Table of Contents

Type chapter title (level 1) 1

Type chapter title (level 2) 2
Type chapter title (level 3) 3
Type chapter title (level 1) 4
Type chapter title (level 2) 5
Type chapter title (level 3) 6
CERTIFICATION
This is to certify that BINANG MARTIN TAKPOR with registration number 18/CEN/241, an undergraduate
in the department of Civil Engineering, University of Cross River Calabar, has undertaken the “Student
Industrial Work Experience Scheme (SIWES) with SERMATECH NIGERIA LIMITED in the construction of
Calabar-Itu highway and presented a report of the training.

ACKNOWLEDGEMENT
I will like to first and foremost acknowledge God almighty, who is the giver of life and the
fountain of knowledge, for the grace to carryout and complete my industrial training.
I also appreciate my family for their prayers and financial support towards the success of
this work. My heartfelt appreciation goes to Engr. Oliver Ita, Engr Gabriel, Prof. Joseph Ukpata
for their guidance and support and also the school management for availing student with this
opportunity
Finally, I appreciate Engr. Iheanacho, the Site Engineer, Mr. Wisdom Ekanem, Snr. Lab
Technician, Quality control department and all the staffs of SERMATECH NIGERIA LIMITED.
ABSTRACT
This is a detailed and concise report of my Industrial training with SERMATECH NIGERIA
LIMITED, CALABAR-ITU HIGHWAY. This report entails the objectives and aims of S.I.W.E.S nad a
brief history of this scheme. Company profiles of the above listed firm and an organogram with
respect to the department, I was posted is given in this report. Practical tasks executed
according to a fixed plan in a thorough an d efficient way and also jobs performed within the
various sections with pictures incorporated in this report. This report most importantly entails a
summary of the experience gained, challenges and services rendered is given with a brief
conclusion of this report.
.

CERTIFICATION
This is to certify that BINANG MARTIN TAKPOR with registration number 18/CEN/241, an undergraduate
in the department of Civil Engineering, University of Cross River Calabar, has undertaken the “Student
Industrial Work Experience Scheme (SIWES) with SERMATECH NIGERIA LIMITED in the construction of
Calabar-Itu highway and presented a report of the training.
 DEDICATION
This work is dedicated to God almighty, for his guidance and protection throughout the period of my
industrial training. To my family, friends, staff of the department of Civil Engineering, University of Cross
River Calabar and all the entire staffs of SERMATECH NIGERIA LIMITED.
ACKNOWLEDGEMENT
I will like to first and foremost acknowledge God almighty, who is the giver of life and the
fountain of knowledge, for the grace to carryout and complete my industrial training.
I also appreciate my family for their prayers and financial support towards the success of
this work. My heartfelt appreciation goes to Engr. Oliver Ita, Engr Gabriel, Prof. Joseph Ukpata
for their guidance and support and also the school management for availing student with this
opportunity
Finally, I appreciate Engr. Iheanacho, the Site Engineer, Mr. Wisdom Ekanem, Snr. Lab
Technician, Quality control department and all the staffs of SERMATECH NIGERIA LIMITED.
ABSTRACT
This is a detailed and concise report of my Industrial training with SERMATECH NIGERIA
LIMITED, CALABAR-ITU HIGHWAY. This report entails the objectives and aims of S.I.W.E.S nad a
brief history of this scheme. Company profiles of the above listed firm and an organogram with
respect to the department, I was posted is given in this report. Practical tasks executed
according to a fixed plan in a thorough an d efficient way and also jobs performed within the
various sections with pictures incorporated in this report. This report most importantly entails a
summary of the experience gained, challenges and services rendered is given with a brief
conclusion of this report
Table of Contents
DECLARATION i
CERTIFICATION II
DEDICATION III
ACKNOWLEDGEMENT 4
TABLE OF CONTENT 5
Type chapter title (level 3) 6
 CHAPTER ONE
1.1 INTRODUCTION
The Student Industrial Work Experience Scheme (S.I.W.E.S), was founded in 1973 by Industrial
Training Fund (I.T.F), to address the problem of tertiary institutions graduate’s lack of
appropriate skills for employment in Nigerian industries. The scheme is aimed at bridging the
existing gap between theory and practice of Sciences, Agriculture, Medical Sciences (including
Nursing), Engineering and Technology, Management, information and Communication
Technology and other professional educational programs in the Nigerian tertiary institutions. It
is aimed at exposing students to machines and equipment, professional work methods ,and
ways of safeguarding the work areas and workers in industries, offices, laboratories, and other
organizations. It is a co-operative industrial internship program that involves institutions of
higher learning, industries, the federal Government of Nigeria, the Industrial Training Fund
(I.T.F) and the Nigerian Universities Commission (NUC).
1.2 HISTORY OF SIWES
SIWES asa mandatory scheme for students of Nigerian tertiary institutions today was founded
in 1973 by Industrial Training Fund (I.T.F). it serves as a skill training program to help expose
and prepare students of universities, polytechnics, and colleges of education for industrial work
situation to be met after graduation. This system facilitates the transfer from classroom to
workplace and aids in the application of knowledge. The program allows students to become
acquainted with and exposed to the experience required i handling and operating equipment
and machinery that are typically not available at their schools. Before the establishment of this
scheme, there was a rising concern and trend amongst industrialists that graduates from higher
institutions lacked appropriate practical experience for employment. Students who entered
Nigerian universities to study science and technology were not previously trained in practical
aspects of their chosen fields. As a result of their lack of work experience, they had difficulty
finding work. As a result, employers believed that theoretical education in higher education as
unresponsive to the needs of labor employers, Nigerians faced this till 1973.
The ITF organization decided to aid all interested Nigerian students and created the
SIWES program. The Federal Government of Nigeria officially approved and presented it in
1974. During its early years, the scheme was entirely supported by ITF, but as the financial
commitment became too much for the fund, it withdrew in 1978. The National Universities
commission (NUC) and the National Board for Technical Education (NBTE) were given control
over the scheme by the federal Government in 1979. The federal government handed over
supervision and implementation of the scheme to ITF in July 1985, with the federal government
bearing the entire responsibility for funding.

1.2.1 VISION STATEMENT

To be the prime skill training development organization in Nigeria and one of the best in the
world.
1.2.2 MISSION STATEMENT
To set and regulate standards and offer direct training invention in industrial and commercial
skills and development, using a corps of highly competent professional staff, modern
techniques and technology.
1.3 OBJECTIVES OF SIWES
There is no doubt that the experience is needed by students to get a clear picture of what their
profession expects from them before they move fully into capital market. And it also indirectly
proves beneficial fpr the growth of economy of the nation as it increases the number of
technical staffs available and thus productivity. Over the years SIWES gave established its
relevance in this regards as it has provided the much needed link between the classroom and
laboratory experience of our tertiary institution and the rigorous industrial expectation of
professional and technical disciplines needed for the economic growth and development of any
nation. It Is no news that the absence of this program would not only have an adverse effect on
the productivity of the graduates that are being produced today by our institutions, but it
would also affect adversely by the country economy. Other objectives include:

1. Provide avenue for student in higher institution to acquire industrial skills and experience in
approval course of study.
2. It prepares a student for the industrial work situation which they are likely to meet in the
future.
3. Expose students to work method and techniques in handling equipment and machinery
that may not be available in their institution.
1.4 AIM OF SIWES
The effort is aimed at training students in the Nigerian tertiary institutions in the practical
aspect of their field of study, by exposing students to machines and equipments professional
work methods and ways of safeguarding the work areas and workers in industries and other
organization.

CHAPTER TWO
2.0 COMPANY PROFILE /PLACE OF ATTACHMENT
SERMATECH NIGERIA LIMIITED was incorporated in Lagos, Nigeria with Registration No.
512065. It was registered on the 27th May 2004. The company’s registered office is No. 20
MARINA, LAGOS. Sermatech Nigeria limited is an indigenous focused engineering and business
consortia that works closely with regional communities and has developed an extensive labor
network across West Africa. Sermatech has successfully managed numerous large-scale
projects using an environmentally and culturally sensitive approach. They deliver world-class
resource projects in the area of Oil and Gas, Energy and Power, taking full advantage of the
Federal Government’s drive for local content.
2.1 MISSION AND VISION STATEMENT
Vision statement: To be the leading underground utility contractorin Africa serving othersby
creating jobs an building a better tomorrow.
Mission statement: Our responsibility is towards our customers by providing innovative
engineering products n srvics. This innovative cycle is enabled through operational efficiency,
human capacity building and brand creation utilizing additive and digital manufacturing
technologies.
 MANAGING
DIRECTOR
MANAGER
PROJECT ENGINEER
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2.3 QUALITY CONTROL DEPARTMENT

Quality control of construction materials and product is an essential requirement for obtaining
improved and uniform standard of road construction and to achieve various tests that are being
carried out in the laboratory. This tests includes;
 Determination of Liquid, Plastic Limit & Plasticity index
 Quantitative Extraction of Bitumen from Bituminous Paving Mixture
 Standard Test Method for Laboratory Compaction Characteristics of soil
 Particle Size Distribution by Sieving
 Compressive Strength Test
 Slump Test
 CBR Test
 In situ Density Test

2.4 TECHNICAL DEPARTMENT

 Construction of kerb
 Construction of median barriers.
 Construction of asphaltic pavement.
 Construction of bridge.
 CHAPTER THREE
3.0 SUMMARY OF EXPERIENCES GAINED DURING THE PERIOD OF INDUSTRIAL
ATTACHMENT

3.1 LABORATORY TESTS CARRIED OUT

3.1.1 SIEVE ANALYSIS/ PARTICLE SIZE DISTRIBUTION

TITLE: Particle size distribution by sieving.
SUPERVISOR: TECH. WISDOM EKANEM
PURPOSE: Blinding @ 1+800 to 1+975
AIM: To determine the grade of particles in a soil sample and to know its mechanical
properties according to the given standard
APPARATUS:

 Different sieve sizes

 Sieve shaker
 Weighing balance
 Oven
 Pan
 Hard brush
THEORY: Sieve analysis is a procedure used to access the particle size distribution of a granular
material y allowing the material to pass throughout series of sieves of progressively smaller
mesh size to bigger mesh size and weighing the amount of material that is stopped by each
sieve as a fraction of the whole mass.
PROCEDURE:
 Proper sampling of the material and carefully air dry it.
 Take the natural moisture content of the soil
 Weigh the sample

SE
SERMATECH NIGERIA
 LIMITED

03/7/2023
.
3.1.2 PROCTOR TEST(COMPACTION)
TITLEE: Compaction of Sub-grade material using proctor mould
SUPERVISOR: TECH. WISDOM EKANEM
AIM: To determine the control maximum dry density (MDD) and Optimum Moisture Content
(OMC)
APPARATUS:

 Proctor mould
 Straight edge
 Oven
 Pan
 Hammer
 Cylinder
 Scoop
 Hand trowel
 Moisture content can
 Weighing balance
 Rammer
THEORY: In Engineering, soil compaction is the process in which a stress applied to a soil, causes
densification as air is displaced from the process between the soil grains. It is an instaneous
process and always takes place in partially saturated soil. The proctor compaction test is a
laboratory method of experimentally determining the optimal moisture content at which a
given type of soi will become most dense and achieve its maximum dry density.

PROCEDURE:
 Take and measure 3kg of the sample and place it in a pan.
 Thoroughly mix the soil sample starting from 2% moisture.
 Weigh the proctor with the base.
 Calculate/ determine the volume of the mould.
 Place the soil in the mould with the mould in 3 layers giving it 25 blows each
 Weigh the compacted soil with the mould and base
 Add 2% of moisture to the sample and compact. Note the weights and densities
 Continue to add 4%, 6%, 8%. until it falls.
 Compute your data and determine your Maximum Dry Density and Optimum Moisture
Content
 Demould and wash all apparatus used.
COMPACTION OF LATERITE MATERIAL
3.1.2 CALIFORNIA BEARING RATIO (CBR)

TITLE: California Bering Ratio (CBR) Test on sub-grade material

SUPERVISOR: TECH. WISDOM EKANEM

AIM: To determine the penetration rate of a soil sample.

APPARATUS:

 ASTM mould
 Straight edge
 Oven
 Pan
 Hammer
 Cylinder
 Scoop
 Hand trowel
 Moisture content can
 Weighing balance
 Rammer
 Spacer disc/surcharged weight
 Filter paper
THEORY: CBR is the ratio expressed in percentage of force per unit area required to pnerate a soil mass
with a standard circular plunger of 50mm diameter at the rate of 1.25mm/min to that required for
corresponding penetration of 2.5mm and 5mm.

The following table gives the standard loads adopted for different penetrations for the standard
material with a CBR value of 100%.

PENETRATION OF PLUNGER STANDARD LOAD (KN)

(MM)
2.5 13.2

5.0 20.0

Table 1. Standard Load for penetration

PROCEDURE:

PREPARATION OF THE SAMPLE

 Proper sampling of the soil sample

 Measure 6kg of the sampe and place it in a pan
 Add the water content used for compaction that gave the Optimum Moisture Content and mix
properly
 Fix thee collar to the mould and the base and weigh it.
 Apply lubricating oil to the inner side of the mould.
 Place a sub-charged load the base of the mould and put a filter paper.
 Carefully place the ASTM mould and put the wet soil sample in 5 layers and give it 62 blows with a
2.5kg rammer.
 Carefully remove the extension collar and trim the compacted surface using the straight edge. Any
holes developed on the surface of the compacted soil by removal of the material shall be patched
with the smaller size material.
 Remove the spacer disc/sur-charged load and record the mass of the mouldd and compacted
specimen
 Place a filter paper over the specimen and place perforated plate on the compacted soil specimen in
the mould. Put an annular weights to produce a surcharged equal weight of base material to the
nearest 2.5kg.
 Immerse the mould assembly and weights in a curing tank and soak it for 96 hours.
 Take the mould out of the tank after 96 hours.
 Remove the free water collected in the mould and allow the soil sample to drain.
 Reove the perforated plate and the top filter.

PROCEDURE FOR PENETRATION TEST

 Place the mould assembly with the sample on the lower plate of penetration testing machine (CBR
machine) to prevent upheaval of soil into the hole of the surcharged weights, 25kg annukar weight
shall be place on the soil surface.
 Seat the penetration piston at the center of the mould.
 Set the load and deformation gauges to zero. Apply the load on the piston so that penetration rate is
about 1.25mm/min.
 Record the load readings at penetration of 0.5, 1.0, 1.5, 2.0, 2.5, 3.0, 3.5, 4.0, 4.5, 5.0
 Raise the plunger and detach the mould.
 Plot the graph of applied load against penetration.

OBSERVATION: I observed that the more resistance the soil portrays the higher gauge reading.
PRECAUTION:
 I ensured that te plunger touches the soil before loading the CBR machine.
 I ensured the reading were taken simultaneously with the penetration reading.

CONCLUSION: The tests were carried out successfully and thee soil is good for sub-base material.

3.1.3 FIELD DENSITY/INSITU DENSITY TEST

TITLE: Field Density test by sand replacement method.
SUPERVISOR: TECH. WISDOM EKANEM
AIM: To determine field density by sand replacement method.
APARATUS:
 Weighing balance
 Speedy box
 Sand
 Container (serves as a desiccator)
 Chisel
 Hammer
 Spoon
 Sand pouring cylinder equipment
 Meal tray

THEORY: The dry density of the compacted soil of the pavement or pavement material is a common
measure of the amount of the compaction achieved during the construction. Knowing the field density
and field moisture content of the dry density is calculated. Therefore field density test is important as a
field control test for the compaction of soil or any other pavement layer. The basic principle of sand
replacement method is to measure the in-situ density of material is given by the weight of the
excavated material divided by the in-situ volume.
REMARKS: The Moisture Content was determined using a Speedy Tester

PROCEDURE:
 Place the metal tray on a relatively flat compacted surface on the field.
 Uing the central hole as pattern, the soil is excavated using a chisel and a hammer.
 Carefully remove the material and put it into a container and ensure it dos not loose moisture 15cm
down.
 Measure 3kg of the sand into the cylindrical apparatus.
 Carefully place it on the metal pan and turn on the nob to enable the and fill the hole.
 Measure the remaining sand left in the cylindrical apparatus.
 Weigh the mass of the soil sample gotten from the hole.
 Using the speedy box take the moisture content of the compacted soil.
 Compute the result and obtain the degree of compaction.
OBSERVATION: I observed that the surface bounces when any axle load is running through the surface if
the moisture content is very high. I observed that sand replacement method gives a better compaction
value than any other method.
PECAUTION:
 I ensured that the soil sample gotten from the hole were properly covered to avoid loss of moisture
to atmosphere
 I ensured that the reactant does not mix with soil sample before placing the dial on the speedy.
CONCLUSION: We were able to ascertain portions of the road using the field density test to get the
CONCLUSION: We were able to ascertain portions of the road using the field density test to get the
degree of compaction. Places where the degree of compaction is low we advise them to scarify the soil
and recompact to obtain the desired degree of compaction.

3.1.4 ATTERBERG LIMITS

TITLE: Liquid Limit Test
 SUPERVISOR: TECH. WISDOM EKANEM
AIM: To determine the water content at which the behavior of a soil changes from ythe plastic state to
liquid state.
APPARATUS:
 Cassagrandre apparatus
 Glass
 Weighing balance
 Grooving tool
 0.425 sieve
 Mortar & pistol
 Moisture content can.

THEORY: The liquid limit of a soil is the moisture content, expressed as a percentage as a percentage of
the weight of the oven dried soil, at the boundary between the liquid and plastic states of consistency. It
is the minimum moisture content as when the soil can flow under its own weight.

PROCEDURE:
 Proper sampling of the soil and air dry properly.
 Carefully break all soil lump to ensure proper sieving.
 Sieve with sieve 0.425 and get the weight of sample passing.
 Carefully place the soil passing on the glass plate.
 Using a spatula and a wash bottle, properly mix the sample with an amount of water to make it
properly.
 Place the wet sample on the cassagrandre apparatus and carefully groove it.
 Give it maximum of 10 o 13 blows to check if it close. Do this trials 3 times to obtain a desired
number of blows.
 According to the BS standard, 1st reading should be 10 to 15 blows, 2nd reading 20 to 25 blows, 3rd
reading 30 to 35 blows and 4th reading 40 to 45 blows.
 Record for each trial its moisture content respectively.
 Plot the moisture content of the soil in percent and the corresponding number of blows. Draw the
line of best fit through the area
 The moisture content corresponding to 25 blows is determined nd traced out from the graph is the
liquid limit of the soil.

PRINCIPLR OF GROOVING
This is done using a grooving tool on the paste like soil sample placed on the cup of the cassagrandre.
The grooving tool is used to give a groove on the sample from the center carefully in position.

PRINCILE OF PLACING THE PASTE ON THE CUP

Placing the paste on the cup is very essential and it has guidelines. Using the spatula, place on the cup ¾
of the cuo. Carefully dress it properly.

OBSERVATIONS:
 I observed that the number of blows reduces as moisture increases and vice-versa.
 I ensured that the samples were weighed properly without addition of other paticles.

CONCLUSION:
Liquid limit successfully carried out and we were able to obtain our liquid limit at 25 blows.

TITLE: PLASTIC LIMIT TEST

SUPERVISOR: TECH. WISDOM EKANEM
AIM: To determine the water content at which the soil changes from plastic to semi-liquid state.

APPARATUS:
 Glass plate
 Wash bottle
 Spatula
 Weighing balance
 Moisture can
 0.425 sieve

THEORY: This is also known as lower plastic, it is the water content at which a soil changes from liquid to
a semisolid state. It is the moisture content at which a thread of soil crumbles when it is carefully rolled
out to a diameter of 3mm.
NOTE: If the thread crumbles at diameter smaller than the soil is too wet. If the thread crumbles at
diameter greater than 3mm, the soil is drier than th plastic limit.

PROCEDURE:
 Carefully roll the remaining wet sample used for liquid limit test to 3mm diameter.
 Weigh the empty moisture can.
 Insert the rolled threadlike sample into can and take the moisture content.

OBSERVATIONS:
 I observed that the amount of water is much, the sample crumbles before mm diameter when
rolled.
 I observed that the sample can roll effectively with a reasonable amount of water.

3.1.5 CONCRETE TESTS

SLUMP TEST

TITLE: Slump test on concrete

SUPRVISOR: TECH. WISDOM EKANEM
AIM: To determine the workability of he concrete and its consistency’

APPARATUS:
 Slump cone
 Tape
 Scoop.
 Tamping rod.

THEORY: Slump test on concrete measures the consistency of fresh concrete before it sets. It performed
to check the workability of freshly made concrete and therefore the ease with which concrete flows. It
can also be used as an indicator of an improperly mixed batch. The slump test s used to ensure
uniformity for different loads of concrete under field conditions.

SLUMP TYPES
 COLLAPSE SLUMP: In this type of slump, the concrete collapses completely.
 SHEAR SLUMP: In this type of slump concrete op portion shears off and slide away.
 TRUE SLUMP: In this type of slump, the concrete almost keeps the same shape.

PROCEDURE:
 Properly place the slump cone on the metal plate.
 Using the scoop, put the fresh concrete in the cone in a 3 layer and give it 25 blows using the
tamping rod.
 Carefully remove the mould from the tamped concrete.
 Measure the amount of slump.

OBSERVATION:
 Only a true slump is use in test, a collapse slump will generally mean that the mmix is too wet and is
not appropriate.
 Slump is considered to be; low between 25mm-75mm
Medium between 75mm-100m
Very high between 150mm & above.

PRECAUTION:
 I ensured that concrete in the cone were placed in 3 layers and were given 25 blows each.
 I I avoided error due to parallax when taking reading on the tape.

CONCLUSION:
The desired slump type for a good workable concrete is the true slump.
CARRYING OUT SLUMP TEST ON CONCRETE PRODUCED FROM BATCHING PLANT

COMPRESSIVE TEST
TITLE: Compressive strength test on concrete cubes.
SUPERVISOR: TECH. WISDOM EKANEM

AAIM: To determine that the concrete mixtures as delivered meets the requirements of the specified
strength in the job specification.

APPARATUS:
 Cube mould.
 Tamping rod.
 Scoop.
 Compressive strength testing machine.
 Cutting tank.

THEORY: Compressive strength test results are primarily used to determine that the concrete mixture as
delivered, meets the requirements of the specified strength in job specification.
Strength test from cast cubes may be used for quality control, acceptance of concrete or for
estimating the concrete and strength in a structure for the purpose of scheduling. Construction
operations such as form removal or evaluating the adequacy of curing and protection afforded to the
structure.

NOTE: - The average of 3 consecutive tests should equal or exceed the specified
-No single test should fall below the specified strength
PRROCEDURE:
 Proper sampling of the wet concrete.
 Grease the surface of the mould with oil.
 Put the concrete in the mould 3 layers and give it 25 blows.
 Properly dress the surface and label or 7 days, 14 days, and 28 day.
 De-mould after 24 hours and cure in a curing tank.
 On the 7th day remove the sample and crush using the compressive strength machine.
 Do it for the 14th day and 28th day, note the readings.

PRECAUTION:
 I ensured that the cubes were properly submerged in the curing tank.
 I ensured that the proper perimeters were inserted into the digital crushing machine.

CONCLUSION: Th tests were successfully carried out and the concrete gain more strength more than the
design strength.
PUTTING IN 150×150 CONCRETE CUBE FOR TEST
3.1.6 ASPHALT TEST
EXTRACTION OF BITUMEN FROM BITUMINOUS PAVING MIXTURE
TITLE: EXTRACTION TEST

SUPERVISOR: TECH. WISDOM EKANEM

AIM: To check the bitumen content and aggregate gradation of asphalt mixture.

APPARATUS:
 Extraction machine
 Weighing balance
 Oven
 Filter paper
 Riffle box
 Scoop
 Thermometer

PROCEDURE:
 If the mixture is not sufficiently oft to separate with spatula or trowel, place it in a large flat pan and
warm to 110° C only until it can be handled or mixed.
 Split the sample and take 1000g to 500g and record its weight.
 Place the sample into an extraction machine bowel and cover the test portion with petrol and allow
sufficient time. Allow sufficient for the solvent to disintegrate the test portion.
 Put the filter paper in oven for 15mm then remove and take ts weight and place it over the rim.
 Place the bowl containing the mixture and solvent in the extraction apparatus.
 Clam the cover tightly and place a contained under the drain to collect the extract.
 Start the machine to rotate or revolve slowly and gradually increase until solvent stop to flow from
the drain.
 Add solvent again to the machine and repeat procedure so that the extract is not darker than a light
straw color.
 Remove the filter from the bowl and brush the material sticking ti the surface of the filter and add
to the extract aggregate and dry the filter in air.
 Carefully remove all the contents of the bowl into a metal pan and dry it in oven to constant weight.
 Take and record the weight of the dry filter after test.
 Put the sieve required in order and do the grading.
3.1.7 MARSHALL STABILITY ND DENSITY TEST
TITLE: Properties of asphalt mixture
SUPERVISOR: TECH. WISDOM EKANEM

AIM: To determine the bulk specific gravity measurement of Marshall Stability and flow and analysis of
specimen density and voids content.

APPARATUS:
 Marshall moulds
 Marshall compactor
 Extrude/jack
 Water bath maintained at 60° C
 Scale to 0.001 accuracy.
 Wire bucket
 Thermometer
 Filter papers

THEORY: There are three main procedures in Marshall Test method, determination of bulk density,
specific gravity, measurement of Marshall Stability and flow and analysis of specimen density and voids
content.

BULK SPECIFIC GRAVITY DETERMINATION: As soon as the freshly compacted specimen has cooled to the
room temperature, the bulk specific gravity of each specimen is determined. This measurement is
essential for an accurate density/ air voids analysis.
 STABILITY AND FLOW TESTS: After the bulk specific gravities have been determined the stability
and flow tests are performed. Stability testing aims at measuring the mix’s resistance to
deformation under loads. Flow testing measures the amount of deformation that occurs in mix
under loading.

PROCEDDUREE:
 Put the Marshall moulds in oven at temperature 140° C for one hour
 Put the asphalt in oven at temperature of 140° C until the asphalt temperature reaches to 140° C
 Split the asphalt and prepare three samples each about 1200g.
 Place the preheated Marshall mou;d on the stand of the Marshall compactor and pace the filter
paper in the mould.
 Place the hot asphalt in the preheated mould and compact the asphalt 75 blows by the Marshall
drop hammer from the both sides of the mould.
 Allow the compacted + mould to cool before extruding it out of the mould.
 Remove the compacted asphalt from the moulds using extruder/ jack.
 Take and record the weight of the specimen in air and soak it in water for 5 minutes.
 Prepare the balance, set the weight of the empty wire basket in water to zero then put the
specimen in the basket an record its weight.
 Dry the surface using towel and record its weight in (SSD) saturated Surface Dry.
 Prepare the water bath and maintain the temperature at 600°c and place in it for 30 minutes.
 Put the breaking head in oven before the specimen in it. Which I also heated so it does not cool the
specimen.
 Remove the breaking head from oven and place the specimen in it and put the flow dial gauge on
the breaking head and put it in the stability mahine.
 Set the load dial gauge and the flow dial gauge to zero and switch on the stability machine and
record the stability reading and flow.

3.2 CONSTRUCCTION OF KERBS

Road kerbs confirm that he barrier between the carriageway and the shoulder or footpaths. The height
of the kerb above the pavement edge varies from 100mm to 200mm as per requirement.

3.2.1 KERB CONSTRUCTION METHODOLOGY

Materials for road kerb: the following construction materials are used;
 CEMENT: Gradation of combine aggregates of different sizes, conforming to specification to BS
standards and undergone relevant test.
 WATER: Portable water shall be used for concreting.
 CONCRETE: The concrete grade of C20 to be used for the kerb shall be produced at the batching
plant as per the approved mix design. The concrete shall be loaded on to the transit mixer directly
from the batching plant and transported to the laying location.

3.2.2 PLANT EUIPMEENT AND MACHINERY FOR KERB CONSTRUCTION

 Transit mixer.
 Concrete batching plant
 Kerrb cutting machine.
 Survey related equipment.

3.2.3 KERB CONSTRUCTION OPERATIONS.

 Marking of lines, level and adjustment of the sensor of the kerb casting machine accordingly.
 Peg where put at every 5meter interval and the levels marked on it. The pegs are then joined with
metal wire.
 Concrete was produced in the batching plant as per the approved mix formula.
 Kerbs where laid on a firm foundation of 150mm thick grade C10 concrete cast in-situ and extending
50mm beyond the kerbstone.
 Sufficient gap/rece was left to facilitate drainage.
 After laying of kerbs, prior to the hardening of the concrete. Sa cut grooves was provided at 5m
interval.

3.2.4 PURPOSES OF ROAD KERBS

 Serve as a barrier.
 Helps to provide road drainage.
 Prevent accident.

3.3 CONSTRUCTION OF MEDIAN BARRIERS

Median barriers are longitudinal barriers that separate opposing traffic on a divided highway and are
designed to redirect vehicles striking either side of the barrier. Median barriers significantly reduce the
number of cross-median crashes, which are attributed to the relatively high speeds that are typical on
divided highways. AASHTO’S Roadside Design Guide(RDG) recommends guidelines for the use of median
barriers on high-speed, fully controlled access roadways for locations here the median is 30ft in width or
less and the average daily traffic (ADT) is greater than 20,000 vehicles per day (Vpd).
For locations with median widths greater than50ft and where the ADT is less than 20,000 vpd, a
median barrier is optional. For locations where the median is between 30 and 50 ft. the RDG suggests
analysis to determine the cost effectiveness of median barrier installation. Median barriers can be cable,
metal-beam, or concrete. In this case a concrete median barrier was used.

3.3.2 PLANT EUIPMEENT AND MACHINERY FOR CONCRETE MEDIAN BARRIER CONSTRUCTION
 Transit mixer.
 Concrete batching plant
 Median cutting machine.
 Survey related equipment
 Slip form GOMACO machine.

INSTALLATION OF CONCRETE MEDIAN BARRIERS

Concrete median barriers are typically installed using heavy equipment, such as cranes or specialized
barrier-laying machines. The barriers are lifted into place and secured to the ground using bolts,
connectors, or other attachment methods.

PURPOSE OF CONCRETE MEDIAN BARRIERS.

In construction zone, concrete barrier provide safety for the workers and drivers by separating the
construction area from the active traffic lanes. They prevent vehicle from entering the work zone and
reduce the risk of accidents.

CONSTRUCTION OF MEDIAN CONCRETE BARRIERS

CONSTRUCTION OF FLEXIBLE PAVEMENT
The primary function of pavement is to transmit loads to the sub-bae and underlying soil. Modern
flexible pavements contain sand and gravel or crushed stone compacted with a binder of bituminous
material, such as aasphalt, tar, or asphaltic oil. Such a pavement has enough plasticity to absorb shock.

MACADAM BASED PAVEMENT

Macadam, form of pavement invented by John Macadam of Scotland in the 18th century. Macadam’s
road cross-section was composed of a compacted subgrade of crushed granite or greenstone designed
to support the load, covered by a surface of light stone to absorb wear and tear and shed water to the
drainage ditches. In modern macadam construction, crushed stone or gravel is placed on the compacted
base course and bound together with asphalt cement or hot tar. A third layer to fill the interstices is
then added and rolled. Cement and quarry dust is sometimes used as binder.

PLANT, EUIPMEENT AND MACHINERY USED

 Excavator
 Grader.
 Pneumatic roller.
 Sheep foot roller.
 Asphalt paver
 Bull dozer
 Levelling instrument and total station.
 Tippers.
 Dumper.
 Water tanker.
 Asphalt plant.
 Wet mix plant.
CONSTRUCTION PROCESS FOR ASPHALT PAVEMENT INSTALLATION
 Demolition and removal.
 Grading and sloping
 Prepare the sub-base.
 Proof roll, undercutting and sub-base repair.
 Binder and surface course
 Installation of new asphalt surface.

LAYING OF BINDER COURSE LAYING OF WEARING COURSE

CONSTRUCTION OF BRIDGE
A bridge is a structure, built to span a physical obstacle (such as a body of water, valley, road, or
railway) without blocking the way underneath, It is constructed for the purpose of providing passage
over the obstacle, which is usually something that is otherwise difficult or impossible to cross.
CONSTRUCTION OPPERATIONS CARRIED OUT IN THE CONSTRUCTION OF BRIDGE

PILING

Piling Is the process of drilling foundations through the ground to provide a more structural strength to
the weak soil underneath. There are different type of pile depending on their functions. The type of
piling done in this project is the end- bearing pile foundation.

END-BEAARING PILE: Also known as point-bearing piles are use to distribute large foundational loads
from the top to the rock beneath to a strong stratum of dense soil

Due to the swampy nature of the soil the pile foundation was drilled to average of 30m before reaching
the refusal point.

DRILLING: Drilling is defined as the process that involves using a drill rig to bore deep into the ground in
order to inert structures such as piles, that are used to build foundation for construction project. The
continuous flight auger, CFA was used. During the drilling process a slurry liquid known as BETONITE was
pumped inside the hole to harden the surrounding walls and prevent it from collapse a more depth was
gained.

PILE DIMENSIONS AND REINFOCMENTS:

Each pile has a load carrying capacity of 650KN, hence to achieve this, the dimensions and structural
design was properly done. Each group of pil has 10 members of pile with a distance of 2m center to
center ad a total dimension of 9.4m x 5m.

The main reinforcement bars are 25mm with spacing of 200mm diameter, the shear links ar of 20mm
diameter and the helical links are 12mm diameter. The reinforcement cage was prepared in the yard
and taken to the site, It was inserted inside the drilled hole after grouting was done leaving a concrete
cover of 5cm at the bottom of the hole.
CONCRETING: Concrete is simply an Engineering material that has a blend of aggregates, normally
natural sand, gravel, cement and water. The concrete grade used was grade 30 (M30). Additive called
master rheobuild as used for water control and to have a good texture The concrete ha a slump of
175mm

CONCRETE CUBE TEST: Concrete cube test is carried out to ensure that the concrete mets its expected
compressive strength. The mould size for the concrete cube used was 150mm×150mm×150mm, the
concrete was cured and crushed after 3 days, 7 days, 14days and 28days with percentage strength of
45%, 65%, 85% and 100% respectively.

PILE FOUNDATION EXAVATION FOR PILIING

PILE CAP

A pile cap is simply a thick concrete mat that rest on a concrete pile that has been driven into soft or
unstable ground to provide a suitable stable foundation. Pile cap creates a stable foundation and offers
a larger area for distribution of the load coming from the superstructure on the piles. They act act in
similar way to raft foundations, where a concrete slab rests on soil which may be susceptible to
movement above a group of piles.

EXCAVATION FOR PILE CAP: The depth of the excavation for the pile cap was one to a depth of 1.5m
beneath the existing ground level. The dimension of the excavation was 11m×8m, the excavation was
done with an excavator. The final level given and approved by the surveyor before the blinding was
done.

BLINDING: Blinding is referred to as a base layer of weak concrete that is laid above a layer of hardcore
to provide a clean, level and dry working surface. An area of 9.4m×5m was blended with thickness of
5mm.
JACK HAMMERING: The breaking of the concrete from the pile that extended beyond the required level
was done after blinding was done. The concrete was broken to a level of 100mm above the blinded
surface, the pile reinforcement above the blinded surface was left to have an interface with the raft.

FORMWORK ND REINFORCEMENT OF PILE CAP:

Y16 was used as both the top and bottom reinforcement bars, the runners lateral bars which by virtue of
function is to resist shears and bursting of the pile cap as used at 150mm centers and the diameter of
bar used was 16mm, horse bench was introduced at 1m intervals to prevent deflection of the top bars
during the tying of the bars. The starters bar for pier was tied to the raft, the starters bar has a diameter
of 25mm and length of 2.5m and bent length of 0.5m.

PIERS

A bridge pier is a type of structure that extends to the ground below or into the water. It is used to
support bridge superstructure and transfers the load too the foundation.

FORMWORK FOR PILE CAP CASTED PILE CAP

JACK HAMMERING OF PILES
CHAPTER FOUR

EXPERIENCE GAINED

The following re the experience gained during my Industrial Attachment program at SERMATECH
NIGERIA LIMITED;

 Quality control of construction materials used on site.

 Methods involved in construction of kerbs,
 Methods involved in construction of concrete median barriers.
 Construction operations for flexible pavement.
 I learnt more about the Macadam based type of pavement.
 Obtained knowledge in the use of CAD design software (AUTOCAD).
 Construction of bridge foundation i.e piling, pile caps, piers etc.
 Improved my communication skills with workers on site
 Ability to identify various equipment and their uses o site.
 Had first -hand knowledge about working according to the specifications provide by the Federal
Ministry of Works.

CHALLENGES ENCOUNTERED
 Inability to partake in the various works done on site due to the construction activities that were
carried out simultaneously.
 Time to adapt to the workers and working environment.
 Language barrier due to most workers were indigenes.

SERVICES RENDERED
 I assisted the laboratory to carry out tests on construction materials for quality control purposes.
 I assisted in supervising workers during the construction of kerbs, laying of asphaltic pavement,
construction of median barriers.
 I assisted in recording of results which are later drafted out as a comprehensive report on samples in
the laboratory.
CHAPTER FIVE
CONCLUSION
Before the beginning of my industrial training, I had little or less technicalknoeledge on the various
construction practices that are being carried out on site. The S.I.W.E.S training at SERMATECH
NIGERIA LIMITED, was really an eye opener, it was educative, informative and it gave me an
exposure to the engineering field utside the four walls of the institution. With the exposure otten
from this experience, I have been branded and structured to distinguish myself from unprofessional
practices.

RECOMMENDATION
 School management should aid in scouting out for good establishments in which students can be
placed on their I.T (Industrial Training) as per the field of study.
 The school management should provide adequate funds for the various co-ordinator to enable them
visit the students on training to ensure they are actively involved in the training.

REFERENCES
 An Introduction to Geotechnical Engineering, 2nd Edition; Robert D. Holtz et al. (2010)
 Annual book of ASTM Standards, Section 4-Construction, Volume 04.08 and 0.09:soil and rock
(Current edition)
 Soil Mechanics Design Manual 7.2 ; http://www.wbdg.org/FFC/DOD/UFC/UFC 3 220 10 2022.PDF
 https://www.desgning buildings.co.uk/wiki
 https://www.civil.iitib.ac.in/tvm/1100-Lntse
 Powell, G. H.1997. Concepts and Principles for the Application of NonlinearStructural Anaysis in
Bridge Design, Report No. UCB/SEMM-97/08, Department of Civil Engineering, University of
California, Berkeley, CA. Rerived on 2/6/2022