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1. A PROJECT REPORT
ON
RAINWATER HARVESTING
AT
LINGAYA’S UNIVERSITY
in partial fulfillment for the award of the degree
Of
BACHELOR OF TECHNOLOGY
IN
CIVIL ENGINEERING
Submitted by
Manender Kumar (8CE-029)
Amit Kumar(8CE-003)
Amit Vashisth(8CE-004)
Ashish(8CE-006)
Deepak Chhabra(8CE-013)
Dushyant Sehgal(8CE-014)
LINGAYA’S UNIVERSITY, FARIDABAD
CERTIFICATE

2. This is to certify that Project Report entitled on “RAINWATER HARVESTING SYSTEM
FOR LINGAYA’S UNIVERSITY” submitted by in the partial fulfillment of the award of
Bachelor Of Technology in CIVIL ENGINEERING at LINGAYA’S INSTITUTE OF
MANAGEMENT AND TECHNOLOGY, FARIDABAD is carried out the project work
under my supervision.
Prof. I.J.GARG Prof. S.D.BHATNAGAR
HEAD OF THE DEPARTMENT SUPERVISOR

3. ACKNOWLEDGEMENT
Our hearts pulsate with the thrill for tendering gratitude to those persons who helped us in
completion of the project.
The most pleasant point of presenting a thesis is the opportunity to thank those who have
contributed to it. Unfortunately, the list of expressions of thank no matter how extensive is
always incomplete and inadequate. Indeed this page of acknowledgment shall never be
able to touch the horizon of generosity of those who tendered their help to me.
We extend our deep sense of gratitude and indebtedness to our guide Prof. S.D. Bhatnagar
and Prof. I.J GARG (HOD) Department Of Civil Engineering, Lingaya’s Institute of
Management & Technology, Faridabad for their kind attitude, invaluable guidance, keen
interest, immense help, inspiration and encouragement which helped us carrying out our
present work.
We also very thankful to Mr. Khem Chand (A.E, Municipal Corporation Faridabad) for
their kind cooperation in our project
It is a great pleasure for us to acknowledge and express our gratitude to our classmates and
friends for their understanding, unstinted support and endless encouragement during our
study.
Lastly, we thank all those who are involved directly or indirectly in completion of the
present project work.

4. ABSTRACT
At the rate in which India populace is expanding, it is said that India will definitely
supplant China from its number 1 position of most thickly populated nation of the world
after 20-30. These will prompt high rate of utilization of most profitable regular asset;
Water's subsequent in enlargement of weights on the allowed freshwater assets. Old
technique for damming waterway and transporting water to urban zone has its own issues
of everlasting inconveniences of social and political. Keeping in mind the end goal to save
and take care of our day by day demand of water prerequisite, we have to think for elective
savvy and generally less demanding mechanical techniques for monitoring water. Rain
water reaping is outstanding amongst other techniques satisfying those necessities. The
specialized parts of this paper are water gathering gathered from housetop which is thought
to be catchment territories from all lodgings and Institutes departmental working at
Lingaya's Institute of Management and Technology , Faridabad Campus. As a matter of
first importance, required information are gathered i.e. catchment zones and hydrological
precipitation information. Water gathering potential for the inns and workforce flats was
ascertained, and the tank limit with appropriate plan is being considered. Volume of tank
has been ascertained with most suitable strategy for estimation. Ideal area of tank based on
hydrological investigation.

5. Presentation
Rain is a definitive wellspring of new water. With the ground zone around houses and
structures being solidified, especially in urban communities and towns, water, which keeps
running off from patios and rooftops, was depleting into low-lying territories and not
permeating into the dirt. Consequently, valuable water is wasted, as it is depleted into the
ocean in the end. Rain water gathering is a framework by which, the water that gathers on
the rooftops and the region around the structures is coordinated into open wells through a
channel tank or into a permeation load, constructed particularly for this reason. Water is
gathered straightforwardly or revived into the ground to enhance ground water stockpiling.
Water that isn't removed from ground amid blustery days is the water spared.
Highlights of Rainwater Harvesting
1. Lessens urban flooding.
2. Straightforwardness in building framework in less time.
3. Monetarily less expensive in development contrasted with different sources, i.e. dams,
redirection, and so on.
4. Water collecting is the perfect circumstance for those regions where there is lacking
groundwater supply or surface assets.
5. Aides in using the essential wellspring of water and keep the overflow from going into
sewer or tempest channels, accordingly lessening the heap on treatment plants.
6. Reviving water into the aquifers which help in enhancing the nature of existing
groundwater through weakening.

6. HISTORY
Water collecting and use frameworks have been utilized since antiquated circumstances
and confirmation of rooftop catchment frameworks go back to early Roman circumstances.
Roman estates and even entire urban communities were intended to exploit water as the
chief water hotspot for drinking and residential purposes since no less than 2000 B.C. In
the Negev leave in Israel, tanks for putting away overflow from slopes for both local and
farming purposes have permitted home and development in zones with as meager as
100mm of rain for each year. The most punctual known proof of the utilization of the
innovation in Africa originates from northern Egypt, where tanks running from 200-
2000m3 have been utilized for no less than 2000 years – numerous are as yet operational
today. The innovation likewise has a long history in Asia, where water gathering hones
have been followed back right around 2000 years in Thailand. The little scale gathering of
water from the overhang of rooftops or by means of straightforward drains into
conventional jugs and pots has been polished in Africa and Asia for a huge number of
years. In numerous remote provincial regions, this is as yet the technique utilized today.
The world's biggest water tank is most likely the Yerebatan Sarayi in Istanbul, Turkey.
This was built amid the lead of Caesar Justinian (A.D. 527-565). It quantifies 140m by
70m and has a limit of 80,000 cubic meters
STUDIES CARRIED OUT GLOBALLY
Very nearly 85 percent of the water falls specifically into the ocean and never achieves the
land. The little leftover portion that hastens on the land tops off the lakes and wells, and
furthermore keeps the waterway streaming. For each 50,000 grams of sea water just a
single gram of crisp water is accessible to humanity making it a rare and valuable product.
Water covers around seventy five percent of the world's surface. The aggregate volume of
water has been evaluated to be in excess of 1400 million Km3 , enough to cover the whole
earth with a layer of300 m profundity. Around 97.0% of this water is in the seas. Of this
3.0% that is crisp, 79% untruths solidified in the Polar Regions. In this manner, all the rest
of the water in the lakes and streams, in under ground repositories and in type of the
dampness in the air, soil and the vegetation, adds up to just about O.6% of the aggregate.
Of this 0.6% (that is fluid new water), just 53 % is accessible as stream and lake water.
Shockingly it is the salt water of the seas that is a definitive wellspring of crisp water on
this planet.
Around 113,000 cu. km. of new water is created every year by the worldwide hydrological
cycle, out of which 72,000 cu. km. is lost to vanishing, leaving just 41,000 cu. km
accessible for utilize.

7. India has an aggregate yearly accessibility of inexhaustible new water of 2.085 million m3,
lower than Brazil (6.949), Russia (9.465), Indonesia (2.530), the USA (2.478) and China
(2.427). The conservative utilization of water must be advanced both in the created and the
creating social orders. Horticulture represents 80 percent of all water use in the creating
social orders.
India's per capita water accessibility in 2004 was 2000 m3 contrasted and 110,000 for
Canada, 9900 for US and 4400 for Japan. These nations have possessed the capacity to
outfit vast parts of their water assets through legitimate administration. Shockingly, we
have not possessed the capacity to make legitimate use of our water assets, prompting
enormous water worry in numerous parts of India. Starting today, the nation is
encountering perpetual water deficiencies, and the influenced region is probably going to
increment essentially by 2025. We can't stand to ignore the bona fide requirement for ideal
usage of water assets. Legitimate administration and usage of water assets have turned into
a noteworthy worldwide issue with huge ramifications for populace arranging, welfare,
social solidness and peace.
Today because of rising populace and temperate development rate, requests for the surface
water is expanding exponentially. Because of this reality the wellsprings of water are being
abused; which will eventually bring about water deficiency all around the globe. Here is a
pictorial investigation indicating locales influenced by water lack in year 1990 and those
which will be influenced by the water deficiency by year 2025.

9. Water gathering is by all accounts an ideal swap for surface and ground water as later is
worried about the increasing expense and additionally biological issues. In this manner,
water reaping is a savvy and moderately lesser complex method for dealing with our
restricted assets guaranteeing supported long haul supply of water to the group. Keeping in
mind the end goal to battle with the water shortage, numerous nations began reaping
precipitation. Real players are Germany (Biggest reaping framework in Germany is at
Frankfurt Airport, gathering water from tops of the new terminal which has a huge
catchment region of 26,800 m2), Singapore (as normal yearly precipitation of Singapore is
2400 mm, which is high and most appropriate for water collecting application), Tokyo (as
RWH framework saves water which can be used for crisis water requests for seismic
catastrophe), and so forth.
STUDIES CARRIED OUT IN INDIA
Today, just 2.5 for each penny of the whole world's water is new, which is fit for human
utilization, horticulture and industry. In a few sections of the world, nonetheless, water is
being utilized at a considerably speedier rate than can be refilled by precipitation. In 2025,
the per capita water accessibility in India will be decreased to 1500 cubic meters from 5000
of every 1950. The United Nations cautions that this lack of freshwater could be the most
genuine snag to creating enough nourishment for a developing total populace, lessening
neediness and ensuring the earth. Henceforth the water shortage will be a basic issue on the
off chance that it isn't dealt with now in its shelled nut organize. Differentiating figures of
water shortage in world between two course of events (1999 and 2025) are appeared in the
fig. 2 and fig 3. A portion of the significant city where water collecting has officially
executed is Delhi (Center for Science and Environment's (CSE) plans sixteen model
undertakings in Delhi to setup water gathering structures in various settlements and

10. establishments), Bangalore (Rainwater reaping at Escorts-Mahle-Goetze, Designed by S
.Vishvanatha), (Indore Municipal Corporation (IMC) has declared a refund of 6 for every
penny on property impose for the individuals who have actualized the water collecting
work in their home/cottage/building).
GROUND WATER SCENARIO IN FARIDABAD
Faridabad region of Haryana situated on south eastern piece of Haryana state lies between
270 39' , 280 31' north scope and 76040' and 77'32' east longitudes. In the north it is
circumscribed by the Union Territory of Delhi in the east by Uttar Pradesh, in the
NorthWest by Mewat, Gurgaon locale of Haryana and in the west. Add up to topographical
region of the area is 2151 sq. km.
The locale is predominantly depleted by the waterways Yamuna, which is an enduring
adjacent to this various little streams starts from the
slope scopes of the focal parts of the locale , which don't meet any real stream or Rivers yet
vanishes in the penetrable stores of alluvial fields subsequent to crossing some separation.
The waste of the region resembles a dendrite fit as a fiddle and is sub parallel to sub-rakish
example.
Deliberate hydro topographical studies in the locale was done by Geological Survey of
India amid 1956-61 Re-Appraisal. Hydro Geological Surveys in the locale were completed
by Central Ground Water Board, amid 1975-77, 1981-82 and 1988-82 and1988-89 point by
point hydro geographical and water adjust ponders were
completed under Ghaggar and Upper Yamuna Projects. Ground water investigation has
been completed in different stages thus far 5 exploratory wells, 15 thin gaps and 15
piezometers have been developed in the region .
Because of nearness to Delhi and movement of rustic populace, the number of inhabitants
in Faridabad has expanded commonly.
Because of enormous increment in populace, Ground Water deliberation structures and
non-controlled extraction of Ground Water, Water levels have indicated consistent
declining pattern.
The long haul water level investigation of Faridabad has been portrayed as water level
guide for 1986 and 2006
The water level decrease in the zone is around 5-10m amid most recent 20 years
Examination of DTW Map of 1986-May and 2006-May demonstrates that territories where
Water Level was in the scope of 5-10 and 10-20 m bgl (1986) are currently in the scope of
10-20 and 20-40mbgl(2006)
Additionally Comparison of DTW Map of 1986-Nov& 2006-Nov likewise indicates
decrease in water level

11. Profundity to Ground Water Map of Faridabad in May 1990 (Pre-
Monsoon)
Depth to Ground Water Map of Faridabad in May 2010 (Pre-Monsoon)

12. Depth to Ground Water Map of Faridabad in November 1990 (Post-Monsoon)

13. Depth to Ground Water Map of Faridabad in November 2010 (Post-Monsoon)

14. A Systematic representation of declination in the water table year by year have been shown
below using a hydrograph . this clearly represents with the increase in population the
ground water is being exploited exponentially

15. Depth to Water Level Graph (Hydrograph)
y = 0.1947x + 7.8381
R2
= 0.8917
=> a Decline of ~1m / year
0
5
10
15
20
25
Month
May-93
Nov-93
May-94
Nov-94
May-95
Nov-95
May-96
Nov-96
May-97
Nov-97
May-98
Nov-98
May-99
Nov-99
May-00
Nov-00
May-01
Nov-01
May-02
Nov-02
May-03
Nov-03
May-04
Nov-04
May-05
Nov-05
May-06
Nov-06
May-07
Nov-07
May-08
Nov-08
May-09
Year
Depth
to
Water
Level
WL (m bgl)
Linear (WL (m bgl))

16. RAINWATER HARVESTING AT LINGAYA’S University
The Lingaya’s Institute of Management and Technology, Faridabad is a wide spread
educational campus with a vast area of around 15 acres. There are around 2500 students
studying in the main campus, whose daily requirement has to be served. Due to this fact
there can be a possible water shortage in the future. The nearby water-tables are being
exploited daily at a fast pace. And there are fields in the nearby area which require this
water.
So this create a situation here of the usage of the rainwater. This huge area can be utilized
for the purpose of Rainwater Harvesting. With the annual rainfall of around 542 mm and
an intensity of 20mm per hour in this area of Faridabad provides good opportunities to
harvest the rainwater.
The main campus consists of nine buildings namely
1. Main Building
2. Komati Block
3. Canteen
4. Workshop
5. Science Block
6. Computing Block
7. Girls’ Hostel
8. P. G. Block
9. Boys’ Hostel
The orientation of each building is such that it maximizes the chances of collection of
water.
The open area of main playground will serve as the location for the storage Recharge Well
for water collected in buildings mentioned above.

17. COMPONENTS OF RAINWATER HARVESTING SYSTEM
A water gathering framework includes parts for - transporting water through funnels or
depletes, filtration, and tanks for capacity of reaped water. The regular parts of a water
collecting framework are:-
1. Catchments: The surface which straightforwardly gets the precipitation and gives water
to the framework is called catchment zone. It can be a cleared region like a patio or yard of
a building, or an unpaved zone like a garden or open ground. A rooftop made of fortified
bond concrete
(RCC), excited iron or layered sheets can likewise be utilized for water gathering.
2. Coarse Mesh: It keeps the section of flotsam and jetsam, gave in the rooftop.
3. Drains: Channels which encompasses edge of a slanting rooftop to gather and transport
water to the capacity tank. Canals can be semi-round or rectangular and for the most part
made locally from plain aroused iron sheet. Drains should be upheld so they don't hang or
tumble off when stacked with water. The manner by which canals are settled basically
relies upon the development of the house, for the most part iron or timber sections are
settled into the dividers.
4. Channels: Conduits are pipelines or channels that convey water from the catchment or
housetop zone to the collecting framework. Generally accessible courses are comprised of
material like polyvinyl chloride (PVC) or electrifies press (GI).
( Components of Rainwater Harvesting system)
5. To begin with flushing: A first flush gadget is a valve which guarantees flushing out of
first spell of rain far from the capacity tank that conveys a moderately bigger measure of
contaminations from the air and catchment surface.
6. Channels: The channel is utilized to expel suspended poisons from water gathered from
housetop water. The Various sorts of channels for the most part utilized for business design

18. are Charcoal water channel, Sand channels, Horizontal roughing channel and moderate
sand channel.
7. Storeroom: There are different alternatives accessible for the development of these tanks
regarding the shape, estimate, material of development and the situation of tank and they
are:- Shape: Cylindrical, square and rectangular. Material of development: Reinforced
bond concrete(RCC), stone work, Ferro concrete and so forth. Position of tank: Depending
ashore space accessibility these tanks could be built over the ground, somewhat
underground or completely underground. Some support measures like purification and
cleaning are required to guarantee the nature of water put away in the holder. In the event
that collected water is chosen to energize the underground aquifer/store, at that point a
portion of the structures specified underneath are utilized.
8. Revive structures: Rainwater Harvested can likewise be utilized for charging the
groundwater aquifers through reasonable structures like burrowed wells, bore wells,
energize trenches and energize pits. Different energize structures are conceivable - some
which advance the permeation of water through soil strata at shallower profundity (e.g.,
revive trenches, penetrable asphalts) while others lead water to more prominent
profundities from where it joins the groundwater (e.g. revive wells). At numerous areas,
existing structures like wells, pits and tanks can be adjusted as revive structures, killing the
need to build any new structures. A portion of the few regularly utilized reviving
techniques are energizing of burrowed wells and surrendered tube wells, Settlement tank,
Recharging of administration tube wells, Recharge pits, Soak ways/Percolation pit ,
Recharge troughs, Recharge trenches, Modified infusion well.
RAIN WATER HARVESTING TECHNIQUES
There are two fundamental procedures of rain water harvestings:
1.Storage of water on surface for sometime later.
2. Revive to ground water.
The capacity of rain water on surface is a customary procedures and structures utilized
were underground tanks, lakes, check dams, weirs and so on. Energize to ground water is
another idea of rain water collecting and the structures for the most part utilized are :-
1. Pits :- Recharge pits are built for energizing the shallow aquifer. These are built 1 to
2 m, wide and to 3 m. profound which are inlayed with stones, rock, coarse sand.
2. Trenches:- These are built when the penetrable strata is accessible at shallow
profundity. Trench might be 0.5 to 1 m. wide, 1 to 1.5m. profound and 10 to 20 m. long
depending up accessibility of water. These are refilled with channel. materials.
3. Dug wells:- Existing burrowed wells might be used as revive structure and water
should go through channel media before putting into burrowed well.
4. Hand pumps :- The current hand pumps might be utilized for reviving the
shallow/profound aquifers, if the accessibility of water is constrained. Water should go
through channel media before redirecting it into hand pumps.

19. 5. Recharge wells :- Recharge wells of 100 to 300 mm. distance across are by and
large built for energizing the more profound aquifers and water is gone through channel
media to abstain from gagging of revive wells.
6. Recharge Shafts :- For energizing the shallow aquifer which are situated beneath
clayey surface, revive shafts of 0.5 to 3 m. distance across and 10 to 15 m. profound are
developed and refilled with stones, rock and coarse sand.
7. Lateral shafts with bore wells :- For energizing the upper and additionally more
profound aquifers sidelong shafts of 1.5 to 2 m. wide and 10 to 30 m. long contingent on
accessibility of water with maybe a couple bore wells are developed. The sidelong shafts is
inlayed with rocks, rock and coarse sand.
8. Spreading procedures :- When penetrable strata begins from top then this strategy is
utilized. Spread the water in streams/Nalas by making check dams, nala bunds, bond plugs,
gabion structures or a permeation lake might be built.
Strategies for manufactured revive in urban territories :
1. Water spreading
2. Recharge through pits, trenches, wells, shafts
3. Roof best gathering of water
4. Road best gathering of water
Initiated energize from surface water bodies
Components of Consideration
1. The catchment zone and capacity limit of a framework are generally little. There is
an awesome variety in climate. Amid a drawn out dry spell, the capacity tank may become
scarce.
2. Maintenance of water gathering frameworks, and the nature of gathered water, can
be troublesome for clients.
3. Extensive improvement of water reaping frameworks may decrease the wage of
open water frameworks.
4. Rainwater collecting frameworks are frequently not some portion of the
construction regulation and need clear rules for clients/engineers to take after.
5. Rainwater use has not been perceived as an option of water supply framework by
the general population segment. Governments regularly do exclude water use in their water
administration arrangements, and residents don't request water usage in their groups.
6. Rainwater capacity tanks might be a risk to kids who play around it.
7. Rainwater capacity tanks may consume up profitable room.

20. 8. Some improvement expenses of bigger water catchment framework might be too
high if the expenses are not imparted to different frameworks as a feature of a
multi‐purpose arrange Learning from these favorable circumstances and hindrances, the
choice to utilize water as another water source ought to be talked about among
national/client gatherings and government water authorities.
STUDY AREAS AND DATA COLLECTION
STUDY AREAS
As discussed earlier in the section of introduction – importance of rainwater harvesting at
Lingayas University, we clearly came to know that all the advantages which we can draw
out by implementing this small but highly efficient technique in the campus. Thus to
increase the potential, benefits of this system and draw maximum advantages from it, we
need to have large rooftop areas which will be going to act as catchment areas. More the
catchment areas more will be the surface runoff and thus more will be the amount of
harvested water.
Therefore as much as possible, we have included and considered all the major buildings
having large rooftop areas. Hence, study areas includes all the 9 block, 1 playground, 1
workshop. 1 canteen (MB, KB, CB, SB, GH, PGB, WS, PG, C) Given below a satellite
picture, showing majority of the buildings considered for rainwater harvesting system at
Lingaya’s University.

21. DATA COLLECTION
Statement Showing Month-Wise Average Rainfall (mm)for the last 8 Years in the
Faridabad district:
year Jan
uar
y
Febru
ary
Marc
h
April May Jun
e
July Augu
st
Septe
mber
Oct
ober
Nov
emb
er
Dece
mber
Total
200
2
25.
5
24.7 - - 78.0 40.
5
14.0 119.5 209.0 1.5 - 11.5 524.2
200
3
21.
5
52.3 6.0 - 14.0 62.
5
417.
1
340.9 101.8 - - 32.5 1048.6
200
4
21.
0
- - 12.0 31.8 65.
0
21.5 293.5 - 156.
3
- - 601.1
200
5
15.
1
33.2 32.3 14.0 14.0 63.
0
249.
7
51.0 127.4 - - - 599.7
200
6
- - 32.0 - - 4.0 124.
4
25.2 73.4 - - - 259.0
200
7
- 54.0 36.3 - 12.7 55.
1
99.7 198.4 3.3 - - - 459.5
200
8
- - - 10.7 103.
4
68.
3
187.
1
143.6 128.8 - 2.2 - 644.1
200
9
- 2.5 2.3 2.5 7.6 6.9 98.7 101.5 195.0 4.5 11.7 0.4 433.6
201
0
- 25.0 2.0 - - 10.
7
54.6 304.0 225.3 - 9.7 1.3 632.6

22. RAINFALL AND CLIMATE
The climate of Faridabad district can be classified as tropical steppe, semiarid and hot
which is mainly characterized by the extreme dryness of the Air except during monsoon
months. During three months of south west monsoon from last week of June to September,
the moist air of oceanic penetrate into the district and causes high humidity, cloudiness and
monsoon rainfall. The period from October to December constitutes post monsoon season.
The cold weather season prevails from January to the beginning of March and followed by
the hot weather or summer season which prevails up to the last week of June. The normal
annual rainfall in Faridabad district is about 542mm spread over 27 days. The south west
monsoon sets in the last week of June and withdraws towards the end of September and
contributes about 85% of the annual rainfall. July and August are the wettest months 15%
of the annual rainfall occurs during the non monsoon months in the wake of thunder storms
and western disturbances.
Normal Annual Rainfall : 542 mm
Normal Monsoon Rainfall : 460 mm
Temperature
Mean Maximum : 410
C (May & June)
Mean Minimum : 80
C (January)
Normal Rainy days : 27
Intensity of Rainfall : 20mm/hour.

23. DETERMINATION OF CATCHMENT AREA
The rooftop surface area is nothing but the catchment area which receives rainfall.
Catchment areas of the different hostels and Institutional departments are measured. This
measurement was done manually with the help of „reinforced fiber tape‟ which is the
simplest technique known as „tape survey‟ . Before using the tape, tape was checked for
any zero error and also length of the tape was also carefully checked for its accuracy.
Those places which area not accessible to land on, are measured by using the ruler from
tool box of ,Google Earth. Given below the table no. 2 for calculated the rooftop areas of
all the buildings suited inside the campus:-
S.NO BUILDING NAME ROOF AREA (m2
)
1. Main Building 3777.5
2. Komati 1429
3. Girls hostel 1070
4. Staff Quarters 554.31
5. Computing Block 1625.11
6. Science Block 1625.11
7. Workshop 251.37
8. Canteen 191.42
9. Boys’ Hostel 820.27
METHODOLOGY
HYDROLOGICAL ANALYSIS
On the basis of experimental evidence, Mr. H. Darcy, a French scientist enunciated in
1865, a law governing the rate of flow (i.e. the discharge) through the soils. According to
him, this discharge was directly proportional to head loss (H) and the area of cross-section
(A) of the soil, and inversely proportional to the length of the soil sample (L). In other
words,
Q = Runoff
Here, H/L represents the head loss or hydraulic gradient (I), K is the co-efficient of
permeability
Hence, finally, Q = K. I. A.
Similarly, based on the above principle, water harvesting potential of the catchment area
was calculated.
The total amount of water that is received from rainfall over an area is called the rainwater
legacy of that area. And the amount that can be effectively harvested is called the water

24. harvesting potential. The formula for calculation for harvesting potential or volume of
water received or runoff produced or harvesting capacity is given as:-
Harvesting potential or Volume of water Received (m3)
= Area of Catchment (m2) X Amount of rainfall (mm) X Runoff coefficient
Runoff coefficient
Runoff coefficient for any catchment is the ratio of the volume of water that runs off a
surface to the volume of rainfall that falls on the surface. Runoff coefficient accounts for
losses due to spillage, leakage, infiltration, catchment surface wetting and evaporation,
which will all contribute to reducing the amount of runoff. Runoff coefficient varies from
0.5 to 1.0. In present problem statement, runoff coefficient is equal to 1 as the rooftop area
is totally impervious. Eco-Climatic condition (i.e. Rainfall quantity & Rainfall pattern) and
the catchment characteristics are considered to be most important factors affecting
rainwater Potential.
As per manual of artificial recharge of ground water , Government of India Ministry of
Water Resource Central Ground Water Board. Given below the table showing the
value of runoff coefficient with respect to types of surface areas:-
TYPE OF AREA RUNOFF COEFFICIENT (K)
Residential 0.3-0.5
Forests 0.5-0.2
Commercial & industrial 0.9
Parks & Farms 0.05-0.3
Asphalt or Concrete Paving 0.85
Road Surfaces 0.8-0.9
Runoff Coefficients of Different Surfaces:-
DIFFERENT SURFACES RUNOFF COEFFICIENT (K)
Roof Conventional 0.7-0.8
Roof Inclined 0.85-0.95
Concrete /Kota paving 0.6-0.7
Gravel 0.5-0.7
Brick Paving 0.7

25. ANNUAL RAINWATER HARVESTING POTENTIAL
Annual rainwater harvesting potential is given by:-
V = K × I× A
Where, V=Volume of water that can be harvested annually in m3
.
K = Runoff coefficient
I = Annual rainfall in (mm)
A = Catchment area in (mm)
For main building:
Total catchment area = 3777.5m2
Out of this a1= 903.7m2
area of the auditorium part is the inclined roof part so
Total flat area ie. a2= 2873.8m2
K1 =0.95
K2=0.8
Annual rain water harvesting potential ie. V=K1× I ×A1+K2 ×I ×A2
= 0.95× 903.7 ×0.63 + 0.8× 2873.8× 0.63=1989.25m3
For Girls’ hostel:
Annual Rainwater Harvesting Potential :
Area=1070m2
I=0.630m
K=0.8
V= K×I×A
i.e.
V=0.8× 1070 ×0.6 =539.28m3
Similarly for all the other useful building catchments we can easily calculate ANNUAL
RAINWATER HARVESTING POTENTIAL. The td below tabular form of which have
been represented:-

26. Building
Name
K I1(m) I2(m) A(m2
) V(annual)(m3
) V(monsoon)(m3
)
P.G block 0.8 0.63 0.542 554.31 279.372 240.34
Komati
block
0.8 0.63 0.542 1429 720 619.614
Science
block
0.8 0.63 0.542 2323.38 1187.971 1022.033
Computing
block
0.8 0.63 0.542 2323.38 1170.98 1007.417
Boys’ hostel 0.8 0.63 0.542 820.27 413.416 355.66
Workshop 0.95 0.63 0.542 287.522 172.08 148.044
Canteen 0.8 0.63 0.542 191.482 96.50 83.026

27. Discharge Calculations
To find out the required diameter of the pipe to be used for draining the rainwater down
from the roof first we need to calculate the discharge Q i.e. given by:-
Q = C×I×A
Where,
Q= Discharge from roofs due to rainfall in( m3
/s)
C= Coefficient of runoff by rational method taken as 0.8 for this case
I= Intensity of rainfall i.e.20mm/hr.
A= Area of catchment
For Main Building:
DISCHARGE Q is given by:
Area ,A = 3777.5m2
Intensity, I =20mm/hour
Coefficient C =0.8
Q = C×I×A
Q= 0.8×(20/3600000) ×3777.5
= 0.016788888m3/s
For Girls’ hostel:
DISCHARGE Q is given by:
Area ,A = 1070m2
Intensity, I =20mm/hour
Coefficient C =0.8
Q = C×I×A
Q= 0.8×(20/3600000) ×1070
= 0.00475555m3/s
Similarly discharge Q from each building can be calculated . here is a tabular
representation of the same:-
Building
Name
C(constant) I(mm/hr) A(m2
) Q(m3
/s)
Main building 0.8 20 3777.5 0.016788
Girls hostel 0.8 20 1070 0.0047555
P.G block 0.8 20 554.31 0.0024636

28. Komati block 0.8 20 1429 0.006351111
Science block 0.8 20 2323.38 0.010326133
Computing
block
0.8 20 2323.38 0.010326133
Auto. workshop 0.95 20 287.522 0.001517477222
canteen 0.8 20 191.482 0.000851031111
Boys hostel 0.8 20 820.27 0.00364564444

29. CALCULATIONS FOR NUMBER OF RAINWATER PIPES(R.W.P.) TO BE
INSTALLED
Let us consider the R.W.P. to be provided are of diameter 100mm. So calculations will be
as follows:
FORMULAE USED:-
Q=CIA = n × π/4×d2
×v
Where;
Q=Discharge calculated
I=Intensity of rainfall
A=Area of catchment
n=Minimum no. of pipes
d=Diameter of rainwater pipe i.e. R.W.P
v=Velocity of water on the roof when it is at the verge of entering in the pipe due to the
slope available at the roof.
As the roofs are flat or having 0-2% slope so;
v=0.1m/s
So, no. of pipes are calculated as:
n=Q / (0.785d2
×v)
FOR MAIN BUILDING:
n=0.01678888/(0.785×0.12
×0.1)
=21.37 pipes
Therefore approximate no. of pipes installed for convenience=25pipes
Similarly ; Number of pipes for other blocks are given below in table:

30. Buildings d(m) v(m/s) Q(m3
/s) Actual
no. of
pipes
n=no. of
pipes(round
fig.) for our
convenience
Girls’ hostel 0.1 0.1 0.00475555 6.05 12
P.G. block 0.1 0.1 0.002463666 3.13 12
Komati block 0.1 0.1 0.006351111 8.086 10
Computing block 0.1 0.1 0.010326133 13.14 18
Science block 0.1 0.1 0.010326133 13.14 15
Automobile
Workshop
0.1 0.1 0.001517477 2 2
Canteen 0.1 0.1 0.000851031 2 4
Boys’ hostel 0.1 0.1 0.003645644 4.64 10
CALCULATION FOR THE DIAMETER OF THE DISCHARGE PIPE
For this we need heights of the various buildings studied under the project. It is represented
in tabular form as follows:
BUILDING NAME HEIGHT (in Meters)
MAIN BLOCK 23.15
KOMATI BLOCK 23.15
P.G. BLOCK 22.95
GIRLS’ HOSTEL 22.95
BOYS’ HOSTEL 22.25
SCIENCE BLOCK 21.40
COMPUTING BLOCK 17.73
AUTOMOBILE WORKSHOP 4.27
CANTEEN 8.34
The highest building in the campus is Main building with 23.15 meters of height from the
ground, and this also carries the maximum discharge per second which is
0.01678888m3
/sec.
Now we will design the discharge pipe for the maximum condition that can occur in the
main building and then rest of the buildings will be provided with the same data of the
discharge pipe.
Now as mentioned earlier the initial velocity of Rainwater entering in the R.W.P. was
taken as =0 .15m/sec.

31. Now from the Newton’s law of motion taking water to flow under the action of gravity
only with an acceleration of 9.81m2/sec.
We know that
V2
= U2
+2aS
Where ;
V= Velocity of water entering the horizontal Discharge pipe = ?
U = Velocity with which Rainwater enters the R.W.P.= 0.15m/sec.
S= Height of the building = 23.15m.
a = Acceleration due to gravity= g = 9.81m2
/sec.
On putting all the values in above equation we get
V=21.31m/sec.
Now as we know the Discharge pipe have to be designed for worse condition taking the
fact that it has to carry all the discharge of building collected from even starting of
collection
The discharge Q of the Building = 0.01678888m3
/sec.
The velocity of water= 21.31m/sec.
We know that
Q= π/4×d2
×V
On putting all the values we get ;
d = 31.6mm
which will no available in standard sizes. We will provide Discharge pipes also of 100mm
diameter.
WE will provide P.V.C. pipes of 100 mm diameter for both Discharge as well as for
R.W.P.
Both of them will be connected by the “T” joints and Discharge pipes will be provide “S”
joints at required corners.

32. The diagrams of various buildings showing the exact location of the Rain Water Pipes has
been shown below block wise:-
MAIN BUILDING

33. SCIENCE BLOCK

34. COMPUTING BLOCK

35. KOMATI BLOCK
P.G. BLOCK

36. BOYS’ HOSTEL
GIRLS’ HOSTEL

37. AUTOMOBILE WORKSHOP

38. CANTEEN

39. DESIGN OF RECHARGE WELL
The design of recharge well is done on the basis of two criteria
1. Time of Concentration .
2. Maximum water to be stored at the longest rainfall with chocked filters.
Time of Concentration
It is a fundamental hydrology parameter and used to compute the peak discharge for
catchments. The peak discharge is a function of the rainfall intensity of particular return
period and duration. Time of concentration is the longest time required for the a
water to travel in catchments and reach to outlet point (in our case, roof top and length
of drain to recharge pit). The mathematical equation used for calculation of time of
concentration requires inputs for the longest watercourse length in the watershed
(catchments area (L), the average slope of that watercourse (S). The average value of
slope will be different for different surfaces e.g. Roof, road, lawn, drain etc. Usually
L and S can be obtained from architectural drawing of the building and if drawings are
not available then by assessment.
The Tc is generally defined as the time required for a drop of water to travel
from the most hydro- logically remote point in the sub-catchments to the point of
collection
A time of concentration value is essential to determine critical intensity of rainfall
because maximum discharge will occur for rainfall intensity of duration equal to
the time of concentration. Time of concentration can be calculated by using following
formula
TC=0.0195L0.77S-0.385

40. where:
Tc = Time of concentration in minutes
L = overland flow length in m
S = average slope of the overland area.
This equation has been adopted from Kirpich 1940 (Soil and water conservation
Engineering by Glenn O. Schwab John Wiley). If the slope of overland flow
surface is different for different portion of overland flow then we can use the
following formula
TC=i=1 ∑i=n
0.0195Li
0.77
Si
-0.385
where:
Tc =Time of concentration in minutes
Li = overland flow length of i stretch in m
Si = avg. slope of i stretch of overland flow
N = no. of different stretches

41. Calculation of critical rainfall duration
BLOCKS L(m) S(slope) T C
(minutes.)
TC
(hours.)
Main building 300 0.005 12.11 0.20
Canteen 240 0.005 10.20 0.17
Komati block 250 0.005 10.52 0.17
Workshop 130 0.005 6.36 0.10
Girls’ hostel 300 0.005 12.11 0.20
P.G. block 250 0.005 10.52 0.17
Computing block 200 0.005 8.86 0.15
Science block 160 0.005 7.46 0.12
Boys’ hostel 350 0.005 13.64 0.23
As we are going to design only one recharge well for the whole of the campus so we
will use the overall time which is sum of all values of TC. So the total time of
concentration will be the submission of all the values of TC which comes out to be
approximately 1.51 hours.
Total discharge of the campus through rainwater = 0.057064618m3
/s.
Discharge Q in m3
/hr= 205.432648m3
/hr.
Volume of the Recharge Well= Q X TC
= 205.432648 X 1.51 m3
.
=310.2032985m3
.

42. But we will design the Recharge Well 1.5 times larger than the data we calculated so the minimum
Volume (V) of recharge well = 1.5 X 310.2032985 m3
.
V= 468.40698 m3
.
The possible dimensions of which can be of 10m in diameter(d) and 6 m in depth(h).
Which gives the volume of = π/4×d2
×h
V= 0.785398 X 102
X 6 m3
.
=471.2388 m3
.
Maximum water to be stored at the longest rainfall with chocked filters
This is the second criteria of filter design in which it is assumed that all the rain water is to be stored
in the recharge well for sometime before it recharges the water tables below by assuming the fact
that all the filters are chocked and water has to be stored for some while.
For this we first need to calculate the maximum duration of the rainfall. The calculation for the same
are done below
Maximum No. of days of Rain fall in Faridabad= 27.
Average Annual Rainfall in Faridabad= 642mm.
So Average Rainfall a day= 642/27= 23.7778mm.
Now Intensity of Rainfall= 20mm/hr.
So maximum duration of rain a day= 23.778/20= 1.18888hrs.
For design purpose let us take it as T = 2 hrs/ day.
NOW DESIGNING THE RECHARGE WELL FOR THE SAME
Discharge of whole building in m3/hr = 205.4326248m3/hr.
Volume of the Recharge Well= Q X T
=205.432648 X 2 m3
.
= 410.865 m3
.

43. So the Recharge Well designed by us of capacity 471.2388 m3
will serve the purpose without any
difficulty.
The inlet of the Recharge Well will Have to be kept deep down 1.75 m below the ground level and
will be built in the Playground part of the campus.

44. DESIGN OF THE FILTERS
Three types of filters are available to be used in recharge structures:-
Gravity Filters
These are the most widely used filters. In these filters, three layers consisting of coarse sand/fine
gravel of 2-4 mm size, gravel of 5 – 10 mm size and boulders of 5-20 cm size are placed one above
the other. Coarse sand /pea gravel shall be placed at the top so that the silt content that will come
with runoff will be deposited on the top of the coarse sand/ pea gravel and can easily be removed.
For smaller roof area, pit may be filled with broken bricks /cobbles. These filter beds require
minimum maintenance, except periodic scrapping of fine clay and silt deposited on the filter bed.
Silt deposited on the filter media should be cleaned regularly by removing the top deposited silt.
Once in a year the top 5-10 cm sand /pea gravel layer should also be scrapped to maintain the
constant recharge rate through filter material. Thickness of these layers varies from 0.3 to 0.50 m
depending up on the silt load of the storm water. Filtration rate= 200lts/hour/m2
.
On–Line Filters (Dewas’ Filters)
The filter is of 1.0 to 1.2 m length and is made up of PVC pipe. Its diameter should vary depending
on the area of the roof, 15 cm if roof top area is less than 150 sq m and 20 cm if area is more. The
filter is provided with reducer of 6.25 cm on both sides. The filter is divided into three chambers by
PVC screens so that filter material is not mixed up. The first chamber is filled up with gravel (6-10
mm), middle chamber with pebbles (12-20 mm) and last chamber with bigger pebbles (20-40 mm).
Pressure Filters
These filters consist of the sand through which water is being injected with pressure. These types of
filters are fitted with pumps to pressurize the water through filter chamber. Main disadvantage of
these filters is that they require energy for operation and these filters need to be back washed
periodically to remove the finer material so that the rate of filtration is maintained. Filtration rate=
3000-5000lts/hour/m2
.
COST ESTIMATION OF PROJECT
We have to spend money on various components of the project. The major components are as
follows:
1. R.W.P pipes
2. Discharge pipes
3. Recharge well cost .
4. Fixer and cost of Joints.
5. Excavation cost.

45. 6. Maintenance charges.
So we first calculate the total amount of above work:
1. Total length of 100mm R.W.P. to be provided:
BUILDING NAME HEIGHT (in
Meters)
NO. of
R.W.P.
Total Length
(in meters)
MAIN BLOCK 23.15 25 578.75
KOMATI BLOCK 23.15 10 231.50
P.G. BLOCK 22.95 12 275.40
GIRLS’ HOSTEL 22.95 12 275.40
BOYS’ HOSTEL 22.25 10 222.50
SCIENCE BLOCK 21.40 15 321.00
COMPUTING BLOCK 17.73 18 319.14
AUTOMOBILE
WORKSHOP
4.27 2 8.54
CANTEEN 8.34 4 33.36
Total length of R.W.P. 2265.59
2. TOTAL LENTH OF DISCHARGE PIPE
Building Name Distance covered by Discharge pipe till
Recharge well
Main Building 300m
Komati 240m
Girls hostel 250m
Staff Quarters 230m
Computing Block 190m
Science Block 150m
Workshop 130m
Canteen 150m
Boys’ Hostel 350m
Total length of Recharge pipe 1990m

46. 3. Volume of the Recharge well= 471.2388 m3
.
This also includes the provision of the gravity filter.
4. Fixer and cost of Joints involves fitting of the “T” and “S” while connecting R.W.P and
discharge pipe with each other.
Total no. of “T” required = total no. of R.W.P= 98= Iron mesh at entry point.
Total no. of “S” required = total no. of Corners discharge pipes have to go through
=80
Let us suppose we have clamped R.W.P. at every three meters so no. of clamp required=
2265.59/3= 755.20 or say 800.
Now let us suppose we have provided one couple joint at every five meters of the pipes ; So no of
such joints required=(2265.59+1990)/5= 851.118 or say 860.
5. Excavation cost will cover the total excavation we have done to layout the discharge pipe.
As in this case of laying Discharge pipe we are laying in tapered fashion so we will have to take
the slope consideration in mind before actually calculations.
Slope provided S=0.005
Let us suppose we have excavated a box of 0.5x0.5m2
at the starting of laying of pipes.
Let us do the calculation for total excavation bringing Discharge pipe from Boys’ hostel to
Recharge well.
Length of pipe L =350m.
As mentioned before we have taken a of 0.5x0.5m2
at the starting of laying of pipes.
So initial depth a= 0.5m.
Final depth b= 350x 0.005= 1.75m
So total excavation= (0.5 x (a +b) x L x W) m3
.
= (0.5 x (0.5+1.75) x 350 x 0.5) m3
.
=196.875 m3
.

47. Similarly the other excavation calculations can be done . A tabular representation of the
same for every building has been one below:
Building Name Length,
L
(m)
slope Initial
depth, a
(m)
Final
depth, b
(m)
Width , w
(m)
Total
excavation(m3
)
Main Building 300m 0.005 0.5 1.50 0.5 150.00
Komati 240m 0.005 0.5 1.20 0.5 102.00
Girls hostel 250m 0.005 0.5 1.25 0.5 109.38
Staff Quarters 230m 0.005 0.5 1.15 0.5 94.87
Computing
Block
190m 0.005 0.5 0.95 0.5 68.88
Science Block 150m 0.005 0.5 0.75 0.5 46.88
Workshop 130m 0.005 0.5 0.65 0.5 37.38
Canteen 150m 0.005 0.5 0.75 0.5 46.88
Boys’ Hostel 350m 0.005 0.5 1.75 0.5 196.88
Total Excavation(m3
) 853.15
6. The annual repair and maintenance involves this part of estimation.

48. References:
1. Rural Water Supply Network. "Rural Water Supply Network Self-supply site". www.rural-
water-supply.net/en/self-supply. Retrieved 2017-03-19.
2. Behzadian, k; Kapelan, Z (2015). "Advantages of integrated and sustainability based
assessment for metabolism based strategic planning of urban water systems". Science of The
Total Environment. Elsevier. 527-528: 220–231.doi:10.1016/j.scitotenv.2015.04.097.
3. Zhu, Qiang; et al. (2015). Rainwater Harvesting for Agriculture and Water Supply. Beijing:
Springer. p. 20. ISBN 978-981-287-964-6.
4. Devkota, J.; Schlachter, H.; Anand, C.; Phillips, R.; Apul, Defne (November 2013).
"Development and application of EEAST: A lifecycle-based model for use of harvested
rainwater and composting toilets in buildings". Journal of Environmental Management.130:
397–404. doi:10.1016/j.jenvman.2013.09.015.
5. ^ Jump up to:a b
Devkota, Jay; Schlachter, Hannah; Apul, Defne (May 2015). "Life cycle
based evaluation of harvested rainwater use in toilets and for irrigation". Journal of
Cleaner Production. 95: 311–321. doi:10.1016/j.jclepro.2015.02.021.
6. Rainwater harvesting by fresh water flooded forests
7. "Rain fed solar powered water purification systems". Retrieved 21 October 2017.
8. "Inverted Umbrella Brings Clean Water & Clean Power To India". Retrieved 5
December 2017.
9. "New rooftop solar hydropanels harvest drinking water and energy at the same time".
Retrieved 2017-11-30.
10."Harvesting rainwater for more than greywater". SmartPlanet. Retrieved 13 November 2014.
11.Kumar, Ro. "Collect up to 10 gallons of water per inch of rain with Rainsaucers' latest
standalone rainwater catchment".LocalBlu. Archived from the original on 17 December
2012. Retrieved 11 February 2013.
12."Rainwater Harvesting - Controls in the Cloud". SmartPlanet. Retrieved 11 January 2015.
13.O'Brien, Sara Ashley. "The Tech Behind Smart Cities - Eliminating Water Pollution". CNN
Money. Retrieved 13 November2014.
14. Braga, Andrea. "Making Green Work, and Work Harder" (PDF). Geosyntec. p. 5.
Retrieved 30 November 2014.
15."Rain water Harvesting". Tamil Nadu State Government, India. Retrieved 23 January 2012.
16."Believes in past, lives in future". The Hindu. India. 17 July 2010.
17."Rare Chola inscription found near Big Temple". The Hindu. India. 24 August 2003.
18.JMP (2016). "Joint Monitoring Programme Thailand Data". Retrieved 2017-03-13.
19.Saladin, Matthias (2016). "Rainwater Harvesting in Thailand - learning from the World
Champions". Retrieved 2017-03-13.
20. Harry Low (December 23, 2016). "Why houses in Bermuda have white stepped roofs". BBC
News. Retrieved 2016-12-23.
21."Rainwater Collection in Colorado" (PDF). Colorado water law, notices. Colorado Division
of Water Resources. Retrieved2012-03-24.

49. 22. "Criteria and Guidelines for the "Rainwater Harvesting"" (PDF). Pilot Project Program.
Colorado Water Conservation Board (CWCB). January 28, 2010. Retrieved 2012-03-24.
23.Johnson, Kirk (June 28, 2009). "It's Now Legal to Catch a Raindrop in Colorado". The New
York Times. Retrieved 2009-06-30. Precipitation, every last drop or flake, was assigned
ownership from the moment it fell in many Western states, making scofflaws of people who
scooped rainfall from their own gutters. In some instances, the rights to that water were
assigned a century or more ago.
24. "82(R) H.B. No. 3391. Act relating to rainwater harvesting and other water conservation
initiatives. † went into effect on September 1, 2011". 82nd Regular Session. Texas
Legislature Online. Retrieved 8 February 2013.
25."State Rainwater Harvesting Statutes, Programs and Legislation". NCSL. Retrieved 7
February 2013.
26. "Tamil Nadu praised as role model for Rainwater Harvesting". Hindu.com. 2011-09-29.
Retrieved 2012-03-24.
27."Rain Water Harvesting BWSSB - Bangalore Water Supply and Sewerage
Board". bwssb.gov.in.
28. Anjaneyulu, L.; Kumar, E. Arun; Sankannavar, Ravi; Rao, K. Kesava (13 June
2012). "Defluoridation of Drinking Water and Rainwater Harvesting Using a Solar
Still". Industrial & Engineering Chemistry Research. 51 (23): 8040–
8048.doi:10.1021/ie201692q.
29. "Ancient water harvesting systems in Rajasthan". Rainwaterharvesting.org. Retrieved 2012-
03-24.
30. "Chauka System". rainwaterharvesting.org: technology: rural: improvised. Centre for
Science and Environment. Retrieved2013-10-23.
31. http://www.mid-day.com/articles/bmc-to-make-rainwater-harvesting-mandatory-for-large-
societies/17110192
32.http://www.haaretz.com/rainwater-collection-system-saves-water-money-for-schools-
1.8233. Missing or empty |title=(help)
33."Rainwater tanks". Greater Wellington Regional Council. 28 April 2016. Archived from the
original on 14 April 2016. Retrieved21 March 2017.
34."Parliament Of The Democratic Socialist Republic of Sri Lanka" (PDF).
35."Lanka Rain Water Harvesting forum (LRWHF)".
36. "Rainwater harvesting". www.wrc.org.za. South African Water Research Commission.
Retrieved 27 August 2014.
37. Everson C, Everson TM, Modi AT, Csiwila D, Fanadzo M, Naiken V, Auerbach RM,
Moodley M, Mtshali SM, Dladla R (2011).Sustainable techniques and practices for water
harvesting and conservation and their effective application in resource-poor agricultural
production through participatory adaptive research : report to the Water Research
Commission (PDF). Gezina [South Africa]: Water Research Commission. p. 89. ISBN 978-
1-4312-0185-3. Retrieved 27 August 2014.
38. "Archived copy". Archived from the original on 2013-12-07. Retrieved 2013-12-17.
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