Construction of Barrage Bridge in Nellore

i
CONSTRUCTION OF BARRAGE CUM BRIDGE AND
CANAL WORKS
A SUMMER INTERN REPORT
Submitted by
PANEM SRINIVASULU
(R081884)
in partial fulfillment of Summer Internship for the award of the degree
of
BACHELOR OF TECHNOLOGY
in
CIVIL ENGINEERING
RGUKT RK-VALLEY Campus
RGUKT RK-VALLEY Campus
Rajiv Gandhi University of Knowledge Technologies
RK-Valley, Kadapa (Dist), Andhrapradesh
April - June 2013
Under the guidance of
S.SRIKANTH(AE)
Irrigation and CAD Department
Division -2, Nellore district.

ii
DECLARATION BY STUDENT
I certify that
I completed my internship work under the guidance of my supervisor and report has been
done by the help of supervisor.
The work has not been submitted to any other Institute for any degree or diploma.
I have conformed to the norms and guidelines given in the Ethical Code of Conduct of
the Institute.
Whenever I have used materials (data, theoretical analysis, figures, and text) from other
sources, I have given due credit to them by citing them in the text of the report and giving
their details in the references. Further, I have taken permission from the copyright
owners of the sources, whenever necessary.
p.srinivasulu
Date: Signature of the Student

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ACKNOWLEDGEMENT
I feel extremely satisfied presenting the report on the completion of the
summer internship program at Irrigation and CAD deportment from 16th
April 2013 to 15th
june2013, for construction of the New Nellore& Sangam barrage cum bridge
project and Chowtapalli tank investigation at Nellore.
I would like to thank the various people involved in making this internship a success:
First and foremost, I would like to thank my supervisor, Mr.SSrikanth (A.E) who found
time in a very busy schedule to give me new engineering tasks, monitor my progress and answer
my questions. His passion for civil engineering and bridges has really inspired me. I am also
deeply grateful for his advice, encouragement and patience throughout the duration of the
internship
Second, I would like to thank Ms.SPrasannaKumari (D.E) for his backing, attention and
time. I have very much benefited from her professional and personal advice.
Third, I would like to express my gratitude to R Subbarajulu (Assistant Engineer),
K Mahendra (Assistant Engineer) and shaikbasha (Assistant Engineer) for sharing their technical
knowledge with me in answering my many questions.
Fourth, I would like to thank my friends who involved in my internship and helped me to
complete this internship as group and their answers to my questions.
Fifth ,I am sincerely grateful to my University ,Civil engineering faculty and beloved
parents,for their financial and emotional support during my internship. Finally, I would like to
express my thanks to Executive Engineer Mr. S Srinivasulu, for providing me this internship and
for his advice regarding my final year project, study and career opportunities.

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ABSTRCT
I have done my internship in Nellore and it covers many concepts like profile leveling,
capacity calculations, drawing of contour plan, observation of several components of barrage
cum bridge, labs that we have done, and finally ongoing works at those respective sites. My main
task is to find out the capacity of the tank besides that I was exposed to the quality control lab
and have observed the ongoing projects at the site which helped in analyzing the concepts
practically.
Water has to be revered because of its scarcity in India where dry and monsoon seasons
alternate and failure of the monsoon season means famine and death while plentiful water
replacing irrigation sources is a time of rejoicing. This resulted in building water storage tanks.
So to build such a tank we need to find out the proper place for its construction for that i have
done profile leveling and have taken the necessary readings and finally calculated the reduced
levels. Using those levels i have plotted the contour plan and so finally i found the capacity of
the tank which is used to supply the water to the fields for agricultural purpose.
I have observed the several components of barrage cum bridge constructions and also the
ongoing works at those respective sites which are installation of piles and construction of stilling
basin. Piles installation is needed for supporting the weak soils where as stilling basin is for
reducing further the length of the jump and to control scour. Salient features and hydraulic
particulars were also noted.
Finally I went to the concrete batching plant and got to know how the mix is prepared.
The products which are used to prepare and how that mix will fall on to the conveyor belt in
specified proportions according to our desire and how that will be the sent to the weighing
hopper in which addition of cement and water takes place and finally ready for the usage. I
observed that it can be done with the help of control panel.

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Table of Contents
CONSTRUCTION OF BARRAGE CUM BRIDGE AND CANAL WORKS...........................................i
DECLARATION BY STUDENT............................................................................................................ ii
ACKNOWLEDGEMENT...................................................................................................................... iv
ABSTRCT .............................................................................................................................................. v
INTRODUCTION...................................................................................................................................1
ABOUT PENNAR RIVER:.................................................................................................................1
ABOUT BARRAGE CUM BRIDGE CONSTRUCTION AT NELLORE:...........................................1
ABOUT BARRAGE CUM BRIDGE CONSTRUCTION AT SANGAM: ...........................................2
ABOUT CHOWTAPALLI TANK INVESTIGATIN:..........................................................................2
A BRIEF INTRODUCTION ABOUT BARRAGE..............................................................................3
Components of barrage:.......................................................................................................................4
CHAPTER-1...........................................................................................................................................8
CONSTRUCTION OF BARRAGE CUM BRIDGE ACROSS THE PENNAR RIVER NELLORE,INIDA.
................................................................................................................................................................8
1.1 SALIENT FEATURES OF THE PROJECT ..................................................................................8
1.2 ONGOING WORK AT SITE ......................................................................................................10
1.2.1Standard specification for construction and installation of R.C.C Bored Cast-In-Situ piles:.....11
1.2.2 Materials:..............................................................................................................................11
1.2.3 Concrete: ..............................................................................................................................11
1.2.4 Slump of Concrete: ...............................................................................................................11
1.2.5 Design considerations: ..........................................................................................................12
1.2.6 Reinforcement:......................................................................................................................12
1.2.7 Equipment and Accessories:..................................................................................................12
1.3 PILING INSTALLATION...........................................................................................................13
1.3.1 Control of Alignment ............................................................................................................13
1.3.2 Boring...................................................................................................................................13
1.3.3 Concreting of piles:...............................................................................................................14
1.3.4 Concreting: ...........................................................................................................................15
1.4PIER CONSCTRUCTION:...........................................................................................................16
1.5QUALITY ASSURANCE & QUALITY CONTROL DEPARTMENT.........................................17
1.5.1QUALITY IMPLEMENTATION AT SITE :.........................................................................17

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1.6PROJECT QUALITY PLAN (PQP): ............................................................................................18
1.7TESTS COMPLETED IN QUALITY CONTROL LAB: ..............................................................18
1.8TOTAL STATION DEMONSTRATION .....................................................................................18
1.8 .1 TOPICS COMPLETED UNDER TOTAL STATION: .........................................................19
1.9 CONCRETE BATCHING PLANT.............................................................................................20
1.9.1 Concrete batching plant working principle:............................................................................20
1.9.2 Concrete batching plants standards of control;.......................................................................21
1.9.3 Batcher Plant Control Panel:.................................................................................................21
1.10 USE OF PERSONAL PROTECTIVE EQUIPMENT AND SAFTEY DEVICES RELEVANT TO
SITE ACTIVITIES............................................................................................................................21
1.10.1SAFETY APPLIANCES:.....................................................................................................21
1.10.2 HEAD PROTECTION:......................................................................................................22
1.10.3 FOOT AND LEG PROTECTION:......................................................................................22
1.10.4 EYE PROTECTION: ..........................................................................................................22
1.10.5 HAND AND ARM PROTECTION:...................................................................................22
1.10.6 SAFETY NET.....................................................................................................................22
1.10.7 FALL PROTECTION: ......................................................................................................22
CHAPTER-2.........................................................................................................................................23
CONSTRUCTION OF BARRAGE CUM BRIDGE ACROSS THE PENNAR RIVER SANGAM,INDIA.
..............................................................................................................................................................23
2.1 Location of Barrage: ....................................................................................................................23
2.2.1 ONGOING WORK AT SITE:...............................................................................................25
2.2 QUANTITY SURVEYING .........................................................................................................25
2.2.1Profile leveling:......................................................................................................................25
2.2.2 Plotting the profile: ...............................................................................................................26
2.2.3 Cross-Sectioning:..................................................................................................................27
2.2.4 Plotting the Cross-section:.....................................................................................................28
2.2.5 Earthwork for afflux bund.....................................................................................................29
2.3 Quantity of Concrete....................................................................................................................29
CHAPTER-3.........................................................................................................................................32
CHOWTPALLI TANK INVESTIGATION CHOWTAPALLI ..............................................................32
3.1 THEORY: ...................................................................................................................................32
3.2 LOCATION OF INTERMEDIATE POINTS:..............................................................................33

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3.2.1Grid Method: .........................................................................................................................33
3.3 PRESENT PROPOSALOF TANK: .............................................................................................34
3.4 OFFTAKE LOCATION: .............................................................................................................34
3.5 HYDRAULIC PARTUCULARS OF THE RESERVOIR: ...........................................................34
CONCLUSION.....................................................................................................................................36
References: ...........................................................................................................................................36
List of Figures:
Figure 1:Elements of the Barrage.............................................................................................................3
Figure 2:Pier top view of Drawing.........................................................................................................16
Figure 3:Schematic Diagram of Cross section........................................................................................28
Figure 4:Schematic diagram of Profile levelling ....................................................................................33
List of Photographs:
Photograph 13 : Chowtpalli tank ..........................................................................................................32
Photograph 1:Driven Z-sheet piles ..........................................................................................................5
Photograph 2: Nellore Barrage Cum Road ..............................................................................................8
Photograph 3: Nellore barrage river bay ................................................................................................10
Photograph 4: Piles under pier ..............................................................................................................11
Photograph 5:Boring machine ...............................................................................................................13
Photograph 6: Insertion of reinforcement ..............................................................................................14
Photograph 7: Concrete Pouring ...........................................................................................................15
Photograph 8:Constructing pier ...........................................................................................................17
Photograph 9: Batching Plant ...............................................................................................................20
Photograph10:Batching plant Controlpanel ...........................................................................................21
Photograph11:Construction at sangam ..................................................................................................23
Photograph12:Work at site ...................................................................................................................25
Photograph 13 : Chowtpalli tank ..........................................................................................................32

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List of Tables:
Table 1:Hydraulic particulars of pennar barrage cum bridge at Nellore ....................................................9
Table 2:Statement showing the mandal wise, village wise ayacut details................................................10
Table 3:Maximum and minimum slump pile..........................................................................................11
Table 4:Salient Features of Sangam Barrage cum Bridge Hydraulic Particulars......................................24
Table 5 :Capacity Calculation................................................................................................................35

1
INTRODUCTION
I spent my internship at Nellore irrigation and CAD deportment as a civil engineering
student. I have done my internship in three different places Nellore, Chowtapalli and Sangam.
I was mainly occupied with the tank “investigation in Chowtapalli project”. I also had
some involvement in other projects including two “barrages in Nellore and Sangam”.Though
these are three different places these three places comes under division-2 of Nellore district
Irrigation and CAD deportment.
ABOUT PENNAR RIVER:
The Pennar River originates at Chennakesava Hills of Nandi Durgam, Kolar district of
Karnataka State. The total length of the river is 597 Kms. The river enters into Andhra Pradesh
after travelling for 48 Kms. And again passes through Karnataka State in Pavataluq from
Km.115 to 128. After emerging through Veligonda range of Eastern Ghats, at its 467 km it enters
the plains below Somasila and empties into the Bay of Bengal.
Originally, Pennar Delta was formed with two Anicut systems. One is at Km.555 near
Nellore and another at Km.520 near Sangam. In the year 1988 Somasila Dam was also
constructed across Pennar River at Km.480 near Somasila village.
ABOUT BARRAGE CUM BRIDGE CONSTRUCTION AT
NELLORE:
Nellore district, the southernmost Coastal district of Andhra Pradesh belongs to the
southern Andhra Pradesh plain. The global coordinates of this Nellore barrage are at latitude
13°30’ and 15°6’ on north and longitude 79°15’ and 80°15’ on East.
Nellore Anicut was constructed in 1855 with a total length of 481.89 Mts. Due to over
flow of water on Anicut left flank is breached during floods; the length of the anicut was
increased form 481.89Mts. to 621.79 Mts Survepalli Canal and jaffer Saheb Canal are two main
Canals, which are supplying water to an extent of 90,000 Ac. Ayacut under delta tanks and direct
ayacut.

2
On completion of work it will facilitate to regulate water to 90,000 acres ayacut through
Survepalli Canal and Jaffer Saheb Canal and meet the requirement of direct ayacut without any
impediments and ease out the traffic congestion in between Nellore Corporation and Kovur. The
drinking water requirement of Nellore Municipal Corporation will also be met through the
infiltration wells located on the upstream of the New Barrage.
ABOUT BARRAGE CUM BRIDGE CONSTRUCTION AT
SANGAM:
Sangamanicut was constructed across Pennar River during 1882-1886 contemplating to
supply water to Nellore tank supply channel and Kanupur canal on right side and Duvvur canal,
Kanigiri main canal and Kavali canal on left side. This anicut is the lift line for the Irrigation of
about 3.85 Lakh acres now being irrigated.
Earlier days, thousands of acres of additional ayacutwas brought into cultivation through
existing anicut by increasing the water level by 0.90mt to 1.20mt.by providing sand bags above
crest level. Placing the sand bags over the crest of anicut is resulting in recurring cost lakhs of
rupees for Government every year. Unless the anicut is replaced by a new one, the anicut is
prone for breaching due to over age.
The vehicular traffic on Sangamanicut is increasing day by day as there is no bridge
nearby to cross the river in between Somasila and Jonnawada.
In view of above, Government has accorded sanction to investigate and execute a new
barrage cum bridge on 450m D/S side of existing Sangamanicut.
ABOUT CHOWTAPALLI TANK INVESTIGATIN:
AP state government decided to construct tank near to Chowtapalli to store water in rainy
season and utilize that water for ayacut. In every year in rainy season so much flood water
wasting by releasing the water into bay of Bengal. Hence, it is proposed to form a new
Reservoir near Chowtapalli village with live capacity of 0.56 TMC and F.T.L of +83.300. The
dead storage works out to 0.050 TMC and the total gross storage capacity works out to 0.56
TMC. Construction of Chowtapalli tank yet to be completed, so government given a work to
irrigation department to investigate the area near to Chowtapalli.

The ayacut proposed is 7165 Acres o
Chowtapalli,LalithNagar,Chittalur,Chejerla(Bodipadu,Chejerlakandriga),Paderu,Kalayapaleman
Vavileruandfor stabilization of 200 Acres of existing wet ayacut under Chittalur and Vavileur
Tanks.
A BRIEF INTRODUCTION ABOUT BARRAGE
Definition:
The only difference between a w
regulated by gates and that in
Weirs and barrages are constructed mostly in plain areas. The heading up of water is
affected by gates put across the river. The crest level in the barrage (top of solid obstruction) is
kept at low level.
During flood, gates are raised to clear of the high flood level. As a result there is less
silting and provide better regulation and control than the weir.
3
The ayacut proposed is 7165 Acres of I.D in the villages of V
tabilization of 200 Acres of existing wet ayacut under Chittalur and Vavileur
A BRIEF INTRODUCTION ABOUT BARRAGE
The only difference between a weir and a barrage is of a gate that is the flow in barrage is
weirs, by its crest height. Barrages are costlier than weirs.
silting and provide better regulation and control than the weir.
Figure 1:Elements of the Barrage
f I.D in the villages of Vedanaparthy(part),
tabilization of 200 Acres of existing wet ayacut under Chittalur and Vavileur
that is the flow in barrage is
Barrages are costlier than weirs.

4
Components of barrage:
Main barrage portion:
Main body of the barrage, normal RCC slab which supports the steel gate. In the X-Section it
consists of :
a. Upstream concrete floor, to lengthen the path of seepage and to project the middle
portion where the pier, gates and bridge are located.
b. A crest at the required height above the floor on which the gates rest in their closed
position.
c. Upstream glacis of suitable slope and shape. This joins the crest to the downstream floor
level. The hydraulic jump forms on the glacis since it is more stable than on the
horizontal floor, this reduces length of concrete work on downstream side.
d. Downstream floor is built of concrete and is constructed so as to contain the hydraulic
jump. Thus it takes care of turbulence which would otherwise cause erosion. It is also
provided with friction blocks of suitable shape and at a distance determined through the
hydraulic model experiment in order to increase friction and destroy the residual kinetic
energy.
Divide Wall:
• A wall constructed at right angle to the axis of the weir separating the weir proper from
the under sluices (to keep heavy turbulence at the nose of the wall, well away from
upstream protection of the sluices).
• It extends upstream beyond the beginning of canal HR. Downstream it extends up to the
end of loose protection of under sluices launching apron).
• This is to cover the hydraulic jump and the resulting turbulence.
The fish ladder:
• For movement of fish (negotiate the artificial barrier in either direction).

• Difference of level on the upstream and downstream sides on the weir is split up into
water steps by means of baffle walls constructed across the inclined chute of fish ladder.
• Velocity in chute must not be more than 3m/s
• Grooved gate at upstream and downstream
• Optimum velocity 6-8 ft/s
Sheet piles:
Made of mild steel, each portion being 1/2' to 2' in width and 1/2" thick and of the
required length, having groove to link with other sheet piles.
Upstream piles:
Situated at the upstream end of the upstream concrete floor driven into the
the maximum possible scour that may occur.
Functions:
1. Protect barrage structure from scour
5
Difference of level on the upstream and downstream sides on the weir is split up into
teps by means of baffle walls constructed across the inclined chute of fish ladder.
Velocity in chute must not be more than 3m/s
Grooved gate at upstream and downstream - for effective control.
8 ft/s
Photograph 1:Driven Z-sheet piles
required length, having groove to link with other sheet piles.
Situated at the upstream end of the upstream concrete floor driven into the
possible scour that may occur.
1. Protect barrage structure from scour
Difference of level on the upstream and downstream sides on the weir is split up into
teps by means of baffle walls constructed across the inclined chute of fish ladder.
Situated at the upstream end of the upstream concrete floor driven into the soil beyond

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2. Reduce uplift pressure on barrage
3. To hold the sand compacted and densified between two sheet piles in order to increase the
bearing capacity when barrage floor is designed as raft.
Intermediate sheet piles:
Situated at the end of upstream and downstream glacis. Protection to the main structure
of barrage (pier carrying the gates, road bridge and the service bridge) in the event of the
upstream and downstream sheet piles collapsing due to advancing scour or undermining.
They also help lengthen the seepage path and reduce uplift pressure.
Downstream sheet piles: Placed at the end of downstream concrete floor. Their main
function is to check the exit gradient. Their depth should be greater than the possible
scour.
Inverted filter:
• Provided between the downstream sheet piles and the flexible protection. Typically 6"
sand, 9" coarse sand and 9" gravel. Filter may vary with size of particles forming the
river bed. It is protected by placing over it concrete blocks of sufficient weight and size.
Slits are left between the blocks to allow the water to escape.
• Length should be 2 x downstream depth of sheet.
Functions:
• Check the escape of fine soil particles in the seepage water.
Flexible apron:
• Placed downstream of the filter
• Consists of boulder large enough not to be washed away by the highest likely velocity

7
• The protection provided is enough as to cover the slope of scour of 1 1/2 x depth of scour
as the upstream side of 2 x depth of scour on the downstream side at the slope of3.
The under sluices: scouring sluices
Maintaining a deep channel in front of the Head regulator on the downstream side.
Functions:
1. As the bed of under sluice is not lower level than rest of the weir, most of the day, whether
flow unit will flow toward this pocket => easy diversion to channel through Head regulator .
2. Control sill entry into channel .
3. Scour the silt (silt excavated and removed) .
4. High velocity currents due to high differential head.
5. Pass the low floods without dropping .
6. The shutter of the main weir, the raising of which entails good deal of labor and time.
7. Capacity of under sluices.
8. For sufficient scouring capacity, its discharging capacity should be at least double the canal
discharge.
9. Should be able to pass the dry weather flow and low flood, without dropping the weir shutter.
10. Capable of discharging 10 to 15% of high flood discharge .
Marginal Bunds:
Provided on the upstream in order to protect the area from submergence due to rise in
HFL, caused by afflux.

CONSTRUCTION OF BARRAGE CUM BRIDGE ACROSS THE
PENNAR RIVER NELLORE,INIDA.
1.1 SALIENT FEATURES OF
Project
Estimate Value
Name of Agency
Agreement Value
Date of Agreement
Period of Completion
Total Quantity of Concrete
Total Quantity of Steel
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Photograph 2: Nellore Barrage Cum Road
SALIENT FEATURES OF THE PROJECT
: Construction of Barrage cum Bridge.
: 127.50 Crores.
: AKR - Coastal constructions (P) Ltd., (JV)
: Rs. 122.50 Crores.
: 9-7-2008.
: 30 Months.
: 19345 m3
: 2250 MT.
CHAPTER-1
: Construction of Barrage cum Bridge.
Coastal constructions (P) Ltd., (JV)

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Total Quantity of Z sheet piles : 12000 Sqm.
Table 1:Hydraulic particulars of pennar barrage cum bridge at Nellore
1.Catchment area
51800 Sq.Km.
2 .Max .Flood Discharge 17438 Cumecs. (Or) 615605 Cusecs.
3. Designed Flood Discharge 30865 Cumecs (or) 1090000 Cusecs.
4 .F.R.L.(Pond Level) +14.300 Mts.
5. U/S MWL for 30865 Cumecs +21.700 Mts. (For 10.90 Lakh Cusecs.)
6. U/S MWL for 18100 Cumecs +18.725 Mts. (For 6.39 Lakh Cusecs.)
7. Crest Level of Spill way +11.300 Mts.
8. Crest Level of Scour Sluice +10.000 Mts
9. Cistern level of scour sluice +6.700 Mts.
10. Cistern level of Spill way +7.900 Mts.
11.No and Size of vents (Barrage) 43 Nos. of 10.00 Mts X 3.00 Mts
12. No and Size of vents (Scour Sluice) 8 Nos. of 10.00 Mts X 4.30Mts
13.Thickness of intermediate pier ( Road Bridge) 1.200 Mts.
14.Thickness of Intermediate pier.( Hoist Bridge) 2.00 Mts.
15.Type of gates Vertical Lift
16. T.B.L. of Bund Level + 22.000 Mts.

Table 2:Statement showing the mandal wise, village wise ayacut details
S.NO. NAME OF THE MANDAL
1. MUTUKUR
2. INDUKURIPETA
3. NELLORE
4. T.P.GUDUR
5. VENKATACHALAM
1.2 ONGOING WORK AT SITE
Pile construction:
Type of piles : Cast in
No of piles : 502 (per each pier 12 piles in tw
Diameter of piles : 120 cm
10
:Statement showing the mandal wise, village wise ayacut details
NAME OF THE MANDAL NO. OF THE VILLAGES TOTAL EXTENT IN
Ac.
14 14924
16 22044
15 23888
17 23319
VENKATACHALAM 10 15350
Photograph 3: Nellore barrage river bay
ONGOING WORK AT SITE
: Cast in-situ pile
: 502 (per each pier 12 piles in two rows, 18 piles at each abutment)
: 120 cm
:Statement showing the mandal wise, village wise ayacut details
TOTAL EXTENT IN
14924
22044
23888
23319
15350
o rows, 18 piles at each abutment)

Depth of pile : 29 m (At Abutments) 22 m(At pier)
1.2.1Standard specification for construction and installation of R.C.C Bored Cast
1.2.2 Materials:
All materials, viz. Cement, steel, aggregates, water, etc. Which are to be used in the
construction work, shall conform to respective BIS codes.
1.2.3 Concrete:
Methods of the manufacture of cement concrete shall in general, be in accordance with
IS: 2911 ( Part I/ Sec.2) and as per following clauses.
The grade of concrete shall be M
1.2.4 Slump of Concrete:
Slump concrete shall range between 100 to 180 mm depending on the manner of
concreting. The table below gives the general guidance.
Table 3:Maximum and minimum slump pile
Piling SLUMP
11
: 29 m (At Abutments) 22 m(At pier)
Photograph 4: Piles under pier
Standard specification for construction and installation of R.C.C Bored Cast
construction work, shall conform to respective BIS codes.
IS: 2911 ( Part I/ Sec.2) and as per following clauses.
The grade of concrete shall be M-25 with a minimum cement content of 400 Kg/m
le below gives the general guidance.
:Maximum and minimum slump pile
SLUMP Typical conditions of use
Standard specification for construction and installation of R.C.C Bored Cast-In-Situ piles:
25 with a minimum cement content of 400 Kg/m3
Typical conditions of use

12
Min Max
A 100
180
Pouring into water-free unlined bore
having widely spaced reinforcement.
Where reinforcement is not spaced widely
enough, cut-off level of pile is within the
casting and diameter of pile less than of
equal 600mm, higher order of slump within
this range may be used .
B 150 180
Where concrete is to be placed under water
or drilling mud by tremie or by placer.
1.2.5 Design considerations:
Structural Design: The piles shall have necessary structural strength to transmit the load
imposed on it, to the bearing/termination strata. Relevant part of IS: 2911 (Part I/Sec.2) and other
applicable codes shall be considered for assessing the structural capacity of piles.
1.2.6 Reinforcement:
The minimum longitudinal reinforcement shall be 0.4% of the cross sectional area of the
pile.
Clear cover to the main reinforcement shall be 50 mm. This shall be increased to 75 mm
in case of aggressive soils and ground water conditions.
The minimum clear distance between the two adjacent main reinforcement bars should
normally be 100 mm for the full depth of cage. The bars shall be so placed as not to impede the
placing of concrete.
The lateral ties in the reinforcing cage shall be preferably spaced not closer than 150 mm
centre to centre.
The minimum diameter of the lateral ties shall be 6mm.
1.2.7 Equipment and Accessories:
The equipment and accessories for installation of bored case-in-situ piles shall be selected
giving due consideration to the subsoil conditions and the method of installation, etc.

The capacity of the rig shall be adequate so as to reach the desired depth.
Provision shall be kept for chiseling within the borehole in case of any underground
obstruction/hard strata.
In case pile is required to be socketed in medium or good quality rock strata, the
equipment mobilized shall have adequate capability to do so
1.3 PILING INSTALLATION
1.3.1 Control of Alignment
The piles shall be installed as accurately as possible as per the designs and drawings. The
permissible positional deviations shall be governed by IS:2911(Part 1/Sec.2).In ca
deviating beyond such permissible limits, the piles shall be replaced or supplemented by
additional piles, as directed by Engineer
1.3.2 Boring
Photograph 5:Boring machine 1
The boring shall be done by one of the following methods:
(a) Direct mud circulation
(b) Reverse mud circulation
13
ovision shall be kept for chiseling within the borehole in case of any underground
equipment mobilized shall have adequate capability to do so up to the required socket length.
PILING INSTALLATION
permissible positional deviations shall be governed by IS:2911(Part 1/Sec.2).In ca
additional piles, as directed by Engineer-in-charge at no extra cost to HPCL.
Photograph5 :Boring machine
The boring shall be done by one of the following methods:
(a) Direct mud circulation
(b) Reverse mud circulation
ovision shall be kept for chiseling within the borehole in case of any underground
the required socket length.
permissible positional deviations shall be governed by IS:2911(Part 1/Sec.2).In case of piles
charge at no extra cost to HPCL.

14
(c) Bailer bentonite.
The actual method of construction to be followed shall be as per past records and
decision of HPCL in this regard shall be final and binding.
In very soft soil a permanent liner shall be installed to ensure stability of borehole. A
liner shall be used to protect the green concrete where a high hydrostatic pressure exists in the
subsoil or where an underground flow of water exists and which is likely to damage the concrete
on withdrawal of casing.
Use of temporary liner only in lieu of bentonite to stabilize sides of boreholes shall not be
permitted.
Properties of bentonite used and quality control shall be as per IS:2911(Part 1/Sec.2).
1.3.3 Concreting of piles:
Reinforcement:
Photograph 6: Insertion of reinforcement
The reinforcements shall be made into cages sufficiently rigid to withstand handling
without damage. In case the reinforcement cage is made up more than one segment , the same
shall be assembled by providing necessary laps preferably by welding.

15
Stirrups/lateral ties/spiral to the main bars shall be welded.
Care shall be taken to ensure that the reinforcement bars do not come closer while the
cage is lowered down the hole.
Proper cover and central placement of the reinforcement shall be ensured by use of
suitable concrete spacers or rollers, case specifically for the purpose.
Welding shall be done by qualified welders and approved by HPCL. The welding shall
be done such that the reinforcement bars are not undercut.
1.3.4 Concreting:
Photograph 7: Concrete Pouring
Concreting shall not be commenced until the Engineer-In-Charge satisfies himself that at
final borehole depth the soil is not weaker than that taken as the basis for pile design. If
necessary, SPT or similar test shall be conducted to ensure the above.
Borehole bottom shall be thoroughly cleaned to make it free from sludge or any foreign
matter before lowering the reinforcement cage. The full length of reinforcement cage shall be in
position before start of concreting.

Concreting shall be done by tremie method. The operation of tremie concreting shall be
governed by IS: 2911(Part 1/sec.2)
The concrete placing shall not proceed if specific gravity of fluid near about the bottom
of borehole exceeds 1.2.Determination of the specific gravity of the drilling mud from the base
of the borehole shall be carried out by taking samples of fluid by suitable slurry
approved by the Engineer-in
thereafter and the results recorded .Control of consistency of drilling mud shall be carried out
throughout boring as well as concreting operations.
Care shall be exercised to preserve correct cover and alignment of reinforcement and
avoid any damage to it throughout the complete operation of placing the concrete.
Concrete shall be placed as per clause 7.8 of IS: 2911(Part1/Sec2).
1.4PIER CONSCTRUCTION:
Grade of concrete used : M20
Diameter of weir: 2 meter
No of piers: 52 (43 at weir portion 8 at sluice portion)
A pier is a raised structure, including bridge and building supports and walkways,
water typically supported by widely spread piles or pillars. Piers can range in size or complexity
from a simple light weight wooden structure to major structure extended over mile out to sea.
Pier caps are designed to be placed on top of the pillar
stone work from weather and corrosion and add beauty to the work. They usually needed to be
slightly larger than the dimensions of the pillar itself so that they overhang.
16
governed by IS: 2911(Part 1/sec.2)
placing shall not proceed if specific gravity of fluid near about the bottom
of the borehole shall be carried out by taking samples of fluid by suitable slurry
in –charge ,in first few piles and at a suitable interval of piles
throughout boring as well as concreting operations.
shall be exercised to preserve correct cover and alignment of reinforcement and
Concrete shall be placed as per clause 7.8 of IS: 2911(Part1/Sec2).
PIER CONSCTRUCTION:
ade of concrete used : M20
No of piers: 52 (43 at weir portion 8 at sluice portion)
Figure 2:Pier top view of Drawing
A pier is a raised structure, including bridge and building supports and walkways,
Pier caps are designed to be placed on top of the pillars or columns. They protect brick or
placing shall not proceed if specific gravity of fluid near about the bottom
of the borehole shall be carried out by taking samples of fluid by suitable slurry sampler
charge ,in first few piles and at a suitable interval of piles
shall be exercised to preserve correct cover and alignment of reinforcement and
A pier is a raised structure, including bridge and building supports and walkways, over
s or columns. They protect brick or

1.5QUALITY ASSURANCE & QUALITY CONTROL DEPARTMENT
Quality is the key component which propels performance and defines leadership
traits. At Coastal Construction, Quality Standards have been internalized and documented
in Quality Assurance manuals. Coas
human element in ensuring quality. Structured training programmes ensure that every
Coastal employee is conscious of his/her role and responsibility in extending Coastal
Construction’s tradition of leadership through quality. A commitment to safety springs
from a concern for the individual worker every one of the thousands braving the rigors
of construction at numerous project sites. Coastal
d documented Quality Management System (QMS) and is taking appropriate steps to
improve its effectiveness in accordance with the requirements of IS. Relevant procedures
established clearly specify the criteria and methods for effective operation, control and
necessary resources and information to support the operation and monitoring of these
processes.
1.5.1QUALITY IMPLEMENTATION AT SITE :
Coastal Constructions IC has established pro
analyzing of these processes and to take necessary actions to achieve planned results and
17
Photograph 8:Constructing pier
URANCE & QUALITY CONTROL DEPARTMENT
in Quality Assurance manuals. Coastal Construction recognizes the crucial significance of the
of construction at numerous project sites. Coastal Constructions IC has a well
y the criteria and methods for effective operation, control and
QUALITY IMPLEMENTATION AT SITE :
Coastal Constructions IC has established procedure for monitoring, measuring and
URANCE & QUALITY CONTROL DEPARTMENT
tal Construction recognizes the crucial significance of the
Constructions IC has a well-established an
y the criteria and methods for effective operation, control and
cedure for monitoring, measuring and

18
continual improvement of these processes. It has also maintained relevant procedures to identify
and exercise required control over outsourced processes, if any Systems and procedures have
been established for implementing the requisites at all stages of construction and they are
accredited to the Indian standards. Coastal Constructions and pvt.Ltd.Continues to maintain the
trail blazing tradition of meeting the stringent quality standards and adherence to time schedules
in all the projects.
1.6PROJECT QUALITY PLAN (PQP):
The Project Quality Plan is prepared and formulated as a Management Summary of
Quality related activities required to meet the terms of contract. This Quality plan sets out the
Management practices and describes the Quality Management System.
1.7TESTS COMPLETED IN QUALITY CONTROL LAB:
TESTS ON CEMENT:
o Consistency of Standard Cement Paste
o Initial and Final Setting Time of Cement (IS: 4031(part-5) – 1988)
TESTS ON AGGREGATES:
o Sieve Analysis of coarse aggregates.
o Sieve Analysis of Fine Aggregates.
o Compressive strength test.
TESTS ON FRESH CONCRETE:
o Slump Test.
o Water Content (oven drying method).
o In-situ dry density (core cutter method )
1.8TOTAL STATION DEMONSTRATION
Total station instruments combine three basic components into one integral unit:
An electronic distance measurement (EDM),

19
An electronic angle measuring component, and
A computer or microprocessor.
After leveling of the instrument, it can be revolved so that the axis of sight defines a vertical
plane. The axis about which the telescope revolves is called the horizontal axis. The telescope
can also be rotated in any azimuth about a vertical line called the vertical axis.
1.8 .1 TOPICS COMPLETED UNDER TOTAL STATION:
Parts of a Total Station Instrument
Handling and Setting Up a Total Station
Relationships of Angles and Distances
Measuring Horizontal Angles with Total Station Instruments
Measuring Deflection Angles with Total Station
Measuring Azimuth with Total Station
Measuring Vertical (or Zenith) Angle
Determining Differences in Elevation
Sources of Error in Total Stations Work
Mistakes
Functions Performed by Total Stations:
Averaging of multiple angles and distance measurements,
Correcting electronically measured distances for prism constants, atmospheric pressure
and temperature,
Making curvature and refraction corrections to elevations determined by trigonometric
leveling,
Reducing slope distances to their horizontal and vertical components,
Calculating point elevations from the vertical distance components (supplemented with
keyboard input of instrument and reflector heights),
Computing coordinates of surveyed points from horizontal angle and horizontal distance
components (supplemented with keyboard input of coordinates for the occupied station
and a reference azimuth).

20
1.9 CONCRETE BATCHING PLANT
Photograph 9: Batching Plant
1.9.1 Concrete batching plant working principle:
Concrete batching plant can be divided four parts: sand feeding, powder feeding (cement,
fly ash, bulking agents, etc.), water and additive feeding, transmission mixing, storage. Electrical
the mixer control systems on, into the operator interface and machine dialogue system
initialization process, including the recipe number, concrete grade slump, producer’s amount.
Weighing, measurement of the positions of various ingredients bucket detection output of
material empty or material full signal, prompted the operator to determine whether to start
stirring control program start sand, stone belt motor weighing hopper fed; open fly ash, cement
tank, butterfly valve, start spiral machine motor transport pulverized co alto to open metering
Dou doors gray cement to the weighing hopper; open the control valve of the water storage and
admixtures pool water and additives into the weighing hopper. Metering to meet the set
requirements, stirred mixed ingredients into the mixer started to set the time to open the mixer
door, and concrete into the mixer truck had then expected.

21
1.9.2 Concrete batching plants standards of control;
a. Each of the cylinders, control valves and motors concrete mixing stations stirring
processes required to run each of the cylinders, control valves and motor control must be
accurate, stable and reliable;
b. Control system with automatic or manual mode, and the relationship between
independent constraints;
c. Alarm system has a good anti-interference ability and perfect self-protection;
d. Communication with the computer, you can display system status, fault alarm.
1.9.3 Batcher Plant Control Panel:
Photograph10:Batching plant Control panel
The automatic control system is composed of computer panel, super-printer, CCTV and
color monitor.
The system is designed to meet automatic and manual operation of plant in short time by
input and output of weighing data of materials on keyboard. Operator can overview the
actual operation of each major part thru the monitor.
1.10 USE OF PERSONAL PROTECTIVE EQUIPMENT AND SAFTEY DEVICES
RELEVANT TO SITE ACTIVITIES
1.10.1SAFETY APPLIANCES:
The requirement of sufficient number of safety appliances are planned well in advance
and made available at stores.

22
1.10.2 HEAD PROTECTION:
Every individual entering the site must wear safety helmet, confirming to IS:29254 1984
with the chinstrap fixed to the chin.
1.10.3 FOOT AND LEG PROTECTION:
Safety footwear with steel toe is essential on site to prevent crush injuries to our toes and
injury due to striking against the object.
1.10.4 EYE PROTECTION:
Person carrying out grinding works, operating pavement breakers, and those Involved in
welding and cutting works should wear safety goggles & face shield suitably. Goggles, Safety
Spectacles, face shield confirm to IS: 59834-1980.
1.10.5 HAND AND ARM PROTECTION:
While handling cement and concrete & while carrying out hot works like gas cutting,
grinding & welding usage of hand gloves is a must to protect the hand.
1) COTTON Gloves(for materials handling)- IS:6994-1973
2) RUBEER Gloves -18”(380/450mm long) electrical grade, tested to 15000 Volts
conforming to IS:4770-1991
3) LEATHER Gloves – hot work / handling of sharp edges .
1.10.6 SAFETY NET
Though it is mandatory to wear safety harness while working at height on the working
platforms, safety nets of suitable mesh size shall be provided to arrest the falling of person and
materials on need basis.
1.10.7 FALL PROTECTION:
To prevent fall of person while working at height, personnel engaged more than 2m wear
standard Full Body harness should be conforming.

23
CHAPTER-2
PENNAR RIVER SANGAM,INDIA.
2.1 Location of Barrage:
It is located beside Sangam village with global coordinates of this barrage is latitude:
14 14 29 and longitude: 79 44 40, at distance of 520KM from the beginning of the river. Here
total length of barrage is 1400m with length of 846m is concrete strut and length of 301m of
R/S approach bund. And length of 253m is L/S approach bund.
Photograph11:Construction at sangam 1

24
Table 4:Salient Features of Sangam Barrage cum Bridge Hydraulic Particulars
1.Catchment Area 50122 Sq.Km.
2. Max. Flood Discharge 21240 Cumecs.
3.Design Flood Discharge 1382 Cumecs.
4.F.R.L.(Pond Level) +35,000 Mts.
5.Crest level of Barrage +32.200Mts.
6.Crest level of Scour Sluice +31.200Mts.
7.U/S Floor Level +31.000Mts.
8.D/S Cistern Level +28.970Mts.
9.No and Size of vents(Barrage) 54 Nos of 12.00 Mts X 3.80 Mts.
10. No and Size of vents(Scour Sluice) 6 Nos (3+3) of 12.00 Mts X3.80Mts
11.Types of Gates Vertical Lift.
12.Length of Barrage 846 Mts.
13.Pounding Capacity 0.45 TMC
14.Flood Bank Left Side 4.00Kms
15.Flood Bank Right Side 3.00Kms
16.Bund Level U/S(Afflux) +40.46Mts.
17.TBL D/S Guide Bund +38.250Mts.
18.Hoist Plat form level +43.500Mts.
19.Road level +40.960Mts.

2.2.1 ONGOING WORK AT SITE:
Construction of stilling basin:
Stilling basin will be constructed at downstream side, after the gravity floor. Design of
gravity floor depends up on Froude number.
Stilling basin function is to reduce further the length of the jump and to control scour. It
has additional function of diffus
end of the basin. Their function is to dissipate energy mostly by impact action.
2.2 QUANTITY SURVEYING
In this quantity surveying, we studied how to do Profile
Through this we estimate the quantity of Earthwork for afflux bund and quantity of Clay for the
approach bunds
2.2.1Profile leveling:
It is process of doing leveling along fixed line to determine the elevations of ground
surface along that line. The fix
longitudinal section (PLS). The fixed line need not be a single straight line. It may consist of
25
ONGOING WORK AT SITE:
Construction of stilling basin:
Photograph12:Work at site
ling basin will be constructed at downstream side, after the gravity floor. Design of
gravity floor depends up on Froude number.
has additional function of diffusing the residual portion of high velocity jet that may reach the
function is to dissipate energy mostly by impact action.
UANTITY SURVEYING
In this quantity surveying, we studied how to do Profile Leveling
surface along that line. The fixed line is centre line of road or canal. This point is called point of
ling basin will be constructed at downstream side, after the gravity floor. Design of
ing the residual portion of high velocity jet that may reach the
function is to dissipate energy mostly by impact action.
and Cross-Sectioning.
ed line is centre line of road or canal. This point is called point of

26
different straight reaches connected by curves. Profile leveling is also called as longitudinal
sectioning.
The ground profile is the section of ground obtained when a vertical plane cuts the
ground surface. The ground profiles shows the elevations of the ground along that section.
Profile leveling is done to determine the undulations of ground surface. This ground profiles are
used for study of the relationship between the existing ground levels and levels of proposed
route. The formation levels at various points are determined and amount of cutting and filling
can be computed.
2.2.2 Plotting the profile:
Once the levels are taken reduce the levels by height instrumentation method or rise and
fall method. The profile is plotted between reduced levels versus chainage with suitable scale.
The vertical scale is generally exaggerated to show clearly the undulations in the ground. The
vertical scale is taken 10 times the horizontal scale. Select suitable datum for plotting the profile.
Draw a horizontal line to represent the datum line. Mark the chainages of points along the datum
line. The plotted points are joined free hand to obtain the outline of ground surface along fixed
line
A typical graph showing longitudinal section:

27
2.2.3 Cross-Sectioning:
Cross-sections are run at right angles to the fixed line along which profile leveling is
done. These sections are taken on either side of fixed line to obtain lateral outline of ground
surface. These are plotted to depict the topography at right angles to fixed line. These cross-
sections are taken right angles to fixed line by eye judgment in case of long cross sections we use
cross staff or theodolite. The intervals at which the cross sections are taken depends upon the
topography. The cross-sections are generally taken to a distance of 30 to 60m on either side of a
road and to a distance of 200m to 300 m, in case of a railway line. The levels are taken on each
cross section at a spacing of 5m or 10m.
CROSS SECTION SCHEMATIC
205
206
207
208
209
210
211
0 20 40 60 80 100 120 140 160 180
Scale:
HZ: 1cm=10m
VT: 1cm=1m
R.L
210.19
210.13
210.20
210.36
210.66
Chainage
(m)
0.0
210.04
20 40 60 80 120 140
209.79
160 180
209.09
208.68
208.79
100
Datum

Figure
2.2.4 Plotting the Cross-section:
After the levels have been determined in the field, the cross
suitable datum line is drawn and perpendicular lines are drawn to mark the levels of various
points on the cross-section. The point at the centre line is pl
The points to the left of centre line are plotted to the left of centre and the points to the right, to
the right side. Plot the graph as shown below.
A typical graph showing Cross
28
Figure 3:Schematic Diagram of Cross section
section:
After the levels have been determined in the field, the cross-sections are plotted. A
section. The point at the centre line is plotted at the centre of horizontal axis.
the right side. Plot the graph as shown below.
A typical graph showing Cross-Sections
sections are plotted. A
otted at the centre of horizontal axis.

29
2.2.5 Earthwork for afflux bund
Afflux bund is a type of flood bank constructed at upstream side of the barrage to avoid
over flowing. And Earthwork means the quantity of soil required to fill the portion of bund.
Actually the length of this flood bank is 3Kms. In this we had taken levels for distance of 1KM
of upstream right side of Sangam barrage with chainage of 25m. And cross sections are taken to
a distance of 15m either side of fixed line with chainage of 3m.
Quantity of soil required for this afflux bund is calculated by ordinate rule by plotting the
cross sections at different chainages for length of 1km. the following plots and tables shows the
calculation of Soil required to fill up to the formation level with height of 40.46m
2.3 Quantity of Concrete
Quantity of Concrete for river Bay: 1 Bay=28 Mts
For PCC M10:-
5.6 7.0
1.44
2.5m 2.35m
2.10m
26.17
26.32
26.520
26.720
26.
32
0
26.
47
0
28.97
26.
72
0
27.77
28.285
+17.20
5.56
28.820
60cm
60
cm
1.00m
+31.00
+25.52
+26.12
M
10
M
15
M
20

30
28 x 5.6x 0.15 23.52
28x 7x 0.15 29.4
28x 1.44x 0.15 6.048
28x 0.15x 0.25 1.05
28x 0.15x 0.15 0.63
For CC M15:-
28x 5.6x 2.5 392
28x 7x 2.35 460.6
28x 2.1x 1.44 84.672
28x 1.050x 0.5 14.70
For wearing coat (M20):-
28x 14.54x 0.15 61.068 3
Total quantity for one BAY (28m) =1073.688m3
Quantity of Concrete for D/S pile cap
+31.00
+28.82
Total quantity =60.648m3
Total quantity =951.972m3
+26.72
+26.12
B
A
Total quantity =61.068
F
C
+31.00 D
E
1.00m

31
Quantity for portion A=28x0.60x0.15 = 2.52 3
Quantity for portion B=28x
0.60 1.20
2
x1.2 = 30.24 3
Quantity for portion C=28x4.36x0.15 = 18.312 3
Quantity for portion D=28x5.56x1.05 = 163.464
Quantity for portion E=28x5.06x1.05 = 148.764 3
Quantity for portion F=28x
5.06 1.00
2
x2.03 = 172.228 3
+25.52
Total Quantity for one D/S pile cap = 535.528m3
+17.20

32
CHAPTER-3
CHOWTPALLI TANK INVESTIGATION CHOWTAPALLI
We are used leveling instrument to measure the reduced levels of different points. We
followed the profile leveling to measure the reduced level of that area.
Profile leveling:
The process of determining the elevations of a series of points at measured intervals
along a line such as the centerline of a proposed ditch or road or the centerline of a natural
feature such as a stream bed.
3.1 THEORY:
Add back sight to benchmark or known turning point elevations to get the elevation of the line of
sight (HI). Subtract rod readings (FS) from the line of sight to establish elevations of unknown
points. Take any number of intermediate FS readings at points along the line until it is necessary
to establish a turning point to move the level. Repeat as required
Photograph 13 : Chowtpalli tank

33
.
3.2 LOCATION OF INTERMEDIATE POINTS:
A foresight is taken on a bench mark to establish the height of instrument.
A foresight is taken on the stations as required. Foresights are also taken at breaks in the ground
surface and at critical points. This is repeated until the limit of accurate sighting is reached, at
which point a turning point is established and the level is moved.
SCHEMATIC
Figure 4:Schematic diagram of Profile leveling
The level is usually set up off the center line.
• To prepare contour map for that area we followed grid method to form contour.
3.2.1Grid Method:
In this method, the area to be surveyed is divided into a grid or series of squares. The grid
size 50 m x 50m . Also, the grids may not be of the same size throughout but may vary
depending upon the requirement and field conditions. The grid corners are marked on the ground
and spot levels of these comers are determined by leveling. The grid is plotted to the scale of the
map and the spot levels of the grid corners are entered. The contours of desired values are then
located by interpolation. Special care should be taken to give the spot levels to the salient
features of the ground such as hilltops, deepest points of the depressions, and their measurements

34
from respective corners of the grids, for correct depiction of the features. The method is used for
large scale mapping and at average precision.
3.3 PRESENT PROPOSALOF TANK:
The F.T.L of the Tank proposed is +83.300 and capacity of the Tank is 0.560 TMC. The
ayacut proposed is 7165 Acres of I.D in the villages of vedanaparthy (part), Chowtapalli,
LalithaNagar, Chittalur, Chejerla(Bodipadu, Chejerlakandriga), Paderu,Kalayapalem and
Vavileru and for stabilization of 200 Acres of existing wet ayacut under Chittalur and Vavileur
Tanks.
The actual live storage required is 0.56 TMC to irrigate an I.D ayacut of 7165 Acres and
stabilization of wet ayacut of 200 Acres.
The Foreshore levels have been taken at closer intervals and capacities at different levels
have been worked out and enclosed. The F.T.L required to get the live capacity of 0.56 T.M.C is
+82.300. Hence, it is proposed to form a new Reservoir near Chowtapalli village with live
capacity of 0.56 TMC and F.T.L of +83.300. The dead storage works out to 0.050 TMC and the
total gross storage capacity works out to 0.56 TMC.
3.4 OFFTAKE LOCATION:
The existing outlet regulators(Escape Regulators)at Km. 43.500 of S.K.F.F. Canal which
is designed to discharge 5575 c/s of canal water in case of emergency is proposed to utilize to
feed the Chowtapalli Reservoir. The Bed Level, F.S.L and T.B.L of S.K.F.F. Canal at Km.
43.500 are +78.697, +85.497 and +87.497 respectively. The existing sill level of off take
regulator at Km. 43.500 of S.K.F.F. Canal is +78.797.it is also proposed to have a surplus
arrangement through outlet regulator from the Chowtapalli Reservoir with a capacity to
discharge 5575 c/s .in case of emergency and the sill level of Outlet Regulator is proposed at
+78.00.
3.5 HYDRAULIC PARTUCULARS OF THE RESERVOIR:
The Live storage Capacity of the Reservoir is worked out to 0.56 TMC @ FTL +83.300.
The sill level of the sluice from the Reservoir is proposed as +78.700. the same is considered for
the minimum Draw Down Level (M.D.D.L).The M.W.L. of the Reservoir is proposed as 83.900
and T.B.L as 85.400. The total length of the bund is 3.500 km.

35
Table 5 :Capacity Calculation.
GROSS STORAGE CAPACITY AS PER TABLE = 539.63 MCFT
DED STORAGE CAPACITY AS PER TABLE(-) = 75.6 MCFT
LIVE STORAGE CAPACITY = 464.03 MCFT
S.No Contour Area in
Sq.m.
Average
(m)
Contour
Interval
in (m)
Capacity
in Cubic
Cum
Capacity
in Cubic
in Cum
Capacity in
Cubic Ft.
Capacity in
M.C.FT
Cumulative
Total
1 78.000 1985500
2094250 0.7 1465975 1465975 51769441.15 51.76 51.76
2 78.700 2203000
2250500 0.3 675150 2141125 23842247.1 23.84 75.6
3 79.000 2298000
2460500 1.0 2460500 6067600 86890097 86.89 162.49
4 80.000 2623000
2801750 1.0 2801750 8869350 98940999.5 98.94 261.43
5 81.000 2980500
3171750 1.0 3171750 12041100 111436264.5 111.43 372.86
6 82.000 3363000
3568000 1.0 3568000 15609100 126000352 126.00 498.86
7 83.000 3773000
3849250 0.3 1154775 16763875 40779724.35 40.77 539.63
8 83.300 3925500

36
CONCLUSION
It was a wonderful learning experience at Irrigation and CAD Deportment project
for two months in Nellore. I gained a lot of insight regarding almost every aspect of
site. I was given exposure in almost all the departments at the site. The friendly welcome
from all the employees is appreciating, sharing their experience and giving their peace of
wisdom which they have gained in long journey of work. I am very much thankful for the
wonderful accommodation facility from the Deportment. I hope this experience will surely help
me in my future and also in shaping my career.
References:
1) Concrete technology by S.K.Duggal
2) Principle of Foundation Engineering by Braja M. Das
3) Sangam Barrage cum Bridge Status as on 02-08-2012
4) Nellore Barrage cum Bridge Status as on 11-09-2011
5) www.civilengineeringportal.co.in

Construction of Barrage Bridge in Nellore

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