LABSHEET GEOTECHNIC

LABSHEET
GEOECHNICAL ENGINEERING

LABORATORY

CIVIL ENGINEERING
DEPARTMENT
(JKA)

EXPERIMENT 1 :
MACKINTOSH PROBE

DCC30112 – GEOECHNICAL AND HIGHWAY
ENGINEERING LABORATORY

CIVIL ENGINEERING DEPARTMENT
(JKA)

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

EXPERIMENT 1 : MACKINTOSH PROBE

GENERAL

One of the most common types of probing is Mackintosh Probe. The purpose
of Mackintosh Probe is to determine bearing capacity of the soil to withstand
the loading. The Mackintosh prospecting tool consists of rods which can be
threaded together with barrel connectors and which are normally fitted with
a driving point at their base, and a light hand-operated driving hammer at
their top. The tool provides a very economical method of determining the
thickness of soft deposits such as peat. The driving point is streamlined in
longitudinal section with diameter of 25mm. The drive hammer has a total
weight of about 4.5kg. The rods are 1.2m long and 13mm dia. The device is
often used to provide a depth profile by driving the point and rods into the
ground with equal blows of the full drop height available from the hammer:
the number of blows for each 0.3m of penetration is recorded. When small
pockets of stiff clay are to be penetrated, an auger or a core tube can be
substituted for the driving point. The rods can be rotated clockwise at ground
level by using a box spanner. Tools can be pushed into or pulled out of the soil
using a lifting/driving tool. Because of the light hammer weight the
Mackintosh probe is limited in the depths and materials it can penetrate.

OBJECTIVE

Mackintosh Probe test is carried out to determine the bearing capacity of soil. The
resultobtained fromthe test provides a rough estimation of the soil layer at a
point.

EQUIPMENT

a) Extension/boring rod 1.2 m length (10 Nos)
b) Rod coupling (10 Nos)
c) Driving head
d) Lifting/driving tool
e) Drop hammer
f) Measuring tape

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

WORK PROCEDURE

1) Mark with each of the rod with distance of 0.3 m.
2) Join driving head at the end of boring rod.
3) Join drop hammer above of boring rod.
4) Place the rod at land and make sure the rod is straight
5) Raise and release 5kg drop hammer with specified height.
6) Record the number of blow every penetration of 0.3m. This test will end

as if:
i. Had achieve its maximum blow
ii. Had achieve penetration of 12m

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

LABORATORY TEST REPORT
EXPERIMENT 1 : MACKINTOSH PROBE

Name Group
ID Number Date

EXPERIMENT DATA

Project Area : _____________________________________________

Date : _____________________________________________

Depth (m) No. of Cumulative no. of
blow/0.3m blow
0.0 – 0.3
0.3 – 0.6
0.6 – 0.9
0.9 – 1.2
1.2 – 1.5
1.5 – 1.8
1.8 – 2.1
2.1 – 2.4
2.4 – 2.7
2.7 – 3.0
3.0 – 3.3
3.3 – 3.6
3.6 – 3.9
3.9 – 4.2
4.2 – 4.5
4.5 – 4.8
4.8 – 5.1
5.1 – 5.4
5.4 – 5.7
5.7 – 6.0
6.0 – 6.3
6.3 – 6.6

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

6.6 – 6.9
6.9 – 7.2
7.2 – 7.5
7.5 – 7.8
7.8 – 8.1
8.1 – 8.4
8.4 – 8.7
8.7 – 9.0
9.0 – 9.3
9.3 – 9.6
9.6 – 9.9
9.9 – 10.2
10.2 – 10.5
10.5 – 10.8
10.8 – 11.1
11.1 – 11.4
11.4 – 11.7
11.7 – 12.0

REPORT

1) Record number of blow for each 0.3m penetration.
2) Draw the graph of depth versus cumulative number of blow. From that

graph, draw cross sectional elevation of the soil (the section is based on
change of gradient that apparent on the plot)
3) Calculate number of blow/0.3m:

Number of blow = Total of blow from A to B
Total of interval from A to B

* Total of blow and interval is depend on the layer of soil
4) Determine the value of bearing capacity by referring to the graph of

standard bearing capacity versus number of blow/0.3m (APPENDIX).

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

APPENDIX

Figure 1: Graph of Bearing Capacity versus No. of Blow/0.3m
Lecturer Incharge Verification:

5

EXPERIMENT 2 :
IN-SITU DENSITY DETERMINATION
(SAND REPLACEMENT METHOD)

DCC30112 – GEOECHNICAL AND HIGHWAY
ENGINEERING LABORATORY

CIVIL ENGINEERING DEPARTMENT
(JKA)

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

EXPERIMENT 2 : IN-SITU DENSITY DETERMINATION
(SAND REPLACEMENT METHOD)

THEORY

When the compaction work was carried out at a construction site, is either a
test conducted to determine the density of dry soil while it is compacted. In
this way the degree of compaction can be determined whether it meets the
standards / specifications that have been specified and this allows further
action taken by the officers of the rules on the site. This method is widely used
because operating costs are cheap and easy.

Determination of Sand Density

The mass of sand that meets the cylinder scale (Wa) can be calculated from
the formula :

Where : Wa = W1 – W3 – W2

W1 = Mass of equipment and sand before pouring
W2 = Mass of sand in the cone Jisim pasir dalam kun
W3 = Mass of pouring cylinder and sand after pouring into the

cylinder.

Sand Density (ρs) :

Where : ρs = Wa

V

V = scaling cylinder volume

The mass of sand that fill full in the hole digging, can be calculated from the
formula:

Wb = W1 – W4 – W2
Where :
W4 = The mass of the pouring cylinder and the sand after poured the sand

into digging the hole.

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

Bulk density of soil calculated from the given formula :

Where : ρb = WT x ρs

Wb

WT = Mass of soil from hole that has been excavated

After obtaining the value of the excavated soil moisture content (M), the dry
density of soil is calculated from the formula:

ρd = 100 ρb

(100 + M)

OBJECTIVE

To determine the in situ dry density in compaction work on the site.

EQUIPMENT

a) Pouring cylinder and scaling cylinder
b) Density equipment set at site
c) Metal tray
d) Moisture content can

PROCEDURE

A. Work procedure in laboratory

1) Fill in the sand (uniform grade between 0.3mm to 0.6mm) pouring into
the cylinder up to 1.5 cm from the top level. Then the mass weights
(W1).

2) Place the pouring cylinder on the metal tray. Open the cone shutter
and let the sand go out. When there was no further movement in the
sand pouring cylinder, cone shutter is closed again. Weigh the pouring
cylinder and determine the mass of sand in the cone (W2).

3) Refill the sand that are left in the metal tray into a pouring cylinder. (Be
aware that the sand does not spill out).

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112
4) Put the pouring cylinder on top of the pouring cylinder. Open the lid

and let the sand out until there is no other movement of sand. Shut the
cone lid and remove the pouring cylinder and weigh its mass (W3).
5) Refill the sand into the pouring cylinder.
6) Pouring cylinder volume was determined from the mass of water that
filled full into the cylinder. The volume of the cylinder is the mass of
water over the density of water.
B. Work procedure (on site)
1) Level the soil surface until reaching an area of flat tray that is used.
2) Dig a hole as deep as 150 mm with 100 mm in diameter on the ground
earlier. Weigh the soil that has been excavated (WT). Make sure there is
no bored soil left or fall into the hole. Take some soil to determine the
moisture content whether by using the oven method or methods of
speedy moisture content.
3) Align the excavation base and the pouring cylinder placed with its
mass (W1) on top of the hole. Open the shutter and let the sand out of
the hole and fill the cone of the apparatus. (Make sure there is no
vibration in the vicinity when the process is running).

4) When there is no movement in the pouring cylinder, close the cone lid

and remove the apparatus and weigh the mass (W4).

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

LABORATORY TEST REPORT
EXPERIMENT 2 : SAND REPLACEMENT METHOD

Name Group
ID Nmber Date

EXPERIMENT DATA

1. Mass of pouring cylinder + sand (W1)

2. Mass of pouring cylinder + Sand after filling the cone

3. Mass of sand in the cone (W2 = 1 – 2)

4. Mass of pouring cylinder + Sand after the cone and
scalling cylinder were filled. (W3)

5. Mass of sand inside a pouring cylinder (M5 = W1 – W3

– W2)

6. Mass of empty scaling cylinder (M6)

7. Mass of scaling cylinder fill full of water (M7)

8. Volume of scaling cylinder V8 = (M7-M6) / ρair

9. Mass of wet soil from the hole (Wt)

10. Mass of pouring cylinder + sand after filling the hole

(W4)

11. Mass of sand in the hole (Wb = W1 – W4 – W2)

12. Density of soil (ρs = M5 / V8)

13. Bulk density of soil ρb = [ (Wt / Wb) x ρs]

14. Mass of empty can (T1)

15. Mass of can + Wet soil (T2)

16. Mass of can + Dried soil (T3)

17. Mass of water (T2-T3)

18. Mass of dried soil (T3-T1)

19. Moisture content soil [ m = (17 / 18) x 100]

20. Dry density , ρd = 100 ρb

(100 + m)

Lecturer Incharge Verification :

4

EXPERIMENT 3 :
SOIL CLASSIFICATION AND
DESCRIPTION OF SOIL
(SIEVE ANALYSIS)

DCC30112 – GEOECHNICAL AND HIGHWAY
ENGINEERING LABORATORY

CIVIL ENGINEERING DEPARTMENT
(JKA)

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

EXPERIMENT 3 : SOIL CLASSIFICATION AND DESCRIPTION OF
SOIL (SIEVE ANALYSIS)

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. The sieve analysis is
generally applied to the soil fraction larger than 75 μm.

THEORY

BS 1377 : 1990 allows either wet or dry sieving to be used, but the wet method
is preferred. After oven drying, the test sample mass is determined before
being separated into two parts, the first comprises particles that are retained
on a 20mm sieve and the second, that passes 20mm. The particles greater
than 20mm is dry sieved, while the smaller particles is wet sieved. The sieves
which are used are generally chosen within the size ranges of (in mm) 75, 63,
50, 37.5, 28, 20, 14, 10, 6.3, 5, 3.35, 2, 1.18, 0.6, 0.425, 0.3, 0.212, 0.15 and 0.063.
The mass retained on each sieve is recorded, from which the percentage of
the sample passing of each sieve can be calculated. Material passing the 63
micron (0.063mm) sieve is retained for a fine particle analysis are plotted on a
semi logarithmic graph of the form shown in figure 1.0, to produce a particle
size distribution curve, hence allowing the type of soil to be determined.
Having plotted the results of the particle size analysis, the shape of the curve
and its position on the chart can be used to indicate the nature of the soil.

Figure 1 shows the grading curves of a typical soil. Thus a well-graded soil has
a curve which was evenly spread and indicates a wide range of particle size.
A uniformly graded soil has a near vertical curve indicating that the soil
particles are approximately the same size. A poorly graded soil is one having
a wide range of particle sizes but in which there is a lack of particles in one or
more of the intermediate size ranges.

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

Figure 1
This deficiency, or gap, is indicated by near horizontal section of the curve.
Two additional piece of information can be obtained to define the curve, the
effective size and the uniformity coefficient.
The effective size of a soil is defined as the particle size of the ten percent
passing fraction of that soil and is denoted by the symbol d10. The uniformity
coefficient is defined as the ratio of the sixty percent passing fraction size to
the ten percent passing fraction size and denoted by the symbol Cu where;

Cu = d60 / d10
Another quantity that may be used to judge the gradation of a soil is the
coefficient of curvature, designated by the symbol Cc.

Cc = (d30 )2 / (d10 x d60)
d10 and d60 have been defined, while d30 is the grain diameter corresponding
to 30 percent passing on the grain-size distribution curve.

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

Criteria for Grading Soils

The following criteria are in accordance with the Unified Soil Classification
System:
For a gravel to be classified as well graded, the following criteria must be met:

Cu > 4 & 1 < Cc < 3

If both of these criteria are met, the gravel is classified as well graded or GW.
If both of these criteria are not met, the gravel is classified as poorly graded or
GP.

For a sand to be classified as well graded, the following criteria must be met:

Cu > 6 & 1 < Cc < 3

If both of these criteria are met, the sand is classified as well graded or SW. If
both of these criteria are not met, the sand is classified as poorly graded or
SP.

EQUIPMENT/APPARATUS:

a) Series of standard sieves with opening ranging from 75μm to 75mm,
including a cover plate and a bottom pan.

b) Rubber hammer
c) Soft wire brush
d) Mechanical sieve shaker
e) Weighing machine

Figure 2 shows photos of the sieving equipment to be used in this test.

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

PROCEDURE

1) Ovens dry a tray of soil sample in approximately a mass of 250g. Allow it to
cool.

2) Select a stack of sieves suitable to the soil being tested. A stack of six or
seven sieves is generally sufficient for most soil and applications. The top
sieves soil should have an opening slightly larger than the largest particles.
Arrange the stack of sieves so that the largest mesh opening is at the top
and the smallest is at the bottom.

3) Attach a pan at the bottom of the sieve stack. Pour the sample on the
top sieve. Add the cover plate to avoid dust and loss of particles while
shaking.

4) Place the stack of sieves in the mechanical shaker and shake for about
5minutes or until additional shaking does not produce appreciable
changes in the amounts of material retained in each sieve.

5) Remove the stack of sieves from the shaker. Measure the weight of soil
retained in each sieve.

6) Record the data and plot the passing vs sieve size on a semilog graph.
7) Determine the uniformity and curvature coefficients and the type of soil.

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

LABORATORY TEST REPORT
EXPERIMENT 3 : SIEVE ANALYSIS

Name Group
ID Number Date
Soil Types/Colour

EXPERIMENT DATA:

Mass of sample: ________________

Sieve size Mass of Sieve + soil Mass of empty Mass of Percentage of Percentage of
(mm) (g) sieve retained soil retained soil passing soil
(g)
(g) (g) (g)

7.5

5.0

2.360

1.180

0.600

0.425

0.300

0.212

0.150

0.075

Pan

Total of retained soil :

From the distribution curve on semilog graph,
Cu = ____________
Cc = ____________
Type of soil = ___________________________________________

Lecturer Incharge Verification :

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112
6

EXPERIMENT 4 :
STANDARD PROCTOR
COMPACTION

DCC30112 – GEOECHNICAL AND HIGHWAY
ENGINEERING LABORATORY

CIVIL ENGINEERING DEPARTMENT
(JKA)

AAD

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

EXPERIMENT 4 : STANDARD PROCTOR COMPACTION

THEORY

A compaction test is a soil quality test used to assess the level of compaction
which can occur in the soil on a site. Compaction tests are commonly
performed as part of a geotechnical profile of a building site. They may also
be performed to learn more about a soil in a particular area, whether or not
the area is slated for development. A geotechnical engineer, geologist, or soil
scientist may conduct a compaction test.

In some cases, the test may be performed in situ, in which case the testing
options may be more limited, and the profile will not be as complete.
Compaction tests can also be performed in a lab environment with soil
samples taken from a site. The lab allows for more controls and more finesse
of the test. Soil often needs to be taken back to the lab anyway for the
performance of additional soil quality tests which are designed to provide
more information about the characteristics and composition of the soil.

The Proctor compaction test is a laboratory method of experimentally
determining the optimal moisture content at which a given soil type will
become most dense and achieve its maximum dry density. The term Proctor is
in honor of R. R. Proctor, who in 1933 showed that the dry density of a soil for a
given compactive effort depends on the amount of water the soil contains
during soil compaction. His original test is most commonly referred to as the
standard Proctor compaction test; later on, his test was updated to create
the modified Proctor compaction test.

These laboratory tests generally consist of compacting soil at known moisture
content into a cylindrical mould of standard dimensions using a compactive
effort of controlled magnitude. The soil is usually compacted into the mould
to a certain amount of equal layers, each receiving a number blows from a
standard weighted hammer at a specified height. This process is then
repeated for various moisture contents and the dry densities are determined
for each. The graphical relationship of the dry density to moisture content is
then plotted to establish the compaction curve. The maximum dry density is
finally obtained from the peak point of the compaction curve and its
corresponding moisture content, also known as the optimal moisture content.

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

OBJECTIVE

a. To determine soil density in laboratories

EQUIPMENT/APPARATUS:

The equipment for determination of density for standard proctor compaction
test includes:

a. Compaction Mold
b. Standard Proctor rammer – 2.5kg
c. Sieve no #4 ( size 4.75mm )
d. Ruler
e. Moisture Can
f. Electronic Balance
g. Large flat pan
h. Drying oven
i. Measuring Cylinder
j. Soil 5.0 kg

WORK PROCEDURE

1. About 5.0 kg air-dry soil samples are prepared to be sieved on a No. 4
sieve. All the lumps are broken down to avoid reducing the size of
particles.

2. The combined weight of the proctor mold + the base plate + extension
top of the mold, W1(kg) is determined.

3. 3% water is added to the soil. Divide the soil into three layers. Each layer
was compacted uniformly with 27 blows from Standard Proctor rammer
weighing 2.5kg.

4. The third layer was slightly compacted above the top of the rim of the
compaction mold.

5. The combined weight of mold + base plate + extension top of the mold
+ compacted soil, W2 (kg) is determined.

6. The base plate from the mould is removed.
7. The compacted soil cylinder was extruded from the mold using a jack.
8. The weight of empty moisture can, C1 is determined.
9. Moist soil was obtained from the compacted soil cylinder and the

combined weight of the moisture soil, C2 is determined.
10. The moisture can with moist soil was placed in the oven to dry to a

constant weight.
11. The remaining compacted soil is returned to the mixing bowl.
12. Through the use of the mixing spoon and our hands, the compacted

soil cylinder is broken down and remixed with the left over moist soil.

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

13. More water was added and it was mixed to raise the moisture content
by 2%.

14. Steps 3 – 12 were repeated. In this process, the value of W2 will first
increase with increasing moisture content, but will then decrease. The
test was continued until at least two successive down readings were
obtained.

15. Upon our return to the lab the following day (24hrs after placing the
can), the combined mass of Moisture cans + dry soil samples, C3 was
determined.

Figure 1 : Compaction Test Set
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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

Figure 2 : Dimensions Standard Compaction Test
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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

LABORATORY TEST REPORT

EXPERIMENT 4 : STANDARD PROCTOR COMPACTION TEST

Name Group
ID Number Date
Tpes of soil / Colour

EXPERIMENT DATA

Project Area : _____________________________________________
Date : _____________________________________________

A. Compaction Determination

i. Diameter of mould, D (cm) :................................
:................................
ii. Height of mould, h (cm) :................................

iii. Volume of mould, V 23

Test Number 1 4 5
Weight of empty mould
+ base plate W1 (g)
Weight of compacted
soil+base plate W2 (g)
Weight of compacted
soil W3 (g)
=(W2-W1)/1000
Bulk unit weight of
compacted soil
γ (mg/m3)
Dry unit weight,
ρd = ρ/(1+w) (mg/m3)

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

B. Moisture Content Determination

Test Number 12 3 4 5

Tin Number

Mass of can + Wet Soil

(w1)

Mass of can + Dry Soil

(w2)

Mass of empty can

(w3)

Mass of Dry Soil (w2-w3)

Mass of water (w1-w2)

Moisture content,

m = w1 – w2

w2 – w3

Lecturer Incharge Verification:

6

EXPERIMENT 5 :
SITE INVESTIGATION/
SOIL SAMPLING

DCC30112 – GEOECHNICAL AND HIGHWAY
ENGINEERING LABORATORY

CIVIL ENGINEERING DEPARTMENT
(JKA)

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

EXPERIMENT 5 : SITE INVESTIGATION / SOIL SAMPLING

THEORY

Site Investigation is conducted by geotechnical engineers to obtain
information on the physical properties of soil and rock around a site to design
earthworks and foundations for proposed structures and for repair of distress
to earthworks and structures caused by subsurface conditions to obtain
information on the physical properties of soil and rock around a site to design
earthworks and foundations for proposed structures and for repair of distress
to earthworks and structures caused by subsurface conditions.

Soil samples are often categorized as being either "disturbed" or
"undisturbed;" however, "undisturbed" samples are not truly undisturbed. A
disturbed sample is one in which the structure of the soil has been changed
sufficiently that tests of structural properties of the soil will not be
representative of in-situ conditions, and only properties of the soil grains (e.g.,
grain size distribution, Atterberg limits, and possibly the water content) can be
accurately determined. An undisturbed sample is one where the condition of
the soil in the sample is close enough to the conditions of the soil in-situ to
allow tests of structural properties of the soil to be used to approximate the
properties of the soil in-situ.

OBJECTIVE

a. To introduce the techniques on taken disturbed and undisturbed soil
b. To determine the physical properties of the soil through the phase

relationship
c. To determine or analyze the 'visual' type of land/soil that

available/have been taken.

EQUIPMENT/APPARATUS:

a) Excavating equipment (auger 150 mm, connecting rod, spanner)
b) Sampling tool (38 mm diameter sample tube, screw connector)
c) Equipment manufacturers
d) The knife or a wire saw and a ruler
e) Sampling bag
f) hoe (to clean the surface of the excavation site only)

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

WORK PROCEDURE

A. Work procedure on site
(The area selected should be determined by the lecturer in charge, if it is
outside from Polytechnic please obtain permission for places and the use of
a vehicle a week before the experiments carried out)

1) Dig the soil to a depth of 1m by using an auger
2) Connect the sampling tube to the equipment manufacturers
3) Lower the sampling device to the bottom of the hole and then push it

into the ground
4) Take three samples from the hole which was undisturbed soil, and get

well over 5kg less disturbed soil as a sampling. Keep the disturbed soil
samples in a bag and bring it back to the laboratory.

B. Work Procedure on laboratory
1) Greased the split mould and place mold in conceivable. Remove the soil

sample of un disturbed from the sampling tube into a split mold and cut
both ends of soil with the wire saws.
2) Measure the daimeter and the length of the soil somple equal to 0.5 mm.
Weight the soil sample and find the bulk density (γb)
3) Work procedure to find the moisture content
a. Weight an empty moisture content can (clean and dry) to get the

accurate readings. Take some of the soil samples 30gram and put in
the can. Weight the can with a wet soil. Dried them into the oven within
24 hours. After 24 hours, weight the can and the content once again.
b. Please take three samples for this moisture content test

Research the soil sample by visualize (lecturer is told to conduct the students
in this actvity)

a. Take a little of disturbed soil samples and look at the colour of the soil.
b. Feel the soil with a finger, find out whether it is grain, smooth or vice

versa.
c. Grasp of the soil. Will it be hand held, shaped-form or it is friable.
d. In your understanding, what types of soil was it? (soil type will be

obtained after the technical and outrageous experiments on previous
time)

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

Figure shows a soil sampler (left) and observation of obtained soil sample
(right)

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

LABORATORY TEST REPORT

EXPERIMENT 5: SITE INVESTIGATION / SOIL SAMPLING

Name Group

ID Number Date

Tpes of soil / Colour

EXPERIMENT DATA

Project Area : _____________________________________________

Date : _____________________________________________

Sampling for Undisturbed Soil

A. Bulk density Determination

Test Number 1 23

Length of soil sampling (mm)

Diameter (mm)

Volume, V

Mass of soil sampling, W (kg)

Bulk density γb, W/V kN/m3

B. Moisture Content Determination

Test Number 123
Tin Number

Mass of can + Wet Soil (w1)

Mass of can + Dry Soil (w2)

Mass of empty can (w3)

Mass of Dry Soil (w2-w3)

Mass of water (w1-w2)

Moisture content, m = w1 – w2
w2 – w3

Average of moisture content, %

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GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

C. ‘Visual’ Determination

Colour
Grasp with the hands
Feel with the fingers
Types of soil (please give your
comment by research)

Lecturer Incharge Verification:

5

EXPERIMENT 6 :
UNCONFINED
COMPRESSION TEST

DCC30112 – GEOECHNICAL AND HIGHWAY
ENGINEERING LABORATORY

CIVIL ENGINEERING DEPARTMENT
(JKA)

AAD

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

EXPERIMENT 6 : UNCONFINED COMPRESSION TEST

THEORY

The Unconfined Compression Test is a laboratory test method that is used to
assess the mechanical properties of rocks and fine-grained soils. It provides a
measure of the undrained, unconfined compressive strength as well as the
stress-strain characteristics of rock, soil or other material specimen. This
test provides the most direct means of determining a material’s strength and
is often included in the laboratory testing program of geotechnical
investigations, especially when dealing with rocks. In general, the test can be
conducted on rock samples or on undisturbed, reconstituted or compacted
cohesive soil samples.

In this test, cylindrical specimens are tested in compression without lateral
confinement. Cylindrical specimens can include rock or undisturbed,
reconstituted or compacted soil samples or other materials (e.g., Aluminum).
The sample is loaded axially at a constant axial strain rate of about 0.5 to 2 %
per minute. The applied load and resulting deformation are measured with
our data acquisition system to generate load-deformation curves. The sample
is loaded until it either 1) exceeds its unconfined compression strength (brittle
failure) or 2) reaches 15 % axial strain. At either state the sample is considered
to be at failure. The axial stress at failure is the unconfined compressive
strength.

Figure 1 : Specimen

1

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

OBJECTIVE

a. To determine soil density in laboratories

EQUIPMENT/APPARATUS:

1. Loading frame of capacity of 2 t, with constant rate of movement.
2. Proving ring of 0.01 kg sensitivity for soft soils; 0.05 kg for stiff soils.
3. Soil trimmer, Evaporating dish (Aluminum container).
4. Frictionless end plates of 75 mm diameter (Perspex plate with silicon

grease coating).
5. Dial gauge (0.01 mm accuracy), Dial gauge (sensitivity 0.01mm),

Vernier calipers
6. Balance of capacity 200 g and sensitivity to weigh 0.01 g.
7. Oven, thermostatically controlled with interior of non-corroding

material.
8. Soil sample of 75 mm length., Sample extractor and split sampler.

WORK PROCEDURE

Preparation of specimen for testing

A. Undisturbed specimen

1. Note down the sample number, bore hole number and the depth at
which the sample was taken.

2. Remove the protective cover (paraffin wax) from the sampling tube.
3. Place the sampling tube extractor and push the plunger till a small

length of sample moves out.
4. Trim the projected sample using a wire saw, and push the plunger until

a 75 mm long sample comes out.
5. Cutout this sample carefully and hold it on the split sampler so that it

does not fall.
6. Take about 10 to 15 g of soil from the tube for water content

determination.
7. Note the container number and take the net weight of the sample and

the container.
8. Measure the diameter at top, middle, and bottom of the sample. Find

the average and record the same.
9. Measure the length and weight of the sample and record.

2

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112
B. Remolded sample

1. For the desired water content and the dry density, calculate the weight
of the dry soil Ws required for preparing a specimen of 3.8 cm diameter
and 7.5 cm long.

2. Add required quantity of water Ww to this soil.

Ww = WS � W/100 gm

3. Mix the soil thoroughly with water.
4. Place the wet soil in a tight thick polythene bag in a humidity chamber.
5. After 24 hours take the soil from the humidity chamber and place the

soil in a constant volume mould, having an internal height of 7.5 cm
and internal diameter of 3.8 cm.
6. Place the lubricated mould with plungers in position in the load frame.
7. Apply the compressive load till the specimen is compacted to a height
of 7.5 cm.
8. Eject the specimen from the constant volume mould.
9. Record the correct height, weight and diameter of the specimen.

Test procedure

1. Take two frictionless bearing plates of 75 mm diameter.
2. Place the specimen on the base plate of the load frame (sandwiched

between the end plates).
3. Place a hardened steel ball on the bearing plate.
4. Adjust the center line of the specimen such that the proving ring and

the steel ball are in the same line.
5. Fix a dial gauge to measure the vertical compression of the specimen.
6. Adjust the gear position on the load frame to give suitable vertical

displacement.
7. Start applying the load and record the readings of the proving ring dial

and compression dial for every 5 mm compression.
8. Continue loading till failure is complete, and then draw the sketch of

the failure pattern in the specimen.

3

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

Figure 2 : Unconfined Compression Test Set

Figure 3 : Unconfined Compression Test Set

4

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

LABORATORY TEST REPORT

EXPERIMENT 6 : UNCONFINED COMPRESSION TEST

Name Group
ID Number Date
Tpes of soil / Colour

EXPERIMENT DATA

Project Area : _____________________________________________
Date : _____________________________________________

A. Moisture Content Determination

Test Number 12 3 4 5

Tin Number

Mass of can + Wet Soil

(w1)

Mass of can + Dry Soil

(w2)

Mass of empty can

(w3)

Mass of Dry Soil (w2-w3)

Mass of water (w1-w2)

Moisture content,

m = w1 – w2

w2 – w3

Lecturer Incharge Verification:

5

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

B. Unconfined Compression Determination

i. Sample :................................

ii. Diameter sample :................................mm

iii. Length :................................mm

iv. Area :................................

ΔL(mm) Load, P(kN) Strain 1-ε A' = Ao / 1- Stress
Div = Div x Div =Div x 0.0125 ε =ΔL/L ε σ = p / A'

0.01
0

20
40
60
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
420
440
460

6

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

i. Sample :................................

ii. Diameter sample :................................mm

iii. Length :................................mm

iv. Area :................................

ΔL(mm) Load, P(kN) Strain 1-ε A' = Ao / 1- Stress
Div = Div x Div =Div x 0.0125 ε =ΔL/L ε σ = p / A'

0.01
0

20
40
60
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
420
440
460

7

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

i. Sample :................................
ii. Diameter sample :................................mm
iii. Length :................................mm
iv. Area :................................

Div ΔL(mm) Div Load, P(kN) Strain 1-ε A' = Ao / 1- Stress
= Div x =Div x 1.366 x10-3 ε =ΔL/L ε σ = p / A'

0.02

0

20
40
60
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
420
440
460

8

EXPERIMENT 7A :
ATTERBERG LIMIT
(C0NE PENETRATION
METHOD)

DCC30112 – GEOECHNICAL AND HIGHWAY
ENGINEERING LABORATORY

CIVIL ENGINEERING DEPARTMENT
(JKA)

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

EXPERIMENT 7A : ATTERBERG LIMIT
(CONE PENETRATION METHOD)

OBJECTIVE

This experiment was to determine the liquid limit and plastic limit of soil sample
was dried for identification and classification of soil. Determination limits are
also used to predict the shear strength of soil and sediment. Liquid limit is the
minimum water content of soil that can flow with the weight of its own. Liquid
limit can be determined by two methods of testing the method of
Casagrande and cone penetration method.

EQUIPMENT

a) Penetration Cone Equipment
b) Moisture Content Can
c) Seive No.36 (0.425 mm )
d) Porcelian plate
e) Distilled water

PROCEDURE

A . Determination of Liquid Limit (LL)

1) Prepare about 300 gram of passing soil sieve 0.425 mm.
2) The sample was mixed with distilled water and mixed until blended.
3) This sample is put into a penetration can (penetrometer) and cut the top

level on the sliding can.
4) Cone penetration meter had to be tightened after the end of the cone is

touched with the soil surface.
5) Released and left tightening and let the cone pierce drop to the soil for 5

seconds
6) Total penetration is indicated by the meter
7) These penetration processes was repeated three (3) times in different

places and take the average value of penetration.

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112
8) The same procedure is repeated again after a little distilled water added to

the soil. Repeat steps 3 to 7 at least 4 times to get a reading range of 15 to
25mm.
9) Plot a graph of a straight line for penetration versus moisture content on the
graph paper and determine the soil liquid limit at the reading of 20 mm
penetration.

Dial gauge
calibrated to 0.1 mm

Canned penetration test
sample with the diam.
55mm and height 40 mm

Figure 1 : Liquid Limit determination Equipment (Cone Penetration Method)

B. Determination of Plastic Limit (PL)
1) Divide soil that has been separated from program A to the equal
fourth example of the same make-shaped ball.
2) The shaped ball then, rolled with fingers on the glass plat until the
shape become
soil cylinder with diameter 3 mm. If the soil still not cracking, fold the
soil and roll again to b ecome cylinder shaped 3mm. This should be
repeated until the soil cylinder cracking at diameter 3 mm. Store/
keep the soil into a sealed container to get the moisture content.
3) Repeat step 2 for example of soil shapped ball balance.

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

TOO WET REACHING PLASTIC LIMIT

Figure 4(b) : The determination of plastic limit

REPORT

a) Draw a graph of penetration (mm) versus moisture content (%) and
penetration of 20 mm is taken as liquid limitation.

b) From experiment A and B, calculate PLASTICITY INDEX (PI) for the soil.
c) Determine the type of soil by using a Plasticity Chart as shown in Figure 4(c).

Figure 4(c): Plasticity Chart

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

LABORATORY TEST REPORT
EXPERIMENT 7A : ATTERBERG LIMIT (PENETRATION CONE TEST)

Name Group
ID Number Date
Soil Types/Colour

EXPERIMENT DATA:

LIQUID LIMIT (LL)

Test Number 1234

Dial Gauge Readings(mm)

Average reading for

penetration

Mass of can + Wet Soil (g)

Mass of can + Dried Soil (g)

Mass of empty can (g)

Moiture Content (%)

Test Number PLASTIC (PL) 2 3 4
Mass of can + Wet Soil (g) 1 4
Mass of can + Dried Soil (g)
Mass of water (g)
Mass of empty can (g)
Mass of Dried Soil (g)
Moiture Content (%)
Average of Moiture Content (%)

Lecturer Incharge Verification :

EXPERIMENT 7B :
ATTERBERG LIMIT
(CASAGRANDE)

DCC30112 – GEOECHNICAL AND HIGHWAY
ENGINEERING LABORATORY

CIVIL ENGINEERING DEPARTMENT
(JKA)

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

EXPERIMENT 7B : ATTERBERG LIMIT

(CASAGRANDE)

OBJECTIVE

This experiment was to determine the liquid limit and plastic limit of soil
sample that was dried for identification and classification of soil.
Determination limits are also used to predict the shear strength of soil and
sediment.

EQUIPMENT

a) Casagrande Equipment
b) Moisture Content Can
c) Sieve Num.36 (0.425 mm )
d) Porcelaen Plate
e) Spatula
f) Glass Plat
g) Distrilled Water

PROCEDURE

A . Determination of Liquid Limit (LL)

1) Prepare about 250 grams of soil passing on sieve 0425 mm.
2) Check the fall plate (Casagrande bowl) using calibration block size

10 mm thick.
3) Mix the soil with distilled water in the porcelain bowl with a spatula

until well blended. Mixture band (paste) occurs when it looks
creamy and the colour is uniform. Separate the mixture about 30
grams of mixture and put into sealed containers for plastic limit test.
4) Fill a part of the soil mixture to the casagrande bowl and smooth the
surface using a spatula. By using a path maker, outlined a path
along the central axis of the bowl through the middle. A groove
maker equipment should be held upright with the surface of the
bowl.
5) Rotating holder rotated at 2 cycles per second and number of
blows to cover the valleys along the 13 mm was recorded.

1

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112
6) Take about 10 grams of soil in the valley closed to determine the

moisture content. Soil balance is to be take out and put back into
the bowl porcelain. Wash and dry the Casagrande bowl.
7) Soil balance in the porcelain bowl is to be mix again by adding a
little distilled water. Repeat steps 3 to 6 at least 4 times to get a total
blows between 50 until 10.
8) Plot a graph of a straight line to get a moisture content versus
number of blows in the semi-log graph paper and determine the soil
liquid limit at 25 times of blows.

B. Determination of Plastic Limit (PL)
1) Divide soil that has been separated from program A to the equal
fourth example of the same make-shaped ball.
2) The shaped ball then, rolled with fingers on the glass plat until the
shape become
soil cylinder with diameter 3 mm. If the soil still not cracking, fold the
soil and roll again to b ecome cylinder shaped 3mm. This should be
repeated until the soil cylinder cracking at diameter 3 mm. Store/
keep the soil into a sealed container to get the moisture content.
3) Repeat step 2 for example of soil shapped ball balance.
2

GEOECHNICAL AND HIGHWAY ENGINEERING LABORATORY DCC30112

Figure 4(b) : Conditions on determining the plastic limit

REPORT

a) Calculate the average Moisture Content of soil as the plastic limit.
b) From experiment A and B, calculate PLASTIC INDEX (P1)
c) Determine the type of soil based on PLASTIC CHART given.

3