Keramandir & Its Adjoining Villages WS Scheme

7/30/2019 Keramandir & Its Adjoining Villages WS Scheme

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Keramandir and its adjoining villages Rural Water Supply Scheme Final Project Report

Executive Summary

The rural population of India comprises more than 700 million people residing in about

1.42 million habitations spread over 15 diverse ecological regions. It is true that providing

drinking water to such a large population is an enormous challenge. Our country is also

characterized by non-uniformity in level of awareness, socio-economic development,

education, poverty, practices and rituals which add to the complexity of providing water.

The health burden of poor water quality is enormous. It is estimated that around 37.7

million populations are affected by waterborne diseases annually, 1.5 million children are

estimated to die of diarrhea alone and 73 million working days are lost due to waterborne

disease each year. The resulting economic burden is estimated at Rs. 3000.00 Crore a year.

The problems of chemical contamination are also prevalent along with poor water quality.

The major chemical parameters of concern are fluoride and arsenic. Iron is also emerging

as a major problem with many habitations showing excess iron in the water samples.

The provision of clean drinking water has been given priority in the Constitution of India,

with Article 47 conferring the duty of providing clean drinking water and improving public

health standards to the State. The government has undertaken various programmes since

independence to provide safe drinking water to the rural masses. Till the 10th plan, an

estimated total of Rs.1.05 billion spent on providing safe drinking water. One would argue

that the expenditure is huge but it is also true that despite such expenditure lack of safe and

secure drinking water continues to be a major hurdle and a national economic burden.

On one hand the pressures of development is changing the distribution of water in the

country, access to adequate water has been cited as the primary factor responsible for

limiting development. The average availability of water is reducing steadily with the

growing population and it is estimated that by 2020 India will become a water stressed

nation.

The 2001 Census reported that 68.2 per cent of households in India have access to safe

drinking water. Data available with the Department of Drinking Water Supply shows that

of the 1.42 million rural habitations in the country, 1.27 million are fully covered (FC),

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0.13 million are partially covered (PC) and 15,917 are not covered (NC).However,

coverage refers to installed capacity, and not average actual supply over a sustained period

or the quality of water being supplied which is the most essential part.

Water quality is affected by both point and non-point sources of pollution. These include

sewage discharge, discharge from industries, run-off from agricultural fields and urban run-

off. Water quality is also affected by floods and droughts and can also arise from lack of

awareness and education among users. The need for user involvement in maintaining water

quality and looking at other aspects like hygiene, environment sanitation, storage and

disposal are critical elements to maintain the quality of water resources.

The government policies and programmes have also undergone a series of transition ever

since independence. To begin with, the emphasis was on setting up physical infrastructure

in form of hand pumps. Thereafter one has seen a transition from technology measures to a

socio technological approach seeking close participation of people. A national water policy

was drafted in 1987 which was subsequently revised in 2002. For ensuring sustainability of

the systems, steps were initiated in 1999 to institutionalize community participation in the

implementation of rural drinking water supply schemes through the sector reforms project.

Sector Reform ushers in a paradigm shift from Government oriented supply driven

approach to People oriented demand responsive approach.

The Government of India launched the National Rural Drinking Water Quality Monitoring

and Surveillance Programme in February 2006. This envisages institutionalization of

community participation for monitoring and surveillance of drinking water sources at the

grassroots level by gram panchayats and Village Water and Sanitation Committees,

followed by checking the positively tested samples at the district and state level

laboratories. One major problem when it comes to addressing the problems related to water

is that the provisions for water are distributed across various ministries and institutions.

With several institutions involved in water supply, inter sectoral coordination becomes

critical for the success of any programme.

When it comes to dealing with maintaining water quality, the users and in large the

communities have to play a key role in maintaining hygiene near water sources. One has to

improve the ways in which we collect and store water so as to avoid contamination while



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collection, storage and use. With the decentralisation of programmes for water supply it is

essential that communities and institutions like panchayats are actively involved in the

planning, implementation and execution of programmes for water supply. These

institutions will also have to undertake the monitoring of water sources and be made aware

so simple remedial measures. It is true that this will require training and capacity building

at a large scale.

District Map of Saraikela showing Gamharia Development Block



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INTRODUCTION

The preparation of DPR and PMC for Rural piped water supply Scheme for Keramandir and its

adjoining villages in the district of Saraikala is entrusted to WAPCOS by the Drinking Water and

Sanitation Circle, Chaibasa, Govt. of Jharkhand. In Jharkhand drinking water is provided to the rural

areas by Drinking Water and Sanitation Department, through hand pump wells and piped water supply

schemes. However, due to increase in population and decrease in ground water levels because of the

over-exploitation in some places they are unable to meet the demand. In addition to this, the spatio-

temporal variations in rainfall and regional / local differences in geology and geomorphology have led

to uneven distribution of water resource. As a result, there is scarcity of drinking water in many parts

of the state.

The annual average rainfall is 1168 mm, that too being very erratic and highly capricious. About 80 %

of the annual precipitation occurs between July and September with south-westerly monsoon. The

livelihood of the area is agriculture.

The proposed project envisages providing safe and reliable drinking water to three (3) villages coming

under Chakradharpur Block is located adjacent to the Barhamani River. Keramandir and adjoining

villages are in the district of Saraikala, Jharkhand is village. The village has shown rapid growth in

respect of population resulting from development urbanization. It is situated in the eastern side of

Chhotanagpur plateau. This village is well connected with S.E. Railways and State Highways.

In order to provide a dependable source of water to the existing population as well as the future growth

of population it was decided to use water from River Barhamani which is within 3.00Km from

Keramandir proposed W.T.P. site.

2.1.1. Authority

This project has been prepared under the instruction of the Superintending Engineer, D.W. & S.

Circle, Chaibasa, vide work order no. 511 Chaibasa dated 25.06.2012 as per guideline of Rajib Gandhi

National Drinking Water Mission, Ministry of Rural Development, Government of India.

2.1.2. Scope of the Project



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District Saraikela- Kharshawan lies in the eastern region of Jharkhand and the project area under

consideration i.e. five villages of Block Gamharia of district Saraikela-Kharshawan included in the

Project. Saraikela is well connected by road to Ranchi, the state capital, the distance of Saraikela by

road from Ranchi is 150km. the village covered in the project is situated about 20km. approx from

saraikela, district head quarter.

2.1.3 History

In the year 1620, Kumar Bikram Singh I, the third Maharaja Jagannath Singh, established the

Saraikela state, which was merged with Bihar state after independence and ranked as subdivision

merged with the boundaries of Kharsawan state. Later on the basis of territories act in 1950, 39

villages of Chandil, Nimdih and Tamar area were included into it.

Saraikela has become the "Mecca" for connoisseurs of music and dance. Here lies the citadel of world

famous Chhau dance. The soil of Saraikela is vibrant with the rhythm of "Chhau" which fancied theimaginations of not only Indian art lovers, but also allured and captivated art lovers across the world,

due to its grace unique charm and grandeur. Surrounded by lush green forests, hillocks, serpent like

rivers and rivulets, Saraikela Town is situated on the bank of Kharkai River. The district has not only a

rich cultural heritage but also has large deposits of minerals like Kyanite,Asbestos, quartz etc. and

other valuable minerals. The district also includes the Adityapur Industrial Area which is one of the

biggest industrial areas in Asia. Its development in Bihar was lackadaisical but after formation of

Jharkhand state it has been made a district and many development plans have been started to

strengthen its economic structure. Titirbilla bridge on the road joining Saraikela Rajnagar, the bridge

on Tikar River at Ichagarh, causeway at Barhamani river outlines the developing steps of the District.

The road joining the distant rural areas, blocks and district headquarters are being built. Tube wells,

tanks and dams are being built for the source of drinking water and irrigation. The older canals are also

being renovated. Ayurvedic medical college, Private engineering College, Hospitals and ITI for

women are being planned to be established for its educational development. New development

programs have been taken up in all eight blocks of the district. The government has announced the

district as a tourist center as it has many historical and sightseeing places. The day is not very far off

when Saraikela will become an important district and a center of tourist attraction.



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2.1.4 Natural Resources

The soil of the district is classified as rocky soil, red soil, yellowish, gray soil and is acidic in nature

with gross sown area of 86985 hectors, It has also 60709 hectors of land which are fellow land can be

taken up for increase in area of cultivation and production. It has got 60700 hectors of forest land can

be used for plantation and horticulture. It has got important rivers like Suwarnrekha, Kharkai, Roro,

Karkari, Sona with several other perennial nalas, useful for irrigation. This area is dominated by hilly

ranges, valleys and plateaus. Hilly and steeply sloping area are under dense forest cover. Dalma hills

ranges are stretched from Chandil towards Ghatsila. Geologically the area is comprised of Archean

lava, laterite and pre-cambrian fold mountains. Major River flowing in the district is Kharkai.

2.1.5 Reconnaissance visits

A number of visits were undertaken by WAPCOS officials along with DW & SD officials to the

project area to finalize the locations for the various components of the water supply scheme. Detailed

discussions were held with DW & SD officials, Local representative regarding the modalities for the

finalization of the various design parameters.

2.1.6 Existing Water Supply Scheme

Existing Water supply Scheme is based on the underground tube well and dug well water which is not

sufficient to cater the water demand of the people of the village. Moreover, the existing sources

become dry during summer. People are facing lot of difficulties for their need of drinking water. The

existing source of water from the wells is not dependable for few months of the year.

2.1.7 Proposed water supply schemes

Water demand of Keramandir and its adjoining villages under Chakradharpur development block is

high. There are so many Govt. office, school, Police station, post offices, Panchayat samity are

situated in the village. There are also many small industries is also situated in this village. It is

essential to provide safe and adequate potable water to the people for the present and future also.

Keeping in view the present and future water demands the source of water is found out nearby

Barhamani River. The water of the river is available sufficiently throughout the year.

In the preliminary investigation of the raw water of the river it is found that the water contained very

high turbidity during rainy season, dissolve iron with BOD. And detailed water impurities testing will

be carried before preparation of Draft Final Report. Considering all these factors it is thought that this



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water could be used after proper Treatment and disinfection by post chlorination for drinking purpose

and other purposes.

The villages are not having any dependable source of drinking water Detailed Report duly supported

by VWSC/PRI and their consent to take up operation and maintenance will be obtained before

finalization of the Schemes.

2.1.8 Geology

The geological sequence established in the area on the basis of regional reconnaissance is givenbelow:-

Saraikela has predominantly flat terrain with hard rocks in the underground. Entire district has

topography with high ridges and valleys bounded by mountains and rivers. The fertility of soil is poor

due to extensive erosion acidic character and low retaining capacity soils are sandy loam to clay load,

non-calcareous. The soils are generally shallow on ridges and plateaus and deep in the valleys. It is a

plain of a highly deformed and metamorphic archean terrain consisting of a metamorphic gneisses

intruded by a suit of syntectonic basic igneous rocks which metamorphosed to the same grade as the

country rocks.. The parametamorphics include various types of granite gneisses as the dominant

member together with sillirnanite granite gneiss, amphibolites, feispathic quartzite and minor caic

silicate rocks.

The suit of syntectonic basic igneous rocks are represented by the orthoamphibolites, metadolerite,

divine metadolerite, hybridized noritic anorthosite.

The pegmatite and vein quartz rocks are in some cases bracciated and crushed in nature showing

development of epidote in the crushed pegmatites. It appears, therefore, that the small granite,

pegmatite and quartz veins represent the late to post tectonic intrusive in the area. The post Archean

dolerites are unmetamorphosed and occur in the form of long and comparatively thin dyke,

discordantly cutting across some of the Archean intrusive viz. pegmatite.

2.1.9 Climate

The forests like between latitude and with the usual tropical seasons, namely, the hot, the rain and the

cold, the humidity being very high during the rains and very low during the hot weather, typical of a

Bihar Gangetic plain. The hot seasons begins from the end of February and ends in middle of June. If

the monsoon is late it may go up to the end of June. The temperature rises to a maximum of 45C.



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Thunder storms usually occur in May or even in April causing a temporary relief in temperature. The

monsoon usually breaks in the middle of June and continues until the end of September. The cold

weather extends from about the beginning of November to February, during which period the days are

pleasantly warm with temperature in open of about 14C. The nights are cool and often cold with

heavy falls of dew. The temperature drops to 8C .Fogs are not so common except in the deep valleys

right inside the forest. The usually occur in December and January.



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Salient Features of the Project1. Nature of Project/ Programme K and its adjoining Mouzas Rural Water Supply

Scheme, District Saraikela, Jharkhand.

Name of Block - Chakradharpur

District - Chakradharpur

State - Jharkhand

2. Population a)1991 -

b)2001 - 1441

Present (2011) - 1659

Base Year (2014) - 1703

Mid Year (2029) - 2019

Design Year (2044) - 2348

b) Method adopted for population projection

(i) Arithmetical increase MethodYes

(ii) Geometrical Method ..Yes

(iii) Incremental increase method..Yes

(iv) Semi log graphNo

(v) Simple Graph ..No(vi) Population growth2.239%

c) Village wise population projection given: Yes.

d) Calculation attached : Yes

3. Source of water supply i) Underground water .. No.

ii) Surface water impounded/ surface : Yes ( Surface

water from Kharkai River)

iii) Spring Gadhera Other :No.

4. Rate of Water Supply 61 lpcd +15% unaccounted for water wastage i.e.

70.15 lpcdNote: Rate of Water Supply is 70 lpcd for 70% population through

House connection and 40 lpcd for 30% population through street stand

post i.e. @61 lpcd)

5. Intake Type (i) Infiltration gallery : No.

(ii) Intake Well : Yes

(iii) Floating Jetty : No.

(iv) Tube Well : No.

(v) Spring collecting chamber : No.

(vi) Boulder filled gallery : No.

(vii) Other : No.

6. Nature of Water Treatment Plant (i) Sedimentation .Yes

(ii) Coagulation .Yes

(iii) Filtration Yes

(iv) Disinfection Chlorination

(v) Any other means (mention name)No

7. Location and Land for Water

Works

Site selected least cost based

And availability of Land.Yes

8. Conveyance (i) Gravity Raising main.No.

(ii) Pressure/ Raising main ..Yes.



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9. a) Raw water rising main Type of

Pipe

Size Class of

pipe

Length

1) D.I. 150 mm K-9 1000mtr.

10

.

Disinfectant i.a.) Type of Chlorinator no..01 nos.

b) Electro-Mechanical

Diaphragm type liquid..No.

Chlorinator.ii.a) Dosing Capacity.2.0 PPM

iii) Residual chlorine suggested ...0.20 PPM

11

.

Clear water rising main D.I. 200 mm K-9 100 mtr.

12

.

Distribution system DI 200 mm K-7 500 mtr., 110mm dia. UPVC-2000

mtr., 90mm dia. UPVC-1500 mtr., 75 mm dia. UPVC-1000 mtr.

13

.

Residual at terminal point of

distribution system

7 m

14

.

Financial implementations

a) Total estimated cost : Rs. 2,80,40,250.00

b) Population for : Initial Stage Mid Stage Ultimate Stage

1713 2019 2348

c)Per capita cost : 16369 13888 11942

d) Total water production

(Annually) in KL

119.00 141.60 164.70

Annual Expenditure

(Rs. in Lakh)



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Population

4.1 Population Projection Population = 2001 1716

Base year = 2014

Mid year = 2029

Design year = 2044

P91 = Population as per 1991 Census = 3250 (assumed)

P01 = Population as per 2001 Census = 3732

P11 = Population as per 2011 Census = 4234

Increment during 1991 & 2001 Census = (3732 - 3250) = 482 persons

Increment during 2001 & 2011 Census = (4234 - 3732) = 502 persons

x= Average increment per deride = (782+522)/2 = 492


Sl.

No.

Village Panchayat As per 1991 Census As per 2001 Census T

2

SC ST OBC Gen Total SC ST OBC Gen Total

1. Dudra Dudra 296 69 602 - 967 329 72 688 - 1083

2. Kamalpur Dudra 22 60 - 896 978 26 71 - 943 1040

3. Parwatipur Dudra - 20 146 54 220 - 22 200 66 288

4. Gillingoura Dudra - 592 180 50 822 - 655 192 59 906

5. Mahuldihi Dudra 20 154 89 - 263 49 239 142 - 415

Total 3250 404 1059 1222 1068 3732


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y = Incremental increase = 502 - 482 = 20

n1 = Number of decade for Base year (i.e. 2014) = (2014-2001)/10 = 1.3

n2 = Number of decades for Mid year (i.e. 2029) = (2029-2001)/10 = 2.8

n3 = Number of decades for design year (i.e. 2044) = (2044-2001)/10 = 4.3

4.1.1Arithmetical Increase Method:

P2029 = P2001 + n2 x = 3732 + 2.8 492 = 3732 + 1378

P2029 = Population in Mid year (i.e. 2029) = 5110 person

P2044 = Population in Mid year (i.e. 2044) = 3732 + n3 x = 3732 + 4.3 492 = 5848 person

P2014 = Population in Base year (i.e. 2014) = 3732 + {(2014-2001)/10} 492 = 3732 + 640 =

4372 person

Growth rate = 1.32%

4.1.2Geometrical Increase Method:

i) Percentage of growth rate between 1991 and 2001 = (482/3732) 100 = 12.915%

ii) Percentage of growth rate between 2001 & 2011 = (502100)/4234 = 11.856%

iii) Average growth rate per decade = (12.915+11.856)/2 = 12.385%

P14 = Projected population in Base year 2014 = 3732+{(373212.385)/100}1.3 = 3732 + 601

= 4333 Persons


= 5026 Persons


= 5720 Persons

Growth rate = 1.24%

4.1.3 Incremental Increase Method



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Water Demand

Source of water Supply : Surface Water from Kharkai River

Rate of Water Supply : To Lpcd for 70% population through house

connection and 40 Lpcd for 30% population

though street stand posts = 61 Lpcd

5.1 Daily Net Clear Water demand in

Base year (2014)

Add 15% UFW wastage

Total daily water demand

=

=

=

6144 x 61 = 374784 Litres

56217.60 Litres

431001.60 Litres

5.2 Daily Net clear water demand in

Mid year (2029)

Add 15% UFW wastage


=

=

=

7132 x 61 = 435052 Litres

65257.80 Litres

500309.80 Litres

5.3 Daily Net Clear Water demand in

Base year (2044)

Add 15% UFW wastage


=

=

=

8311x 61= 506971 litres

76045.65 Litres

583016.65 Litres

Considering 10% loss in Conveyance Main and distribution system, total clear water supply for

design of clear water Reservoir, Clear Water Conveyance and Distribution System

0.58 MLD (580 M3/day)

Considering 5% loss in Treatment Process Design raw Water demand = 0.61 MLD (610

M3/day)



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Institutional and Commercial need, Total Daily Raw Water through put = 0.63 MLD (630

M3/day)

SURVEY & SITE IDENTIFICATION

6.1 Reconnaissance Survey

Reconnaissance of the entire area has been carried out in detail while conducting the main plan

metric control traverses and height control traverses. The reconnaissance team has considered the

basic trend of the land, habitations and vegetation. During reconnaissance survey the location of

control points and secondary control points has been demarcated. Also a Traverse Benchmark has

been established. Based on the reconnaissance survey, to expedite the process the total plan metric

and height control survey of of the area has been sub-divided.

6.2 Plan metric Control Survey:

Control traverse points are being connected using Total Station Instrument. Closing error from the

traverse survey has been distributed among the surveyed control points as per standard industry

practice.

6.3 Height Control Survey:Height control traverse will be run by connecting to the Bench Mark as provided by the client. The

level will be run both ways towards the entire project site and the circuits will be closed to find out

the closing error which will be balanced and the error distributed as per standard practice. On

completion of the level traverse temporary Bench Marks will be kept for further detailing in height

distribution and land use land cover of the entire area.

6.4 Detailed Topographical Survey:

Detailed topographical survey of all the above ground features man made features and and natural

features like houses, rivers/nallahs/drains, power lines, telephone lines, electric lines with posts of

10% of the areas have been recorded. The survey covers the control points and all topographical

features as follows:

Buildings, hutments, shed, structures

Boundary features (if existing)



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Roads, tracks, footpaths etc.

Railway lines, level crossing & other railway structures

Drains (Kancha/pucca)

Religious structures

Trestles, pylons, poles of electric and telephone lines

Underground utility markers

Individual solitary trees having girth 30cms and above.

Cluster of trees, plantation area, forest area and their limits

Agricultural land, barren land etc.

Water bodies

Rivers, streams, nallas, reservoirs and their extent

Bridges, culverts with their dimensions

6.5 Spot Heights:

Spot heights is being taken in the entire area at an interval as required in both directions or at

closer intervals where the topography so requires.

6.6 Contours:

Contour of the entire WTP area will be drawn at 0.25m or as desired interval to find out the

characteristic of the land.

6.7 Sustainability of source including certificate from competent authority with help of field

officers:

The certificates from the competent authority will be obtained.

6.8 Intake Location

The intake is proposed to be constructed in Barhamani River in Keramandir Mouza

6.9 Location of WTP

The WTP is proposed to be constructed in Keramandir Mouza at Plot no. and Khata no.

6.10 Water Testing Report is attached herewith

NOC for utilization of Source from competent authority with the help of local officers:



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The certificates from the competent authority will be obtained.

Availability of electricity supported by certificate from JSEB:

Follow up action for issuing the electricity certificate (Consent letter) from JSEB willcommunicate to DW & SD after calculation of detailed load required for WTP and Intake.

Provision of Electricity:

Provision of L.T. connections for both Raw Water and Clear Water Pumps shall be made from

the nearest Transformer of J.S.E.B. if necessary by augmentation of capacity of the existing

transformer.

Availability of land for different structures supported by NOC from competent authority

with the help of local officers:

The certificates from the competent authority will be obtained in due course.

Strategy of Operation and Maintenance:

After implementation of the Scheme by the D.W. & S. Department, Govt. of Jharkhand, the

scheme will be handed over and maintained by V.W.S.C. / P.R.I.

Flow diagram of scheme with location of each component and its R.L.:

The detailed Flow diagram of scheme with location of each component and its R.L. isenclosed.

Cost estimate of scheme:

Cost estimate of scheme have been given in Report.

Necessary drawing:

Necessary drawing of scheme such as i) Survey drawing of Rural Water Supply Scheme forKeramandir Panchayat, Political Map of Saraikela Kharsawan, Hydraulic flow diagram of

treatment process etc., Water Treatment Plant Layout, GA drawing of Staff Quarters, GADrawing of Duty Room, GA drawing of Stand post and GA drawing of Pipe supporting

column is attached.



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Design of Structures

7.1 Type of Intake:

Surface water will be abstracted from the Kharkai River by constructing one RCC circular

Intake Well in the river bed of Kharkai.

The Intake Well has been designed for abstraction of river water from different levels to cope

up with second variations of depth of water in the river, by providing ports. Adequate area of

opening in the intake crib has been provided to restrict the entrance velocity of water to a

minimum 1 (one) meter per second. Fine screens are provided at the accessible point for

preventing entry of small fish and other objects around the Intake Pipes. The coarse screens are

provided at the inner face of Intake crib to restrict the entry of large objects into the well

(Considering 8 hours operation of Raw Water Pumps, Water Treatment Plant and Clear Water

Pumps).

Raw Water Discharge per hour = 630/8 = 78.75 M3 / hour.

Minimum depth of water to be stored in the well = 3.0 Meters.

(during driest part)

Cross Sectional area of Intake Well = = 10.83 M2 Diameter = 3.714

(for 30 minutes retention)

Provide Inner diameter of Intake Well = 4 Meters

Power is available at the adjacent village.

The location of Intake well shall be within 15 metres from the Raw Water Pump House whichwill be constructed on the other side of river bank in order to avoid construction of suction well

and Raw water conduit for conveyance of raw water. The Raw Water Pumps will be erected at

a level below Ground level so that suction pipes to Raw Water Pumps remain always under

submerged condition and shall not draw air.

The Intake well will be connected by constructing of a RCC foot bridge for movement of

operating personnel and also for carrying materials. There will be steel gates for opening and



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closing of Ports in order to facilitate drawls of river water from different level as and when

necessary level as and when necessary. There will be 3 (three) nos. of Ports at different levels

and remain always under submerged condition. Maximum velocity of water entering through

the port shall be less than 0.6 Meters/sec.

Cross sectional area of each port =78.75/(3600x0.07065)

= 0.309M2

Provide 2 nos. 300 mm dia ports one below lowest water level and another below average high

water level in the river.

Velocity of water entering in the Intake Well through each port = = 0.256 M/sec

< 0.6 M/sec.

Design of Water Treatment Plant

7.2 Design of Cascade Aerator:

Design flow of raw water = 62.5 M3/hour = 0.017 M3/Sec

Rate of surface loading (as per CPHEEO Manual) = between 0.015 to 0.045 M2/M3/hour

Surface area required providing surface loading rate @ 0.04 M2/M3/hour = 62.5 0.04 = 2.50

M2

Provide 3 nos. of cascades of 0.9 M, 1.5 M and 2.1 M diameter respectively each with a drop

of 0.25 Meter to be constructed with one RCC Central Shaft of 300 mm inner diameter.

Total area provided = = 5.86 M2

R.L. at the entry level of Aerator = EL+100.00 M

Velocity of flow of water to be = 0.2 m/sec in the channel

Considering half channel flow = = 0.009 M3/sec

Area of channel = 0.3 0.15 = 0.045

Velocity of water = = 0.2 M/sec



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7.3Design of Raw Water Inlet Channel, Hydraulic Jetty and Parshall Flume:

Normal Design flow of raw water = 62.5 M3/hr = 0.017 M3/sec

Flow with 25% overloading = 81.25 M3/hr = 0.0226 M3/sec

Provide 450 mm wide channel and velocity of water through inlet channel = 0.2M/sec

Depth of water in the channel = = 0.2511 metre

Provide overall depth of channel with 150 mm free board = 250+150 = 400 mm

Provide a Parshall Flume of 250 mm Throat and 450 mm wide channel

Head loss through the Parshall Flume is given by = Q =

where Q = 25% overloaded flow = 0.0226 M3/sec

Cv = Coefficient of velocity = range 1.04 to 1.15

Ce = Effective coeff. of discharge range varies from 0.885 to 0.99 depending upon the value

of varying from 0.05 to 0.07 where l = Length of Throat in the direction of flow.

Head loss through the Parshall Flume at 25% over loaded flow = 0.15 (approx) = 150 mm

Top water level at the upstream of Parshall Flume = EL+99.10 M

Top water level at the downstream of Flume = EL+98.95 M

Provide a fall of 150 mm

So Top water level at the entry to Flash Mixer = EL+98.80 M

7.4Design of Chemical House

Considering maximum dosing of Ferric Alum during rainy season = 50 mg/litre for 5 months

and minimum dosing of Alum = 20 mg/litre for 7 months

Average dosing of Alum = = 32.5 mg/litre

Normal Design flow = 65 M3/hr = 0.018 M3/sec

Duration of dosing = 8 (eight) hours



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Weight of Alum required per day = = 16.9 kg say 17 kg

Alum required per annum = 17 365 = 6205 kg = 6.205 Tonnes

Considering wastage Alum required per annum = 6.50 Tonne

Therefore, a two storied Chemical House for storing Ferric Alum for 6 (six) months storage i.e.

3.25 Ton to be provided at the Ground Floor.

7.5 Size of Alum Tank:

Considering maximum dosing of Alum @ 50 mg/litre of raw water and assuming strength of

solution 5%.

Volume of solution = = 520 litres = 0.52 M3

Provide 2 nos. Alum Solution Tank (1 in operation + 1 stand by) size of each tank = 1.20 M in

length 0.75 M in width 0.90 M in depth (depth of solution = 0.75 M and Free Board =

0.15M)

Overall depth of Alum Tank = 0.90 + 0.30 (For Alum Tray) = 1.20 M

Effective volume of Tank = 1.20 0.75 0.75 = 0.675 M3

For 25% overloaded flow volume required = 1.25 0.52 = 0.65 M3 < 0.675 M3

7.6 Size of Chlorine Solution Tank

Apart from Alum Solution Tanks there will be two tanks for Bleaching power solution in one

tank Bleaching power solution in one tank Bleaching powder will be mixed with water and in

another tank supernated solution of Bleaching power after settling of lime will be stored

considering maximum 5 mg/litre of chlorine for pre chlorination and max. 2 mg/litre of

Chlorine for post Chlorination.



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2 (two) quantity of Bleaching Powder (assuming 25% chlorine content in Bleaching Powder)

for 8 hours operation.

Requirement of Bleaching Powder per day for 25% overloaded flow

=

= 2.275 kg/day

Requirement of Bleaching Powder per month = 68.25 kg say 75 Kg per month including

wastage.

Size of Bleaching Powder Solution for Chlorination:

Considering 5% strength of chlorine, volume of solution Tank required

= = 45.5 litres

Say 50 litres = 0.05 M3

Provide 2 Bleaching Powder solution tank each 1 M x 1 M x 0.9M (including free board)

One for preparation of Bleaching powder solution and another for storing of supernatant Tank

of chlorine solution.

Chlorine solution for pre-chlorination shall be done by 2 nos. very small capacity Metering

pumps (2W+1 Standby)

There will be 2 (two) rooms in Ground floor each 4M x 3 M x 3.50 m for storing of Alum and

Bleaching Powder. There will be 2 (two) Alum solution tanks 1.20M x 0.75M x 0.90M size as

well as two chlorine solution Tanks of 1M x 1M x 0.9M size on the First Floor. There will also

be one Laboratory cum Office Room on the First Floor. Provision of Toilet and Bath and

necessary water supply arrangements will be there.

7.7 Design of Flash Mixer:

Normal design flow = 65 M3 / hour = 0.018 M3 / sec.

25% overloaded flow = 1.25 x 65 = 81.25 M3 / hour = 0.0226 M3 / sec.

Detention period = 30 sec to 60 sec.

Provide detention time 45 sec.



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Volume of Flash Mixer Tank = = 0.8125 M3

Provide 0.90 M diameter of Tank and 1.5 Metre depth of water, volume of Tank

= 1.5= 0.9538 M3

Volume of Flash Mixer for over loaded flow = for 40 seconds detention time =

0.9028 M3

This is less than the volume of tank provided Depth : Diameter = 1.67 : 1

Size of Impellers :

Diameter of Impeller = 0.4 x Diameter of Flash Mixer Tank

= 0.4 x 0.9 = 0.36 M = 360 mm

Provide 4 nos. of Impeller blades of size 100mm x and 360 mm in diameter.

RPM of Impeller blades of 360mm diameter = R = 100 RPM

Velocity at tip = Vr = 2rn = = 1.884 M/sec.

Power required = P = cd A x Vr

3

(for driving the Impeller)

Area of each impeller blade A =

P = Power required = G2 Volume of Tank

G = Temporal Mean Velocity Gradient = 300 sec-1

= 0.89 10-3

(Absolute viscosity of water)

P = 0.89 10-3 3002 0.9538 = 76.40 Watts

Area of blade A = = 0.0127 M2

Provide 4 nos. of blades each 0.05 M 0.10 M



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Area provided = 4 0.05 0.10 = 0.02 M2 (OK)

7.8 Design of Drinking unit of Impeller of Flash Mixer:

Mechanical Power required in Shaft for driving

The Impeller = Np n3 d5 [Where d= Diameter of Impeller

Np = 1000

n = RPM = 100]

= 1000 3 (100/60)3 x (0.36)5

= 84 Watts

Hydraulic power input in shaft = 76.40 Watts

Torque in shaft is given by the following equation

P = (2nT/60)

T = (60P/2 n) ={ (60x 76.4)/(2x100)} = 7.299 Say 7.5 NM

Starting Torque = 2 7.5 = 15 NM

Design Torque (with service factor = 2)

= 15 2 = 30 NM

Provide 1.5 HP, 1500 rpm Motor

7.9 Design of Flocculation Tank

Normal Design flow = 65 m3 / hr

Provide Detention time = 45 minutes = (30 to 60 minutes)

Volume of Tank = (65 x45/60) = 48.75 m3

Taking Depth of water = 2.0 meter and Circular Tank

Surface area of Tank = (48.75/2.0) = 24.3752

Provide Diameter of Tank = 5.75 m. and Overall depth = 2.0 + 0.50 = 2.50 metre

Volume of tank Provided = ( x 5.752 x2/4) = 51.91 m3 (ok)

Detention time for 25% Overloaded flow = ( 51.91 x 60 /1.25 x 65) = 38.33 minutes > 30

minutes (minimum)

Detention time for normal flow = = (51.91 x 60/65) = 47.92 minutes (ok)



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Surface loading rate = (65 /24.375) = 2.67 m3/m2/hr ( for normal design flow within 2 to 3

m3/m2/hr )

Surface loading rate for 25% Overloaded flow = (1.25 x 65/24.375) = 3.33 m3/m2/hr

Velocity of flocculated water in weir connecting the Flocculator to Tube Settler (Settling

Chambers) should preferably be kept between 0.20 m/sec to 0.30 m/ Sec.

Necessary piping arrangements for sludge collection from Flash Mixer, Flocculator and Tube

Settlers shall be made.

7.10 Design of Tube Settlers

Design Criteria:

1. Surface loading rate = 4.5 m3/hr/m2

2. Relative length (LR) = l/d

Where l = length of tubes

d = diameter of least dimension of the tubes

It is recommended to increase the dimensionless length (LR) of tube by an additional length L

Where L = .058 NR = .058 dV

V

s

0

V0 = Flow through velocity of tube settler in m/day

Vs = Kinematic viscosity of water in m/day

3. Loss of water in dislodging = 2% of output required

4. Flow through velocity of tube settler, S = ( ) LCosSinV

Vs 0

Normal Design flow = 65 m3/hr

25% overloaded flow = 81.25 m3/hr

Provide length of tube = 1m = 1000 mm

Size of tubes = 50mm50mm square

Angle of inclination = 60

It is observed that maximum efficiency of tube settler is obtained when tubes are included at 35 to

45. A slight decrease in efficiency is found when the angle of inclination approaches 60. But a self



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Tube entrance area =0

V

Q= = 4.014 m2

Number of tubes = = 1606 nos. say 1600 nos.

For 25% over loaded flow Q = 81.25 M3/hr

Tube entrance area =0

V

Q= = 5.018 M2

Number of Tubes = = 2007.2 say 2000 nos.

Provided 2000 number of 50mm50mm square tubes shall be provided.

50 nos. of tubes along the length of the module and 40 nos. of tubes along the width of the modulesshall be placed.

Length of the tube modules = No. of tubes inside dimension of square tubes + 2x thickness of tubes.

Length = 50 x (0.05 + 2x .0015) = 2.65 m

Width = 40 x (0.05 + 2 x .0015) = 2.12 m

Height of tube modules = 1m x Sin60 = .087 m say .09 m

Therefore overall dimension of each tube module with side space

Length = 3.0 m, Width -= 2.50 m and depth = 0.9m

Two such modules to be provided.

7.11Design of Rapid Gravity Filter

Design Criteria:-

1. Flow = 65 m3/hr

25% over loaded flow = 81.25 m3/hr

2. Quantity of back wash water used = 3% of the filter out put.

3. Time required for back washing = 12 minutes.

4. Design rate of filtration = 4.8 m3/m2/hr to 6 m3/m2/hr

(for normal flow)



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5. Length to width ratio = 1.25: 1 to 1.33 to 1

6. Filter run = 24 hr.

7. Under drainage system = Central manifold with laterals

8. Size of perforation = 8 mm

Filter Dimensions:

Required flow of filtered water = 62 m3/hr

Design flow considering backwash = 62 x (1+.03) x5.23

24= 65 m3/hr

(3% of treated water for back washing)

Plan area of filter required =8.4

65= 13.54 m2 say 14 m2

Minimum 2 nos. of Filters are to be provided (one standby).

Length: width ratio = 1.25: 1

Hence width of the filter =25.1

14= 3.35 M

Length of filter = 25.135.3 = 4.19 M

Provide Length = 4.50 M and Width = 3.50 M

Total area of filter provided = 5.35.4 = 15.75 sq. m.

Again 25 % overloaded flow.

Q = 81.25 M3/hour

Rate of filtration =75.15

25.81

= 5.16 m3/m2/hr

This is less than 6 m3/m2/hr (OK)

Hence, 2 nos. of filter each 4.5 M length and 3.5 M width.

Filter sand of 0.5mm effective size and 60 cm depth to be provided

Gravel size in mm:-

2 mm = 9.2 cm

5 mm = 21.3 cm



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10 mm = 30.5 cm

20 mm = 40 cm

40 mm = 49 cm

7.11.1 Design of Under Drainage system

Plan area of each filter bed = 15.75 M2

Total area of perforation = 0.3% plan area

=

75.15100

3.0= 0.04725 m2 = 472.50 cm2

Total number of perforation for 8 mm dia (nozzles)

=

4

8.0

50.472

2

= 940 nos.

Total Cross-sectional area of laterals = ( )2

4.09403

(3 x area of perforations) = 1416.76 cm2

Providing 80 mm dia GI laterals

Total number of laterals = 2

2

8

76.1416

= 28.19 say 30 nos.

Provide 15 nos. of laterals on either sides of the Manifold

Cross sectional area of central manifold = 2 x area of laterals

= ( )2

4302 = 3014.40 cm2

Diameter of manifold =

4

40.3014

= 61.95 cm say 62 cm

So DN 600 DI Manifold shall be provided

Length of laterals = ( )15.0250.32

1 = 1.60 m = 160 cm

Ratio of length & diameter of laterals = 8

160

= 20 < 60 (Ok)

Spacing of laterals =( )115

1005.4

+

= 28 cm

Provide 80 mm dia laterals 15 nos. @ 280 mm c/c

Total number of laterals = 30 nos.



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Therefore number of perforation in each laterals =30

940

= 31.14 nos. say 32 nos. in each lateral

Provide 16 nos. of 8 mm dia perforation in two rows (total 32) @ 140 mm c/c staggered in

each of 30 nos. of laterals.

7.11.2 Design of wash water trough

Considering wash water rate = 36 M3/hr/M2 of filter area.

Hence wash water discharge for one filter = 36 x 12 = 432 M3/hr = 0.12 M3/sec.

Providing 3 nos. of wash water troughs in each filter bed which will run in longitudinal

direction of the filter unit, spacing between the wash water trough = 1 M. Discharge in each

trough = (0.12/3) = 0.04 M3/sec. Considering the width of trough = 0.3 M, the water depth atthe upper end of the trough is given by

Q = 0.04 M3/sec

b = width of trough = 0.30 M

h = depth of water in trough

Q = 1.376 bh2

3

or, 0.04 = 1.376 x 0.3 x h2

3

or, h2

3

= 303761

040

.x.

.

or, h =( ) 3

2

0969.0= 0.211 M

Providing free board of 0.1 M, depth of trough = 0.311 M say 0.30 M= 300 mm depth

3 Nos. of wash water troughs each 0.30 M width and 0.30 M deep shall beprovided.

7.11.3Total depth of R.G. Filter Box

Total depth of Filter Box = Depth of under drains + depth of Gravels and Sand +

Water depth + Free Board

= 0.60 + 0.45 + 0.60 + 1.20 + 0.5

= 3.20 Meters



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7.11.4Design of Back Wash Pumps & Back Wash Reservoir

Quantity of back wash water used = 3% of Filter output = 52365100

3. = 44.85 M3

or, 600 liters per minute / sqm of Filter for a period of 10 minutes = 600 x 10 x 15.75 = 94.50

M3 say 95 M3

Total quantity of water required for back washing, for Alum Solution, for Lime Solution and

for use in T.P. = 95 + 5 = 100 M3 = 1,00,000 liters capacity.

7.12 Capacity of underground Clear Water Reservoir (G.L.S.R.)

Storage capacity of service Reservoir at the Treatment Plant shall be designed to

i) Reservoir inflow equal to reservoir outflow.

ii) Performing a flow balance over 24 hours taking into consideration Peak day demand

and Peak hourly demand.

iii) Distribution losses = 10% of Average Net Daily Demand

Capacity of CWR = (Average Net Daily Demand + 10% Distribution Loss) /4 = 120 M3

(4 Hours detention)

Add water required for back washing = 100 M3

Total capacity = 220 M3

Adopting 3 M water depth, surface area of the Ground level service Reservoir =3

220= 73 M2

say 75 M2

Provide G.L.S.R. of length 10 M, width 7.5 M and total depth 3.5 M (including free board 0.50

M).

7.13 Clear Water Rising Main and Pumps

Total clear water to be pumped to the Elevated Reservoir (s) = Average Daily Demand +

Distribution loss + Back wash water = 500 + 100 = 600 M3/day = 75M3/day.



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Head of Pump = 15 M + 4 M + 3 M + 2 M = 24 M

2 nos. of clear water pumps including (1 W + 1 Standby) capable of pumping 1250 liters per

minute against a total head 25 M shall be provided.

Diameter = DN 200 DI Rising Main

Velocity = 1.0 M/sec

Head loss = 6 M per 1000 M

Length = 100 Meter

Total Head loss = 6 x 100/1000 = 0.6 m say 1 m

Total Head of Pump = 24 M

Note:- Storage is required for :-

i) Maintaining the required head in the system.

ii) Balancing the diurnal variations in demand and the steady water production

rate.

iii) Providing on emergency reserve to cover interruptions in supply

7.14 Design of Elevated Reservoir

Treated Water from the underground RCC Clear Water Reservoir shall be pumped to the

elevated reservoir. Treated water shall be supplied to Dudra & Kamalpur group of villages.

One RCC elevated reservoir shall be constructed within WTP sufficient to supply water by

gravity to the supply area with 7 M of residual head at the terminal end of the formal area,

administrative and business locality , the informal housing locality of Middle and Low class

population;

Capacity of RCC elevated reservoir = ( )1005004

1

= 225 M3

One RCC elevated conical type reservoir of capacity 225 M3 (50000 gallons) shall be

constructed in the first phase.



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25. Pumping Machinery :

Sl. no. Description Details of Pump and Motor

i. Raw Water Pump at Intake for

conveyance of 0.50 MLD Raw Water in

eight hours to W.T.P per day.

Centrifugal pump = 2 nos. i.e. 1(W) + 1

(S) capacity 17.50 Ltr./Sec. with 55Mtr.

of head. H.P Pump and 22.5KW 415V-

3Ph. Motor.ii. Clear Water Pump at W.T.P for

transportation of clear water of 0.48

MLD in eight hours to E.S.R. for

distribution in eight hours of operation in

a day.

Centrifugal Pump = 2 nos. (1(W) + 1(S))

Capacity 16.67 ltr/sec. X 25.0 Mtr. head

Pump and 7.50KW -415V-3Ph. Motor.

Keramandir and its adjoining Mouzas Rural Water Supply Scheme under Drinking

Water and Sanitation Circle, Saraikela, Jharkhand

Cost of Estimate

Sl. no. Description of Item Total Cost in Rs.

1. Design, drawing and construction of Intake structure and Raw

water Pump House at Barhamani River near the existing Intakeof UCIL (L.S)

45,00,000.00

2. Design, drawing and construction of Approach Road from

Intake to Raw Water Pump House.

1,00,000.00

3. Design, drawing providing and laying of Raw Water RisingMain from Intake cum Pump House to Water Treatment Plant

(2500Mtr, 150mm dia D.I. (K-9) pipe

21,25,000.00

4. a. Design, Supply, Construction, Installation and successful

commissioning of 0.30MLD capacity Water Treatment

Plant (W.T.P) including cost of Boundary wall in all

complete. @ 1,25,00,000/- per MLD.

37,50,000.00

b. Design, drawing and construction of Underground clear

water reservoir (UGR) at WTP capacity of 30000Ltr.

9,88,000.00

c. Construction of Duty Room 4,90,000.00

d. Construction of Staff quarters 7,67,000.00e. Approach road within WTP 2,14,000.00

5. Design, drawing, providing and laying of clear water Rising

main from W.T.P. to one. ESR.

Total = 100Mtr. 150mm dia DI(K9) Pipe

1,41,000.00

6. Design, Drawing and Construction of Elevated Service

Reservoir (ESR) one number capacity of 1,50,000 ltr. With 20mtr. staging height including piping works

55,81,000.00

7. Design, Drawing, Providing and laying distribution system 24,49,000.00



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including supply, fitting, fixing of valves and joints for,

i) 200 mm dia DI (K7) Pipe =500mtr.@Rs. 1948=9,74,000ii) 110mm dia (OD) UPVC Pipe = 2000mtr.@ Rs.

388=7,76,000

iii) 90 mm dia (OD) UPVC Pipe = 1500mtr.@ Rs.303=4,54,500

iv) 75 mm dia (OD) UPVC Pipe = 1000mtr.@ Rs.

245=2,45,0008. Cost Estimate for Electro- Mechanical Component of Works 29,80,000.00

9. L.T Power service connection charge 1,00,000.00

10. Annual Operation & Maintenance charges 25,20,000.00

Total 2,67,05,000.00

Contingency @5% on total cost 13.35,250.00

Grand Total 2,80,40,250.00

Rupees Two Crore Eighty Lacs FortyThousand Two Hundred & Fifty only.


Itagarh and its adjoining Mouzas Rural Water Supply Scheme Under District

SaraiKela of Jharkhand

Cost Estimate for Electro- Mechanical Component of WorksSL.

No

Description Raw Water

Pump Houseat Intake (Rs.In Lakh.)

For Water

TreatmentPlant(Rs. In Lakh.)

Total for Each

Scheme(Rs. In Lakh.)

1.HSC type Pump fitted with L.T (415V, 3Ph.

Motor)

2.0 1.5 3.5

2. Station Pipes, Valves & accessories 1.5 2.0 3.5

3. Instruments & Gauges 0.8 1.5 2.3

4. H.O.T Crane 1.3 1.0 2.3

5. L.T MCC cum Starter Panel Board 1.2 1.5 2.7

6. Electrical Installation Works 4.5 6.0 10.5

7. Installation of Lightning Conductor at Intake

Pump House

0.50 - 0.50

8. Other Electro- Mechanical Equipments of WTP

(Flash Mixer, Flocculator-Agitator, Air Blower,

Sludge Pumps etc,)

- 4.54.5

Sub Total 11.8 18.0 29.80

9. L.T Power service connection charge 0.50 0.50 1.0

10. Annual Operation & Maintenance charges:-

i) Repair & Maintenance Charges for CivilWorks other than Pipe Line @ 2% of Capital

Costii) Repair & Maintenance Charges for RawWater & Clear Water Rising Main &

Distribution System @ 3% of Capital Cost

iii) O & M Charges for Electro- Mechanical

Equipments @ 5% of Capital Costiv) Electricity Charges @ Rs. 25000/- Per

Month Per Plant

v) Cost of Lubricant, Chemical & Sundries forWTP Equipments @ Rs. 10000/- Per Month

vi) Charges for Operation & Maintenance

crews (2 nos. Operator, 1 no. Mechanic/Electrician & 2 nos. Helpers for each Plant) @

50000/- Per Month

4.30

1.20

1.50

5.0

1.2

12.0

Total 62.259
mailto:%3D500mtr.@Rsmailto:%3D500mtr.@Rsmailto:%3D500mtr.@Rs


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EXISTING BARRAGE OF UCIL

PROPOSED INTAKE LOCATION



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Keramandir & Its Adjoining Villages WS Scheme

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