Summer internship report on soil testing,Bitumen & aggregate

Civil engg.Dept.ITMGwalior Final internshipreport
Written by: Anup singh 2017/18 Page 1
Hosting company: Path India private Limited.
A TRAINING REPORT ON
Soil & Aggregate Testing
SUBMITTED IN PARTIAL FULFILLMENT FOR AWARD DEGREE OF
BACHELOR OF ENGINEERING
IN
CIVIL
BY
ANUP SINGH
(0905CE141027)
UNDER THE GUIDANCE OF
(Engg. SARVJEET SINGH)
DEPARTMENT OF CIVIL ENGINEERING
ITM GROUP OF INSTITUTION, GWALIOR

Acknowledgment
First of all I would like to thank every families and friends that participate on my life and get
me in this intensity and individuals who support and share idea and also helping me to be like
this.
I am very thankful to Agra-Gwalior Pathways Private Limited. For having given me the
opportunity to undertake my month internship class in their working area. It was Avery good
learning experience for me to have worked at this area. I would like to convey my heartiest
thanks to resident engineer Sarvjeet singh and Anshul mehta and all staff member works in
path india.
I would also thank my mentor mangle sir and satish sir for his endless support at site and in
his office by consulting me how do things in the site and how to write this report in outstanding
manner, All teachers of civil engineering who brought me to my present performance and
shape me like this during the last three successive years.
Before I finish I would like to give my deepest thanks to all workers and the consultant side
starting from engineers to daily laborers. Also for those who do not listed in the above but
support me in different areas I would like thank all.
Name: Anup singh
Date: 30/07/2017

Declaration
I hereby declare that the project work entitled "FINAL INTERNSHIP REPORT"submitted to
the Department of civil engineering, is a record of original work done by me under the
guidance of my esteemed mentor sarvjeet singh and my site supervisor resident engineer
MANGLE sir. And this project work is submitted in the partial fulfillment of the requirements
for the internship session of 2017/18 held for 4th year student of institute of technology and
management Gwalior. The results embodied in this report have not been submitted to any
other University or Institute for the award of any type of work.
APPROVED BY:-
NAME OF SUPERVISOR: __________________ NAME OF MENTOR:
SIGNITURE: __________ SIGNITURE: __________
HOSTINGCOMPANY STAMP

Abstract
The internship report in broad-spectrum contains two chapters in which I try to explain my one
month experience in my hosting company. The content of all chapters is broadly explained and
it is constructed from the practical basis of the site work ended all months.
In the opening chapter I give details to the company background including its mission, vision,
the project those runs trough the company consultation. In this chapter I put all record or
history and futurity of my hosting company with its official address. So, it is give details of the
company in terms of reader can easily know and access the company.
The second chapter is the most hunted chapter which explains my overall internship familiarity
in the last successive months. This chapter is the main chapter and I record on it the overall
work I have been executing. It gives a high light what I have been doing and main works of the
construction industry.
After all those chapters explained above I goes to the third chapter and shows the pics of the
site. It is obvious that the internship has a plus in terms of improving skills and different
abilities as a whole. The advantages and gains of the internship putted in short and prices way
to grasp the attention of readers and evaluators.

List of table
Table 2.1(a) current projects …………………………………………………………………………..10
Table 2.1(b) comleted projects………………………………………………………………………...11
Table 2.2 compressive strength of cube…………………………………………………………….…16
Table 2. 3 modiefied procter compaction test………………………………………………………...17
Table 2. 4 california bearing ratio……………………………………………………………….……20
Table 2.5 Atterbergs limit(liquid limit & plastic limit)…………………………………………..…..23
Table 2.6 sieve analysis of soil ………………………….………………………………………..…26
Table 2.7 Free swell index………...………………………………………………………………….28
Table 2.8 Marshell stability test data………………………………………………………………….30
Table 2.9 Determination of Bitumin content………………………………………………………….32
Table 2.10 Elongation and Flakiness Indices…………………………………………………………34
Table 2.11 sieve analysis of fine aggregate…………………………………………………………...36
List of figures
Figure 2.1 components of rigid pavements...…………………………………………………………13
Figure 2.2 Slum cone test…………………... ……………………………………………………….15
Figure 2.3 Hot Bitumin mix plant…………………………………………………………………….37
Figure 2.4 Compressive Strength of concrete cube…………………………………………………..37
Figure 2.5 CBR testing machine……………………………………………………………………..38
Figure 2.6 Bitumen extractor……….………………………………………………………………..38
Figure 2.7 casagrande apparatus ….…………………………………………………………………39
Figure 2.8 oven…………………………..... ……………………………………………………….39
Figure 2.9 sieve analysis of fine aggregate………...………………………………………………..40
Figure 2.10 procter compaction test…………………………………...…………………………….40

Contents
Chapter one
1. History
1.1 Introduction…………………………………………………………………………7
1.2 Vision……………………………………………………….…………………………7
1.3 Mission………………………………………………………..……………………….8
1.4 Quality assurance……………………………………………….……………………..8
1.5 Company structure……………………………………………….……………………9
1.6 company projects……………………………………..……………………………….10
Chapter two
2. Introduction
2.1 Rcc road……………………………………………………………………………………13
2.2 Toilet block………………………………………………………………………………...14
2.3 Methodolgy
2.3.1 concrete test……………………………………………………………………………..14
2.3.2 soil test…………………………………………………………………………………..14
2.3.3 Test of Bitimenous mix………………………………………………………………….14
2.3.11 Slum cone Test…………………………………………………………………………15
2.3.12 Compressive strength of concrete……………………………………………………..15
2.3.2.1 Modified procter test………………………………………………………………….17
2.3.2.2 California Bearing Ratio………………………………………………………………18
2.3.2.3 Atterberg Limits……………………………………………………………………….21
2.3.2.4 Grain size Analysis……………………………………………………………………24
2.3.2.5 Free swell Index……………………………………………………………………….27
2.3.3.1 Marshell stability test………………………………………………………………….28
2.3.3.2 Determination of Bitumen content……………………………………………………31
2.3.3.3 Flakiness and Elongation Indices……………………………………………………..32
2.3.3.4 sieve analysis of coarse aggregate…………………………………………………….35
Chapter Three
Pics and photo…………………………………………………………………37----40
Chapter Four
Refrence
Appendix

Chapter one
1. Background of the hosting company
1.1. INTRODUCTION
Prakash Asphalting’s & Toll Highways (India) limited is a leading construction
company that boasts of an incredible track record within the transportation and
infrastructural sector in Central India. Not only is PATH considered to be one of the
most reputable, reliable and respected construction companies/contractors in India
it, also ranks on top of any list for efficiency, effectiveness and unsurpassed quality
projects.
It was founded in July, 1996 as a Limited Liability Company by Mr. Puneet Agrawal,
Mr. Nitin Agrawal and Mrs. Santosh Agrawal. With a mere life of 18 years PATH, has
risen to become one of the most trusted and sought after construction contractors.
The company mainly focuses on the construction of roads and bridges. We are
actively involved in all verticals and models within construction in India whether, it’s
the traditional route based on payment basis or the modern model of PPP (Public
Private Partnership) viz. BOT, DBFOT and Annuity. PATH’s diverse portfolio
encompasses the design, planning, development, construction, operation and
maintenance of its infrastructure projects.
1.2. vision
. To be a rapidly growing business organization having equal understanding of
Techno and Commercial issues required for efficient execution of civil Construction
Project and attain versatile development with full customer and employee
satisfaction.

1.3. MISSION:
Our Roadmap starts with our mission, which is enduring. It declares our purpose as
a company and serves as the standard against which we weigh our actions and
decisions.
1.4. QUALITY ASSURANCE
Quality Policy
• We, the employees of PRAKASH ASPHALTINGS & TOLL HIGHWAYS (INDIA)
LTD. are committed towards: “TOTAL CUSTOMER SATISFACTION” through quality
construction of highways and other works, ahead of laid down time schedule,
achieved by continuous improvement of the Quality Management System. We shall
strive for excellence and growth, both for the company as well as all its Employees.
Quality Objectives
1. To Increase the construction turnover by 40% per annum.
2. To get new D.B.F.O.T. projects worth Rs.400 Crores in the next year, through
Organic & Inorganic growth.
3. To carry out successful Toll Collection/ Operation & Maintenance Projects with
user base increasing @25% per annum.
4. Provide training to at least 20% of employees in their respective fields every 6
months to achieve maximum proficiency and create a safe & healthy working
environment.
5. As a part of corporate social responsibility, we shall give more thrust on Road-Side
Plantation & its maintenance.





1.5. COMPANY STRUCTURE
COMPANYADDRESS
Prakash Asphaltings & Toll Highways (India) Ltd.
CIN No.: U45203MP1996PLC011034
Reg. Office : 76, Mall Road, Mhow
Distt. – Indore (M.p)
Contact
Call: +91-7324-277076, +91-07324-272076
Fax: +91-7324400318
Mail: path@pathltd.com

1.6. Current Projects
Sr. No. Document Tittle Value (in Cr.) Completion Period Contact Type
1 Jaipur Reengus Project 350.00 20 months EPC
2 Bameetha-Panna-Satna Road 258.00 25 years BOT
3
Swaroopganj –Pindwada of NH-14 and
Pindwada –Udaipur of NH-76
250.00 6 years OMT
4
Baran – Shivpuri of NH-76 and Shivpuri
– Jhansi
250.00 6 years OMT
5 Khandwa-Dehtalai-Burhanpur Road 227.00 24 months BOT
6 Rau-Mhow-Mandleshwar Road 176.00 24 months BOT
7 River side Marine Drive at Jamshedpur 101.00 12 months EPC
8 Paron-Goras Road 101.00 24 months BOT+ANNUTI
9
Garhakota-Rehli-Devri & Rehli-Salwara-
Gorjamar Roads
100.00 15 years BOT+ANNUTI
10 Semaria-Manikpur Road 35.00 15 years BOT+ANNUTI
11 Multi Storied Parkings at Indore 20.00 12 months BOT
12 Rail Over Bridge at Budhni 16.00 18 Months EPC
13 Dinara – Datia Road 16.00 12 months BOT+ANNUTI
14 Rail Over Bridge at Mhow 12.36 18 months EPC
Table 2.1 (a)

1.8. Completed Projects
Sr. No. Document Tittle
Name of
Authority
Location
Date of
Completion
1
Widening & Reconstructiuon
Of Khamariya-Sultanpur-
Nakhtra Road under regular
contract Project Pakage-3
MPRDC Khamariya (M.P.) Jul-12
2
Construction of Mandsaur
Bypass Road
MPPWD
Mandsaur
(Madhya
Pradesh)
Jul-98
3
Vatanda Toll Plaza, Toll
Collection Ratanpur-
Himmatnagar (NH-8)
NHAI Vantada (Gujrat) Mar-12
4
Construction of Link Road at
Indore
IDA Indore (MP) Jul-11
5
Strengthening, Widening and
Operating Mhow-Ghatabillod
Road on BOT Basis.
MPSIDCL Mhow (MP) Jun-01
6
Construction of ROB at
Chainage 91.62 & 96.87 on
Lebad-Jaora Road Project
PanIndia
Infrastructure
Pvt. Ltd.
Ratlam (MP) Jun-11
7
Badwaha- Dhamnod Road,
Khalghat-Manawar Road &
Khalghat-Kasrawad Road
Project Package 4
MPRDC Badwaha (M.P) May-10
8
Strengthening & Widening of
Existing 2-Lane Road to 4-Lane
from Km. 12.600 to Km 84.700
Indore-Khalghat Section (NH-
3)
Leighten
Contractors India
Pvt. Ltd. & OSE
Pvt. Ltd. (JV)
Khalghat (MP) Jun-10
9
Operation and Maintenance
including Strenghtening and
Widening of Kondali Talegaon
Section (NH-6)
NHAI
Nagpur
(Maharashtra)
Jul-08
10 Contruction of Rewa Bypass MPPWD-NH Rewa (MP) Aug-08

Road from Km 229/2 to 243/6
of NH-7 on BOT Basis
11
Construction of ROB at MR-
10, Indore (M.P) under BOT
Basis.
IDA Indore (MP) Mar-07
12
Strenthening with BM, SDBC,
and Paved Shoulder on
Sehore-Dewas Road
MPRSNNLA Sehore (MP) May-04
13
Construction of New Katni
Bypass
MPPWD Katni (MP) Aug-03
14
Widening & Strengthening of
123 Km Road, Bridges,
Culverts Etc Ujjain-Jhalawar
Road Project
MPRSNNLA Ujjain (MP) May-05
Table 2.1 (b)

Chapter Two
2.Introduction
2.1 RCC road
The site is located 25 km from Gwalior .The name of place is Billowa. The 19km RCC
road is made from Jhansi road to village billowa .The RCC road is constructed after
milling of bituminous pavement .The total width of road is 10m for 14 km and 7 m for
remaining 6 km with hard shoulder on both side of road. The camber is provided in road
in the ratio of 1 in n according to survey done of the road along the centre line of road for
the drainage of water from the roads.
The 19 km road consist of 2 minor bridges which is constructed according to highest
flood level of that area which is according to topographical survey of Area. The height of
road is 3ft from the Subgrade of soil.
The road is constructed under Agra – Gwalior pathways highways limited (NH-3).
Fig. 2.1 The detail diagram of component of rigid pavement

2.2 Toiletblock
The toilet block is constructed according to pradhanmantri swach bharat mission along the
side of all national highway for cleaning purpose.The dimension of block is 18 x 5 m.
2.3 Methodology
The work of toilet block and RCC road is not possible without performing test in lab. The
lab is situated in malkhanpur ,is about 18km from Gwalior. with help of lab assistant ,following
test can be perform in lab.
2.3.1 The following test can be perform for toilet block are:-
1. slum cone test
2. compression cube test
2.3.2 The following test are perform in lab for RCC road. The test should be perform on soil
sample of site or from village billoua which taken from site by digging of ground. The sample
should be taken from every 500 m interval of 19 km under the observation of site engineer.
The site soil contains very different type of soil such as :-sandy soil, Black soil and muram etc.
The following test are:-
1. California bearing ratio
2. Procter compaction test
3. Atterberg limits(liquid limit and plastic limit) by casagrande apparatus
4. Atterberg limits by cone penetrometer method
5. Grain size analysis
6. Free swell index of soil
2.3.3 The following test should be perform on bituminous mix and aggregate:-
1. Marshell stability test
2. Bituminous extraction test by centrifuge method
3. Elongation and flakiness indices
4. sieve analysis of aggregate

2.3.1.1 SLUM CONE TEST OF CONCRETE
Slump test is the most weidly used test in the field and laboratory which is used to check the
consistancy of concrete used at a construction site. It provides usefull formation on the
uniformity in the day to day or even hour to hour production of concrete. the main apparatus
used for this test was 30cm height, 20cm bottom width and 10cm top width cylinderical cone,
60cm tamping road and iron plate. The workability dependes on the reversed gap between the
cone and the fresh concrete after tamping and removing of the cone. So, the workability is
classified as:
Very law when the height
is 0-25mm
Low when the hight is 25-50mm
Slum
Medium when 50-100mm
Highly workable when
100-
175mm
Figure 2.2 slump cone and concrete illustration
Based on the above principle we conduct atest at the site and the result was medium so, we proceed
the work.
2.3.1.2 COMPRESSIVE STRENGTHOF CONCRETE
OBJECTIVE
The tests are required to determine the strength of concrete and therefore its suitability for the
job.
REFERENCE STANDARDS
IS : 516-1959 – Methods of tests for strength of concrete.
EQUIPMENT & APPARATUS
 Compression testing machine (2000 KN)
 Curing tank/Accelerated curing tank
 Balance (0-10 )
PROCEDURE
1. Representative samples of concrete shall be taken and used for casting cubes 15 cm x 15 cm
x 15 cm or cylindrical specimens of 15 cm dia x 30 cm long.

2. The concrete shall be filled into the moulds in layers approximately 5 cm deep. It would be
distributed evenly and compacted either by vibration or by hand tamping. After the top layer
has been compacted, the surface of concrete shall be finished level with the top of the mould
using a trowel; and covered with a glass plate to prevent evaporation.
3. The specimen shall be stored at site for 24+ ½ h under damp matting or sack. After that, the
samples shall be stored in clean water at 27+20C; until the time of test. The ends of all
cylindrical specimens that are not plane within 0.05 mm shall be capped.
4. Just prior to testing, the cylindrical specimen shall be capped with sulphur mixture
comprising 3 parts sulphur to 1 part of inert filler such as fire clay.
5. Specimen shall be tested immediately on removal from water and while they are still in wet
condition.
6. The bearing surface of the testing specimen shall be wiped clean and any loose material
removed from the surface. In the case of cubes, the specimen shall be placed in the machine
in such a manner that the load cube as cast, that is, not to the top and bottom.
7. Align the axis of the specimen with the steel platen, do not use any packing.
8. The load shall be applied slowly without shock and increased continuously at a rate of
approximately 140 kg/sq.cm/min until the resistance of the specimen to the increased load
breaks down and no greater load can be sustained. The maximum load applied to the
specimen shall then be recorded and any unusual features noted at the time of failure
brought out in the report.
CALCULATION
Date of casting: Date of Testing:
Chainage: Age of cube:
Type of cement: W/C ratio :
S.NO Wt. of
cubes(gm)
Volume
of
cubes(cc)
Density
of cubes
(gm/cc)
Load of
Failure
(KN)
Area
(mm2)
Compressive
strength
(N/mm2)
Avg.
strength
(N/mm2)
1. 8330 3375 2.468 330 22500 14.67
2. 8340 3375 2.431 360 22500 16.89 16.85
3. 8360 3375 2.477 380 22500 16.11
Table 2.2(a) compressive strength of cube (7 days)
Date of casting: Date of Testing:
Chainage: Age of cube:
Type of cement: W/C ratio :
S.NO Wt. of
cubes(gm)
Volume
of
cubes(cc)
Density
of cubes
(gm/cc)
Load of
Failure
(KN)
Area
(mm2)
Compressive
strength
(N/mm2)
Avg.
strength
(N/mm2)
1. 8390 3375 2.486 530 22500 23.56
2. 8380 3375 2.483 510 22500 22.67 22.67
3. 8360 3375 2.477 490 22500 21.77
Table 2.2(b) compressive strength of cube (28 days)

2.3.2.1 MODIEFIED PROCTER COMPACTIONTEST
THEORY:
In geotechnical engineering, soil compactionis the process in which a stress applied to a
soilcauses densification as air is displaced from the pores between the soil grains. It is an
instantaneous process and always takes place in partially saturated soil (three phase system). 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.
APPARATUSREQUIRED:
1.Proctor mould having a capacity of 944 cc with an internal diameter of 10.2 cm and a height of
11.6 cm. The mould shall have a detachable collar assembly and a detachable base plate.
2.Rammer: A mechanical operated metal rammer having a 5.08 cm diameter face and a weight
of 2.5 kg. The rammer shall be equipped with a suitable arrangement to control the height of
drop to a free fall of 30 cm.
3.Sample extruder, mixing tools such as mixing pan, spoon, towel, and spatula.
4.A balance of 15 kg capacity, Sensitive balance, Straight edge, Graduated cylinder, Moisture
tins.
PROCEDURE:
1.Take a representative oven-dried sample, approximately 5 kg in the given pan. Thoroughly mix
the sample with sufficient water to dampen it with approximate water content of 4-6 %.
2.Weigh the proctor mould without base plate and collar. Fix the collar and base plate. Place the
soil in the Proctor mould and compact it in 3 layers giving 25 blows per layer with the 2.5 kg
rammer falling through. The blows shall be distributed uniformly over the surface of each layer.
3.Remove the collar; trim the compacted soil even with the top of mould using a straight edge
and weigh.
4.Divide the weight of the compacted specimen by 944 cc and record the result as the
bulkdensity bulk.
5.Remove the sample from mould and slice vertically through and obtain a small sample for
water content.
6.Thoroughly break up the remainder of the material until it will pass a no.4 sieve as judged by
the eye. Add water in sufficient amounts to increase the moisture content of the soil sample by
one or two percentage points and repeat the above procedure for each increment of water added.
Continue this series of determination until there is either a decrease or no change in the wet unit
weight of the compacted soil
Table . 2.3

2.3.2.2 CALIFORNIABEARING RATIO
THEORY:
California Bearing Ratio (CBR) is defined as the ratio expressed in percentage of force per
unit area required penetrating a soil mass with a circular plunger of 50 mm diameter at the rate of
1.25 mm/min to that required for corresponding penetration in a standard material. Tests are
performed out on natural or compacted soils in water soaked or un-soaked conditions and the
results so obtained are compared with the curves of standard test.
APPARATUS REQUIRED:
1. CBR mould with detachable perforated base plate
2. Spacer disc with a removable handle (to be placed inside the mould)
3. Collar of 50mm high
4. Penetration plunger of 50 mm diameter
5. One annular and a few slotted surcharge masses 2.5 kg each
6. Rammer (2.6 kg with 310mm drop for standard proctor results) and (4.89 kg with
450mm drop for modified proctor results)
7. Straight cutting edge
8. Loading machine of 50 kN capacity fitted with a calibrated proving ring to which plunger
has to be attached
9. Penetration measuring dial gauge of 0.01mm accuracy
10. Soaking tank
11. Swelling gauge consisting of perforated plate with adjustable extension stem
Mould Specification:
Diameter of the mould = 150mm
Height of the mould = 175mm
Height of the CBR soil specimen = 125mm
Soil specification:
Particle size = should pass through 19mm sieve
Soil particles of size greater than 19mm should be replaced by particles of size between 4.75mm
and 19mm

PROCEDURE:
2. Take the weight of empty mould
3. Keep the spacer disc on the base plate and a filter paper on the disc and fix the mould to
the base plate with the disc inside the mould and the attach the collar over the mould.
4. Add water to the specimen and compact it in accordance to Standard proctor test or
modified proctor test .
5. After compaction, remove the collar and level the surface using cutting edge.
6. Detach the base pate and remove the spacer disc.
7. Take the weight of mould + compacted specimen and determine the bulk density of the
specimen
8. Take sample for moisture content determination and hence find the dry density
9. Place filter paper on the perforated base plate.
10. Fix the mould upside down to the base plate so that surface of the specimen which was
downwards in contact with spacer disc during compaction is now turned upwards on
which the penetration test is to be performed (for unsoaked condition).
11. For soaked condition, Fix adjustable stem and perforated plate on the compacted soil
specimen in the mould along with 2.5kg surcharge load
12. Place the above set up in the soaking tank for four days (ignore this step in case of
unsoaked CBR).
13. After four days, measure the swell reading and find % swell with the help of dial gauge
reading
14. Remove the mould from the tank and allow water to drain.
15. Then place the specimen under the penetration piston and place total surcharge load of
4kg (2.5kg during soaking + 1.5 kg during testing)
16. The load and deformation gauges shall then be set to zero
17. Load shall be applied to the plunger into the soil at the rate of 1.25 mm per minute.
18. Reading of the load shall be taken at penetrations of 0.5, 1.0, 1.5, 2.0, 2.5, 4.0, 5.0, 7.5,
10.0 and 12.5 mm
19. Remove the plunger and determine the water content of the soil.
20. Plot load versus deformation curve

Observation:-
Location/Chainage :18000 Date of Casting : 10/07/2017
Type of Material : soil Date ofTesting : 14/07/2017
Proposeduse : subgrade Sampled By :
Volume of Mould,V : 2250 CC Tested By :
MDD(gm/cc) :
OMC(%) :
Table 2.4
Mould No.1(15 Blows) Mould No.2(35 Blows) Mould No.3(65 Blows)
CONDITION OF SAMPLE Before After
soaking soaking
Before After
soaking soaking
Before After
soaking soaking
Wt. of mould, W1(gm) 6670 6670 6912 6912 6775 6775
Wt of wet soil +mould , W2(gm) 11558 1168 11717 11800 11589 11662
Wet soil,W3=W2-W1 4888 4805 4814
Wet density,Yb=W3/V(gm) 2.172 2.135 2.139
Container No. 36 53 58 36 53 46
Wt. of container,W5(gm) 20 14.5 15.5 19.5 14 21.0
Wt. of wet soil + cont.,W6(gm) 94 83.0 99.0 105 88 112.5
WT. of dry soil +cont. W7(gm) 84.0 88.0 78.5
Wt. of water , W8=W6 –W7(gm) 10.0 11
Wt. of dry soil,W9=W7 –W5(gm) 64 72.5
Moisturecont,W=(W8/W9)x100 15.6 15.2
Yd=100Yb/(100 + W) (gm/cc) 1.879 1.853
S.No. Penetration in mm Mould No.
Proving ring Corrected load in
Reading kg
Mould No.
Reading kg
Mould No.
Reading kg
1. 0.5 3 3 4
2. 1.0 6 6 6
3. 1.5 9 9 9
4. 2.0 11 12 10
5. 2.5 13 14 11
6. 3.0 14 16 12
7. 4.0 16 20 15
8. 5.0 18 24 16
9. 7.5 21 31 20
10. 10.0 ---- --- ----
11. 12.5 --- --- ----
Client : National Highway Authority of India
Concessionaire : Agra Gwalior Pathways Pvt. Ltd.
CALIFORNIA BEARING RATIO
[As per IS 2720(Part-16)]{Table no.2.4}
MOISTURE CONTENT AND DENSITY OF TEST SAMPLES
LOAD – PENETRATIN TEST DATA Correction Factor of PR=
For concessionaire For NHAI/Consultant

2.3.2.3 ATTERBERGLIMITS (LIQUID AND PLASTIC LIMIT)
OBJECTIVE:-
This lab is performed to determine the plastic and liquid limits of a fine-grained soil. The
liquid limit (LL) is arbitrarily defined as the water content, in percent, at which a pat of soil in a
standard cup and cut by a groove of standard dimensions will flow together at the base of the
groove for a distance of 13 mm (1/2 in.) when subjected to 25 shocks from the cup being
dropped 10 mm in a standard liquid limit apparatus operated at a rate of two shocks per second.
The plastic limit (PL) is the water content, in percent, at which a soil can no longer be deformed
by rolling into 3.2 mm (1/8 in.) diameter threads without crumbling.
Equipment:
Liquid limit device, Porcelain (evaporating) dish, Flat grooving tool with gage, Eight
moisture cans, Balance, Glass plate, Spatula, Wash bottle filled with distilled water, Drying
oven set at 105°C.
Test Procedure:
Liquid Limit:
1. Take roughly 3/4 of the soil and place it into the porcelain dish. Assume that
the soil was previously passed though a No. 40 sieve, air-dried, and then
pulverized. Thoroughly mix the soil with a small amount of distilled water
until it appears as a smooth uniform paste. Cover the dish with cellophane to
prevent moisture from escaping.
2. Weigh four of the empty moisture cans with their lids, and record the
respective weights and can numbers on the data sheet.
2. Place a portion of the previously mixed soil into the cup of the liquid limit
apparatus at the point where the cup rests on the base. Squeeze the soil down to
eliminate air pockets and spread it into the cup to a depth of about 10 mm at its
deepest point. The soil pat should form an approximately horizontal surface .

3. Use the grooving tool carefully cut a clean straight groove down the center of the
cup. The tool should remain perpendicular to the surface of the cup as groove is
being made.
4. Make sure that the base of the apparatus below the cup and the underside of the
cup is clean of soil. Turn the crank of the apparatus at a rate of approximately two
drops per second and count 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 along a
distance of 10
5. Take a sample, using the spatula, from edge to edge of the soil pat. The sample
should include the soil on both sides of where the groove came into contact. Place the
soil into a moisture can cover it. Immediately weigh the moisture can containing the
soil, record its mass, remove the lid, and place the can into the oven. Leave the moisture
can in the oven for at least 16 hours. Clean and dry the cup on the apparatus and the
grooving tool.
6. Remix the entire soil specimen in the porcelain dish. Add a small amount
of distilled water to increase the water content so that the number of drops required
to close the groove decrease.
7. Repeat steps six, seven, and eight for at least two additional trials producing
successively lower numbers of drops to close the groove. One of the trials shall
be for a closure requiring 25 to 35 drops, one for closure between 20 and 30
drops, and one trial for a closure requiring 15 to 25 drops. Determine the water
content from each trial by using the same method used in the first laboratory.
Plastic Limit:
(1) Weigh the remaining empty moisture cans with their lids, and record the
respective weights and can numbers on the data sheet.

(2) Take the remaining 1/4 of the original soil sample and add distilled water
until the soil is at a consistency where it can be rolled without sticking to the
hands.
(3) When the diameter of the thread reaches the correct diameter, break the thread
into several pieces. Knead and reform the pieces into ellipsoidal masses and re-roll them.
Continue this alternate rolling, gathering together, kneading and re-rolling until the
thread crumbles under the pressure required for rolling and can no longer be rolled into a
3.2 mm diameter thread.
3. Gather the portions of the crumbled thread together and place the soil into a moisture
can, then cover it. If the can does not contain at least 6 grams of soil, add soil to the can
from the next trial .
Immediately weigh the moisture can containing the soil, record its mass,
remove the lid, and place the can into the oven. Leave the moisture can in
the oven for at least 16 hours.
4. Repeat steps three, four, and five at least two more times. Determine the water content
from each trial by using the same method used in the first laboratory. Remember to use
the same balance for all weighing.
OBSERVATION:-
Date Tested: Project Name:
Sample Number: Sample Description:
Liquid Limit Determination
Sample no. 1 2 3 4
Moisture can and lid number 30 14 49 50
MC = Mass of empty, clean can + lid
(grams) 20.5 21.5 19 15.5
MCMS = Mass of can, lid, and moist soil
(grams) 53.5 55.5 41 45.5
MCDS = Mass of can, lid, and dry soil
(grams) 46.0 48.5 36.5 39.5
MS = Mass of soil solids (grams) 7.5 7.0 4.5 6.0
MW = Mass of pore water (grams) 25.5 27.0 17.5 24
w = Water content, w% 29.4 25.9 25.7 25.0
No. of drops (N) 10 16 28 40

Plastic Limit Determination
Sample no. 1 2 3
Moisture can and lid number 1 21
MC = Mass of empty, clean can + lid
(grams) 24.5 19.5
MCMS = Mass of can, lid, and moist soil
(grams) 39.5 37.5
MCDS = Mass of can, lid, and dry soil
(grams) 37.0 35.0
MS = Mass of soil solids (grams) 2.5 2.5
MW = Mass of pore water (grams) 12.5 15.5
w = Water content, w% 20.0 16.1
(PL) Average w % = 18.05
Table 2.5
LIQUID LIMIT CHART
No. of Blows
2.3.2.4 GRAIN SIZE ANALYSIS
THEORY:
Soil gradation (sieve analysis) is the distribution of particle sizes expressed as a percent of
the total dry weight. Gradation is determined by passing the material through a series of sieves
stacked with progressively smaller openings from top to bottom and weighing the material
retained on each sieve.
WaterContent,w%

APPARATUS REQUIRED:
2. A series of sieve sets ranging from 4.75mm to 75μm
2. Balance sensitive to ± 0.01g
PROCEDURE:
Soil passing 4.75mm I.S. Sieve and retained on 75micron I.S. Sieve contains no fines.
Sieving:
If the soil contains a substantial quantity (say more than 5%) of fine particles, a wet sieve
analysis is required.
All lumps are broken into individual particles.
(4) Take 200gm of oven dried soil sample and soaked with water.
(5) If deflocculation is required, 2% calgon solution is used instead of water.
(6) The sample is stirred and left for soaking period of at least 1 hour.
(7) The slurry is then sieved through 4.75 mm sieve and washed with a jet of water.
(8) The material retained on the sieve is the gravel fraction, which should be dried in oven
and weighed.
(9) The material passing through 4.75 mm sieve is sieved through 75 micron sieve.
(10) The material is washed until the water filtered becomes clear.
(11) The soil retained on 75 micron sieve is collected and dried in oven.
(12) It is then sieved through the sieve shaker for ten minutes and retained material on each
sieve is collected and weighed.
(13) The material that would have been retained on pan is equal to the total mass of soil
minus the sum of the masses of material retained on all sieves.
(14) Draw the curve for the soil in the semi-logarithmic graph in order to obtain grain size
distribution curve.
OBSERVATION:
Sample Details: ___________________
Weight of Sample taken for Sieve Analysis = ______gms.
Location:_____________________________

Weight retained Cumulative
I.S. Sieve No. Percent (%)
in gms
weight retained
in Percent (%) Remarks(MM)
weight retainedGms weight passing
100 0 0 0 100
75.0 0 0 0 100 Gravel(%)=18.2%
19.0 0 0 0 100
4.75 182 182 182 81.8 Sand(%)= 67.0%
2.0 194 376 37.6 62.5
0.425 213 589 58.9 41.1
Siil&clay(%)=14.
8 %
0.075 263 852 85.2 14.8
Pan
Table 2.6 Sieve analysis of soil

2.3.2.5 FREE SWELL INDEX
DEFINITION
Free Swell Index is the increase in volume of a soil, without any external
constraints, on submergence in water.
APPARATUS
425 micron IS sieve.
Graduated glass cylinders 100 ml capacity 2Nos (IS: 878 -
1956). Glass rod for stirring.
Balance of capacity 500grams and sensitivity 0.01 gram.
PROCEDURE
Take two representative oven dried soil samples each of 10 grams passing through
425 micron sieve.Pour each soil sample in to each of the two glass graduated
cylinders of 100ml capacity.Fill one cylinder with kerosene and the other with the
distilled water up to the100ml mark.Remove the entrapped air in the cylinder by
gentle shaking and stirring with a glass rod. Allow the samples to settle in both the
cylinders.
Sufficient time, not less than 24 hours shall be allowed for soil sample to attain
equilibrium state of volume without any further change in the volume of the
soils.Record the final volume of the soils in each of the cylinders.
OBSERVATION:
Period of submergence 24Hrs
Weight of sample taken(gm) 10
Volume of soil in Distilled water in cc(Vd) 11.5
Volume of soil in kerosene in cc(Vk) 10
Free swell index =[(Vd – Vk)/Vk]x100(%) 15%
Note:-Free swell index of soil <50% as per MORTH
TABLE 2.7 Free swell index of soil

2.3.3.1 MARSHELL STABILITY TEST
Purpose: This test method covers the measurement of the resistance to plastic flow of cylindrical
specimens of bituminous paving mixture loaded on the lateral surface by means of the Marshall
apparatus. This test method is for use with mixtures containing asphalt cement, asphalt cut-back
or tar, and aggregate up to 1-in. (25.4-mm) maximum size.
Apparatus Required:
 Specimen Mold Assembly - Mold cylinders 4 in. in diameter by 3 in. in height, base
plates, and extension collars
 Specimen Extractor, steel, in the form of a disk with a diameter not less than 3.95 in.
and ½ in. thick for extracting the compacted specimen from the specimen mold with the
use of the mold collar.
 Compaction Hammer - The compaction hammer shall have a flat, circular tamping face
and a 10-lb sliding weight with a free fall of 18 in.
 Compaction Pedestal - The compaction pedestal shall consist of an 8 by 8 by 18-in.
wooden post capped with a 12 by 12 by 1-in. steel plate.
 Specimen Mold Holder, mounted on the compaction pedestal to center the compaction
mold over the center of the post. It shall hold the compaction mold, collar, and base
place securely in position during compaction of the specimen.
 Breaking Head - The breaking head shall consist of upper and lower cylindrical
segments or test heads having an inside radius of curvature of 2 in.
 Loading Jack - The loading jack shall consist of a screw jack mounted in a testing
frame and shall produce a uniform vertical movement of 2 in. / min.
 Ovens or Hot Plates
 Mixing Apparatus - Mechanical mixing is recommended.
 Water Bath - The water bath shall be at least 6 in. deep and shall be thermostatically
controlled so as to maintain the bath at 140  1.8 F (60  1.0 C). The tank shall have
a perforated false bottom or be equipped with a shelf for supporting specimens 2 in.
above the bottom of the bath.
 Miscellaneous Equipment:
 Containers
 Mixing Tool
 Thermometers
 Balance
 Gloves
 Rubber Gloves
 Marking Crayons
 Scoop
 Spoon
Preparation of Test Specimens:

Number of Specimens - Prepare at least three specimens for each combination of
aggregates and bitumen content
Preparation of Aggregates - Dry aggregates to constant weight at 221 to 230 F (105 to
110 C) and separate the aggregates to dry sieving into the desired size fractions.
Determination of Mixing and Compacting Temperatures:
The temperatures to which the asphalt cement must be heated to produce a viscosity of
170 20 cSt shall be the mixing temperature.
The temperature to which asphalt cement must be heated to produce a viscosity of 280 
30 cSt shall be the compacting temperature.
Preparation of Mixtures: Weigh into separate pans for each test specimen the amount of
each size fraction required to produce a batch that will result in a compacted specimen 2.5
 0.05 in. in height (about 1200 g). Place the pans on the hot plate or in the oven and heat
to a temperature not exceeding the mixing temperature by more than approximately 28 C
. Charge the mixing bowl with the heated aggregate and dry mix thoroughly. Form a crater
in the dry blended aggregate and weigh the preheated required amount of bituminous
material into the mixture. Mix the aggregate and bituminous material rapidly until
thoroughly coated.
Compaction of Specimens:
Thoroughly clean the specimen mold assembly and the face of the compaction hammer
and heat them either in boiling water or on the hot plate to a temperature between 200 and
300 F (93.3 and 148.9 C). Place a piece of filter paper or paper toweling cut to size in
the bottom of the mold before the mixture is introduced. Place the entire batch in the mold,
spade the mixture vigorously with a heated spatula or trowel 15 times around the
perimeter and 10 times over the interior. Remove the collar and smooth the surface of the
mix with a trowel to a slightly rounded shape.
Replace the collar, place the mold assembly on the compaction pedestal in the mold
holder, and apply 75 blows with the compaction hammer with a free fall in 18 in. Remove the
base plate and collar, and reverse and reassemble the mold. Apply the same number of
compaction blows to the face of the reversed specimen. After compaction, remove the base plate
and place the sample extractor on that end of the specimen. Place the assembly with the
extension collar up in the testing machine, apply pressure to the collar by means by means of the
load transfer bar, and force the specimen into the extension collar. Lift the collar from the
specimen. Carefully transfer the specimen to a smooth, flat surface and allow it to stand
overnight at room temperature. Weigh, measure, and test the specimen.
Testing Procedure:
1. Bring the specimens prepared with asphalt cement to the specified temperature by
immersing in the water bath 30 to 40 min or placing in the oven for 2 h. Maintain the
bath or oven temperature at 140  1.8 F (60  1.0 C) for the asphalt cement specimens.
Thoroughly clean the guide rods and the inside surfaces of the test heads prior to making
the test, and lubricate the guide rods so that the upper test head slides freely over them.
The testing head temperature shall be maintained between 70 to 100 F (21.1 to 37.8 C)
using a water bath. Remove the specimen from the water bath, oven, or air bath, and
place in the lower segment of the breaking head. Place the upper segment of the breaking

head on the specimen, and place the complete assembly in position on the testing
machine.
2. Apply the load to the specimen by means of the constant rate of movement of the load
jack or testing machine head of 2 in./min until the maximum load is reached and the load
decreases as indicated by the dial. Record the maximum load and the indicated flow. The
elapsed time for the test from removal of the test specimen from the water bath to the
maximum load determination shall not exceed 30 s.
Table 2.8 marshell test data

2.3.3.2 DETERMINATION OF BITUMIN CONTENT BY CENTRIFUGE METHOD
OBJECTIVE
To determine the binder content in the asphalt mix by cold solvent extraction
APPARTUS
Centrifuge
Balance of capacity 500 gram and sensitivity 0.01grams.
Thermostatically controlled oven with capacity up to 2500C.
Beaker for collecting extracted material.
PROCEDURE
Take exactly 500 grams of representative sample and place in the bowl of
extraction apparatus (W1).
Add benzene to the sample until it is completely submerged.
Dry and weigh the filter paper and place it over the bowl of the extraction
apparatus containing the sample ( F1 ) .
Clamp the cover of the bowl tightly.
Place a beaker under the drainpipe to collect the extract
Sufficient time (not more than an hour) is allowed for the solvent to disintegrate
the sample before running the centrifuge.
Run the centrifuge slowly and then gradually increase the speed to a maximum of
3600 rpm
Maintain the same speed till the solvent ceases to flow from the drainpipe.
Run the centrifuge until the bitumen and benzene are drained out completely.
Stop the machine, remove the cover and add 200ml of benzene to the material in
the extraction bowl and the extraction is done in the same process as described
above.
Repeat the same process not less than three times till the extraction is clear and not
darker than a light straw colour.

Collect the material from the bowl of the extraction machine along with the filter
paper and dry it to constant weight in the oven at a temperature of 1050C to 1100C
and cool to room temperature.
Weigh the material ( W2 ) and the filter paper ( F2 ) separately to an accuracy of
0.01grams.
OBSERVATION:-
DETERMINATION OF BITUMIN CONTENT BY CENTRIFUGE METHOD
S.NO DESCRIPTION SAMPLE NO:
1. Weight of mix(W1)gm 726.5
2. Initial weight of Filter paper, F1 gm 2.5
3. Weight of aggreagate after extraction,W2gm 704
4. Weight of filter paper after exatraction,F2 gm 5.0
5. Weight of fine material on filter paper,[W3=F2-F1]gm 2.5
6. Weight of binder content[W4 = W1(W2+W3)] 20.0
7. %Binder content =( W4/W1) x 100 2.75%
Table 2.9
2.3.3.3 FLAKINESS AND ELONGATION INDICES
Objective : To determination of Flakiness Index and Elongation Index of Course
Aggregates.
Reference : IS : 2386 ( Part I) – 1963, IS: 383-1970, IS : 460-1962
Theory :
Particle shape and surface texture influence the properties of freshly mixed concrete
more than the properties of hardened concrete. Rough-textured, angular, and elongated
particles require more water to produce workable concrete than smooth, rounded
compact aggregate. Consequently, the cement content must also be increased to maintain

the water-cement ratio. Generally, flat and elongated particles are avoided or are limited
to about 15 % by weight of the total aggregate.
Apparatus :
The metal gauge shall be of the pattern shown in Fig. 10.1, Balance, Gauging Trowel, Stop
Watch, etc.
Procedure :
1. Sample - A quantity of aggregate shall be taken sufficient to provide the minimum number
of 200
2. Sieving - The sample shall be sieved in accordance with the method described in
Exp. 3(b) with the sieves specified in Table 3.18.
3. Separation of Flaky material- Each fraction shall be gauged in turn for thickness on
a metal gauge of the pattern shown in Fig. 11.1, or in bulk on sieves having
elongated slots. The width of the slot used in the gauge or sieve shall be of the
dimensions specified in co1 3 of Table 3.18 for the appropriate size of material.
4. Weighing of Flaky Material - The total amount passing the gauge shall be weighed
to an accuracy of at least 0.1 percent of the weight of the test sample.

5. The flakiness index is the total weight of the material passing the various thickness
gauges or sieves, expressed as a percentage of the total weight of the sample
gauged.
6. Sieving - The sample shall be sieved in accordance with the method described in
Exp. 3(b) with the sieves specified in Table 3.18.
7. Separation of Elongated Material- Each fraction shall be gauged individually for
length on a metal length gauge of the pattern shown in Fig. 11.2. The gauge length
used shall be that specified in co1 4 of Table 3.18 for the appropriate size of
material.
8. Weighing of Elongated Material - The total amount retained by the length gauge
shall be weighed to an accuracy of at least 0.1 percent of the weight of the test
sample.
9. The elongation index is the total weight of the material retained on the various
length gauges, expressed as a percentage of the total weight of the sample gauged.
OBSERVATION:-
Size of Aggregate Thickness
Total wt. of agg,
retained on each
sieve [A](gm)
wt. of agg.
passing through
thickness gauge
[B ]gm
wt. of agg.
Retained on
thickness gauge
[C ]gm
Wt. of
agg.ret.
on length
gauge
after ret.
[D] (gm)Passing through Retained on
IS Sieves IS Sieves
63 mm 50 mm
50 mm 40 mm
40 mm 25 mm
31 mm 25 mm
25 mm 20 mm 2751 39.7
20 mm 16 mm 2198 258
16 mm 12 mm 2083 236
12.5 mm 10 mm 1135 273
10 mm 6.3 mm 628 92
Total 8795 1256

Table . 2.10
Results:-
Flakiness index =B/A x100 = 14.28%
Elongation index =D/C x100 =
Combined FI and EI = (FI +EI) =
2.3.3.4 SIEVE ANALYSIS OF COARSE AGGREGATE
Objective : To determine fineness modulus of fine aggregate and classifications based on
IS: 383-1970
Reference : IS : 2386 ( Part I) – 1963, IS: 383-1970, IS : 460-1962
Theory :
This is the name given to the operation of dividing a sample of aggregate into various
fractions each consisting of particles of the same size. The sieve analysis is conducted to
determine the particle size distribution in a sample of aggregate, which we call
gradation. Many a time, fine aggregates are designated as coarse sand, medium sand and
fine sand. These classifications do not give any precise meaning. What the supplier
terms as fine sand may be really medium or even coarse sand. To avoid this ambiguity
fineness modulus could be used as a yard stick to indicate the fineness of sand.
The following limits may be taken as guidance: Fine sand : Fineness Modulus : 2.2 - 2.6,
Medium sand :
F.M. : 2.6 - 2.9, Coarse sand : F.M. : 2.9 - 3.2
Sand having a fineness modulus more than 3.2 will be unsuitable for making satisfactory
concrete.
Apparatus :
Test Sieves conforming to IS : 460-1962 Specification of 4.75 mm, 2.36 mm, 1.18 mm,
600 micron, 300 micron, 150 micron, Balance, Gauging Trowel, Stop Watch, etc.
Procedure :

1. The sample shall be brought to an air-dry condition before weighing and sieving.
The air-dry sample shall be weighed and sieved successively on the appropriate
sieves starting with the largest. Care shall be taken to ensure that the sieves are clean
before use.
2. The shaking shall be done with a varied motion, backward sand forwards, left to
right, circular clockwise and anti-clockwise, and with frequent jarring, so that the
material is kept moving over the sieve surface in frequently changing directions.
3. Material shall not be forced through the sieve by hand pressure. Lumps of fine
material, if present, may be broken by gentle pressure with fingers against the side of
the sieve.
4. Light brushing with a fine camel hair brush may be used on the 150-micron and 75-
micron IS Sieves to prevent aggregation of powder and blinding of apertures.
5. On completion of sieving, the material retained on each sieve, together with any
material cleaned from the mesh, shall be weighed.
Observation :
Weight Percentage of Percentage of Cumulative
I S Sieve Retained on Weight Retained Weight Passing Percentage of Remark
Sieve (gms) (%) (%) Passing (%)
4.75 mm 33 33 3.3 96.7
2.36 mm 36 69 6.9 93.1
1.18 mm 86 155 15.5 84.5
600 micron 145 300 30.0 70.0
300 micron 206 506 50.6 49.4
150 micron 330 836 83.6 16.4
Total
Table .2.11 seive analysis of fine aggregate
Calculation :

Fineness modulus is an empirical factor obtained by adding the cumulative
percentages of aggregate retained on each of the standard sieves ranging from 4.75
mm to 150 micron and dividing this sum by an by an arbitrary no 100.
 Total of Cumulative Percentage of Passing (%) 
Finess Modulus, FM  
 100 
CHAPTER THREE
3.1 PICS FROM THE SITE
Fig. 2.3 Hot Bitumen Mix Plant

Fig. 2.4 Compression Testing Machine
Fig. 2.5 CBR Testing Machine

Fig.2.6 Bitumen Extractor
Fig. 2.7 Casagarande Appratus

Fig.2.8 OVEN

Fig.2.9 Sieve Analysis of Fine Aggregate
Fig.2.10 Procter Compaction Test

Chapter four
4. Conclusion
4.1. Conclusions
The internship is a bridge between the theoretical knowledge and the practical or the reality
work at the field of construction or civil engineering work. We all who take the internship class
go to companies that already working either as a consultant or a contractor. The responsibilities
of the hosting company are to teach student and shape them in the month as a real site workers.
My hosting company is a consultant team and they help me and my friends who took the
internship session in this company in acquiring different knowledge in different positions. They
collaborate with the contractors to teach us in that section and they believe that the practical
knowledge is more important for us then the theoretical knowledge.
This program played an important role to break the conventional thought that field works can
be only implemented by students who hold a degree or people who have an experience in
building construction& Road construction. We were able to acquire a high level of confidence
to deal with problems that arise in a construction.
Since I took my internship session in the AGRA – GWALIOR PATHWAYS
PRIVATE LIMITED(NH3), I get an opportunity to work in the different party of the
construction work which helps me to gain more knowledge by seeing what they work in their
own office and what is their main responsibilities to the client and also each other.
Working with a Lab team gets me more knowledge than that of the contractor in case that the
consultation work includes the duty of the site engineers and in the consultant office there are
different office that are more important for me to upgrade my knowledge in different aspects
of work.
From the site team especially from the chief Engineer I got some clues about how to design and
the phases and different procedure in the designing of any road starting from subgrade to
Ashpalting .
They help me to understand what is going to be when I work in the any company. The Engineers
also avail practical knowledge for us to improve our practical knowledge status in the field. And
also the Engineers make us more familiar with site works starting from communication skill,
handling of different site works equipment utilization manpower control to finishing of the work
within the time scheduled by the client. However, this internship program was not free from
challenges. The most challenge was the amount of money allocated to the project was
insufficient to handle all the expense of the students during the internship experience and
shortage of resource for student like computer, class rooms for student only and any other

problem exist. But they come up with the challenges and teach us how we must gown to be in
the field after the graduation.
Overall the internship program laid sound foundation for us to start our career. We are proud to
be able to contribute towards nation building during the country's extremely critical period of
the history. It will be definitely sensible to scale this practice up and to replicate in other
disciplines as well.

REFERENCE
1. I S CODE:-2720-part 5,part 8 ,part 16
2. IS CODE:-2386 – part 1
3. IS CODE :-2720 Part 4, Part –XL
4. IS CODE:- 516
5. From ASTM D: 2172 ,1559 -89
6. MORTH --- By Ministry of road transport and highways
7. www.pathltd.com
8. www.wekipedia.com
9. www.civilblog.com
10. www.slideshare.com
APPENDIX
1. IS CODE :-Indian standard ( Bureau of Indian standard)
2. Fck : - characteristic compressive strength of concrete
3. Fcd :- design compressive strength of concrete
4. RCC :- reinforce cement concrete
5. FM :- Fineness modulus

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