4.37 6.342 F11 44.69 152 136.5 16.61 59.22 50.78 107.6

 Compaction increases Soil density, thereby producing three important effects.
 An increase in shear strength.
 A decrease in further settlement.  A decrease in permeability.
These three changes in Soil characteristics are beneficial for some types of earth constructions such as
Highways & earth dams; and as a general rule, the greater the compaction more benefits will be
100
104
108
112
116
120
124
0 2 4 6 8 10 12 14 16 18
Molded Moisture content %
Compaction curve

Experiment # 09 “To find the co-efficient of Permeability by
Constant head method”
Scope and Application:
This standard operating procedure (SOP) outlines the procedure for the determination of the
coefficient of permeability by a constant-head method for granular soils
Equipment/Apparatus
• Constant-Head Permeameter.
• Constant-Head Filter Tank
• Funnels
• Specimen Compaction Equipment,
• Vacuum pump
• Manometer tubes
• Balance
• Scoop
• Thermometers
• Stopwatch
• Graduated cylinder,
• 250 milliliters (mL)
• Reagents: Water, deionized with low mineral content, or native water.
Procedure:
• Open the inlet valve on the filter tank slightly for the first run to ensure flow is in the
steady state with no changes in the hydraulic gradient.
• Once no appreciable drift in the water manometer levels is observed, measure and record
the head (h), defined as the difference in manometer levels, time (t), amount of flow (Q),
and water temperature (T).
• Repeat test runs at heads increasing by 0.5 cm in order to accurately establish the region
of laminar flow with velocity (v), where v = Q/At. This is directly proportional to the
hydraulic gradient (i), where i = h/L.

• When departures from this linear relationship are observed, it indicates the beginning of
turbulent flow conditions.
• One-cm intervals of head may be used to carry the test run sufficiently along in the region
of turbulent flow to define this region, if it is significant for field conditions.
• At the completion of the permeability test, drain the sample using the outlet valve, and
inspect the sample to determine if the sample is essentially homogeneous and isotropic in
character.
• Any light and dark alternating horizontal streaks or layers are evidence of segregation of
fines.
Calculations:
Coefficient of Permeability
Calculate the coefficient of permeability (k) using the following equation:
Where: k = coefficient of permeability, Q = quantity of water discharged, L = distance between
manometers, A = cross-sectional area of specimen, t = total time of discharge, h = difference in
head on manometers.
Permeability Correction Factor
Correct the permeability to that for 20 degrees Celsius (C) [68 degrees Fahrenheit (o F)] by
multiplying the permeability coefficient (k) by the ratio of the viscosity of water at test
temperature to the viscosity of water at 20oC.
Length
(cm)
Area
(cm2
)
Total Head
(cm)
Volume
(m3)
Time
(Sec)
Discharge
Cm3
/sec
Permeability
Co-efficient
12.7 81.06 150 47 15.95 2.95 1.58 * 10-4
12.7 81.06 150 39 15.20 2.75 1.45 * 10-4
12.7 81.06 150 40 15.24 2.62 1.48 * 10-4
12.7 81.06 150 40 16.95 2.36 1.19 * 10-4
12.7 81.06 150 45 17.35 2.56 1.28 * 10-4

K = 1.15 10-4 cm/sec
Experiment #10 “To find the co-efficient of Permeability by
falling head method”
ASTM D5084 - 03
Concept
The falling head permeability test is a common laboratory testing method used to determine the
permeability of fine grained soils with intermediate and low permeability such as silts and clays.
This testing method can be applied to an undisturbed sample.
Need and Scope
• To estimate ground water flow.
• To calculate seepage through dams.
• To find out the rate of consolidation and settlement of structures
Theory
K the co-efficient of permeability physically tells us that how much water is flowing through
the soil per unit time during this experiment we will be finding its value in km/yr. The passage
of water through porous material is called seepage. A material with continuous voids is called
a permeable material. Hence permeability is a property of a porous material which permits
passage of fluids through inter connecting conditions.
K=2. Cm/sec
We will be using this equation to calculate the co-efficient of Permeability where
• ℎ1 is initial height of water
• ℎ2 is final height of water
• is time
• length of the soil
• is cross sectional area of soil
• is cross sectional area of tube
• is co-efficient of permeability
It should be noted that Magnitudes of permeability:
• High permeability: k > 10−1 cm/sec
• Medium permeability: k = 10−1 cm/sec

• Low permeability: k < 10−1 cm/sec
The falling head method of determining permeability is used for soil with low discharge
Apparatus used in Experiment
Procedure
• Compact the sample in layers Use an appropriate tamping device to compact the sample to the
desired density.
• A cylindrical shaped specimen not larger than 10.16cm diameter and height equal to that of the
mold is used
• The annular space in between the mold and specimen is filled with an impervious material like
cement slurry to block the side leakage of the specimen.
• Saturate the soil
• Fill the tube with water.
• Inlet nozzle of the mold is connected to the stand pipe. Allow some water to flow until steady
flow is obtained.
• Note down the time interval, for a fall of head in the stand pipe
• Observe the readings for ℎ1 and ℎ2

• Use the formula that is discussed in the theory to calculate K for the sample soil
Observations and calculations
t =𝑡2 − 𝑡𝑖 we have 𝑡𝑖= 0 and 𝑡2=10min=600sec
To calculate ‘a’ the pipe diameter d is 1inch = 2.54cm
a =5.067𝑐𝑚2 ℎ1= 164.8cm ℎ2= 163.2cm
Length of the soil sample = 12.17cm
To calculate cross sectional area of soil, diameter is 10.16cm
A=81.07𝑐𝑚2
To find the co-efficient of permeability putt all the values in the equation that is given in the theory
section
K cm/sec
K cm/sec
K=1.24×10−5 cm/sec
Conclusion:
This value of k is showing us that the permeability of the soil is very low further we can say
that the soil was clay. Low permeability soils are mostly used in dams and reservoirs where
we want the seepage movement to be as less as possible. The falling head permeability test
involves flow of water through a relatively short soil sample connected to a standpipe which
provides the water head.

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Soil mechanics(geotechnical engg) lab report