Detailed Project Report on … · 5.2 Population Forecasting – Design Horizon ... 15.3 Details of...

Volume I- Main Report, Volume II- Designs,Volume III – Estimates, Volume IV - Drawings

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lFinal Detailed Project Report on

Athana Water Supply SchemeDist – Neemuch, Madhya Pradesh

{R2}

Estimated Net Cost : Rs. 591.84 LacsMay - 2016

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Consultant

DRA Consultants Pvt. Ltd.58, Ingole Nagar, Opp. Airport, BehindHotel Pride, Wardha Road, Nagpur – 05Email – [email protected]

Detailed Project Report on “Athana Water Supply Scheme” {R2}

Consultant:-DRA Consultants Pvt. Ltd., Nagpur 1

Contents

List of Abbreviation...................................................................................................................5

List of References ......................................................................................................................7

List of Tables .............................................................................................................................7

Certificate .............................................................................................................................9

Project at a Glance ...................................................................................................................10

1 Executive Summary..........................................................................................................17

2 Introduction ......................................................................................................................20

2.1 Authority for Preparation of Project: ........................................................................21

2.2 About the Town.........................................................................................................22

2.3 Existing Scenario of Water Supply Arrangements ...................................................24

2.4 Existing Scenario of Sewerage / Waste Water Arrangements ..................................26

3 Need of the Project ...........................................................................................................28

4 Approach & Methodology................................................................................................30

4.1 Approach ...................................................................................................................30

4.2 DPR Preparation Planning &Key Stages of the Assignment:...................................30

4.3 Methodology .............................................................................................................32

5 Population Forecasting & Water Demand Calculation ....................................................36

5.1 Population as per Censes...........................................................................................36

5.2 Population Forecasting – Design Horizon ................................................................36

5.3 Water Demand Calculations as per MPUSIP Guidelines .........................................37

5.4 Ward-Wise Distribution of Water& Distribution Zone ............................................38

6 About Water Source– Sukhanand Sagar (Kenpuriya Dam) .............................................40

6.1 Ground Water as a Source.........................................................................................40

6.2 Open Well in Sukhanand Sagar Dam as a Source ....................................................42

6.3 Gambhiri River as a Source ......................................................................................46

7 Design Norms & Parameter Adopted for WSS Components...........................................48

7.1 Factors Affecting Consumption ................................................................................48

7.2 Rate of Water Supply ................................................................................................48

7.3 Un-accounted for Water ............................................................................................48

7.4 Peak factor.................................................................................................................48

7.5 Continuous Supply ....................................................................................................49

7.6 Quality Standards ......................................................................................................49



7.7 Selection Surface Water: ...........................................................................................50

7.8 Appurtenances:..........................................................................................................50

7.9 Minimum &Maximum Velocity of Flow..................................................................50

7.10 Water Hammer ..........................................................................................................50

7.11 Head Loss in Pipes ....................................................................................................51

7.12 Head Loss due to Specials and Appurtenances:........................................................51

7.13 Pipe Material Options................................................................................................51

7.14 Laying& Jointing of Pipeline ....................................................................................51

7.15 Testing of Laid Pipeline ............................................................................................52

7.16 Water Treatment Plant ..............................................................................................52

7.17 Pumping ....................................................................................................................53

7.18 Service Reservoir ......................................................................................................54

7.19 Distribution System...................................................................................................54

7.20 Single Contract for Supply, Laying & Jointing.........................................................55

7.21 Domestic Water Meters.............................................................................................55

7.22 Bulk Water Meters ....................................................................................................55

8 Environmental and Social Impact Assessment & Activities during Construction ...........57

8.1 Field Work & Public Consultation............................................................................57

8.2 City Demographic & Socio Economic Profile ..........................................................59

8.3 Environmental Assessment .......................................................................................60

8.4 Social Assessment .....................................................................................................61

8.5 Construction Activity Plan ........................................................................................62

8.6 Floating of Bids for Time-Bound Completion of Works..........................................62

8.7 Traffic Management Plan..........................................................................................63

8.8 Co-ordination with Line Departments & Utilisation of Provisional Sum.................63

8.9 Status of Strata/ Soil, Water Table in the Athana Town ...........................................63

8.10 Safety & Environmental Plan for Execution of WSS ...............................................64

8.11 Social Safeguards ......................................................................................................65

9 Abstract of Project Cost....................................................................................................67

10 Establishment, Operation, Maintenance & Repair of WSS..............................................69

10.1 Institutional Review &Structure of Operation & Maintenance Team ......................69

10.2 Annual Depreciation and Maintenance & Repair Charges .......................................70

10.3 Annual Operation, Maintenance & Repair Charges..................................................71



10.4 Establishment, Operation, Maintenance & Repair Charges for 10 Years.................72

11 Financial, Revenue Generation &Cash Flow Management .............................................74

11.1 Loan Repayment Schedule........................................................................................74

11.2 Financial Planning, Expenditure & Revenue Generation for WSS ..........................76

11.3 Water Rate Calculation .............................................................................................76

11.4 Self-Sustainability Report of Water Supply Scheme ................................................77

12 Survey & Investigation Report .........................................................................................80

12.1 Survey Data Report for details of GTS/Permanent Benchmarks & TBMs...............80

12.2 Investigation Report for Water Table........................................................................80

12.3 Investigation Report for Soil / Strata.........................................................................80

12.4 Water Sample Test Reports.......................................................................................80

13 Design of Water Supply Scheme Components.................................................................82

13.1 Water Source Considered..........................................................................................83

13.2 Head Works...............................................................................................................83

13.3 Raw Water Pumping Machinery, Rising Main& Gravity Main ...............................84

13.4 Water Treatment Plant ..............................................................................................90

13.5 Clear Water Pumping Machinery& Feeder Main ...................................................108

13.6 Storage Requirements & Over Head Tanks ............................................................117

13.7 Water Supply Distribution System (DMA).............................................................118

13.8 Electrical Transformers, Sub-Stations & Transmission Lines ................................124

13.9 PLC & SCADA System for Scheme Monitoring ...................................................125

14. Cost Estimates of Water Supply Scheme Components ...................................................129

14.1 Abstracts of Project Cost.........................................................................................129

14.2 E1 - Estimate of Confirmative Survey ....................................................................130

14.3 E2 - Estimate of Head Works..................................................................................131

14.4 E3 - Estimate of 100 M Long Approach Bridge ....................................................132

14.5 E4- Estimate of Raw Water Pumping Machinery...................................................133

14.6 E5 - Estimate of Raw Water Rising Main...............................................................134

14.7 E6 - Estimate of Raw Water Gravity Main .............................................................139

14.8 E7 - Estimate of Break Pressure Tank ....................................................................143

14.9 E8- Estimate of 1.00 MLD Water Treatment Plant ................................................146

14.10 E9- Estimate of Clear Water Pumping Machinery..................................................147

14.11 E10 - Estimate of Clear Water Feeder Main ...........................................................149



14.12 E11- Estimate of Over Head Tank ..........................................................................168

14.13 E12 - Estimate of Water Supply Distribution System.............................................169

14.14 E13 - Estimate of Transformer& Electrical Transmission Line .............................180

14.15 E14 – PLC & SCSDA for Monitoring of Scheme ..................................................182

15. Annexure ........................................................................................................................184

15.1 List of ULB Officials Attending Meeting and Site Visit ........................................184

15.2 Source name’s Water Sample Test Report..............................................................185

15.3 Details of GTS, Permanent& Temporary Benchmarks...........................................186

15.4 Khasara Map & Khasara-Khatoni Record for Water Treatment Plant Location ....187

15.5 Khasara Map & Khasara- Khatoni Record for OHT at Ward No.8 ........................188

15.6 Land Requirements & Acquisitions for Various Components of WSS ..................189

15.7 Application / Survey Report from MPMKVV Co. Ltd for 24 Hrs Power Supply..190

15.8 Application / Pramanpatra from Jal Upyogita Samiti .............................................192

15.9 Activity Chart for Execution of Scheme .................................................................193

15.10 Investigation Report for Water Table......................................................................194

15.11 Soil / Strata Investigation Report for WTP & OHT – I (150 KL) Location ...........195

15.12 Soil / Strata Investigation Report for WTP Location ..............................................197

15.13 Executive Engineer Report on Location of WTP....................................................199

15.14 Yield Test Report of Open Well in Sukhanand Sagar Dam....................................200

15.15 Compliances on MPUDC Report ............................................................................202

16 Drawings of Water Supply Scheme Components ..........................................................205

16.1 D1 – Schematic Drawing of Athana WSS at a Glance ...........................................205

16.2 D2 - Schematic Drawing of Head Works Contour .................................................205

16.3 D3 –Schematic Drawing of Break Pressure Tank...................................................205

16.4 D4 - Plan & L-Section for Raw Water Gravity Main .............................................205

16.5 D5 - Contour & Layout Drawing of Water Treatment Plant ..................................205

16.6 D6 - Schematic & Hydraulic Flow Diagram of Water Treatment Plant .................205

16.7 D7 - Plan & L-Section for Clear Water Feeder Main .............................................205

16.8 D8 – Schematic & Elevation Plan of 150 KL Over Head Tank .............................205

16.9 D9 – Drawing for Water Supply Distribution System of Athana Town.................205

16.10 D10 – Drawing for Water Supply Distribution System of Zone – A......................205

16.11 D11 – Drawing for Water Supply Distribution System of Zone – B......................205



List of Abbreviation

AbbreviationsSr.No.

Abbreviations Description

1 BSUP Basic Services to the Urban Poor2 CAT Central Administrative Tribunal3 CPHEEO Central Public Health and Environmental Engineering Organisation4 CPWD Central Public Works Department5 CTC Cost to Completion6 CWGM Clear Water Gravity Main7 CWRM Clear Water Rising Main8 DFR Detailed Feasibility Report9 DI Ductile Iron10 DPR Detailed Project Report11 ESR Elevated Service Reservoir12 GI Galvanized Iron13 GIS Geographic Information System14 GL Ground Level15 GoI Government of India16 GoMP Government of Madhya Pradesh17 GPS Global Positioning System18 GSR Ground Service Reservoir19 HDPE High Density Polyethylene20 HHs Households / Household Property21 Hp Horse Power22 HT High Tension23 IDC Interest During Construction24 IEC Information Education and Communication25 ISO International Organization for Standardization26 ISSR Integrated Standard Schedule of Rates27 JNNURM Jawaharlal Nehru National Urban Renewal Mission28 Km Kilometre29 KV Kilo Volt30 LCC Life Cycle Cost31 LCCA Life Cycle Cost Approach32 LPD Litres Per Day33 LPS Litres Per Second34 MCM Million Cubic Meter35 MJP Maharashtra Jeevan Pradhikaran36 MLD Million Litre Per Day37 MoEF Ministry of Environment and Forest38 MoUD Ministry of Urban Development



39 MP Madhya Pradesh40 MPPCB Madhya Pradesh Pollution Control Board41 MSL Mean Sea Level42 NBC National Building Code of India43 NGO Non-Governmental Organization44 NH National Highway45 NIC National Information Corporation46 NIUA National Institute of Urban Affairs47 NOC No Objection Certificate48 NRCD National River Conservation Directorate49 NRCP National River Conservation Programme50 NTPC National Thermal Power Corporation51 O&M Operation and Maintenance52 OHT Over Head Tank53 PHED Public Health Engineering Department54 PHEE Public Health and Environmental Engineering55 PIU Project Implementation Unit56 PMU Programme Management Unit57 PVC Polyvinyl Chloride58 PWD Public Work Department59 RCC Reinforced Cement Concrete60 RWGM Raw Water Gravity Main61 RWRM Raw Water Rising Main62 SCADA Supervisory Control and Data Acquisition63 SLIA State Level Implementation Agencies64 SLSC State Level Selection Committee65 SOR Schedule of Rates66 SSF Slow Sand Filter67 TPIM Third Party Inspection and Monitoring68 TW Tube Well69 UDED Urban Development & Environment Department70 UIDSSMT Urban Infrastructure Development Scheme of Small & Medium Town71 ULB Urban Local Bodies72 WPS Water Pumping Station73 WTP Water Treatment Plant74 WSS Water Supply Scheme



List of References

List of References

1Manual on Water Supply & Treatment by Central Public Health EnvironmentalEngineering Organization (CPHEEO) published by the Ministry of UrbanDevelopment, New Delhi, Government of India 1999.

2 Guidelines and Circulars issued by the Govt. of Madhya Pradesh.3 National Building Code4 SOR's of M.P. PHED, M.P. UADD, M.P. PWD, M.P. WRD & M.P.V.V. CO. Ltd.5 Census Records6 City Development Plan of Town7 Topo-sheet and Master Plan of Town (available)8 Relevant IS Codes of Bureau of Indian Standards9 Indian Practical Civil Engineers Handbook - by P. N. Khanna10 Indian Water Works Association Technical Databook - Pune Centre11 Practical Handbook on Public Health Engineering (Third Edition) - by Er. G. S. Bajwa

12Guidelines for Preparation of Project Reports under National River Conservation Plan& National Ganga River Basin Authority.

List of Tables

List of Tables1 Table 1 :- Status of Existing Water Supply2 Table 2 :- Existing Status of Sewerage & Sanitation System3 Table 3 :- Service Level Benchmarks of Water Supply Sector4 Table 4 :- Experts Details5 Table 5 :- List of Documents Reviewed6 Table 6 :- Population as per Censes7 Table 7 :- Population Forecasting - Design Horizon8 Table 8 :- Daily Water Demand9 Table 9 :- Wardwise Population Projection & Distribution Zone10 Table 10 :- Salient Features of Sukhanand Sagar Dam (Kenpuriya Dam)11 Table 11 :- Water Quality of Source as per CPHEEO Manual12 Table 12 :- Safety & Environmental Plan during Execution of WSS13 Table 13 :- Social Safeguards14 Table 14 :- Abstract of Project Cost15 Table 15 :- Institutional Review & Structure of O & M Team16 Table 16 :- Annual Depreciation and Maintenance & Repair Charges17 Table 17 :- Annual Operation, Maintenance & Repair Charges18 Table 18 :- Establishment, Operation, Maintenance & Repair Charges for 5 Years19 Table 19 :- Loan Repayment Statement20 Table 20 :- Financial Planning, Expenditure & Revenue Generation for 15 Years21 Table 21 :- Water Rate Calculation



22 Table 22 :- Water Supply Scheme Self-Sustainability Report23 Table 23 :- Details of Head Works Components24 Table 24 :- Details of Raw Water Pumping Main & Machinery25 Table 25 :- WTP Capacity Calculation26 Table 26 :- Details of Clear Water Pumping Main & Machinery27 Table 27 :- Storage Requirements28 Table 28 :- Water Supply Distribution System29 Table 29 :-DMA for Water Supply Distribution System30 Table 30 :- Design of Transformer & Capacity Calculations31 Table 31 :- Details of Permanent (GTS) & Temporary Bench Mark (TBM)32 Table 32 :- Land Requirement & Availability for Assets to be Created of WSS



Certificate

Certified that the Athana Water Supply Scheme in total, or any of the components under this

scheme, is not funded in any other Central / State Scheme or through any other source.

Certified that the land required for all the components in this scheme is in possession of

Nagar Parishad Athana and is encroachment free. There is no hurdle in implementation of

this scheme.

Certified that the scheme is a priority sector under the City Development Plan of Town.

Chief Municipal Officer

Nagar Parishad, Athana

District: Neemuch (M.P.)



Project at a Glance

Project at a GlanceParameter Sub Parameter Details of Athana Town

About Town:-Name of Project Athana, Water Supply Scheme,Town, District, State Athana, Neemuch, Madhya PradeshClass of Town Class “IV” Municipal Council.Date of Establishmentof ULB

2015

Town LocationLatitude 240 38’N

Longitude 740 50’ E

Topography of Town

Ht. above MSL 443 mHighest Level 452 mLowest Level 440 m

Diff. of Elevation 11.45 mSlope Pattern Towards South side of Town

Climate of Town

Max. Temperature 400C

Min. Temperature 10 0C

Avg Annual Rain Fall 670Humidity -

Spatial DevelopmentTrend

Northern and Southern part of Athana

Connectivity fromDistrict H/q

District -Neemuch 26 Km

Status of Water Tablein Town

26 Km from Neemuch

Stata / Soil Formationin Town

Medium deep black cotton, Red loamy, Laterite, alluvial

Connectivity of Townby Road 26 Km from Neemuchby Rail Jawad road which is 15 Km from Athanaby Air Udaipur which is 70 Km from Athana

Area of Town Sq. Km. 14.83

Road Details(Km)

WBM -Kachha 2.5

Butimenus 4.85Concrete 3.65Highway -

Total 11.00Total Numbers ofWards

Nos 15.00

Number of Slums Nos 2

Population as perCenses

1971 -1981 -1991 51552001 58252011 6456

Population ProjectionMethod

Arithmetic Increase Method

Number of Households as per 2011 1503Size of Household as per 2011 4.30




Wardwise Population

Ward # 1 446Ward # 2 434Ward # 3 445Ward # 4 414Ward # 5 425Ward # 6 417Ward # 7 480Ward # 8 447Ward # 9 453

Ward # 10 456Ward # 11 425Ward # 12 423Ward # 13 456Ward # 14 373Ward # 15 362

Present Water Sources

Tube Wells 2Hand Pumps 5

Well 2Lake -Dam Kenpuriya Dam (Sukhanand Sagar)River Gambhiri river

Existing Water SupplyFacilities

Intake Well Not AvailableRWRM / RWGM Not Available

WTP Not AvailableCWRM / CWGM Not Available

MBR Not AvailableGSR Not AvailableBPT Not Available

Nos of OHT/GSR 1

Capacity(KL)

StagingHt. (m)

LocationWard No

Yr ofCostn

WardsCovered

OHT - 1 150 12 15.00 19931,2,3,4,5,6,7,12,13,

14,15

Available StorageCapacity

150 KL

Distribution NetworkLength

Material Pr. Class Diameter Length -DI - - - -

PVC - 90 &100 4 km -HDPE - - - -

Present Water SupplyMLD 0.45LPCD 50

Water ConnectionsDomestic 607

Commercial / Bulk 0Total 607

Connection Charges Conn/Reconn charges Rs. 1000 per Connection

Water MetersDomestic -

Commercial / Bulk -Total -

Water Charges Domestic Rs. 30/- month




Commercial / Bulk Rs. 30/- month

Water Supplied towards N0./s

Not Supplied -Partially By Well Ward No. 1,2,3,9,12,13

Fully By OHT Ward no. 4,5,6,7,8,10,11,14,15Estimated water losses 0.40

Present StaffEngineer Chemist Lineman Optn Staff Total

1 0 2 1 4Miscellaneous Water Supply Coverage- 40%Proposals:-

Population Forecast2018 (Initial) 7100

2033 (Intermediate) 83002048 (Ultimate) 9500

Rate of Water Supply 70 LPCD

Daily Water Demand(MLD)

Total Water Demand (MLD)

2018 (Initial) 0.702033 (Intermediate) 0.80

2048 (Ultimate) 0.90

Proposed Water SourceGround Water Not ApplicableSurface Water Open Well in Kenpuriya Dam (Sukhanand Sagar)

Raw Water PumpingHours

23 Hrs / Day

Head WorksArrangement forSurface Water Source

Intake Well Submersible Pump Sets with Pump House

Break pressure Tank 20 m3/hr

Transformer 63.00HT / LT Line 400 m

Raw Water PumpingMachinery

Type Submersible Pump Sets with Pump HouseDischarge (LPS) 9.66

Head (m) 32.00Motor (Hp) 7.50

Quantity 2.00

Raw Water Pumping /Gravity Main

Main Raw water Pumping mainPipe Type DI K9Diameter 150.00Length 400.00

Water Treatment Plant

Type Rapid Sand Filter TypeCapacity 1 MLD

Transformer 63.00HT / LT Line 1000 m

Clear Water PumpingMachinery

TypeCentrifugal Pumps

(CWRM-I)Centrifugal Pumps (CWRM-II)

Discharge (LPS) 5.26 4.40Head (m) 25.00 28.00

Motor (Hp) 3.00 3.00

Quantity2 Nos (1 Working +

1 Standby)2 Nos

( 1 Working + 1 Standby)

Clear Water Pumping /Feeder Main

Pipe Type DI K9 DI K9Diameter (mm) 100 100.00

Length (m) 100 950




Required StorageCapacity

2033 (Intermediate) 3 Lacs Liters

Details of ProposedOHT

Capacity(KL)

StagingHt. (m)

ContainerHt. (m)

Radius(m)

Type OfConst

OHT - 1 150.00 12.00 5.00 6.18 CircularOHT - 2 150.00 12.00 5.00 6.18 Circular

Distribution Network 2048 (Ultimate)

Material Diameter Length TotalHDPE 63 210

10619HDPE 75 9151HDPE 110 1259

Land Requirement forWTP

Required Area 0.16Khasra No. 450/1/min-2

Location On Lakhsmipura RoadAvailable Area 0.79

Land Requirement forOHT

OHT No OHT - 1 OHT - 3Required Area 0.03Ha 0.03Ha

Khasra No. 450/1/min-2 1372/1Location Lakshmipura Road Ward No.8 Near Shamshan

Available Area 0.79 Ha 2.56 HaNumber of Households 2018 (Initial) 1503

Requirement of Stafffor SchemeManagement

Engineer 1Pump Operator 2Helper / Fitter 3

Electrician / Mechanic 1Watchman 3

Lab Assistant / Chemist 1Accountant 1

Total 12Financials:-

Cost of SchemeNet Cost ₹ 591,85,614

Gross Cost ₹ 1075,15,782

Cost per Capita2018 (Initial) ₹ 7,209

2033 (Intermediate) ₹ 6,1672048 (Ultimate) ₹ 5,388

Recurring Charges 2018 (Initial) ₹ 481Cost of Water per 1000Liters

2018 (Initial) ₹ 13

Operation &Maintenance Cost

for Ist Year ₹ 34,12,141Total for 10 Years ₹ 435,95,319

Project Funded Under Asian Development Bank Funding

Funding Pattern

Grand in Aid 30%Loan from ADB 70%State Govt. Contribute 75% of Loan from ADBULB Contribution 25% of Loan from ADB

Proposed ConnectionCharges

Domestic ₹ 5,000Commercial / Bulk ₹ 6,500

Proposed Water Tariff /Month

Domestic ₹ 160Commercial / Bulk ₹ 400

S.O.R Used forEstimates

Department of Urban Administration & Development,Integrated Standard Schedule of Rates (ISSR) dated 10th




May 2012.Whether Scheme isprepared as per theguidelines of CPHEEOManual

Yes

Project CompletionSchedule

12 months including Monsoon

Volume I- Main Report

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Consultant





Volume - I

Main Report with Economic, Financial

&

Environmental Reports



1Executive Summary



1 Executive Summary

The objectives of any Water Supply System are to supply safe wholesome water in adequatequantity at convenient points and at reasonable cost to the users. In order to encouragepersonal and household hygiene, proper planning is necessary in the formulation andimplementation of scheme.

The objectives of proposing new Scheme for town are: Long term sustainability and equity of water service provision Maintaining a balance between supply and demand Financing the rehabilitation of existing infrastructure and expansion of new

infrastructure Appropriate institutional structures to provide autonomy, accountability and

incentives Operations & Maintenance (O&M), Cost Recovery and tariffs Human resources, systems, and equipment capacity building for efficient working

environment.

Amongst a number of feasible options for a project, whose implementation will ensure waterquality to desired service level bench mark of quantity & quality and achieve the objective ofsustainable and equity of water service provision.

Source identification has been done which is envisaged to be most technically feasible &financially viable. The alternatives are worked out to the level of detail that enables thecomparative evaluation of alternatives and identification of the optimal system.

For Athana WSS, the most appropriate water source considered is Sukhanand Sagar dam(Kenpuriya Dam) constructed on a local nalla In Chambal basin near Village Kenpuriya inthe year 2012-2013. Submersible Pumpsare proposed on Kenpuriya Dam. The quality of rawwater and dependability of water source quantity has been ensured.

From the Open well in Sukhanand Sagar Dam water is proposed to be pumped to breakpressure tank located on Tumba Road 400m from the proposed site of pump. Afterwardsfrom Break pressure tank, water then flows in action of gravity to WTP at LakshmipuraRoad. 150mm diameter DI K7 pipe is proposed for the purpose of gravity. The total length ofRWGM(Raw water gravity main) is 4001m.

WTP capacity of 1.00 MLD proposed to be constructing at Khasra No – 450/1/min-2 in WardNo – 15. The ownership of land is verified and in possession of Revenue Department, Govt.of Madhya Pradesh and considered land for the purpose of water supply scheme.

Two Clear Water Feeder Mains is proposed to be laid from Clear Water Sump at WTP toOHT-I near WTP and OHT-II in ward no. 8.Clear water Feeder main of Length 100m and950m respectively are to be laid.

There exists 150 KL capacity OHT have to be dismantled as it was constructed 15years back.For new storage Two OHTs (150KL each) are proposed to cater water supply for the futuredemand up to 2033. The Town is divided into two District Metering Areas (Zone) for two



numbers of OHTs. The two-Zones or DMA cover Northern Part and Southern part of the cityrespectively i.e. on both shores of Gambhiri River, which flows through the town.

Water supply distribution system for command of Two OHTs is considered after verifyingdesign requirement to ensure adequate minimum 10 m residual head at door step of eachhouse hold. All households are proposed to be given with water supply service connectionensuring quantity, quality and adequate pressure.

It is also envisaged to have efficient running and maintenance of the system by the executingagency (contactor) for 10 years after the successful commissioning of scheme.

For all components of water supply scheme various options have been studied and technoeconomic proposal is designed and provided with.

The approximate project cost will be Rs 591.85 Lacs. Based on 5 years maintenance by theexecuting agency the cost of project is estimated to Rs. 1075.15 Lacs.

The water supply scheme is envisaged to be framed considering tariff structure such thatimplementation is justified with reasoning and tariff enhancement is spread for years aftercommissioning such that the functioning of the scheme becomes financially viable.

Presently the engineers and staff available in the ULB are not adequate for execution andmaintenance of the water supply scheme proposed. Therefore it is necessary to engageadequate qualified and experienced human resources to achieve timely execution and smoothfunctioning of the scheme, after completion and its commissioning.

It is envisaged to ensure flow of funds during the proposed executing period of 12 monthsincluding rainy season for timely execution of scheme to avoid any cost overruns. It is alsorequired to consider budgeted provisions for running and maintenance of the assets createdand efficient functioning of the water supply system.



2Introduction



2 Introduction

Cities have become the major drivers of national economies across the global regionsincluding India. Although cities are facing all kinds of challenges - financial, political,organizational, cultural etc, they have clearly emerged as the key drivers of economic growthwith over 60% of the country’s GDP coming from these urban areas.

After foundation of the Republic of India in 1950, and consequent to reorganization of states,Madhya Pradesh assumed its status in 1956. The state of Madhya Pradesh remained to begeographically the largest state until 2000. In 2000, the Chhattisgarh region was carved out tocreate a new state; even then it is the second largest state after Rajasthan. It covers 9.5% ofthe area (308,000 Sq.km) and houses 6 per cent of the country’s population (72.5 million).On the basis of the size of urban population in the country, it ranks 8th and accounts for 5.58per cent of the total urban population. 476 cities and towns of Madhya Pradesh accommodate20.1 million populations and following the national trajectory of urbanization closely.

The growth of towns during 1901- 2011 in the state reveals that it is more rapid than that ofthe national average. The number of towns has increased from 253 in 1981 to 350 in 1991and 368 in 2001 and 476 in 2011. This increase is owing to the emergence of new townswithin the proximity of large cities, new canters of industrial and commercial activities,thermal power stations and partly due to the creation of urban local bodies by the stategovernment which were formerly considered to be rural areas. The urban Madhya Pradeshhas 377 ULBs comprising 14 Municipal Corporations, 100 Municipal Councils and 263Nagar Parishad.

Popularly known as a Nagar Palika bill, 74th Amendment to the Constitution of India waspassed on 22nd Dec 1993 and legislated under article 3681, amendments 73rd & 74th werepassed in 1992. These changes of Constitutional Amendment Act (CAA) brought drasticchange in the approach of ULBs as more leadership driven. The twelfth schedule of the 74thCAA consists of list of 18 functions of which major Concern service as Services to all.

In response to the rapidly growing urban population and a high level of urban povertyGovernment of Madhya Pradesh has embarked on a number of infrastructure developmentinitiatives in collaboration with GoI and donor agencies. One of such initiative taken isProject UDAY (Urban Development Around You), an Urban and EnvironmentalImprovement Project (UWSEIP) in four cities (Bhopal, Gwalior, Indore and Jabalpur) ofMadhya Pradesh, which has been implemented under financial assistance of AsianDevelopment Bank. Keeping in view the acute drinking water scarcity in the tier-II towns ofMadhya Pradesh, Urban Development and Environment Department, intends to execute acomprehensive Madhya Pradesh Urban Services Improvement Program (MPUSIP) in thesetown under financial assistance of Asian Development Bank. Under this program, aroundhundred and twenty seven towns have been identified for implementing (i) augmentation ofthe surface water source (intake and water treatment plant) as required.(ii) Expansion of thedistribution system into un-served areas, and (iii) optimization of present systems includingreducing non-revenue water by regularizing unauthorized connections and stopping leakages.



The objective of the Improvement program is to provide an adequate and metered drinkingwater to all urban households by improvement and expansion of municipal infrastructure andservices related to. The objective of this project is to cover entire town (includingnew/upcoming areas, slums etc.) with 100% sustainable drinking facilities.

The scope of the component includes (i) Identification and development of source (surfacesource and/or ground water source) (ii) provision of treatment units (iii) provision of storagefacility (iv) Provision of distribution network and House Service connections (v) Program ofwater demand management (vi) Detailed designs, drawings, cost estimates and work-planfor implementation of works (vii) Operation and Maintenance plan inclusive of manpower,material, energy requirement and cost.

The Detailed Project Report (DPR) for the Nagar Parishad to be prepared based on theguidelines laid down in the Manual on Water Supply and Treatment, published by CPHEEO,Ministry of Urban Development, Government of India, UADD checklist for preparation ofDPR, Specifications and Schedule of rates (SOR) of UADD and other relevant Specificationsand Schedule of rates.

Map Showing 128 Tier II Cities of Madhya Pradesh

2.1 Authority for Preparation of Project:Madhya Pradesh Urban Services Improvement Program (MPUSIP) proposed to be funded byAsian Development Bank (ADB) on a multi-tranche financing facility, (MFF) envisagesprovision of sustainable water services to 128 tier II towns in the State out of which provisionof sewerage and storm water management services is proposed in 4 towns. The State UrbanDevelopment and Environment Department is the Executing Agency while the MadhyaPradesh Urban Development Company (MPUDC) Limited is the implementing agency forthe Program.



2.2 About the TownAthana is newly constructed ULB in Neemuch district with a population of 6456 persons asper 2011 census. It is located on the edge of Madhya Pradesh and shares its boundary withRajasthan from the north-westernpart. RiverGambhiripasses through the town. ThikanaAthana was founded by Rawat Narsinghdas ji, elder son of Rawat Kali Megh Singh ji ofThikana Begu in 1626. The Jagir allotted to him was Guthlai, which was also the first jagirallotted to Rao Chunda Ji, the patron of Chundawats, but Narsingdas Ji decided to establishAthana, 5km south east of Guthlai, as his capital and founded Athana in 1628. Athana had anagro-based economy and presently there are no industrial units. Athana once was popular forHath Kargha (weaving) art, natural dyeing and block painting industry but due to lack ofsupport from administration people involved in this sector left for cities like Chittorgarh andNimbahera.

Location &Regional Connectivity:Athana is located at North West cornerof Neemuch district (24km away fromDistrict HQ) ofMadhya Pradesh and islocated on Madhya Pradesh andRajasthan border. In its south, itissurrounded by Jawad and it shares aborder with Nimbahera (Rajasthan) in itsnorthern side.Within a district, itoccupies an extreme north westerncorner and about 70% of itsboundarycoincides with the Stateboundary of Rajasthan. The MajorDistrict Road 20 (MDR 20) passesthrough the city

Geographical Locationof the Town:The geographical Location of Town “Athana” is given as below.

Latitude - 240 38'21'' N

Longitude - 740 50' 30" E

Town is situated at Elevation of 443 m from Mean Sea Level.

Area & Spatial Growth of the Town:The area of the town is spread over in 14.83 sqkm(2011) and mainly divided intwosettlements at either side of the river Gambhiri as given below.

Northern Part: Newly developed this part of the city is not much Densely Populated.It contain half the no of wards in the Town

Southern Part- It is Densely Populated old City area. Major Population in this arealives around the Athana fort and Nagar Parishad office.

Newly developing areas are alongSukhanand road, Channera road in North and along JawadRoad in South.



Figure: Spatial Growth of Town

Soils & Strata Available in the town:Majorly three types of soil formations are observed in the area, Black cotton, Red loamy soil.

Limestone reserves are also seen in area.Spatial Distribution of Population and Households:In towns like Athana it is observed that growth of the town doesn't takes place in haphazardmanner but it takes place in slow and steady manner. Gambhiri River passes through thecentre of the city dividing the town in two parts. In past years it is seen that majordevelopment takes place on both sides of the river i.e. in north and south direction. In north itis seen that the spatial growth takes place along Channera road and Sukhanand road. While insouth the spatial growth of the town takes place along Jawad road.

Climate:Normal maximum temperature during the month of May is 400 C and minimum duringJanuary month is 100 C

Rainfall:Average rainfall in the town is 670mm. Monsoon season start from middleof June and last tillend of September. Maximum rainfall occurs during the month of July and August.

Wind Direction:The wind direction in Athana city is mainly west to eastern direction but sometime duringwinters anorth to south wind direction has also been recorded. The wind speed in the city anditssurrounding is normally between 8 to 22 Km/hr. The city is at an altitude of about 200-250ft frommean sea level (MSL).



















Topography:The topography of the town is a little uneven. Major undulations are on the southern part ofthe city at or near the Athana fort. The slope of the town is in the north direction. Areas inward no 9 are flood prone areas of the town. Some upper grounds are also seen on thenorthern part of the town also towards Sukhanand Dam.

Town Management:At present the town management is done under the guidance and leadership of Athana NagarParishad and administrative chief as CMO. All Municipal services including water supply ismanaged by anAssistant Engineer, one Sub Engineer & other 20 regular officers/staff innumber.Water supply management works need to be strength as per the new developingservices after WS project works are completed.

2.3 Existing Scenario of Water Supply ArrangementsAt present water supply source is Ground Water Source catering water supply to the townwhich comprises of 2 working tube wells, 5 hand pumps and 2 open wells. Water from allthese ground water is pumped to one OHT in ward No. 8 having capacity 150 KL. Thenwater supply distribution system is laid of diameters 63 / 75 / 100 / 150 mm PVC pipes. Total4 Km water supply distribution system is laid in the Athana town. Thus total water supply tothe Athana town made is 0.45 MLD i.e. 50 LPCD, which is below the guidelines given, as itshould be 70 LPCD for town with population below 30000. As mentioned above 150 KL isconstructed 15 years back. Thus, it is proposed to construct 2 new OHTs in the town to meetthe future demand of the city and the present OHT will be demolished.

Present water supply arrangements are not adequate and ground water source level isdepleting day by day, therefore water scarcity conditions are arising. Water supply lossesduring transmission are also very high approximately 40%, that leads to a high-energyconsumption and loss of ULB.

Therefore new water supply scheme is needs to be implemented for population for the of9500 souls for a year 2048 (Ultimate Year of Design) considering 70 LPCD water supply and

















source as surface source to ensure adequate quantity, quality and desired pressure at doorstepof each household.

Details of present water supply infrastructure available in the Athana town are mentioned inthe below table:

Table 1 :- Status of Existing Water SupplyParameter Sub Parameter Details of Athana Town

Present WaterSources

Tube Wells 2Hand Pumps 5

Well 2Lake -Dam Kenpuriya Dam (Sukhanand Sagar)River Gambhiririver

Existing WaterSupplyFacilities

Intake Well Not AvailableRWRM / RWGM Not Available

WTP Not AvailableCWRM / CWGM Not Available

MBR Not AvailableGSR Not AvailableBPT Not Available

Nos of OHT/GSR 1Capacity

(KL)StagingHt. (m)

LocationWard No

Yr ofCostn.

Wards Covered

OHT – 1 150 12 15.00 19931,2,3,4,5,6,7,12,1

3,14,15

Available StorageCapacity

150 KL

Distribution NetworkLength

Materia

l

Pr.Class

Diameter

Length -

DI - - -PVC

- 90 &100 4 km

HDPE

-

Present WaterSupply

MLD 0.45LPCD 50

WaterConnections

Domestic 607Commercial / Bulk 0

Total 607ConnectionCharges

Conn/Reconn charges Rs. 1000 per Connection

Water MetersDomestic -

Commercial / Bulk -Total -

Water ChargesDomestic Rs. 30/month

Commercial / Bulk Rs. 30 /month

Water Suppliedto wards N0./s

Not Supplied -

PartiallyByWell

Ward No. 1,2,3,9,12,13

Fully By Ward no. 4,5,6,7,8,10,11,14,15



Table 1 :- Status of Existing Water SupplyParameter Sub Parameter Details of Athana Town

OHT

Estimated waterlosses

0.40

Present Staff

Engineer

Chemist LinemanOptnStaff

Total

1 0 2 1 4Miscellaneous Water Supply Coverage- 40%

Existing 150 KL OHT at Athana Kenpuriya Dam 4km from the town

2.4 Existing Scenario of Sewerage / Waste Water ArrangementsThere is no organized sewerage system in the Athana town. There exists 800 individualtoilets in Nagar Parishad area with septic tanks or soak pits arrangement. Details of presentscenario are given in the below table:

Table 2 :- Existing Status of Sewerage & Sanitation SystemSr. No. Parameter Details of Town

1 Number of Public Toilets 4

2 Number of Septic Tanks 705( 701 individual and 4 Public)

3 Number of Individual Toilets 800

4 Number of Suction Machines 1

5 Length of Sewer Network Not Available

6 Capacity of STP Not Available

7 Type of STP Not Available



3Need of the Project



3 Need of the Project

From the above Scenario of Water Supply of Athana town, it is observed that Nagar Parishadis somehow able to supply only 0.45 MLD water to people of town with the help of 2 tubewells, 5 hand pumps and 2 open wells. Also there is no proper water supply infrastructurelike treatment plant, 100% distribution network are not available in the town. Water from theexisting sources like tube wells and open wells are directly supplied to existing OHT’s. Thatto supplied water is not treated. Around 4 Km of distribution network is being laid down inrecent years and leads to a water loss of approximately 40%. Sometimes chlorine / bleachingpower is being used for the purpose of treatment. Due to the regular extraction of water,ground level of water is going down and down. Present ground water level in the Athanatown is approximately 400 feet below the ground level.

As per the service level benchmarking, the water supply of the town is inadequate i.e. 50LPCD which is very less as compared to the service level benchmarking of 135 LPCD and 70LPCD as per the Guidelines of MPUSIP for the town having population below 30000.

Service Level Benchmarking as per the Ministry of Urban Development, Govt. of India andthe present status of water supply in the Athana town is given in the below table:

Table 3:- Service Level Benchmarks of Water Supply SectorSr.No.

Service Level BenchmarksStandards as per

GOIPresent Status in

Town

1 Coverage of water supply connection 100% 40%

2 Per Capita Supply of Water 135 LPCD 50 LPCD

3 Extent of metering of water connections 100% 0%

4 Extent of non-revenue water 20% 40%

5 Continuity of water supply 24 Hrs 1 Hr

6 Quantity of Quality water supplied 100% 100%

7 Cost Recovery in water supply services 80% Data Not Available

8 Efficiency of Redressal of customer complaints 100% Data Not Available

9 Efficiency in collection of water supply charges 90% Data Not AvailableBy the ultimate design year of 2048, the population of Athana town is likely to reach 9500souls and then present all water supply sources are proving to be inadequate and waterscarcity conditions have started arising right now. This demands immediate augmentation ofwater supply source and supply lines. It is therefore need to go for execution of water supplyscheme on top most propriety.

The main need of this project is to achieve safe and sustainable water services both in termsof services to customers, cost recovery and conservation of precious water resources.Completion of this schemewill ensure providing 100% coverage of population withcontinuous, pressurized and safe drinking water services and achieving progressivelyincreasing cost recovery by expanding the coverage and increasing operating efficiency. Theservice regime would be in conformity with the National Service Level Benchmarks.

Enhanced water supply arrangement shall ensure hygienic conditions. The enhanced watersupply infrastructure shall boost the overall development of the town and the stack holders.



4Approach

&Methodology



4 Approach & Methodology

4.1 ApproachAn approach has been taken to frame the project to achieve economy in construction. Anintegrated approach has been taken while studying and designing the new proposal byconsidering the use of existing system components on the merit of their physical condition,capacity, usefulness etc.

4.2 DPR Preparation Planning &Key Stages of the Assignment:DPR preparation & key stages of the scope of work is given as below:

Mobilization of consultant team at the town & submission of Inception Report.Submission of Concept Report (consisting of details and adequacy of existing system,technical and financial viability of source of water, proposed location of Intake, WTP,OHT, etc, proposal for grouped water supply if situation requiring this & convergencewith other schemes.Submission of Draft DPR including survey and investigation reports,Approval of Draft DPR by competent Authority. Approval of Draft Report by UADD/Govt. of M.P.Submission of Final DPR in requisite copies to UADD, MoUD

The present assignment includes the following steps:

Collecting the present population data and projecting the same for the Ultimate year2048 considering Initial year as 2018Assessing the demand for the Intermediate year 2033 and the Ultimate year 2048.Studying the development plans, like CDP, Topo sheet, Master Plan, CSP preparedfor the project town to assess the potential for development.Assessing adequacy of existing system for integration into the proposed system,Conducting detail survey (including GPS coordinates), soil investigations etc.Assessment of technical and financial viability of source surface water vies-a-visground water.Study of ground water potential and quality to meet the demand up to 30 years of thetown. Identification of intake well site, possible route alignment of transmissionmains in case of surface water source. Assessing losses in the existing water supplysystem.Planning & zoning. If master plan of a town has been prepared by the T&CPSuggesting suitable materials for construction with cost benefit analysisExploring possibility of grouped water supply proposal from a common source fornearby towns.Checking possibility of convergence of water supply schemes for towns included inapproved under JNNURM/ UIDSSMT/ MSPYOperation and Maintenance plan for ten years inclusive of manpower, material energyrequirement and cost.



Design & Engineering:Design and Detailed engineering of intake, treatment, tube-well, transmission mainand feeder main from the source of supply including identification of source.Design and Detailed Engineering of storage facility consisting of Under Ground Tank,Pump House, Over Head tank including identification of vacant lands in consultationwith the Local Body.Design and Detailed Engineering of related Electrical, Mechanical andInstrumentation systems: Design and costing of SCADA system for the towns (orcluster of grouped water supply scheme) having population more than one lakh.Preparation of detailed working drawings and specifications

Stakeholder Consultation:Detailed consultations conducted with various stakeholders like Governmentdepartments like MPPCB, MPPHED, UADD, WRD and NGOs, general public alongwith the ULB etc with specific deliberations on project proposals.Public Utilities /Public Stand Posts, Community Stand post especially in slum areas,and local treatment facilities to be planned in consultation with ULB, Districtadministration and public with due consideration for technical feasibility andtechnical requirements

Project Cost & Financial Viability:Preparation of project cost estimate including capital, O&M Costs based findings andpreparation of financial analysis and economic analysis including internal rate ofreturn/economic rate of return of the project.The cost estimate shall be based on the current schedule of rates of UADD,Government of Madhya Pradesh. The estimate shall include road restoration chargeswherever necessary. There shall not be any lump sum provision in the estimate. Foritems not covered in the schedule of rates market rates shall be adopted withsupporting documents.Operation and Maintenance cost, mechanism and suggested user chargesfor self- sustainability of the system to be arrived.Evaluation of the financial affordability of the ULBs for investment in the projectbased on financial condition of those ULBs. Recommendations shall be made withrespect to realistic tariff setting for full recovery and partial or deferred recovery ofcost.

Implementation Plan:Preparation of the project implementation schedule for execution. This will alsoinclude drawing up project budget with monthly/quarterly target, furnish networkanalysis such as CPM, PERT for purposes of effective project monitoring andregular reports.Suggesting use of modern technologies for implementation (monitoring/ construction/O&M) of project. Suggesting Operation and Maintenance plan of the plant andfacilities created.



Environment & Social Consideration:Preparation of Environmental and Social assessment Report to prepare necessary impactassessment and Environmental Mitigation Plans and Resettlement action Plans. Identifyingspecific protection arrangement for trees and other sensitive environmental components. Treecutting requirement if any shall be clearly identified and listed with of permission fromregulatory authorities

Approvals/ Permissions:Wherever permission from a state or central government organization is required inimplementation of the project, it would be endeavored to obtain the same whilefinalizing the DPR. However, in case same is not possible while finalizing DPR,proper proposal will be initiated from the ULB for sanction.Where raw water source is taken from a river, appropriate allocation of water for theproject shall be got done before finalizing the DPR.Clearances/ Permission from other Ministries namely Ministry of Environment andForest, WRD, MPPBC/CPCB, NHAI and Railways, if required, shall be highlightedin DPR.

4.3 MethodologyWork Plan /Methodology for the assignment is described in brief as per following headings;

Team Members The concern team members (as per the below given table) was mobilized to our Bhopal

Branch office on 10th September 2015:

Table 4 :- Experts DetailsSr. No. Experts/ Personnel Names

1 Team Leader Mr. Katole

2 Civil Engineer[Structural ] Mr. K. K. Pujara

3 Civil Engineer[Hydraulics] Mr. S. B. Sohoni

4 Civil Engineer(Survey &Mapping) Mr. Sanjay Rathi

5 Mechanical Engineer Mr. Bishwajit Chandra

6 Electrical Engineer Mr. V. C. Dharmadhikari.

7 Quantity SurveyorMr. A. Chandrapurkar,

Mr. Debasish Shankhari

8 Other Field StaffDeployed at site for detailed survey &investigation

Site Visit Report We met the ULB Officials, Public Representatives, Stake Holder and Prominent

People of Athana Town on 30th September 2015. A List of officials from whom details of the town for preparation of water supply

scheme is collected during site visit. Held various discussions during the meeting.Please refer Annexure 15.1 wherein attendance sheet and photograph is given.



During the meeting and discussion, we have gathered the present situation of watersupply in the town and the desired requirement of the stack holder. Based on presentwater supply arrangements and gaps arrives are well documented.

With the ULB Authorities, we visited all the possible water supply sources andidentified locations for all other the components of water supply scheme.

We have studied the all the options of possible water supply source, its dependability,quality assurance of source available and the distance from the town.

Water from the selected source was collected and tested from the Laboratory ofPublic Health Engineering Laboratory, Bhopal. Also test report is obtained fordesigning purpose.

We have ensured the water security from the concerned department like WRD etcsuch that best chosen water source is made available to ULB for the purpose of watersupply scheme.

We have contacted revenue authorities to ensure the land acquisition, secured in theownership of ULD or Revenue Department Govt. of Madhya Pradesh for WTP andService Reservoirs.

After getting all the required data for the preparation of DPR, we have mobilized thesurvey team for the survey work. Focusing road survey for water supply distributionsystem. Based on elevation differences in individual command areas and requiredpressure conditions at lines near households.

Survey team for details of Head Works, WTP, OHT, BPT / MBR& allied works likecontouring.

Based on detailed TS survey and Grid Surveys for assets to be created, detaileddatabase for designing purpose has been completed.

Soil Investigation team were allocated to town for the study soil and strata conditionslike bearing capacity of soil and water tables in the vicinity. The soil from variouslocations like Head Work, along the length of pumping / gravity main, WTP and OHTwas collected for testing purpose.

The collected soils are tested for Strata Classification and Safe Bearing Capacity ofsoil.

Documents Reviewed Below documents are reviewed, studied and analyzed during the preparation of DPR:-

Table 5 :- List of Documents ReviewedDocument Name of Company Details

City Development Plan IPE Global, New Delhi 2013

Top-sheet Survey General of IndiaNew No:-45L14Old No:-G43U14

Master PlanTown & Country PlanningDepartment, GoMP

Not Available

City Sanitation Plan - Not AvailableDPR of OLD WSS - Not AvailableGoogle Map - Studied



Steps for Designing WSS Components After studying the survey data, the concept for water supply scheme are planned. Based on profile of the town like concern of spatial growth areas, high density areas,

low density areas designing of all components of water supply scheme are done. From the outcome of detailed designing of all components of water supply scheme,

good for construction drawings are prepared. Based on data material and machinery for mechanical and electrical equipments

wherever SOR rates are not available rate analysis of item of work after collectingquotation from prominent manufactures or suppliers.

Estimates are prepared based on Integrated Standard Schedule of Rates, UADD 2012. Letter are submitted to the concerned authorities and the process is initiated for

getting the permission from the departments like State Pollution Control Board forconstruction of WTP, Jal Upyogita Samiti for allotment of water for town, NHAI /PWD / Railways / Forest Dept. for laying of pipeline wherever required, MadhyaPradesh State Electricity Board for supply of 24 hours power supply etc.

For framing desired tariff structure is designed so as to ensure the scheme is financialviable.

Cost of operation and maintenance of scheme for 5 year is estimated and submitted inthe report.

After completion of all above activities, detailed project report is prepared All these activities are completed and submitted to department in below stages for

approval :- Inception Report (Submitted)

Concept Report (Submitted) Draft Detailed Project Report (This Submission)

Final Detailed Project Report.(Submission will be done after consent to thisdocument)

This report is the Draft Detailed Project Report which is being submitted herewith (hardcopies as well as soft copies). The Draft Detailed Project Report whichcomprises of fourvolumes:-

Volume I = Main Report together with Economic, Financial and Environmental Reports

Volume II = Survey (Including Raw Data i.e. Total Station Survey Data & GIS / GPS

Data), Investigations and Detailed Designs

Volume II = Data for Materials and Works, Detailed Estimates of Quantities and Cost

Volume IV = Drawings.



5Population Forecasting &

Water Demand Calculation



5 Population Forecasting & Water Demand Calculation

5.1 Population as per CensesAs of 2011 censes, the total population of Athana Town was 6456 souls. Below table showsthe population growth trend of town from 1971 – 2011. Population data is collected formCenses of India, GOI.

Table 6 :- Population as per Censes

Sr.No.

Year PopulationIncrease

In Decade

Incremental Increase InDecade Growth Rate

1 1971 3285

1149 35%

2 1981 4434 -428

721 16%

3 1991 5155 -51

670 13.0%

4 2001 5825 -39

631 11%

5 2011 6456

Total 3171 -518

Average / Geometric Mean 793 173 17%

Rounded 793 173 17%

5.2 Population Forecasting – Design HorizonPopulation forecasting has been done by four methods. For each property unit populationload is considered as per NBC norms. Institutional needs of population load calculated basedon the National Building Code of India (NBC) norms. Population forecasting has been doneby standards methods and tabulated in Table given below:

Table 7 :- Population Forecasting - Design Horizon

Sr.No.

Stage YearValue

of"n"

ArithmeticIncreaseMethod

GeometricProgression

Method

IncrementalIncreaseMethod

GraphicalIncreaseMethod

DesignedPopulationRounded

1 Present 2018 0.7 7011 7198 7114 6945 7100

2 Intermediate 2033 2.2 8201 9089 8810 7850 8300

3 Ultimate 2048 3.7 9390 11476 10894 8745 9500Note: -Arithmetic Increase method is used for old cities like Athana. It gives low values ofpopulation projection and suitable for well-settled and established communities.Since Athana town is in the interior part of the Neemuch district and there are less possibilities ofindustrialization and urbanization in the townHence Arithmetic Increase method is considered for Athana town.



5.3 Water Demand Calculations as per MPUSIP GuidelinesAs per the Guidelines of Madhya Pradesh Urban Services Improvement Program (MPUSIP),below parameters were considered for calculating the daily water demand of Athana town:

Domestic– 70 LPCD for population upto 30000 and135 LPCD for population above 30000

Domestic urban poor & Domestic enroute villages – 70LPCD

Floating population – 15 LPCD Bulk supply customers and industry – as per field survey Tourists in star hotels – 300 LPCD

Tourists in other hotels – 150 LPCD Fire-fighting demand to be met from existing untreated ground water

System Total Water Loss – 15 %

Table 8 :- Daily Water Demand1 Year 2018 2033 2048

2 Population Souls 7100 8300 9500

3 WS Rate For 100% Population LPCD 70 70 70

4WS Rate For Floating Population(For 10% Of Total Population)

LPCD 15 15 15

5 WS Rate for Domestic Urban Poor LPCD 70 70 70

6 Population of Domestic Urban Poor Souls 0 0 0

7 WS Rate for Domestic Enroute Villages LPCD 70 70 70

8 Population of Domestic Enroute Villages Souls 0 0 0

9 Rate of Water Supply for Star Hotels LPCD 300 300 300

10 Beds in Star Hotels Souls 0 0 0

11 Rate of Water Supply for Other Hotels LPCD 150 150 150

12 Beds in Other Hotels Souls 0 0 0Water Demand

13 Water Demand for 100% Population ML 0.50 0.58 0.67

14 Water Demand for Floating Population ML 0.01 0.01 0.01

3285

44345155

58256456

69457850

8745

0100020003000400050006000700080009000

10000

1971 1981 1991 2001 2011 2021 2031 2041 2051Population

Population Forcasting by Graphical Increase Method



15 Water Demand for Domestic Urban Poor ML 0.00 0.00 0.00

16Water Demand for Domestic EnrouteVillage

ML 0.00 0.00 0.00

17 Water Demand for Star Hotels ML 0.00 0.00 0.00

18 Water Demand for Other Hotels ML 0.00 0.00 0.00

19Water Demand for Fire Fighting@ (100√P)/1000) (P=Population InThousands)

ML 0.00 0.00 0.00

20Unaccounted for Water (UFW@15%Losses)

ML 0.13 0.15 0.17

21 Gross Water Demand ML 0.63 0.74 0.85

22 Gross Water Demand (Say) ML 0.70 0.80 0.90

5.4 Ward-Wise Distribution of Water& Distribution ZoneBased on the population projection and gross water demand of town, the wardwise populationprojection, water requirement of ward and distribution zoning as per the capacity OHT aregiven below:

Table 9 :- Wardwise Population Projection & Distribution Zone

Sr.No.

WardNo.

Wardwise Population Gross Water Demand (MLD)Zone

Number

Year 2011 2018 2033 2048 2018 2033 2048

1 1 446 490 573 656 0.05 0.06 0.06 Zone - A

2 2 434 477 558 639 0.05 0.05 0.06 Zone - A

3 3 445 489 572 655 0.05 0.06 0.06 Zone - A

4 4 414 455 532 609 0.04 0.05 0.06 Zone - A

5 5 425 467 546 625 0.05 0.05 0.06 Zone - A

6 6 417 459 536 614 0.05 0.05 0.06 Zone - A

7 7 480 528 617 706 0.05 0.06 0.07 Zone - A

8 8 447 492 575 658 0.05 0.06 0.06 Zone - B

9 9 453 498 582 667 0.05 0.06 0.06 Zone - A

10 10 456 501 586 671 0.05 0.06 0.06 Zone - B

11 11 425 467 546 625 0.05 0.05 0.06 Zone - B

12 12 423 465 544 622 0.05 0.05 0.06 Zone - B

13 13 456 501 586 671 0.05 0.06 0.06 Zone - B

14 14 373 410 480 549 0.04 0.05 0.05 Zone - B

15 15 362 398 465 533 0.04 0.04 0.05 Zone - B

Total 6456 7100 8300 9500 0.70 0.80 0.90Since the District Metering Area (or Zone) of existing OHT is not capable to meet thedemand of the town. It is proposed to construct two OHT's of capacities 150KL each to tacklethe demand of town. The OHT's are Proposed to construct on either side of the riverGambhiri.

Ward Covered by OHT-1 are ward no. 1 to 7 and ward no. 9.

Ward Covered by OHT-2 are ward no. 8 and Ward no. 10-15.



6About Water Source –

Sukhanand Sagar(Kenpuriya Dam)



6 About Water Source– Sukhanand Sagar (Kenpuriya Dam)

For the water supply of Athana town, water source studies done. There appears to be onlytwo optional sources:

A. Extracting Ground WaterB. Open Well in Sukhanand Sagar Dam (Kenpuriya Dam)

Other than these two options, there is no water body present nearby vicinity of the Athanatown to consider as a water source for proposed Water Supply Scheme of town.

The criteria for selection of water source are

Availability of water throughout the year Lowest risk of contamination and pollution of water due to urbanization and

industrialization

Low capital cost of transmission of water and operating expenditure. Fulfilment of above water qualities as per CPHEEO Manual.

6.1 Ground Water as a SourcePresently only 0.45 MLD of water is being supplied through ground sources like 2 nos oftube wells, 5 nos of Hand Pumps & 2 nos of open well. These entire sources are giving veryless yield. Based on the available data the present tube wells may supply water to the town atthe tune of maximum 0.45 MLD.

Below data / graphs from the Central Ground Water Board, Ministry of Water Resources andRural Development shows, that water table in the Jawad Tehsil is the lowest in the Neemuchdistrict and going down day by day.

Graph Showing Ground Water Depth for Jawad Tehsil During Various Seasons of Year

Groundwater quality of Neemuch district assessed by Central Ground Water Board based onsample collected from Hydrograph stations in the district. Ground Water in the district is









industrialization














industrialization








generally low to medium saline as the Electrical conductivity value varies between 361 to4040µS/cm at 250C. Constituent like Chloride, Sulphate, Calcium and Magnesium werewithin the safe limits of drinking water as per BIS standards. Nitrate in the groundwater ofNeemuch district is varying between 2 to 280 ppm. Fluoride in the district is generally below1.5 mg/l. No arsenic has been detected in the district.

Depth ofPre-monsoonWater Levelsin Neemuch

District

Depth ofPost-monsoonWater Levelsin Neemuch

District



6.2 Open Well in Sukhanand Sagar Dam as a SourceSince Sukhanand Sagar Dam of WRD department is constructed in Tehsil – Jawad, Dist -Neemuch.

Quality Assurance of Sukhanand Sagar DamSince water quality test for deciding source to be taken as water source, it is proved to begood source based on the water sample test reports obtained from recognized PHEDLaboratory, Bhopal (report enclosed). The basic parameters of quality of raw water areproved to be good. Some parameters are listed below while the detailed report enclosed in theAnnexure-15.2

Parameters Results obtained in Testing of raw watersample

Turbidity (NTU) 1.9Phenolphthalein Alkalinity(mg/l) Nil

Total Alkalinity as CaCO3 118Chloride as Cl (Mg/l) 15Nitrate as NO3 (Mg/l) Nil

Fluoride as F (Mg/l)0.08

(Limit for Portable water is 1.0mg/l to 1.5mg/l)Total Dissolved Solids (Mg/l) 178

Total Hardness as CaCO3 (mg/l) 156

Considering the above parameters of the water sample collected, it is considered to be verygood water source for the Town. As IS-10500 gives details of standards for drinking water,the source selected is good as result came are very much close to portable water.

Water Quantity Security of SourceFor the Athana town, the demand of water supply for the year 2018, 2033 & 2048 areestimated to the tune of 0.7 MLD, 0.8 MLD & 0.9 MLD respectively. Thus maximum of 0.9MLD intake form the source per annum i.e. 328.5 ML (0.328 MCM) of drawl of water is tobe ensured. Annual average recoupment of water in the tank every year is around 1.328MCM. While the recoupment of water during rainy season is 1.535 MCM which is 4.7 timesthan the annual water demand of Athana town.

Location of Kenpuriya DamThe location of dam is in the reachable scratch from the core Athana town and located inTehsil – Jawad, Dist - Neemuch. The dam is around 4.00 km away from Athana town.

Availability of PowerIt is proposed to provide pumps for the raw water at the Intake location. An 11 KVA electricsubstation is situated on the Athana-Sukhanand road around 2 km from the town and Intakelocation as well. It is proposed to take electrical supply from the same substation, which isaround 2000metre away from the location of Intake. Correspondence with MPEB has beeninitiated for getting the permission for trapping the desired power from the line.



The salient features of Kenpuriya Dam are given below:

Table 10 :- Salient Features of Kenpuriya Tank ProjectGeneral Data:-1 District Neemuch

2 Tehsil Jawad

3 River / Nala Local Nalla

4 Location of Dam Near Village Kenpuriya

5 Name of River Basin Chambal Basin

Topo Sheet No. 45 L/14

6 Latitude 240 50' 59" N

7 Longitude 740 40' 32" N

8 Year Of Start/Commencement 2011-2012(proposed)

9 Year of Completion 2012-2013(proposed)

Hydraulic Data:-10 Mean Rainfall (Annually) 761 mm

11Mean Monsoon Runoff calculated by Bunnies

formula with 90% diminishing factor1.535 MCuM12

13

Flood:-14 Maximum Observed Not observed

15Maximum adopted formula to be givenC=19*(M) 0.84 -

Reservoir Data :-16 Catchment Data 10.75 Sq Km

17 Geology of area Partly Hilly & Partly Plain

18 Hilly wooded/ Party wooded Partly wooded

17 Mean MonsoonYield 75% 1.535 MCuM

18 Gross Storage Capacity 1.521 MCuM

19 Dead Storage Capacity 0.193 MCuM

20 Live Storage 1.328 MCuM

21Percentage & Gross StorageNormal MonsoonYield

99.00%

22 Percentage of Dead Storage Gross Capacity 12.68%

23 Full Tank Level (Top Level of Spillway) 102.30 m

24 Maximum Water Level 103.30 m

25 Lowest Seal Level 98.30 m

26 Top Tank Level 105.30 m

27 Crest Level 102.30 m

28 Water Spread Area at FTL 49.93 Ha

29 Water Spread Area at LSL 63.29 Ha

Dam Details :-30 Earthen/ Length of Dam 960 m



31 Waste weir(Flush bar) 120 m

32 Maximum Height 11 m

33 Top width of dam 5 m

34 Quantity of Earth Work in Dam 1.90 MCM

35 Concrete 397 Cum

36 Length of Spill Channel 120 M. & Pilot channel 480 M

37 Maximum Discharge of Waste 139.68 Cuses

Canal :-38 Head Discharge 2.70 Km

39 Duty adopted 0.364 Cumec

Based on above study it has been decided to go for Kenpuriya Dam as a water source forKenpuriya Water Supply Scheme.

Satellite View of Kenpuria Dam

View of Kenpuria Dam Location of Intake Arraangment at KenpuriaDam







35 Concrete 397 Cum














35 Concrete 397 Cum










Yield Test Report



6.3 Gambhiri River as a SourceGambhiriRiver is passing through the town. GambhiriRiver is seasonal river which flows toGambhiri reservoir in Nimbahera in Rajasthan. FromGambhiri reservoir the river flowstowards Chittorgarh and ends near Jaipur (Rajasthan). Gambhiri River had been lifeline ofAthana for around 150yr but at present it got dry till January- February every year. The wateris insufficient for the town when considering demand of the town for 30yrs. Construction ofanicut or stop dam can be considered but then it will not be a techno-economic solution forthe town w.r.t. pumping cum gravity main from Kenpuriya reservoir.



7Design Norms & Parameter

Adopted for WSS Components



7 Design Norms & Parameter Adopted for WSS Components

7.1 Factors Affecting ConsumptionLarger the city, more the rate of consumption.Individual bungalows consume more than flats.Slums consume less water. In hot weather consumption is more. The consumption rate is lessin metered areas than that area where charges are levied on flat rate basis. CPHEEO Manualon Water Supply & treatment stipulate maximum of 70 LPCD for towns without sewerage,135 LPCD for towns with sewerage system existing / contemplated and 150 LPCD formetropolitan and Mega cities with sewerage system existing/contemplated. Where water isprovided through PSPs 40 LPCD should be considered. The unaccounted for water is notincluded in above per capita supply. The LPCD figures include water for commercial,institutional and minor industries. However the bulk supply to such establishments should beassessed separately. The scheme is proposed on the basis of service benchmarking @ 70LPCD as per the Guidelines of Madhya Pradesh Urban Services Improvement Program(MPUSIP).Other provisions are adhered to as follows:

7.2 Rate of Water Supply Domestic– 70 LPCD for population up to 30000 and

135 LPCD for population above 30000

7.3 Un-accounted for WaterThe unaccounted for water in Indian cities is very high-some 40-50%. However the targetshould be to reduce it to maximum of 15% as per the Guidelines of Madhya Pradesh UrbanServices Improvement Program (MPUSIP). Accordingly while designing a scheme provisionof 15% for UFW / NRW should be taken and old schemes should be rehabilited to bringUFW / NRW to 15% level. For Athana town under system losses are considered as givenbelow:

Water Treatment – 3%

Water Transmission – 2%

Distribution system – 10%

Thus total losses considered– 15 %

7.4 Peak factorAs per the CPHEEO Manual for Water Supply & Treatment, range of Peak Factor for variouspopulations are given below:--

For population up to 50000 - 3.0

For population 50000 to 200000 - 2.5

For population above 200000 - 2.0

For Small water supply schemes - 3.0

(Where supply is affected through stand posts for only 6 hours)



7.5 Continuous SupplyPiped water supplies are proposed to be designed on continuous 24 hour basis. Intermittentsupplies are neither desirable from public health point nor economical.

Duration of pumping- all pumping operations will be done for 23 hours a day.

Standby for pumping machinery - In case one pumping set suggested-Minimum.100% standby is envisaged.

7.6 Quality StandardsQuality of water from the proposed source is said to be secured and quality assured as per theguidelines given in the CPHHEEO manual and the water test results as per the Annexure15.2The extract of guidelines parameter is given in the table below:

Table 11 :- Water Quality of Source as per CPHEEO ManualSr.No.

Parameter AcceptableCause forRejection

1 Turbidity (NTU) 1 102 Colour (Units on platinum cobalt scale) 5 253 Taste and Odour Unobjectionable Unobjectionable4 pH 7.0 to 8.5 6.5 to 9.25 Total dissolved solids (mg/L) 500 20006 Total hardness as CaCO3 (mg/L) 200 6007 Chlorides as Cl (mg/L) 200 10008 Sulphates as SO4 (mg/L) 200 4009 Fluorides as F (mg/L) 1 1.510 Nitrates as NO3 (mg/L) 45 4511 Calcium as Ca (mg/L) 75 20012 Magnesium as Mg (mg/L) 30 15013 Iron as Fe (mg/L) 0.1 114 Manganese as Mn (mg/L) 0.05 0.515 Copper as Cu (mg/L) 0.05 1.516 Aluminium as Al (mg/L) 0.03 0.217 Alkalinity (mg/L) 200 60018 Residual Chlorine (mg/L) 0.2 >1.019 Zinc as Zn (mg/L) 5 1520 Phenolic compounds as Phenol (mg/L) 0.001 0.00221 Anionic detergents as MBAS (mg/L) 0.2 122 Mineral Oil (mg/L) 0.01 0.03

Toxic Materials23 Arsenic as As (mg/L) 0.05 0.0524 Cadmium as Cd (mg/L) 0.01 0.0125 Chromium as Hexavalent Cr (mg/L) 0.05 0.0526 Cyanides as CN (mg/L) 0.05 0.0527 Lead as Pb (mg/L) 0.05 0.05



28 Selenium as Se (mg/L) 0.01 0.0129 Mercury as Hg (mg/L) 0.001 0.001

30Polynuclear aromatic hydrocarbons(PAH) (g/L)

0.2 0.2

7.7 Selection Surface Water:Water collected from precipitation, Lakes, ponds, Dams, Rivers, Irrigation canals, sea water,waste water reclamation etc are surface sources. Study the availability and relative costs ofsupplying water and then decide source. The raw water from lakes, ponds, dams and rivers isextracted by constructing floating or fixed Intake. Intake can be with pumping sets on it oronly draw water and through conduit carry to a suction well from where it is pumped. Clause5.2.7.1 (c) stipulate design considerations. Rate of Silting in dams, Clause 5.2.7.1 (g(i)),stipulate 0.1 to 0.2 hectare meters per year per sqkilometre. Evaporation in dams, Clause(5.2.7.1 (g(ii)), stipulate 2-2.5 m/year.

7.8 Appurtenances:On line valves are provided in larger mains at 500 m to 1.5 km interval to facilitate repairs.Non rising spindle Sluice valves are used for isolating or scouring and not intended forcontinuous throttling as erosion of the seats and body cavitation may occur. Butterfly valvesare used to regulate and stop the flow. In large size butterfly valves are cheaper and occupyless space. These may involve higher friction loss than sluice valve. Also not suitable forcontinuous throttling. Sluice valve and butterfly valve for higher sizes require geared handwheel or power driven actuators. Scour valves are provided in valleys / depressions todewater pipe line. Air valve size is one fourth to on sixth of pipe diameter. Kinetic air valvesare used to release air entrapped during running of pipe line. Pressure relief valves, Checkvalves, Pressure Reducing Valves, Ball Float Valves, and Shut off valves are used forspecific purposes.

7.9 Minimum &Maximum Velocity of FlowLow velocities reduce head loss and energy cost but pipe dia required becomes larger. Highvelocities increase head loss and energy but require smaller pipe dia. As such economic pipedia should be selected maximum velocity should be less than 3 m/sec to prevent erosion.

Minimum velocity of 0.6 m/sec is adopted to avoid deposition & corrosion. However where itis inevitable due to minimum pipe diameter criteria, lower velocities may be adopted withadequate provision for scouring.

7.10 Water HammerWater hammer pressures are computed as per CPHEEO Manual on & treatment stipulate inclause 6.17.1 of CPHEEO Manual on &treatment. If the operating pressure plus surgepressure exceeds 1.1 times internal design pressure then protective device required. In nocase maximum operating pressure plus surge should exceed field hydrostatic pressure.



7.11 Head Loss in Pipes

Hazen-Williams formula (clause 6.2.1 a) for pressure conduits and Manning’s formula(clause 6.2.1 b) for free flow conduits are generally used. Table 6.1 of Manual give value ofHazen William coefficient of roughness and Table 6.2 give value of Manning’s coefficient ofroughness. Modified Hazen William Formula, clause 6.2.4 obviates the limitations of HazenWilliam formula and can be used for more accuracy. Clause 6.2.8 givesdesignrecommendations for use of Modified Hazen Williams Formula and Table 6.4 providesvalue of roughness coefficient in MHW formulae.

7.12 Head Loss due to Specials and Appurtenances:Pipe line transitions and appurtenances add head loss which is expressed as KV^2/2g where vis velocity in m/sec and g is acceleration due to gravity in m/sec square. Value of K fordifferent fittings are given in Table 6.5of Manual are considered.

7.13 Pipe Material OptionsPipelines involve major investments in as such judicious selection of pipe material isnecessary. Selection basis should consider durability, life and cost which include installationand maintenance cost. Pipe material options are CI,DI,MS, GI, RCC, PSCC, BWSC,AC,PVC, Polyethylene, GRP etc. Technical factors affecting decision are availability inmarket, internal pressure, roughness coefficient, hydraulic and operating conditions, internaland external corrosion problems, laying and jointing, type of soil, ease of transportation,special conditions etc. The Manual has stipulated check list, Table 6.7, to facilitate decisionfor selection of pipe material.

As per the guidelines of Madhya Pradesh Urban Services Improvement Program (MPUSIP),we have considered DI K9 pipes for rising mains and DI K7 for Gravity Mains.

7.14 Laying& Jointing of PipelinePipes are laid underground with minimum cover of 1 m. Care should be taken to locate otherutilities in ground and avoid damage to them. All specials and valves should be available andinstalled with pipe without leaving gap for subsequent installation. Width of trench at bottomshall provide 200 mm clearance on both sides of pipe. Pipe line shall be laid as straight aspossible with minimum horizontal and vertical bends. The bend should not exceed 2 degreeor as recommended by manufacturer. Provide proper bends and thrust blocks and anchors atbends and dead ends. Transportation, handling and storage should be proper and followmanufacturer’s recommendations. Pipes over 300 mm dia shall be handled and lowered intothe trenches with the help of Crane or chain pulley block. The socket end should faceupstream when laying on flat ground and should face the up gradient when pipe runs uphill.All lumps, blisters and excess coating material shall be removed from socket and spigot endof each pipe and outside of the spigot and inside of the socket shall be wire-brushed andwiped clean and dry from oil &grease before the pipe is laid.



7.15 Testing of Laid PipelineThe field pressure to be imposed should not be less than the maximum of 1.5 times themaximum sustained operating pressure, Sum of the maximum sustained operating pressureand the maximum surge pressure.

Losses during test shall be less than 0.1 litres per mm of pipe dia per KM of pipeline per dayfor each 30 metre head of pressure applied.

7.16 Water Treatment PlantAerationPurpose: Aeration is to add oxygen in waters deficient in oxygen or for expulsion of carbondioxide, hydrogen sulphide and other volatile substances causing taste and odour or toprecipitate impurities like iron and manganese.

Chemical Handling &FeedingFeeding can be dry or in solution. Solution is fed through controlled feeders which are gravityor pressure type. There should be at least 2 tanks for each chemical feed & capacity of eachto hold 8 hour requirement. Manual mixing for plants upto2.5 MLD and for higher capacitymechanical mixers / compresses air / recirculation required. To regulate dose solution feeddevice is used by means of orifice Rota meter / positive displacement pump / weir. Constanthead orifice is the most common device.

Chemical StorageStorage of 3 months is advisable. In cases where major storage is provided at a place awayfrom the feed equipment, a week’s storage space should be provided near the plant. Storageshould be damp proof & properly drained. For chemicals in bag, stack height should notexceed 2 m.

Coagulation & FlocculationCoagulation is produced by the addition of a chemical and rapid mixing (flash mixing) forobtaining uniform dispersion. Flocculation formation of settle able particles (flock) isachieved by gentle and prolonged mixing. Good flocculation with minimum coagulant doseand in least time occurs within optimum pH zone. Flocculation Time: usually require 15-30minutes in summer and 30-60 minutes in the colder months. Hydrated lime or soda ash maybe used when increase in hardness is to be avoided.

Sludge RemovalIn circular tanks where mechanical scrappers are provided, the floor slopes should not be

flatter than 1 in 12, to ensure continuous and proper collection of sludge. For manual cleaningslope should be above 1 in 10.

FiltrationRapid Gravity Filters (RGF): The distinctive features of RGF compared to slow sandfiltration is careful pre-treatment, higher filtration rate, coarser but more uniform filter media,backwashing by reversing flow. Standard filtration rate is 4.8-6 m/hour. Practice is tendingtowards higher rate (upto10 m/hour) with better pre-treatment and use of coarser sand(effective size 1mm). Maximum area of one filter bed 100 Sqm consisting of two halves of



50 sqm is recommended for plants greater than 100 MLD. Also for flexibility of operation aminimum of 4 beds should be provided which can be reduced to 2 for smaller plants. Wherefilters are located on both sides of a pipe gallery, length to width ratio of filter bed is found tobe 1.11 to 1.66 averaging about 1.25 to 1.33. A minimum overall depth of 2.6 m includingfree board of 0.5 m is adopted. It is not necessary to provide roof over the filters. Theoperating gallery should be roofed. Effective size of sand shall be 0.45 to 0.7 mm, uniformitycoefficient 1.7 to 1.3, ignition loss should not exceed 0.7% by weight, soluble fraction inhydrochloric acid shall not exceed 5% by weight, silica content not less than 90%, specificgravity 2.55 to 2.65 and wearing loss shall not exceed 3%. Usually depth of sand should be0.6 to 0.75 m but for higher rate filtration when coarse medium is used deeper sand beds aresuggested. Standing depth of water over filter varies from 1 to 2 m and free board of 0.5 m.

Performance of Rapid Gravity FilterFiltrate turbidity should be less than 1 NTU,should be free from colour (3 or less on cobaltscale), filter run be not less than 24 hours with a head loss not exceeding 2 m, wash waterconsumption less than 2% of filtered quantity.

Under Drainage SystemsIn case of central manifold and laterals (lateral pipes can be of CI, plastic, AC, concrete orother material).A non-ferrous drain system is preferable where water has a low pH and iscorrosive and when the correction for pH has to follow the filtration process.

Filter GravelSize of gravel varies from 50 mm at bottom to 2 to 5 mm at the top with a depth of 0.45 m. Incase of porous plate floor supported on concrete pillars, bottom gravel not required.

High Rate BackwashBack wash pressure is about 5 m in under trains so as to expand sand 130-150% of itsundisturbed volume. Normally wash water rate where no other agitation is provided is 600lpm/sqm for a period of 10 minutes. For high rate wash pressure may be 6-8 m and washwater rate of 666-750 lpm/sqm for 6-10 minutes. Capacity of back wash storage tank must besufficient to supply wash water to two filter units at a time where the units are 4 or more.

Air Wash SystemFree air at 600-900 lpm/sq m at 0.35 kg/sqcmare forced through under drain for a period of 5minutes following which wash water is introduced at a rate of 400-600 lpm/sqm. In thepractice of backwashing employing air and water wash together air is applied at a rate of 45-50 m/hour and water at 12-15 m/hour.

DisinfectionSatisfactory disinfection is obtained by pre-chlorination to maintain 0.3 to 0.4 mg/l freeavailable residual throughout treatment or 0.2 to 0.3 mg/l free available residual in theplant effluent at normal pH values. At higher pH of 8 to 9 at least 0.4 mg/l is required forcomplete bacterial kill with 10 minutes contact time. For 30 minute contact time dosagereduces to 0.2 to 0.3 mg/l.

7.17 Pumping



NPSH available (suction pressure-friction loss in foot valve, suction pipe and fittings-velocityhead at suction face-suction head-vapour pressure) should be higher than the NPSH required.Piping: Suction pipe should be short and straight, bends of long radius, size one or two sizeslarger than nominal suction of pump, use eccentric reducer so that no point on suction pipe ishigher than suction part of pump, velocity in suction pipe 2 m/sec, velocity in bell mouth 1.5m/sec, suction strainer should have area at least 3 times area of suction pipe. Discharge pipemay be one size higher than pump delivery; velocity may be 2.5 m/sec, discharge pipingconnection to a common header by a radial tee or 30-45 degree bend. Dismantling joint beprovided between pump and valve. Valves: In case of suction lift provide foot valve. Providevacuum pump priming when suction pipe larger than 300 mm. In case of positive suctionhead sluice valve or butterfly valve is provided in suction pipe for isolation. In delivery pipe anon-return valve (NRV) and delivery valve i.e. sluice/butterfly valve should be provided.NRV should be between pump and delivery valve. Size of valve should match size of pipe.Pump House Size: Minimum space between two adjoining pumps or motor should be 0.6 mfor small and medium units and 1 m for large units. A clear space of 915 mm in width shallbe provided in front of switch board. If there are any attachments or connections at the backof switch board space behind shall be either less than 230 mm or more than 750 mm in widthmeasured from farthest part of attachment/conductor. Service bay for overhauling/repairsshould be provided to accommodate largest equipment. A ramp or a loading unloading bayshould be provided. Head room and material handling tackle for vertical pump should be ableto lift, dismantle and carry motor and largest column assembly to maintenance bay.

7.18 Service ReservoirCapacity can be worked out by mass curve between inflow pattern of water and outflowpattern of water. Capacity is about 33 %of quantity of water to be supplied in case ofcontinuous supply is usually considered is adopted.

7.19 Distribution SystemPressure Requirement:CPHEEO Manual on water supply & treatment stipulates that for towns where one-storeyedbuildings are common and for supply to the ground level storage tanks in multi-storeyedbuildings, the minimum residual pressure at ferrule point should be 7 m for direct supply.Where two-storied buildings are common, it may be 12 m and where three-storeyed buildingsare prevalent 17 m or as stipulated by local byelaws.

It has been decided to adopt distribution system design for only 10 m residual pressure atferrule point and 7 m head at customer tap.

Minimum Pipe Size:Minimum pipe size 75mm OD (to be supplied in coils) where no future extension is requiredand 110mm OD where future extension is necessary; All joints with compression fittings upto 200mm OD; butt welding for higher sizes with local fabricated joints. HDPE PE100 PN10Class up to 300mm size and DI K9 class for higher sizes

Two Pipes on Wide Roads



For roads wider than 25 m distribution pipe may be provided on both side of road.

Sluice ValvesSluice valves should be provided such as to isolate each District Metering Area (DMA).

Design of Pipe NetworkDesign is done through customized software’s like EPANET / WATERGEMS

7.20 Single Contract for Supply, Laying & JointingIt may be desirable that all pipeline contracts are awarded on a single contract responsibilityso that quality of assurance at various stages of manufacture, transportation, supply, laying,jointing, testing and commissioning is taken care by a single agency.

7.21 Domestic Water MetersAs per the amended IS 779 (ISO 4064) magnetically driven and hermetically sealed metersshould be used. To improve quality of meters type test in CPRI recommended.

7.22 Bulk Water MetersVane wheel type or helical types in sizes 50 to 300 mm conforming to IS 2373 are availablein the market. In higher sizes full bore magnetic flow meters and ultrasound meters are alsoavailable.



8Environmental and Social Impact

Assessment & Activities duringConstruction



8 Environmental and Social Impact Assessment & Activitiesduring Construction

8.1 Field Work & Public ConsultationField WorkDuring the visit, a field inspection of proposed subproject facility locations and pipelinealignments that had been identified was undertaken. These included field visit to theidentified sites and alignments and stakeholder consultations. The entire land requirement forthe proposed subproject component will be fulfilled by government lands. The details ofselected lands for subproject components are given in theAnnexure 15.6

Public ConsultationExtensive consultations were undertaken with key stakeholders in line with ADB’srequirements pertaining to environment and social considerations. Focussed group discussion(FGD) conducted at nearby locations of Intake Well, Water Treatment Plant sites,construction of Over Head Tank proposed. The outcome of focussed group discussion withstakeholders in the town and the line departments (Persons involved in Infrastructure likeWater Waste Water & allied services - Engineers and workers of Local Body, WRC , Forest,PWD, NH, District Administration, Health Dept, Geological Dept. and others). Thusrepresentatively various problems ahead my encounter to public during pre & post executionof work considers and after discussion with concern authorities’ necessary mitigationmeasures are well considered. Tools used for consultation were stakeholder meetings. Theconsultations helped to identify the felt needs / concerns and apprehensions of thecommunities related to the project and priorities of concerned stakeholders. Consultationsrevealed that people are aware of the problems of the existing water supply system in thetown and are willing to cooperate in the proposed project. Consultations with the keystakeholders revealed that drinking water supply system if a problem area for the town andthey will fully accept the project. However, the ULB Officials has apprehensions regardingthe project – whether it will be a financial burden to the Nagar Parishad. The Nagar Parishaddo not have capacity or resource to be party in sharing the loan repayment. Consultationswere carried out with tribal community members. For economical considerations ofstakeholders necessary stepwise measures are considered in getting revenue for sustainablerunning and maintenance of new water supply scheme. It is proposed to consider specialdiscount in water charges to be fixed in future by maximum of 50% indigenous people livingthe town.

The following table is the outcome focussed group discussion:-



Sr.No.

Date Location Participants

Participants Topic Discussed Issues Raised

1 29/9/15 NagarParishadOffice

12 Chairman, DeputyChairman, ChiefMunicipal Officer,Engineer, OfficeStaff, Surveyor, LandRevenue Inspector,Stakeholders &PublicRepresentatives,Focused Group fromstakeholders

Present drinking water supply sourceand its condition

Need of improvement of the presentsituation

Briefing on project objectives,probable implementation procedures

Potential positive and negative impactsdue to project implementation

Land use and area to be covered underthe project

Drinking water user charge

The Chairman of the ULB/ Chairman’s representativewillingness to accept the project;

Local ULB Authorities are working on water supplysystem for the town;

Probability of keeping the poor and the vulnerable outof the user charge

Apprehensions regarding the project – whether it willbe a financial burden to the Nagar Parishad. TheNagar Parishad does not have capacity or resource tobe party in sharing the loan repayment.

2 29/9/15 Market&Existing Water

SupplyFacilities Area

12 Shop Owners,Stakeholders & ULBOfficials

Status of existing drinking water supplysystem;

Need for improvements to presentsystem;

Relevant information of the upcomingproject and benefits of the project.


Ensuring no income loss

The shop owners indicated that they are willing toaccept the project which is ultimately for the benefitof the community people;

It should be ensured that their business is not closedfor the civil works – ensuring no income loss;

The market is set up by the ULB and the NagarParishad collets tax from each of the makeshift shopowner (INR 10 per day per owner) for cleaning andmaintenance;

Weekly market from 11am to 7pm –constructionwork can be put on hold on weekly market days;

Probable commencement of project work andduration –12 months including rainy season

3 29/9/15 2 Wards(8,9) 2 Indigenous Men, Pro-Poor men and

Women

Status of existing drinking water supplysystem and need for improvements

Relevant information of the upcomingproject and benefits of the project


Response of the community towards theproject

The area has insufficient and inadequate drinkingwater resource. Water supply to the area is donethrough a tube well that supplies water to thecommunity people through stand posts. The areafaces severe water crisis during the summer when theground water level drops.

The community willingly accepts the project. The community members expressed that their

economic situation would prevent them from payingwater user charges.



8.2 City Demographic & Socio Economic ProfileDemographic & Socio Economic Profile of town is given below:

Ward No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Wardwise Population(2011)

530 513 467 450 418 464 490 440 458 496 455 339 426 415 428 441 447 431 435 419

No of Households 1897Gender

Male 370 251 240 225 220 232 235 225 229 248 227 169 205 207 214 230 223 225 240 230

Female 160 262 227 220 198 232 240 215 229 248 230 228 170 201 208 217 2121 224 206 189

Population TrendNewly developing areas in town are along Sukhania road, Chhanera road, Jawad road. Since Athana town is in the interiorpart of the Neemuch district and there are less possibilities of industrialization and urbanization in the town. Therefore thegrowth rate is reduced from 35% in year 1971 to 11% in year 2011.

No of Slums 2

Slum Population - - - - - - - 440 458 - - - - - - - - - - -

No of Notified Slums 2

No of Non-Notified Slums 2

BPL Population 576

Non-BPL Population 5880

Literacy Ratio 65%Cultural Activities inTown

Various cultural activities are taking place and its management done by ULB and institutes

Sanitation Issues About 63% of population is practicing OD

Health Related Issues Due to reported water bound diseases it is necessary to supply potable/ clean and good water for human consumption

Occupation / Economic Wedge Group

Primary Occupation Agricultural work

Secondary Occupation Industrial / service work

Tertiary Occupation Others



8.3 Environmental AssessmentFor the environmental assessment of the town screening has been done and status report hasgiven below:-

Environmental AssessmentSr. No. Parameter Status / Remark

1

Baseline Generation :- existingstate of the environment (Quantityof water available(Ground &Surface water details, Waterpollution activities, Historicalstatistical information about waterborn diseases(recent 5 yrs),Identifythe impact and the relation if anywith existing drinking water.Screening of Project :- use ascreening process for proposedproject, to determine theappropriate extent and type of EA.

For historical and town profile record of the townplease refer para 10.2For status of water and waste water situations in thetown is discussed. Please refer para 2.3, 2.4Water bound diseases record from health department /ULB for last 5 years are given as below:-In the town Open Defecation (OD) percentage ofpopulation is reported to be 63%. The indirect impactof environment by making open defecation free townneed to be ensured. The scheme execution shall alsobring overall environmental up gradationsimultaneously.

Year 2011 2012 2013 2014 2015No of

Patients 700 706 790 800 898

2

Assessment of EnvironmentalImpacts:- During design,construction, operation anddecommissioning of the project

Necessary Precautionary measures are suggested asgiven in table in para 8.6

a

Land identification for thecomponents of project(availabilitysuitability/ NOC from concernedDepartments): analysis of variousalternatives site, In case ofResettlement- Mitigation plan shallbe proposed

No resettlement involved in execution of watersupply scheme

bPhysical features affecting theproject components:-

- Forests Necessary steps consider in para 8.6 (Tree Safety)

- Railway Track No issues of Railway crossing in execution of scheme

- Rivers & Water Bodies Necessary steps considered- National Highway/State

highwayNil

cManagement and Disposal ofExcavated Material duringConstruction

Mitigation measures taken as per para 8.6 (Execution)

d Natural Resources

- Effect on Biodiversity Not applicable in this water supply scheme

- Effect on Flora & faunaDue care shall be taken. No substantial effect due toscheme for Flora & Fauna in the area

- Water resourcesNo adverse effect due to pollution in the execution ofthe scheme



- Deforestation Nil

- Air Pollution (duringconstruction)

Nil

e

Health & Safety- Occupational Health &

Safety- Community Health & Safety

Necessary precautions consider vide para 8.6

fCultural Resources

-Effect on Cultural resources

During construction due precautions to be ensuredduring festivals like Holi, Dashera, Ed, Diwali,Crismas day etc. , such that stakeholders culturalactivities are not affected

gAssessment of waste generationduring project activities

Mitigation measures consider

h Natural DisasterDue precautionary measures to be taken in caseNatural Disaster

gAssessment of waste generationduring project activities

Mitigation measures consider

h Natural DisasterDue precautionary measures to be taken in caseNatural Disaster

8.4 Social AssessmentDuring screening of social development issues the status immerged out is given below:-

Sr. No. Parameter Status / Remark

1Baseline Socioeconomic profile of theaffected area

Athana is an important mining (Coal) and powergeneration(Thermal Power) centre in Madhya Pradesh

2 Stakeholder Consultation & Participation Done on 29/9/15

3Prepare based on available data the profile ofpopulation and available infrastructure forservices in the project affected area.

Population projection done for year 2048 and watersupply Scheme components designed accordingly.

4 Gender analysis

While analysing for gender issues the female issuescomes to 985 for 1000 male. Female is the mainparticipatory for getting minimum necessary watersupply for the family and therefore in scheme thisconsiderate on has been taken to get water supply atevery woman’s doorstep.

5

Assess Impact in terms of land acquisition(loss of land, houses ,livelihood etc) andundertake consensus of project affectedpeople.

Land acquisition from private parties is not requiredfor water supply scheme components- Intake wells,WTP, Over Head Tanks etc. since all landsconsidered are Govt. Revenue lands or WCL, MPEBauthorities. Care has been taken so that noresettlement houses or properties are necessary.Letters for concern WCL & MPEB authorities arewritten and initiatives for such sanctions taken.

Social Assessment



8.5 Construction Activity PlanActivity chart for planned & time bound execution of work of Athana Water Supply Schemeis envisaged for monitoring of execution of works and given in the Annexure -15.8

8.6 Floating of Bids for Time-Bound Completion of WorksWhile floating bids/tenders for work realistic period of work be given to contractor and ifproportionate completion not done, then contractor be panelised. Work progress sufferingduring rains, time lag due to festivals in India like Sankranti, Holi, Ganesh, Durga Dashera &Diwali, Mohram, Ed, Crismas are also need to be considered. Effect of this time loss shouldalso reflect in our bid documents as considered for rainy season.

6

In case of displacement develop R&Rentitlement framework in consultation withthe affected people & stakeholders .Prepareresettlement action plan(RAP)

Preparation of resettlement action plans (RAP) isnot required since displacement of properties andhouses is not involved.

7Identify likely loss of community assetsincluding religious structure & commonproperties

Nil

8 Social risk assessment Done for WSS works

9Indigenous peoples planning(during design,construction, operation & decommissioningof the project)

During discussion with stakeholders due care hasbeen taken to ensure that indigenous people arecontacted and involved in process of all schemepreparation stages such as Planning, Designing.Similar care need to be ensured during construction ofthe scheme and its Operation and maintenance.

10Assessment of adverse impacts on Indigenouspeople of project area.

No adverse impacts

11Indigenous people Health & safety measureduring construction & operation.

Necessary safety measure are considered vide para8.11

12 Information DisclosersAll stakeholders have given conceptual mechanism inpreparation of water supply scheme. During executionof water supply scheme necessary signage boards are

13 Grievance Redress Mechanism

It is proposed to established information andGrievance Redressal Unit office at places convenientfor approaching nearby areas. As per theapproachability and topographical considerations andadministrative division of the town (Athana-20 wards)at 5 places, Redressal unit are proposed.

14 Unanticipated Impacts Considered15 Alternative measures Considered16 For willingness–to-connect/pay surveyor

Focus group discussion to be done in NonShown willingness during FGD in general

17

Potential connection barriers(financial &nonfinancial) for households in informalsettlements or those belonging to low incomecategories.

Shown willingness to pay rational water charges to beimposed from time to time by ULB

18

Potential connection barriers(financial &nonfinancial) for households in informalsettlements or those belonging to low incomecategories.

Due consideration proposed for pro-poorsettelements/ population



After sewer lying done, the item of roads making good the same, be introduced separately toavoid public criticism. This has been considered in the estimates.

8.7 Traffic Management PlanBefore start of excavation of water supply distribution pipe line for lying in District meteringAreas the town prior intimation and layout marking be done and public information /notice begiven to local residents. Local administration /Traffic Police Authorities should be contactedand traffic plans for diversions etc be drawn well in advance before n start of excavationworks at site to avoid any complications & accident during execution of work.

8.8 Co-ordination with Line Departments & Utilisation of Provisional SumWherever permission from a state or central government organization is required inimplementation of the project, it would be endeavoured to obtain the same while starting theexecution of works at sites.Where raw water source is taken from a river, appropriateallocation of water for the project shall be got done before finalizing the DPR.Clearances/Permission from other Ministries namely Ministry of Environment and Forest, WRD,MPPBC/CPCB, NHAI and Railways, if required, shall be obtained from concernedauthorities.

8.9 Status of Strata/ Soil, Water Table in the Athana TownSoil & water table available in the area of Athana are done & the findings are given below.Soils of the area are characterized by black grey, red (lateritic) and yellow colours, oftenmixed with red and black alluvium and ferruginous red ravel or lateritic soils. Red soil is alsofound on hilltops, which is Moorum or loosely packed and gritty, generally shallow andincapable of supporting good forest growth. The nature of soils of the area is of hills andridges with scarps type. The soils in the area are very shallow, somewhat excessively drainedloamy soils on moderately to steep sloping hills and ridges with scarps with severe erosion.The soil cover on the plateau generally varies between 1 to 5 m thicknesses.

The denudation hill range is the highest elevated land. The yield of groundwater in this areais very poor. The water table fluctuations are ranging from 2 to 3.0 m in dug wells; 5 to 24 min dug-cum-bore wells and 4 to 20 m in bore wells. The average yield ranges from 26 to 39lpm. It is necessary for ULB to get prior sanction from State Pollution Control Board forconstruction of WTPs. As per prevailing practice of the state Govt. it may be ensured thatnecessary sanctions/clearance from SPCB & line departments are obtained by the authority.Statutory requirements like sanction from urban local body(if any),sanction required fromauthorities maintaining roads, Forest Dept. sanctions, Clearance for transfer of land requiredfor the purpose of construction of may also be processed & obtained NOC before start ofworks at site.



8.10 Safety & Environmental Plan for Execution of WSSTable 12:- Safety & Environmental Plan during Execution of WSS

Activity EnvironmentalImpact

Activity / Action Plan Responsibility

ExcavationAir Pollution /Noise Pollution

Use ear plug & nose masks whennecessary for performing task.Excavated soil shall be arranged bothside on trench properly at a safedistance.

By Contractor/Agency

Removal ofExcavatedStuff

Water (Nali -Nalla)

Ensure that excavated soil shall not beflown in nearby nali & nalla and extrastuff/Soil & be transported to site as perdirection of Engineer-in-charge.


SiteHousekeeping

The construction site and surroundingare to be maintained in a clean andpresentable condition at all times.Constriction activities shall avoidcausing unnecessary disruption &nuisance to adjacent landowners & thepublic as a whole


FirePrevention &Control

Air Pollution

The Contractor shall ensure that there isbasic firefighting equipment availableon site as per requirement of the localEmergency Services. If any emergencyor misshapen thenEnvironmental/Safety shall attend tothe requirements immediately.


Health &Safety

Ensure that First-Aid kit is provided atsite Office as per relevant standards


Tree Safety

Unnecessary tree cutting prohibitedshall be adhered to in case progress isaffected by any tree. Cutting of treeshall be done as per Provisions ofForest/related dept. norms, plantationof equivalent.


PowerGenerator

Air PollutionInstallation of Power generator/DG setas per standard norms shall be ensuredat site.


Material

Material /dumping through truck/Tralietc. shall be done carefully & morecareful dumping of sand.& packedthrough thick polythene bag


Health Safetyof Workers

Ensure to arrange medical camp forlabours & proper facility like clearwater, latrine ,good quality food etc.


PublicAwareness

Before start of any alignment of piperesidents shall be informed line Propersign boards, display boards,barricading, taps shall be on site to




avoid any misshapen during workprogress.

Vehicle /Machine

Air PollutionEnsure that certification is necessaryfrom concerning respectivedepartments are kept with vehicle.


SiteClearance

Ensure that after daily progress ofwork, site is cleaned. No material/Pipepieces etc. shall be remained on road.

ByContractor/Agency

Proper Placeof Vehicle

Necessary vehicles shall be providedfor safety.


Attention Water pollution

Work carefully, in the case any damageduring the construction like damageoccurs then proper coordination withconcern authorities shall be done &damages are attended to on priority.


8.11 Social SafeguardsNo significant Involuntary Resettlements (IR) is required during the execution of AthanaWater Supply Scheme. The lands identified for various components of water supply schemeand the ownership status is confirmed as given below:

Table 13 :- Social SafeguardsMain Components of WSS Status of Ownership & Remarks

Construction of Intake cum JackWell

Water Resource Departments, GoMP Land nearRoopniya Dam

Water Treatment PlantRevenue Department, GoMP Land at Khasra No450/1/min-2 in ward no. 14

Execution of Pipelines –Raw Water Rising Main,Clear Water Feeder Main,Water Supply DistributionSystem

Execution of work will be done along ROW (Right ofWay) of GoMP roads and lands and therefore nosignificant resettlements issues. Temporary disruptionto road users, pedestrians, community members islikely to involve. During the pipe laying workexecution, it is necessary to avoid any disruption tocommunity by taking mitigation measures such as priorintimation to the habitants in the area before layouts aregiven on roads for pipe laying, proper barricading andsignage boards, temporary traffic diversion andcontrolled activities, safety during night work are needto be ensured.

Construction of Over Head Tanks -



9Abstract of Project Cost



9 Abstract of Project Cost

Abstract of CostSr.No.

EstimateNumber Description of Sub-Estimate Amount (Rs.)

1 E-1 Confirmative Survey 2327492 E-2 Head Works 5000003 E-3 100 M Long Approach Bridge 32000004 E-4 Raw Water Pumping Machinery 2461805 E-5 Raw Water Rising Main 11323256 E-6 Raw Water Gravity Main 77732007 E-7 Break Pressure Tank 4852508 E-8 1 MLD Water Treatment Plant 31200009 E-9 Clear Water Pumping Machinery I & II 17904010 E-10 Clear Water Feeder Main I and II 276129111 E-11 Over Head Tanks - 2 Numbers - 150 KL Each 360000012 E-12 Water Supply Distribution System 21893866

13 E-1363 KVA Electrical Sub-Station / Transformer & 2km Transmission Line

3061714

14 E-14 PLC And SCADA for Scheme Monitoring 3000000

15

Statutory payments to water resources, NationalHighways, State Highways, Indian Railways,Forest Department, Archeological Survey of Indiaand similar organizations

1000000

16Payments to electricity company for sanction andextension of dedicated power supply to variousinfrastructure locations

1000000

17Provision towards costs associated with socialsafeguards

2000000

18Provision towards costs associated withenvironmental safeguards

1000000

19Network expansions if required beyond the presentscope

1500000

20Nalla crossings, shifting of utilities andmiscellaneous works

1500000

Net Cost 59185614Contengencies Charges (3% of Project Cost) 1775568Supervision Charges (5%) 2959281Operations & Maintenance of Scheme (10 Years) 43595319Grand Total Cost of Scheme 107515782



10Establishment, Operation,

Maintenance & Repair Chargesof Water Supply Scheme



10 Establishment, Operation, Maintenance & Repair of WSS

10.1 Institutional Review &Structure of Operation & Maintenance Team

Sr. No.Name of

PostNo. ofPosts

MonthlySalary

Total YearlySalary

1 Sub Engineer - WTP 1 30000 360000

2 Pump Operator - Head Works 1 10500 126000

3 Pump Operator - WTP 1 10500 126000

4 Helper / Fitters - Pump House 1 7500 90000

5 Helper / Fitters - Pumping Main 1 7500 90000

6 Helper / Fitters - WTP 1 7500 90000

7 Electrician / Mechanic - WTP 1 10500 126000

8 Watchman - Pump House 1 7500 90000

9 Watchman - WTP 1 7500 90000

10 Watchman - OHT 1 7500 90000

11 Lab Assistant / Chemist 1 10500 126000

12 Accountant for Billing & Collection 1 10500 126000

Total 12 127500 1530000

Upto 5 MLD Water Demand as per CPHEEO Manual Appendix 13.1

Table 15 :- Institutional Review & Structure of O & M TeamInstitutional Review:-

Structure of Operation & Maintenance Team:-

President & Munnicipal Body


Time Keeper, Fitter, Attendent

Sub - Engineer



10.2 Annual Depreciation and Maintenance & Repair Charges

Table 16 :- Annual Depreciation and Maintenance & Repair ChargesSr.No.

DescriptionCost of

Components90 % of Cost

DepreciationFactor

AnnualDepreciation

%M & R

M&RCharges

1 Confirmative Survey 232749 209474 0 0 0.00 0

2 Intake, Collecting & Jack Well 500000 450000 0.0076 3420 0.50 2500

3 Apprach Bridge 3200000 2880000 0.0039 11232 0.50 16000

4 Raw Water Pumping Machinery 246180 221562 0.0512 11344 2.50 6155

5 Raw Water Pumping / Gravity Main 8423697 7581327 0.0076 57618 0.25 21059

6 Break Pressure Tank 485250 436725 0.0076 3319 0.75 3639

7 Water Treatment Plant 3120000 2808000 0.0076 21341 2.00 62400

8 Clear Water Pumping Machinery 179040 161136 0.0512 8250 2.50 4476

9 Clear Water Feeder Main 2305499 2074949 0.0076 15770 0.25 5764

10 RCC Over Head Tank 3600000 3240000 0.0076 24624 0.50 18000

11 Distribution Network 21893866 19704479 0.0076 149754 0.25 54735

12 Transformer, Sub Station 1260000 1134000 0.0257 29144 5.00 63000

13 Electrical HT Line 1801714 1621543 0.0257 41674 4.00 72069

14 Electromagnetic Flow Meter 937620 843858 0.0852 71897 5.00 46881

15 PLC and SCADA for Scheme Monitoring 3000000 2700000 0.0852 230040 2.00 60000

Total Cost 51185614 679426 436677Please refer Handbook by IWWA, Table No - 6.0, Page No - 47 & 48



10.3 Annual Operation, Maintenance & Repair Charges

Sr. No. Description Unit Qty Amount

Electrical Consumption at Head Works Kw 7.7Electrical Consumption at WTP Kw 24.0Total Electrical Consumption Kw 32Pumping Hours for Initial Stage Hr 20Electrical Energy Required Per Day Kwh 638Electrical Energy Required Per Year Kwh 232856Rate of Electricity @ Rs 5.0 Per Unit Rs./ Unit 5.0Electrical Energy Charges/Year Rs./Year 1164282Lubricant Charges Rs. 10000Electrical & Lubricants Charges Rs. 1174282

Average Dose mg/ltr 3Quantity of Water / Day ML 0.70Quantity of Water / Year ML 255.5Quantity of Chlorine Required / Year Kg 767Rate of Chlorine per Ton Rs./Kg 25Total Chlorine Charges Rs. 19163

Average Dose mg/ltr 30Quantity of water per day ML 0.70Quantity of water per year ML 255.5Quantity of Alum required per year Kg 7665Add 10% for wastage 767Total Alum reqd. per year 8432Rate of Alum per Kg Rs. 10Total Amount for Alum Rs. 84315

Grease, Cotton Waste etc. Lump Sum 10000Chemicals & Sundry Material Charges Rs 75153Water Sampling Charges / YearNumber of Samples No 144Rate per Sample (PHE Laboratory Rates) Rs. 900Water Sampling Charges Rs. 129600Raw Water ChargesQuantity of Water / Day ML 0.70Quantity of Water / Year ML 255.5Rate per ML Rs. 260Raw Water Charges Rs. 66430

E Establishment Charges (As per statement) Rs. 1530000F M & R Charges (As per statement) 436677

3412141

Table 17 :- Annual Operation, Maintenance & Repair Charges

Electrical Energy & Lubricant Charges of Pumping Machinery

Chemicals and Sundry Materials Charges

b) Alum

A

Total Annual Operation & Maintenance Charges

D

c) Sundry Material

C

B

a) Chlorine



10.4 Establishment, Operation, Maintenance & Repair Charges for 10 Years

Table 18 :- Establishment, Operation, Maintenance & Repair Charges for 10 Years

Sr.No.

YearEnergy &Lubricants

Charges

Chemicals &Sundry Material

Charges

Water SamplingCharges

Raw WaterCharges

EstablishmentCharges

M & R Charges Total

1 2018-19 1174282 75153 129600 66430 1530000 436677 3412141

2 2019-20 1221253 79662 137376 70416 1621800 462878 3593384

3 2020-21 1270103 84441 145619 74641 1719108 490650 3784562

4 2021-22 1320907 89508 154356 79119 1822254 520089 3986234

5 2022-23 1373743 94878 163617 83866 1931590 551295 4198990

6 2023-24 1428693 100571 173434 88898 2047485 584372 4423454

7 2024-25 1485841 106605 183840 94232 2170334 619435 4660287

8 2025-26 1545274 113002 194870 99886 2300554 656601 4910188

9 2026-27 1607085 119782 206563 105879 2438588 695997 5173894

10 2027-28 1671369 126969 218956 112232 2584903 737757 5452186

Operation, Maintenance & Repair Charges for 10 Years ₹ 435,95,319

Note: As per the Additional Guidelines of MPUSIP, 4 % inflation factor in Electricity Charges per year and in other charges 6% inflation factorin cost per year is considered.



11Financial, Revenue Generation &

Cash Flow Management



11 Financial, Revenue Generation &Cash Flow Management

For execution of Water Supply Scheme it is necessary to ensure cash flow of funds inproportion to ensured activity wise progress of works to complete & commission works within stipulated period of construction of 12 months. For revenue generation we need to fixjustified water tariff (to be collected from property owners on monthly basis for O& M ofsewerage scheme. In absence of this for non-plan flow of funds sustainability & efficientfunctioning of sewerage system becomes difficulty.

11.1 Loan Repayment Schedule

Table 19 :- Loan Repayment Statement

1 Net Cost of Project w/o Provisional Sum 511856142 Grant in Aid from Govt. of M.P. (30 % of Project Cost) 153556843 Loan Amount from ADB (70 % of Project Cost) 358299304 Contribution of State Government (75%) of Loan Amount 268724475 Contribution of ULB (25%) of Loan Amount 89574826 Rate of Interest 9.00%

Year Loan Amount Rate ofInterest

Amount IncludingQuarter Interest

Interest /Year

LoanRepayment

2018 8957482 9.00% 9152560 195078 159955

2023-24 9152560 9.00% 9351886 199326 159955

8992605 9.00% 9188448 195843 159955

8832650 9.00% 9025009 192359 159955

8672695 9.00% 8861571 188876 159955

2024-25 8512740 9.00% 8698132 185392 159955

8352785 9.00% 8534693 181908 159955

8192830 9.00% 8371255 178425 159955

8032875 9.00% 8207816 174941 159955

2025-26 7872920 9.00% 8044378 171458 159955

7712965 9.00% 7880939 167974 159955

7553010 9.00% 7717501 164491 159955

7393055 9.00% 7554062 161007 159955

2026-27 7233100 9.00% 7390623 157524 159955

7073145 9.00% 7227185 154040 159955

6913190 9.00% 7063746 150557 159955

6753234 9.00% 6900308 147073 159955

2027-28 6593279 9.00% 6736869 143590 159955

6433324 9.00% 6573431 140106 159955

6273369 9.00% 6409992 136623 159955

6113414 9.00% 6246553 133139 159955

2028-29 5953459 9.00% 6083115 129656 159955

5793504 9.00% 5919676 126172 159955



5633549 9.00% 5756238 122688 159955

5473594 9.00% 5592799 119205 159955

2029-30 5313639 9.00% 5429360 115721 159955

5153684 9.00% 5265922 112238 159955

4993729 9.00% 5102483 108754 159955

4833774 9.00% 4939045 105271 159955

2030-31 4673819 9.00% 4775606 101787 159955

4513864 9.00% 4612168 98304 159955

4353909 9.00% 4448729 94820 159955

4193954 9.00% 4285290 91337 159955

2031-32 4033999 9.00% 4121852 87853 159955

3874044 9.00% 3958413 84370 159955

3714089 9.00% 3794975 80886 159955

3554134 9.00% 3631536 77403 159955

2031-32 3394179 9.00% 3468098 73919 159955

3234224 9.00% 3304659 70436 159955

3074268 9.00% 3141220 66952 159955

2914313 9.00% 2977782 63468 159955

2032-33 2754358 9.00% 2814343 59985 159955

2594403 9.00% 2650905 56501 159955

2434448 9.00% 2487466 53018 159955

2274493 9.00% 2324028 49534 159955

2033-34 2114538 9.00% 2160589 46051 159955

1954583 9.00% 1997150 42567 159955

1794628 9.00% 1833712 39084 159955

1634673 9.00% 1670273 35600 159955

2034-35 1474718 9.00% 1506835 32117 159955

1314763 9.00% 1343396 28633 159955

1154808 9.00% 1179958 25150 159955

994853 9.00% 1016519 21666 159955

2035-36 834898 9.00% 853080 18183 159955

674943 9.00% 689642 14699 159955

514988 9.00% 526203 11215 159955

355033 9.00% 362765 7732 159955

2036-37 195078 9.00% 199326 4248 159955

35123 9.00% 35888 765 159955

-124832 9.00% -127551 -2719 159955

-284787 9.00% -290990 -6202 159955



11.2 Financial Planning, Expenditure & Revenue Generation for WSS

11.3 Water Rate Calculation

Sr. No. Description Unit Amount1 Gross Cost Of The Scheme Rs 511856142 Per Capita Cost for Initial Stage Rs 72093 Per Capita Cost for Intermediate Stage Rs 61674 Per Capita Cost for Ultimate Stage Rs 53885 Annual Burden For Initial Stage/ Soul Rs 481

6Cost of 1000 Ltr Water =

(Annual Burden x 1000) / (Daily Demand x 106 x 365)Rs./1 KL 13.4

Table 21 :- Water Rate Calculation

Year

Popu

lati

on

Dom

esti

cC

onne

ctio

n

Tot

al D

omes

tic

Con

nect

ion

Non

-Dom

esti

cC

onne

ctio

n

Tot

al N

on-

Dom

esti

cC

onne

ctio

n

Inst

alle

d C

apac

ity

Run

ning

&M

aint

enan

ce C

ost

(Lac

s)

Proj

ect C

ost

(Lac

s)

Loa

n A

mou

nt(L

acs)

Loa

n R

epay

men

t(L

acs)

Inte

rest

Am

t @9.

00%

Tot

al E

xpen

ses

(Lac

s)

Cos

t Rs.

Per

Kil

oli

ter

Dom

esti

c C

harg

es(R

s)

Rev

enue

fro

mD

omes

tic

Con

n @

85%

Dom

esti

cC

onne

ctio

nC

harg

es (

Lac

s)

Non

-Dom

esti

cC

harg

es (

Rs)

Rev

enue

fro

mN

on D

omes

tic

Con

n @

85%

Non

-Dom

esti

cC

onne

ctio

nC

harg

es (

Lac

s)

Tot

al R

even

ue(L

acs)

Surp

lus

Am

ount

(Lac

s))

2018-19 7100 900 1100 10 10 0.70 34.12 511.86 89.57 0.00 0.00 34.1 13.35 160 17.95 45.00 400 0.41 0.65 64.0 29.892019-20 7186 550 1650 5 15 0.71 35.93 511.86 89.57 0.00 0.00 35.9 13.92 176 29.62 27.50 440 0.67 0.33 58.1 22.192020-21 7271 150 1800 5 20 0.71 37.85 511.86 89.57 0.00 0.00 37.8 14.52 194 35.54 7.50 484 0.99 0.33 44.4 6.512021-22 7357 50 1850 2 22 0.72 39.86 511.86 89.57 0.00 0.00 39.9 15.14 213 40.19 2.50 532 1.19 0.13 44.0 4.152022-23 7443 40 1890 2 24 0.73 41.99 511.86 89.57 0.00 0.00 42.0 15.79 234 45.16 2.00 586 1.43 0.13 48.7 6.732023-24 7529 45 1935 2 26 0.74 44.23 511.86 89.57 6.40 7.76 58.4 21.75 258 50.86 2.25 644 1.71 0.13 54.9 -3.452024-25 7614 25 1960 1 27 0.74 46.60 505.46 83.18 6.40 7.21 60.2 22.21 283 56.67 1.25 709 1.95 0.07 59.9 -0.272025-26 7700 25 1985 1 28 0.75 49.10 499.06 76.78 6.40 6.65 62.1 22.70 312 63.13 1.25 779 2.23 0.07 66.7 4.522026-27 7786 25 2010 1 29 0.76 51.74 492.66 70.38 6.40 6.09 64.2 23.24 343 70.32 1.25 857 2.54 0.07 74.2 9.942027-28 7871 20 2030 1 30 0.76 54.52 486.26 63.98 6.40 5.53 66.5 23.82 377 78.12 1.00 943 2.89 0.07 82.1 15.612028-29 7957 20 2050 1 31 0.77 57.46 479.87 57.58 6.40 4.98 68.8 24.45 415 86.78 1.00 1037 3.28 0.07 91.1 22.292029-30 8043 20 2070 1 32 0.78 60.56 473.47 51.19 6.40 4.42 71.4 25.12 456 96.39 1.00 1141 3.73 0.07 101.2 29.802030-31 8129 20 2090 1 33 0.79 63.83 467.07 44.79 6.40 3.86 74.1 25.84 502 107.05 1.00 1255 4.23 0.07 112.3 38.252031-32 8214 20 2110 1 34 0.79 67.28 460.67 38.39 6.40 3.31 77.0 26.60 552 118.88 1.00 1381 4.79 0.07 124.7 47.752032-33 8300 20 2130 1 35 0.80 70.93 454.27 31.99 6.40 2.75 80.1 27.42 608 132.01 1.00 1519 5.42 0.07 138.5 58.42

Table 20 :- Financial Planning, Expenditure & Revenue Generation for 15 Years



11.4 Self-Sustainability Report of Water Supply Scheme

Sr. No. Unit Amount

1 Rs 11742822 Rs 751533 Rs 1296004 Rs 664305 Rs 15300006 Rs 436677

Rs/Yr 3412141

1 Souls 64562 No. 15033 No. 4.304 Souls 71005 Souls 11006 Souls 107 Rs/Yr 19208 Rs/Yr 48009 Rs. 179520010 Rs. 4080011 Rs. 450000012 Rs. 65000

Rs/Yr 6401000

2018-19 2019-20 2020-21 2021-22 2022-23A1 17.95 29.62 35.54 40.19 45.162 0.41 0.67 0.99 1.19 1.433 45.65 27.83 7.83 2.63 2.13

64.01 58.12 44.36 44.01 48.72B

1 11.7 12.2 12.7 13.2 13.7

2 0.8 0.8 0.8 0.9 0.9

3 1.3 1.4 1.5 1.5 1.64 0.7 0.7 0.7 0.8 0.85 15.3 16.2 17.2 18.2 19.36 4.4 4.6 4.9 5.2 5.5

34.1 35.9 37.8 39.9 42.029.9 22.2 6.5 4.1 6.7

Table 22 :- Water Supply Scheme Self-Sustainability Report

Revenue Generation

Annual Burden (Annual Expenditure)

Since Expected Annual Revenue Generation is more than Expected Annual Burden,Hence The Scheme will be Self-Sustainable.

Revenue from Domestic Connection @ 85%Revenue from Non-Domestic Connection @ 85%

Total Annual Burden (Annual Expenditure)

Total Expected Revenue Generation

No of Non Domestic Connections at Initial Stage

Connection Charges for Domestic ConnectionConnection Charges for Non-Domestic Connection

(All Figures in Lacs)

(All Figures in Lacs)

Particulars/YearRevenueDomestic ConnectionNon-Domestic ConnectionConnection Charges (Both)

Energy & LubricantsCharges

Establishment ChargesM & R Charges

Total RevenueExpenditure

Chemicals & SundryMaterial ChargesWater Sampling ChargesRaw Water Charges

Total ExpenditureBalance

Description

Electrical & Lubricants ChargesChemicals & Sundry Material ChargesWater Sampling ChargesRaw Water ChargesEstablishment Charges (As per statement)M & R Charges (As per statement)

Population for Year 2011No of House HoldsSize of House HoldPopulation In Initial Stage (2018)No Of Domestic Connections in 1st Year

Water Charges for Domestic ConnectionWater Charges for Non-Domestic Connection

Volume II- Designs

Unb

an W

ater

Sup

ply

Impr

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Pro

ject

in T

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M.P

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ecto

r, Pr

ojec

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day,

Pro

ject

Man

agem

ent U

nit,

Mad

hya

Prad

esh

Urb

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Impr

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D, B

hopa



Unb

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Impr

ovem

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ject

in T

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M.P

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ecto

r, Pr

ojec

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ject

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Consultant





Volume -II

Survey Data, Investigation Report

&

Detailed Designs



12Survey & Investigation Report



12 Survey & Investigation Report

12.1 Survey Data Report for details of GTS/Permanent Benchmarks & TBMs

As per the requirement detailed road survey for water supply distribution system, countersurvey for the required and identified lands of Water Treatment Plant and Over Head Tankconstruction done. The details of GTS/ TBM, the location and the level values are given inAnnexure 15.3

12.2 Investigation Report for Water TableFor arriving at excavation quantity and cost for laying of pumping /rising mains and watersupply distribution of pipelines, at the site of WTP, OHT, a detailed investigation has beendone in the town area and the details for the water table levels in the area of the town areenclosed in Annexure 15.9

12.3 Investigation Report for Soil / StrataFor arriving at excavation quantity and cost for laying of pumping /rising mains and watersupply distribution of pipelines, at the site of WTP, OHT, a detailed investigation has beendone in the town area and the details for the strata/ soil formation has been collected and itsreport is annexed in Annexure 15.10 & 11

12.4 Water Sample Test ReportsFor selected water source investigation for raw water quality of the source decided has beendone from the Quality Control Laboratory, Nagar Nigam, Arera Hills, and Bhopal. The testreports are enclosed in Annexure 15.2



13Design of Water Supply Scheme

Components



13 Design of Water Supply Scheme Components

Based on the above approach and methodology, study of alternative sources and designparameters of water supply scheme, below water supply scheme components are consideredfor designing. Brief of water supply scheme components are given below:

Athana Water Supply Scheme at a Glance













13.1 Water Source ConsideredBased on above analysis of various available sources, Rupaniya Khal dam is selected as a rawwater source for Athana Water Supply Scheme.

13.2 Head WorksThe headwork’s for the Athana Town comprises of open well approach bridge submersiblepumps, Break Pressure Tank and Pump house. Submersible Pumps will be submerged in thewater area on the Dam while Break Pressure Tank & Pump House will be constructed nearshore line of the Kenpuriya dam.

Table 23 :- Details of Head Works ComponentsSr.No.

Description Details

A Head Works Components1 Water Source Open Well in Kenpuriya Dam2 Intake Arrangement Submersible Pump Sets3 Pump House 5 m x 5 m4 Break Pressure Tank Dia 4.0 m & Height 3.6 m5 Capacity of Break Pressure Tank 20 m3/Hr6 Area Required for Break Pressure Tank 20 m2

7 Approach Bridge 100 m Long

Daily Water Demand for 2048 (Ultimate Stage) : 0.9 MLPumping Hours : 23 Hr

: 0.94 MLD: 10.87 LPS: 39 Cum/Hr

Assumed Detentionn Time : 30 min of Flow Rate: 20 Cum/Hr: 20 Cum/Hr (Say)

Assumed Effective Water Depth : 2 mDepth of Slit Pocket : 0.5 mOuter Diameter of Inlet Pipe : 0.15 mAssumed Free Board & Space Above Free Board : 0.6 mCover Above Inlet Pipe : 0.3 mTotal Height of Break Pressure Tank : 3.6 m

: 10.0 m2: 10.0 m2 (Say): 3.57 m: 4.0 m (Say): 18.8 m2: 20 m2 (Say)

Hence provide Break Pressure Tank of Diameter 4.0 m with Total Height 3.60 m and AreaRequired Inclusive of Open Space is 20.0 m2

BPT / MBR Capacity Calculation

Design of Break Pressure Tank

Capacity

Area Required for Standing Water

Total Discharge for 2048 (Ultimate Stage)

Diameter (D) of Break Pressure Tank

Area Required for Break Pressure Tank



13.3 Raw Water Pumping Machinery, Rising Main& Gravity MainRaw water from Kenpuriya Dam is being pump to break pressure tank 400m away from theintake location at Athana- Sukhanand road. From Break pressure tank water will flow inaccount of gravity to WTP at Athana. For the pumping main of 400m Submersible Pumps ofcapacity 7.50 Hp capacities and pipe of 150 mm DI K9 having length 400 m is provided. Theremaining length of 4001m would be Gravity main of 150mm DI K7. The entire raw waterpipeline is laid at along the Athana-Sukhanand road. While deciding the alignment of thepumping maim necessary care has been taken in a such way that the pipeline is not passingthrough forest area, railway crossing, National Highway and farm land or any private land.

Table 24 :- Details of Raw Water Pumping Main & MachinerySr.No.

Description Details Unit

A Raw Water Pumping Main (RWRM)Material DI K-7Diameter 150 mmLength 400 mFrom Kenpuriya DamTo Break Pressure Tank

B Raw Water Pumping MachineryPump Type Submersible Pump SetsDischarging Capacity of Each Pump 9.66 LPSMotor Capacity of Each Pump 7.50 HpTotal Head of Each Pump 32 mTotal HP to be Installed Including Standby 15 BHPTotal Numbers of Pumps to be Installed Including Standby 2 Nos.Standby % 100% %

C Raw Water Gravity Main (RWGM)Material DI K-9Diameter 150 mmLength 4001 mFrom Break Pressure TankTo WTP at Athana



0.90 ML/D

23.00 hrs.

0.94 MLD

400 m mm kg/sq.m mm mm mm mm mm mm

Say 30.40 m 1 DI K-9 1.70E+10 100 6 3 100 140 106.0 118

475.29 m 2 DI K-9 1.70E+10 150 6 3 150 140 158.0 170

446.86 m 3 DI K-9 1.70E+10 200 6.3 3 200 140 209.4 222

28.43 m 4 DI K-9 1.70E+10 250 6.8 3 250 140 260.4 274

2 m 5 DI K-9 1.70E+10 300 7.2 3 300 140 311.6 326

30.43 m 6 DI K-9 1.70E+10 350 7.7 5 350 140 362.6 378

2.07E+08 Kg/sq.m 7 DI K-9 1.70E+10 400 8.1 5 400 140 412.8 429

9.81 m/s2 8 DI K-9 1.70E+10 450 8.6 5 450 140 462.8 480

DI K-9 9 DI K-9 1.70E+10 500 9 5 500 140 514.0 532

10 DI K-9 1.70E+10 600 9.9 5 600 140 615.2 635

Cond. 1

Wor

king

Pres

sure

Fiel

d te

stPr

essu

re

1.5

tim

es

hf St Hmax (St+hf) (St+hf+Hmax) 1.5x(St+hf)

m m m m m m

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

1 DI K-9 100 19.4 1.4 7.8 8.5 30.4 182.4 38.9 221.3 58.4 221.3 640 770 Safe

2 DI K-9 150 2.7 0.6 1.1 1.2 30.4 77.7 31.6 109.3 47.4 109.3 640 770 Safe

3 DI K-9 200 0.7 0.3 0.3 0.3 30.4 42.4 30.7 73.1 46.0 73.1 620 740 Safe

4 DI K-9 250 0.2 0.2 0.1 0.1 30.4 26.6 30.5 57.1 45.7 57.1 540 650 Safe

5 DI K-9 300 0.1 0.2 0.0 0.0 30.4 18.1 30.4 48.5 45.7 48.5 490 590 Safe

6 DI K-9 350 0.0 0.1 0.0 0.0 30.4 13.1 30.4 43.5 45.6 45.6 450 540 Safe

7 DI K-9 400 0.0 0.1 0.0 0.0 30.4 9.9 30.4 40.3 45.6 45.6 420 510 Safe

8 DI K-9 450 0.0 0.1 0.0 0.0 30.4 7.7 30.4 38.1 45.6 45.6 400 450 Safe

9 DI K-9 500 0.0 0.1 0.0 0.0 30.4 6.2 30.4 36.6 45.6 45.6 380 460 Safe

10 DI K-9 600 0.0 0.0 0.0 0.0 30.4 4.2 30.4 34.6 45.6 45.6 360 430 Safe

Maximum of These Two < Field Test PressureCondition.1 : (Static+Frictional) Head < Working Head

Pipe Material

All

owab

leW

ork.

Pre

ss.

All

owab

le T

est

Pres

sure

Fric

tion

alL

osse

s

m

2) (Static + Friction) x 1.5

Cond. 2

m/1000mmm

Stat

ic L

ift

1) (Static+Frictional+Hmax)

m

Water Hammer Calculations for Raw Water Rising MainRaw Water Rising Main from Kenpuriya Dam to Break Pressure Tank

Bore Dia.(Clear ID)

ShellThickness

Input General DataUltimate Stage Water Demand

Inut Data of Ductile Iron Pipes

Pumping HoursModulus ofElasticity of

Pipe Mat

LiningThickness

Shell Dia.Ext.

Designed Discharge

Shell Dia. forWH

Sr.No.HW constant

'C'

Stat

us

Residual Head

Gravitational Acceleration

Length

Highest Level on Rising Main

Lowest Level on Rising Main

Sr. N

o.

m/s

Bulk Modulus of Water

Rat

e of

fri

ctio

n

NominalDia.(ID)

Pipe Mat & Class

Criteria for Selection of Pipe Material

Safe/ Unsafe

Total Static Head

Condition.2 :

Static head

Tot

alFr

icti

onal

+10

%O

ther

Los

ses

Wat

er h

amm

erhe

ad,H

max

Vel

ocit

y

Total Static Head

m

Max

imum

of

Con

diti

on 2

Pipe

Mat

eria

l

Bor

e D

iam

eter

m



2018 0.70 ML2033 0.80 ML 100 1102 DI K-9 140 1002048 0.90 ML 150 1621 DI K-9 140 150

2 400 m 200 2167 DI K-9 140 2003 30.43 m 250 2898 DI K-9 140 2504 30 Years 300 3664 DI K-9 140 3005 70 % 350 4860 DI K-9 140 3506 20000 Rs / KW 400 5498 DI K-9 140 400

450 6785 DI K-9 140 450100 % 500 8145 DI K-9 140 500100 % 600 10569 DI K-9 140 600

8 14 %9 4 % / Yr 475.29 m

10 15 Years 446.86 m11 5.5 Rs / KW 28.43 m12 23 Hours 2.00 m

30.43 m

Sr. No.1 0.70 MLD 0.80 MLD2 0.80 MLD 0.90 MLD3 0.75 MLD 0.85 MLD4 23 hrs. 23 hrs.5 21.56 hrs. 21.72 hrs.6 0.14 H 1 0.152 H 2

7 43315 KW 1 43636 KW 2

FrictionalLoss

Other Losses=10% Friction

TotalHead (H1)

FrictionalLoss


TotalHead (H2)

1 100 15.6 19.4 1.2 1.4 6.2 0.6 37 7.8 0.8 392 150 2.2 2.7 0.5 0.6 0.9 0.1 31 1.1 0.1 323 200 0.5 0.7 0.3 0.3 0.2 0.0 31 0.3 0.0 314 250 0.2 0.2 0.2 0.2 0.1 0.0 31 0.1 0.0 315 300 0.1 0.1 0.1 0.2 0.0 0.0 30 0.0 0.0 30

Highest Level on Rising Main / Delivery LvlLowest Level on Rising Main / Suction LvlStatic Head

Rate of Escalation in PowerLife of Electric Motors

Average Hours of Pumping for Avg Discharge KW required at Combined Eff. of Pumping Set

Average Annual Charges for Electrical Energy

Discharge at Installation

Hours of Pumping for Discharge atAverage DischargeDischarge at the End of Stage

Energy ChargesPumping Hours for Discharge at 1st stage Velocity Head

Stage-I Flow Stage-II FlowStage-II

Flow

Friction Head Loss / 1000 m Velocity (m/s)

Total Static Head on Pump

Stage-IFlow

Table # 1 :- Velocity & Headlosses for Different Pipes Sizes

Stage - IIParameterCalculations for Stage - I & Stage - II Flow

Stage-IFlow

Sr.No.

PipeSize

(mm)

Total Head Loss (m)

Stage-IIFlow

Design for Economic Size of Raw Water Rising MainRaw Water Rising Main from Kenpuriya Dam to Break Pressure Tank

PipeMaterial

Input Data of Ductile Iron Pipes

HWC

Cost of Pumping Unit

Stage - IStage - IIInterest Rate

Standby Provision

1

7

Water Demand :-A. Present StageB. Intermidiate StageC. Ultimate StagePumping Main LengthStatic + Residual Head of PumpDesign Period

Input General DataNominal Dia.

(mm)

Pumping Machinery Data

Combined Eff. Of Pump Set

Bore Dia (mm)SOR Rate

(Rs/m)

Stage - I



6 350 0.0 0.0 0.1 0.1 0.0 0.0 30 0.0 0.0 307 400 0.0 0.0 0.1 0.1 0.0 0.0 30 0.0 0.0 308 450 0.0 0.0 0.1 0.1 0.0 0.0 30 0.0 0.0 309 500 0.0 0.0 0.0 0.1 0.0 0.0 30 0.0 0.0 30

10 600 0.0 0.0 0.0 0.0 0.0 0.0 30 0.0 0.0 30

TotalHead

H1 (m)

Kw Required(Working+Standby)

Pump Cost(Rs. 10^3)

TotalHead

H2 (m)


Pump Cost(Rs. 10^3)

1 2 3 4 5 6 7 8 9 10 11 121 100 DI K-9 37 10 202 39 12 237 1102 441 1002 150 DI K-9 31 8 170 32 10 193 1621 648 1503 200 DI K-9 31 8 166 31 9 187 2167 867 2004 250 DI K-9 31 8 165 31 9 186 2898 1159 2505 300 DI K-9 30 8 165 30 9 186 3664 1466 3006 350 DI K-9 30 8 165 30 9 185 4860 1944 3507 400 DI K-9 30 8 165 30 9 185 5498 2199 4008 450 DI K-9 30 8 165 30 9 185 6785 2714 4509 500 DI K-9 30 8 165 30 9 185 8145 3258 500

10 600 DI K-9 30 8 165 30 9 185 10569 4228 600

1 2 3 4 5 6 7 8 9 10 11 121 100 202 219 1343 1985 237 259 1590 256 2241 1002 150 170 184 1130 1948 193 210 1290 208 2156 1503 200 166 180 1104 2137 187 204 1254 202 2339 2004 250 165 179 1098 2423 186 203 1246 201 2623 2505 300 165 179 1097 2727 186 202 1243 200 2927 3006 350 165 178 1096 3205 185 202 1242 200 3405 3507 400 165 178 1096 3460 185 202 1242 200 3660 4008 450 165 178 1096 3974 185 202 1242 200 4174 4509 500 165 178 1096 4518 185 202 1242 200 4718 500

10 600 165 178 1096 5488 185 202 1242 200 5688 6001502156

Pipe Cost(Rs./m)

Table # 2 :- Kilowatts & Cost of Pump-sets Required for Different Pipes Sizes

Table # 3 :- Comparative Statement of Overall Cost of Pumping Main For Different Pipes Sizes

Stage-I FlowPipeSize(m)

Sr.No.

Cost of DIPipeline

(Rs. 10^3)

Nominal Dia.(ID)

Pipe Material

Stage-II Flow

CapitalisedCost Stage II

mm (i.e. Nominal Dia.)

Nominal Dia.(ID)

Grand TotalCapitalised Cost

StageI&II

PipeSize (m)

The Economic Pipe Diameter isCoresponding Grand Total Capitalised Cost is Rs.

CapitalisedEnergy Ch.

Pump Set CostAnnual Energy

ChargesCapitalisedEnergy Ch.

CapitalisedCost Stage I


Charges

Sr.No.

Stage-I Flow Stage-II Flow

Rs. 10^3



i) Pumping Hours 23 Hoursii) Average Daily Demand 0.80 ML

0.83 MLD9.66 LPS

i) Material DI K-9ii) Bore Diameter (Clear I.D.) 150 mmiii) Length 400 miv) H.W. constant 1403) Static Head 28.43 mLSL of Pump in Jack Well 446.86 mFSL of Areation Fountain 475.29 m

1) Frictional Headlossi) Rate of Friction 2.17 m\1000mii) Frictional Head 0.87 miii) Losses due to Bends etc. (10%) 0.09 miv)Total Frictional Head 0.95 m2) Residual Head @ Lip of Areation Fountain 2.00 m

31.39 m3)Total Head (Say) 32.00 m4) BHP Required i) Water Horse Power 4.12 WHP ii) Efficiency of pump & motor 70 % iii) Total B.H.P. required 5.89 BHPTotal BKW 4.39 BKWNumber of Working Pumps 1 NosNumber of Standby Pumps 1 NosB.H.P. of each pump 5.89 BHPBKW of each pump 4.39 BKWMultiplying Factor for margin as per CPHEEO Manual 1.15KW of Drive Motor 5.05 KWHP of Drive Motor 6.77 HP

7.50 HP

Discharging Capacity of Each Pump 9.66 LPSMotor Capacity of Each Pump 7.50 HpTotal Head of Each Pump 32 mTotal HP to be Installed Including Standby 15.0 BHP

Design of Raw Water Pumping Machinery

Design of Pumps

Hence Provide 2 Numbers of Vertical Turbine Pumps with below specification (1 Working / 1 Standby)

1) Pumping Hours & Flow Data (Intermediate Stage)

iii) Designed Flow Through Pumping Main

2) Rising Main Data



: 0.9 ML: 23 Hr: 0.94 MLD: 10.87 LPS: 39 Cum/Hr

0.011 Cum/sec: 4001 m: 472.39 m: 453.00 m: 19.39 m

Hf =

L = =Q =Cr = =D =

: 100 mm: 118 mm: 5 mm: 3 mm: 102 mm

Hf =Hf =Hf = m

: 16.5 m: 1.6 m: 18.1 m: 72.5 m

: 150 mm: 170 mm: 5 mm: 3 mm: 154 mm

Hf =Hf =Hf = m

: 2.3 m: 0.2 m: 2.5 m: 10.0 m

External DiameterShell ThicknessCement Lining ThicknessClear Bore DiameterFriction Loss using Modified Hazen William’s Formula

Head Losses due to Bends & Fittings (10%)Head Loss per KmTotal Head Loss for 4001 m Length of Main

As the loss due to friction i.e. 10.0 m is less than the head available 19.39 m, Hence150 mm diameter issuitable. Provide 150 mm dia DI K-7 Gravity pipe line from BPT to WTP

(L*(Q/Cr)^1.81)/(994.62*D^4.81)(1000*(0.011/1)^1.81)/(994.62*(154/1000)^4.81)

2.27Frictional Loss per Km

Option II :- Design Calculation for 150 mm DI K-7 PipeNominal Diameter

Frictional Loss per KmHead Losses due to Bends & Fittings (10%)Head Loss per KmTotal Head Loss for 4001 m Length of Main

(1000*(0.011/1)^1.81)/(994.62*(102/1000)^4.81)16.46

Friction Loss using Modified Hazen William’s Formula(L*(Q/Cr)^1.81)/(994.62*D^4.81)

As the loss due to friction i.e. 72.50 m is more than the head available 19.40 m, 100 mm diameter is notsuitable and hence higher diameter that is 150 mm diameter will have to be considered.

Nominal DiameterExternal DiameterShell ThicknessCement Lining ThicknessClear Bore Diameter

Option I :- Design Calculation for 100 mm DI K-7 Pipe

Length of Gravity MainStarting Invert Level of Gravity Main

Friction Loss using Modified Hazen William’s Formula(L*(Q/Cr)^1.81)/(994.62*D^4.81)

WhereLength off Pipe in Meter 1000 m (assumed)Discharge in m3/secPipe Roughness Coef 1 (assumed)Diameter of Pipe in Meter

Design of Raw Water Gravity Main from Break Pressure Tank to WTP at AthanaDaily Water Demand for 2048 (Ultimate Stage)Pumping Hours

End Level of Gravity MainAvailable Head

Total Discharge for 2048 (Ultimate Stage)



13.4 Water Treatment PlantWater treatment plant having capacity 1.00 MLD is proposed for the ultimate year of design2048 for Athana WSS. Land required for the construction of WPT is a revenue land.

Table 25 :- WTP Capacity CalculationSr. No. Description Qty Stage / Unit

1 Type Conventional Rapid Sand Filter

2 Design Year 2033 Intermediate Stage

3 Demand 0.80 ML @ 23 Hr

4 Flow Rate 0.83 MLD

5 Design Year 2048 Ultimate Stage

6 Demand 0.90 ML @ 23 Hr

7 Flow Rate 0.94 MLD

8 Proposed WTP Capacity 1.00 MLD

9Land Required tillUltimate Stage

0.16 Ha

0.39 Acre

1571 Sq.m.

10 Land Available 0.79 Ha

11 Khasra No. 450/1/min-2

12 Location On Lakshmipura Road



Design Year =Design Stage =Capacity of Treatment Plant = 1 MLD

= 42 m3/hrA

Diameter of Areator Shaft = 0.15 mNumber of Cascade = 4 NosTrade of Cascade = 0.3 mRise of Cascade = 0.3 mActual Daimeter of Areator = 2.55 mWidth of RW Launder = 0.2 mWalkway around RW Launder = 1 mOuter Diameter of Areation Fountain = 4.95 mTop (Liptop) Level of Areation Fountain = mBottom Level of Areation Fountain = m

BWidth of RW Channel = 0.2 mSlope in Channel = 1 : 100Parshall Flumes Throat Width = 150 mmDepth of RW Channel = 0.50 mWater Level in Raw Water Channel = m

CQuantity of Alum Mixing Tank = 3 NosAvg dose of Alum for Rainy Season = 50 mg/litAvg dose of Alum for Winter Season = 20 mg/litAvg dose of Alum for Summer Season = 5 mg/litCapacity of each Alum Mixing Tank = 168 LitersSize of Alum Mixing Tank =Size of Store Room for Alum, Chmorine Cylinder,Bleaching Powder & other items.

=

DDetension Time = 30 secType of Flash Mixer = CircularDiameter of Flash Mixer = 1.00 m (Say)Total Height of Flash Mixer = 2.00 mNumber of Paddles = 4 NosSize of Paddles =Dia of Pipe from Flash Mixer to Clariflocculator = 150 mTop Level of Flash Mixer = mBottom Level of Flash Mixer = m

Ei

Number of Units = 1 NosDepth of Tank = 3 mEffective Depth of Water = 2.5 m

Hydraulic Design of1.00 MLD Water Treatment Plant at Athana, Dist - Neemuch, M.P.

Design Summary of 1.00 MLD Water Treatment Plant

2048

75 mm x 75 mm

Chemical Dose :-

0.7 m x 0.7 m x 0.8 m

4 m x 4 m x 4 m - 2 Nos

Ultimate Stage

Clariflocculator :-Flocculator :-

Cascade type Areation Fountain :-

Raw Water Cannel & Flow Measurement by Parshall Flumes :-

Flash Mixer :-



Detention Time = 30 minNumbers of Rectangular Opening = 4 NosWidth of Rectangular Opening = 8 cmHeight of Rectangular Opening = 12 cmInside Diameter of Flocculator (Dfi) = 3.50 mOutside Diameter of Flocculator (Dfo) = 3.80 mSize of Paddles = 1 m x 0.2 m - 8 NosTop Level of Flocculator = mBottom Level of Flocculator = m

ii Clarifier :-Detention Time = 1.5 HrNumber of Clarifier (Upto 5 MLD - 1 no CLF and add 1 unitfor every 5 MLD)

= 1 Nos

Depth of Tank = 2.5 mDiameter of Clariflocculator = 7.00 mWidth of CLF Launder = 0.2 mDepth of Water in CLF Launder = 0.10 mDepth of CLF Launder = 0.40 mTop Level of Clarifier = mBottom Level of Clarifier = m

F Rapid Gravity Sand Filter :-Number of Filters Bed (Prefer even nos) = 2 NosSize of Filter Bed = 2.5 m x 3 mDepth of Filter Bed = 3.45 mDiameter of Inlet & Outlet Port = 100 mmDiameter of Manifold = 400 mmLength of each side Lateral = 1 mNumber of Laterals (Consider Even Nos) = 34 NosDiameter of Lateral = 4 cmNumber of Orifice per Lateral = 6 NosTotal Depth of Gravels = 60 cmDepth of Sand ( l ) = 75 cmNumber of Trough = 2 NosSize of Wash Water Trough = 3 m x 0.2 m x 0.3 mDiameter of Wash Water Inlet & Outlet Pipe = 200 mmSize of Wash Water Tank = 5.3 m x 3.5 m x 3 mCapacity of Back Wash Water Pump = 27.00 m3/hrSize of Under Drain = 250 mm x 300 mmCapacity of Chlorine Cylinder = 1000 KgsTop Level of R G Filter = mBottom Level of R G Filter = m

G Clear Water Sump :-Detention Time = 45 minSize of Clear Water Sump = 3.6 m x 4 m x 4 mTop Level of Clear Water Sump = mBottom Level of Clear Water Sump = m



H Administrative Block :-Size of Administrative Block cum Laboratory = 8 m x 8 m = 1 No

Approach Road =4 m Width x 126 M

Length

Inside & Outside Lighting =15 Nos of 55 W Tube

Light



A

======= 1=== 2===

B=====

1.1== 3

1.2

=

=== 4

1.3

Sizing & Capacity Calculations of Components of WTP

Design Stage Ultimate Stage

The design of Water Treatment Plant under Athana Water Supply Scheme with all installations isbased on sound engineering practices and techniques in Water Treatment consistent with therequirement of National Building Code, BIS, CPHEEO Manual on Water Supply and Treatment(Edition 1999), Economy and in accordance with the prevailing Standard Specifications. The designis based on the assumption that ultimate capacity.

Discharge of Pump 0.9 MLHours of Pumping 23 Hr

1.00 MLD

Area of Areator 1.89 m2Diameter of Areator :-

150 mm

Rise of Cascade 0.3

m3/min

Diameter of Areator Shaft 0.15 m

Area Requirement for WTP 0.17 Ha

Hydraulic Design of 1.00 MLD Water Treatment Plant at Athana, Dist - Neemuch, M.P.

Area of Areator :-Ratio of Area of Areator to Discharge 0.045 m2/m3/hr

Trade of Cascade 0.3 mHeight of Areator 1.2 m

0.012 m3/sec

Design of Cascade Type Areation Fountain :-Number of Cascade 4 Nos

0.15

Capacity of Treatment Plant 0.70

Design Year 2048

Design Period 30 Year

m

42 m3/hr

11.57 LPS

General Data :-

2.55 m (Say)0.15 + ( 4 x 2 x 0.3 )

Area of Areator (Aa) m2

Required Daimeter of Areator 1.55 m

Purpose of aeration is to remove undesirable dissolved gases in water and to add oxygen to water toconvert undesirable substances to a better manageable form. The Aeration Fountain and Raw WaterChannel or Parshall Flume and Flash Mixer are designed for the Ultimate Year of Design. Clari-flocculator and Rapid Gravity Filters are designed for the Ultimate Year of Design. Stand byarrangement may be provded as per client’s requirements.Aerators are usually designed to provide maximum surface area per unit volume of water (A/V) andmaximum time of exposure (t). It should also ensure free flow of air for fast removal of gases andvolatile substances liberated during aeration.

mDaimeter of Inlet Pipe

Actual Daimeter of Areator is more than Required Diamter of Areator, Hence OKVelocity in Shaft of Areator :-

Actual Daimeter of Areator

= /4

= /



=

= 5

1.4====

=

= 6****

=1.5

= 7

C2.1

===

=

= 82.2

== 9

=== 10

D3.1

=========

m

Velocity in Shaft of Areator

Since Velocity in Areator Shaft is greater than 0.6 m/sec, Hence OKRaw Water Launder :-Width of RW Launder 0.20 mEffective Depth of RW Launder 0.10 m

m/sec

0.66 m/sec

Raw Water Cannel & Flow Measurement by Parshall Flumes :-Raw Water Cannel :-

Parshall Flumes :-

Width of RW Channel 0.2 mSlope in Channel

Wall Thickness of RW Launder 0.2 m

Walkway around RW Launder 1 m

Velocity in RW Launder is around 0.6 m/sec and shall have Stilling Effect, Hence OKProvide 1 m walkway around the Pheriphery of RW Launder

Outer Diameter of Areation Fountain :-Outer Diameter of Areation Fountain 4.95 m

Free Board of RW Launder 0.3

m

0.10 mDepth of Water in RW Channel

Velocity of Flow in RW Channel 0.6 m/sec1 : 100

Free Board above depth of water 0.3 mProvide Parshall Flume of Throat Width as 150 mm for max flow through channel

Max. Flow Through Parshall Flumes 0.70 m3/minParshall Flumes Throat Width 150 mm

Velocity in RW Launder (Vrl)m/sec

0.29 m/sec

Detension Time 30 secVelocity of Flow

0.40 m0.50 m (Say)

Depth of RW Channel

0.9 m/secRPM of Impeller Blades 120 rpmPower Requirement 0.041 Kw/1000 m3/day

Flash Mixer :-Design Parameters of Flash Mixer :-

Type of Flash Mixer Circular

Temperature of Water 20 Co

Ratio of Mixer Height to Mixer Diameter 1.5Ratio of Impeller Dia to Mixer Dia 0.4

Absolute Viscocity of Water (µ) 0.0010087 Centipoise

= /

= /

= /

= /4 ^2



=

3.1== 11

=

== 12==== 13

3.2

=

== 14

3.3=

3.5== 15

=

= 163.6

=

====

===== 17

3.7

=

== 18

**3.8

Power Requirement

ρ Desnsity of water (1000Kg/m3)

( 600 )^2 x 0.0010087 x 0.35

Power Required / Day 0.04 Kw/day

0.4 x Mixer Dia mDiameter & Tangential Velocity of Impeller :-

Drainage Arrangement at Flash Mixer :-

Diamter of Pipe from Flash Mixer to Clariflocculator :-

m

0.128 m150 mm (Say)

Diamter of Pipe from Flash Mixer toClariflocculator

4 Nos

75 mm x 75 mm

Width of Paddle 75 mmBreth of Paddle 75 mm

Provide 150 mm DI K9 Pipe

Calculation of Power Requirement :-

Power Required Per Day :-127.10 Watts/m3

Velocity Gradient (G) 600 Sec-1

Volume of Flash Mixer m3

0.67 m

Q x Dtf m30.35 m3

Volumetric Capacity of Flash Mixer

Dimension of Flash Mixer Tank :-

Free Board above Height of Flash Mixer 0.5 m

Diameter of Flash Mixer1.00 m (Say)

1.5 x Mixer Dia m1.50 m

Height of Flash Mixer

Total Height of Flash Mixer 2.00 m

Power Requirement

2.51 m/sec

Tengential Velocity of Impeller(Velocity at the Tip of Impeller)

0.40 mDiameter of Impeller

Sizing of Flash Mixer Paddles :-

Area of Impeller 0.021

m/sec

G2 x µ x Volume of Flash Mixer

Cd Newton Cofficient (assume 1.8)

Ap Total Area of ImpellerVr Releative Velocity of Impeller (3/4 of Tengential Velocity)

m2

Size of Paddles

Number of Paddles

= /4 ^2

=1/2 〖 ρ ( )〗^3=2

=√( /(/4 ))



** 19

E4.1

=========

=

=

=4.2

==

=

= 20**

== 21

4.3====

=

=** 224.4

== 23=

24== 25== 26

Provide 80 mm diameter Drainage Arrangement at Flash Mixer with Paddle Pipe & SluiceGate Valve.

Outside Diameter of Flocculator (Dfo) 3.80 m

3.29 m3.50 m (Say)

Inside Diamter of Flocculator (Dfi)

Wall Thickness of Flocculator 0.15 m

21 + 0.3121.31 m3

Inside Volumetric Capacity of Flocculator

Since velocity through Rectangular Opening is less than 0.8 m/sec, Hence OKDesign of Flocculator :-

Q x Detension Time21.00 m3

Volumetric Capacity of Flocculator

Velocity Through Rectangular Opening

7.86 cm8 cm (Say)

Width of Rectangular Opening

Height of Rectangular Opening 12 cmNumbers of Rectangular Opening 4 Nos

0.30 m/sec

Velocity in Central Inlet Shaft m/sec

Velocity in Central Inlet Shaft 0.37 m/secSince velocity in central inlet shaft is < 0.8 m/sec (preferably 0.4 m/sec) , Hence OK

Size of Rectangular Opening at Central Inlet Shaft :-

Power Consumption 10 to 36 Kw/MLD

Provide Diamter of Central Inlet Shaft 200 mmDesign of Influent Pipe / Central Inlet Shaft :-

Provide Thickness of Central Inlet Shaft 100 mm

Volume of Cental Inlet ShaftArea x Height m3/hr

0.31 m3

Position of Paddles 3 cm

Velocity Gradient (G) 40 Sec-1

Range of Dimentional Factor (Gt)(t = time of flocculation)

104 to 105

Distance Between Paddles 1 m

Velocity of Flow 0.4 m/secTotal Paddle Area 25% %Perifiral Velocity of Paddle 0.3 m/sec

Effective Depth of Water 2.5 mWater Flow including 2% losses 42 m3/hrDetension Time 30 min

Clariflocculator :-Design Parameter of Flocculator :-Depth of Tank 3.0 m

= /( /4∗^2 )

= /( ∗ )

= /4 〖



=

= 274.5

=

== 28==

=

=====

===== 29

4.6=

=

===

========

=

=====

=

1.6 m2

38.83 Watts/m3

Number of Paddles 8 NosWidth of Paddle 1.00 mBreth of Paddle 0.20 mSize of Paddles 1 m x 0.2 m - 8 Nos

0.1 m/sec25 % of Velocty of flow

Velocity of Water at Tip of Paddle

v Velocity of Water at Tip of Paddle (m/sec)

Power RequirementG2 x µ x Volume of Flocculator

39.00 Watts/m3 (Say)

Power Requirement

Cd Newton Cofficient (assume 1.8)ρ Desnsity of water (1000Kg/m3)

Ap Total Area of ImpellerV Velocity of Flow (m/sec)

Area of Paddle

%

Non Mechanized Unit 200 mm

Scraper Velocity

Position of Paddles

Clearance betn Tip of Scraper & Tank Wall 1.5 cm

Total Paddle Area 15%

for Horizontal Flow Circular - m3/m2/day

3 cmDistance Between Paddles 1 m

Extra Capacity for Storage of Sludge 25%

30 minTangential (Tip) Velocity of Scraper 0.3 m/secVelocity of Water in Clear Water Launder 0.3 m/secPower Requirement for Scraping 0.75 Kw/m2 of tank area

Sludge Removal Pipe

%Weir Loading 100 m3/m/dayBottom Floor Slope towards Central Shaft 1 : 12

m2

11.35 m2Total Area Occupied by Floccculator (Af)

Standby Clarifier No

for Vertical Flow 40 m3/m2/dayfor Plain Sedimentation - m3/m2/day

Surface Loading

Sizing of Flocculator Paddles :-

Design Parameter of Clarifier :-Detension Time 1.5 HrNumber of Clarifier (Upto 5 MLD - 1 noCLF and add 1 unit for every 5 MLD)

1 Nos

Depth of Tank 2.5 mVelocity of Flow 0.3 m/sec

= /4 〖

=1/2 〖 ρ ( − )〗



=

4.7== 30==

31=

= 32

== 33=

= 34

= 35

4.8==

==== 36== 37

4.9

=

==

=

=

= 38**

Design of Clarifier :-

Slope in the channle is such that, it gives a velocity of 0.3 m/sec.

Depth of Water in CLF Launder 0.10 m

Depth of CLF Launder 0.40 m

Half portion of CLF Launder will collect half quantity of water

Area x Velocity

Freeboard above Depth of Water 0.30 m

Velocity in CLF Launder 0.3 m/secWidth of CLF Launder 0.2 m

Discharge of Half Portion

Volumetric Capacity of ClariflocculatorVolumetric Required Diamter ofClariflocculator

Consider the higher diameter of clariflocculator out of the volumetric required diamter ofclariflocculator (ref no 30) and diamter of clariflocculator as per surface loading (ref no 32).

Provide 1 m walkway along the circumferance of clear water launder.Clariflocculator Launder :-

Diameter of Clariflocculator 7.00 m (Say)

Diameter of Clariflocculator as per SurfaceLoading

6.82 m

Design Flow / Surface LoadingSurface Area of Clarifier

Volumetric Capacity of ClarifierQ x Detension Time

63.00 m3

Area of Clariflocculator x Height

6.82 m3

Volumetric Capacity of Clariflocculator 63 + 28.37591.36 m3

36.55 m3

m2

Inside Area of Clariflocculator25.2 + 11.35

25.2

Mechanized Unit with Contineous Removalof sludge with hydrostatic head

100 mm

Hydraulic Radius ( R )

R Hydraulic RadiusS Slope in Open Channel

0.033 m

Slope in Clariflocculator Launder :-

Discharge of Half Portion of CLF LaunderArea of Channel

0.006 m3/sec0.019 m2

For Open Channel Slope will be calculted as:-

Velocity in Open Channel

Slope in Clear Water Launder (S)

0.00146 mThis means almost zero slope has to be provided.

Vol Cap of Clarifier + Flocculator

=1/0.013=( ^2 〖 ∗ 0.013〗^2)/ ^((4/3))



F5.1

======

=

=====

=

========

=

=

5.2

=

== 39

5.3

=

==

=

== 40

Ratio of Area of Under Drain to Area ofLaterals

1.5

Design flow for filters accounting for back wash water

Discharge

Number of Filters :-

Ratio of Crosssectional Area of Lateral toArea of Orifice

2

Ratio of Length to Width of Filter Bed 1.3Minimum Depth of FilterDesign Criteria of Sand (Size of Sand) 0.6 mm

Number of Filters

1.38 NosNumber of Filters Bed (Prefer even nos) 2.0 Nos (Say)

Width of Wash Water Trough 0.2 m

Spacing of Lateral 18 cm

Rapid Gravity Sand Filter :-

Rate of Filteration 6 m3/m2/hr

Average Depth of Sand 0.75 mRatio of Total Area of Orifice to Filter 0.30% %

Design Parameter for Rapid Gravity Sand Filter:-

2.6 m including 0.5 m free board

1.0 mRate of Discharge 36 m3/m2/hr

Length of Lateral on each side of Manifold

Constant ( K ) 12Depth of Sand 75 cmTerminal of Head Loss 2.5 m

not more than 60 time of Lateral dia

downward betn 300 to 600 vertically

Offset betn Lateral & Filter Wall 0.1 mDistance between two wash water trough

Diameter of Orifice 10 mmSpacing of Orifice 18 cm

Ratio of Area of Manifold to Lateral 2

Location of Orifice

Time for Back Washing 30 min

Design of Rapid Gravity Sand Filter :-

Area of Filter

Area of Filter 9.20 m2

Discharge 44.18 m3/hr

Area of each Filter Bed 4.60 m2

Considered 25% Hydraulic Overloading in Filters as per MPUSIP Guidelines. Hence dischargewill be increased by 25%.

Break Through Index for poor response offiltration &average degree of pretreatment

0.0004

Discharge including 25% Hyd Overloading 55.23 m3/hr

=√/4.69

=( ℎ )/(

= 1.03 (24



=== 41== 42

5.4==

=

=== 43

5.5=

1.88 m

Velocity in Port 1 m/sec

2.50 m (Say)Width of Filter Bed

Length of Filter Bed

Filter Inlet Port and Outlet Port :-

2.45 m3.00 m (Say)

Discharge for Single Filter Bed 0.006 m3/sec

Area of each Filter Bed A = Length x Width

Design of Under Drainage System :-Area of each Filter Bed 7.5 m2

Discharge for Single Filter Bed

0.086 m0.100 m100 mm

Diameter of Inlet & Outlet Port

= /4 ^2

=√((4)/ )

=(2 )/=()/( )=√(( 4)/ )

=(



====

=

=== 44

=

= 45

=

== 46

=

=

=

== 47

**

=

== 48== 49

5.6

==

==

5060 cm (Say)

Total Depth of Gravels

13.24 cm2Area of each Filter Bed

0.023 m2225 cm2 (Say)

Total Area of Laterals 450 cm2 (Say)Area of Manifold 900 cm2 (Say)

Total Area of Orifices

Diamater of Manifold

1 mLength of each side Lateral

33.33 Nos

33.8 cm

400 mm (Say)Diamater of Manifold 40 cm (Say)

(Width of Filter Bed - Offset from FilterWall - Dia of Manifold) / 2

Number of Laterals (Consider Even Nos)

Nos (Say)6Number of Orifice per Lateral

40 46 5210 12 9 9

l = 2.54 x K x log dd Diamter of Gravel in mm

50

Imremental

Thus provide total depth of gravels as 60 cm

Since Length of Lateral (1 m) is less than the 60 times of Dia of Lateral, Hence OK

286.36 Nos200 Nos (Say)

Number of Orifice

5.9 Nos

34 Nos (Say)

4.10 cmDiameter of Lateral

Depth of Gravels :-

As per CPHEEO Manual on Water Supply and Treatment, 1999 the size of gravels will befrom 50 mm at the bottom to 2 to 5 mm at the top of the filter bed with 45 mm depth

Depth of various sizes of gravels can be calculated by below Emperial Formula -Depth of Gravel Layer

2 5 10 20 3010 22 31

6 6Depth (cm)

52 cm

Size (mm)

4.0 cm (Say)

=√((4)/ )

=(2 )/=()/( )=√(( 4)/ )

=(



5.7

===

=

====

515.8

=

==

**

5.9

===

=

== 50

Design of Wash Water Trough :-Maximum horizontal travel of dirty water is kept between 0.6 m to 1.0 m. Thus the distancebetween the trough from the wall shall not be more than 1.0 mDistance between two trough shall not be more than 3.0 m. Lets assume the distance betweentwo trough as 1.6 m and trough run along the length of Filtter.

m

The filter structure shoulld have an adequate depth to provide at least 1.2 m of water over thesand so as to discharge air binding and ensure reasonable length of filter run. The minimumtotal depth of the filter structure should be at least 2.5 m. In this case 3.45 m depth isconsidered. Since the Depth of Filter Bed is more thaan 2.6 m Hence OK

Depth of sand can be calculated by Hudson Formula :

Rate of Discharge x Area of Filter

0.075 m3/sec270.00 m3/hrDischarge through Single Filter

Depth of Sand :-

Filter sand should be selected with care of factor like effectiveness of pretreatment. The rate offiltration and the depth of sand effect the size of sand. The effective sinze of the sand should bein the range of 0.45 mm to 0.70 mm. Uniformality cofficient is not more than 1.7 nor less than1.3.To obtain the desired size of filter sand from the available quary sand, the quary sand has to besubjected to Sieve Analysis. This analysis consist of seiving a known quantity of sand throughdifferent seive sizes within the range of requred sand sizes as far as possible. The percentage ofweight of sand reatined on each seive is caluclated.

Q Rate of Filtration in m3/m2/hrd Size of Sand in mmh Terminal of Head Loss in m

BBreak Through Index (value ranges from 4 x 10-4 to 6 x 10-3

depending on response of coagulation and degree of pretreatment offilter influent.)

Rate of Filtration for 2 Filter Beds 12 m3/m2/hr0.55 m

Depth of Filter Bed

Depth of Sand ( l )75 cm (Say)

Depth of Water above Sand 1.2

2.50 Nos2 Nos (Say)

Number of Trough

55 cm

Hence consider 75 cm depth of sand to avoide the break through of floc.Depth of Filter Bed :-

Depth of Filter BedDepth of (Under Drains + Gravels +Sand + Water Depth + Free Board)

3.45 m

=1.376 〖 ℎ〗

( ℎ )/(ℎ)( ℎ ℎ)/( . ℎ)

( ^3 ℎ)/ =29323



=

=

=

==

== 51

=**

5.10==

=

=== 52

5.11

=

=

=

= 53=

**= 54===

Size of Wash Water Trough 3 m x 0.2 m x 0.3 m

Since capacity of wash water tank is 5.36 % of total quantity of clear water. Hence OK

Volumetricc Capacity of Tank

Assume Height of Wash Water Tank 3.00 m

L x B x HLength of Wash Water Tank 1.5 x Breath of Tank

54.00 1.5 B x B x 3

Design of Wash Water Tank :-

The capacity of wash water tank should be 1 % to 6 % of filtered water, sufficient for atleast10 minutes wash of one filter at design rate or 5 to 6 minutes of wash of two filters withoutrefilling or 1.5 times the volume of water required for single bed for atleast 10 min.The loss of head in the under drainage and in the pipes leading to it are reported between 3 to19 m depending on the rate of washing and other conditions. Hence, bottom of wash water tanknormally 9 m to 11 m above the wash water trough.Pumping instrument may be install in duplicate, as a factor of safety capable of filling up thewash water tank in less than 8 hours.

Consider Height of bottom slab of WashWater Tank above Wash Water Trough

9 m

6 minRate of Discharge x Time of Wash x Noof Filters x Area of Filter

Time of Wash

54.00 m3Capacity of Wash Water Tank

% of Total Quantity of Water 5.36 %

Discharge for Single Filter Bed 0.075 m3/sec

Provide 200 mm pipe along with 200 mm Non Rising Sluice Valve as a wash water inlet andoutlet at filter bed.

Assume Velocity 3 m/sec

Discharge for Single Filter Bed

Diameter of Wash Water Inlet & Outlet Pipe0.178 m0.200 m200 mm

Width of trough in mh Water depth in trough in m

Discharge in wash water trough can be calculated by :

Discharge in wash water trough

Design of Wash Water Inlet & Outlet to Filter :-

0.26 mWater Depth in Trough (h)

0.20 m (Say)Provide 0.1 m free board above depth of water in trough

Thus provide two numbers of 3 m x 0.2 m x 0.3 m Wash Water Trough in each filter bed.

Discharge through Trough

0.0375 m3/sec

b

=1.376 〖 ℎ〗( ℎ ℎ)/( . ℎ)

= /4 ^2



= 55= 56= 57

5.12

= 57

5.13

0.3 0.4 0.5 0.6 0.7 0.8 1.0 1.50 2 10 27 50 70 90 100

==

=========

= 585.14

=

Size of Wash Water Tank 5.3 m x 3.5 m x 3 m

0.8 70 20 8.9

100 233

Head Loss (h) 0.2 m2

pi / di2

16405652362581.00 90 10 11.8

1.45 100

0.5 10 176.5

0.7 50 20 7.5

0.3 0 2 3.50.4 2 8 4.5

5.50.6 27 23

Provide suitable mono block pumps as per manufactureres rating.

The sieve analysis of filter sand is as followsSand Size in mm% of sand smaller than above sizePorosity of Sand Bed 0.4Sphericity of Sand 1Head loss for clear filter can be determined using Kozeny's equation for startified beds.

h Head Lossl Depth of Sand Bedk Camron Kozeny's Constant = 5

pi Fraction of Sand

V Velocity of Filtrationvf Porocity of Sand Bedψ Sphericity of Sand

di Geometric mean diameter of sand

Size of Sand (mm)% of sand smaller

than above size

Determination of Initial Head Loss :-

Sizing of Under Drain :-Ratio of Area of Under Drain to Area ofLaterals

1.5

Kinematic Viscocity

3.50 mLength of Wash Water Tank 5.30 m

Desing of Back Wash Water Pump :-Pumping instrument may be install in duplicate (1 W + 1 SB), as a factor of safety capable offilling up the wash water tank in 2 hours.Capacity of Back Wash Water Pump 27.00 m3/hr

Sand Fraction withadjacent sieve size

pi x 100di cm x 100

Breath of Wash Water Tank

ℎ/ = / 〖(1− )〗^2/ ^3 (6^2/^2 ) ∑24_( −1)^ ▒ /〖〗^2

ℎ/ = (5 500)/981 3600 1.01 〖10〗^(−2) 〖(1−0.4)〗^2/〖0.4〗^3 (6^2/〖1.0〗^2 ) 233



====== 59

G6.1

====

=

=

=====

=

60

6.2===

==

=

==== 61=

6.3=

Size of Store Room for Alum, ChmorineCylinder, Bleaching Powder & other items.

4 m x 4 m x 4 m - 2 Nos

Size of Under Drain 250 mm x 300 mm

Free Board 0.3 mChlorine Contant Tank :-Chlorine Gas Dose 3 mg/ltr

Alum Required / Hour 2.10 Kgs

168 LitersConsider 10% strength of alum suspension

0.7 m x 0.7 m x 0.8 mSize of Alum Mixing TankHeight of Alum Mixing Tank 0.5 m

Area Required to Store Alum inculdingadditional half area for Chlorine Cyliner,Bleaching Powder and other items.

8.10 m2

Hence provide 4 m x 4 m x 4 m - 2 Nos size store room for storage of Alum, Chlorine Cyinder,Bleaching Powder & Other Items. Sufficient Ventilation to be provided

Quantity of Alum Mixing Tank 3 NosWorking of Each Alum Mixing Tank 8 Hrs

0.168 m3

0.7 mBreth of Alum Mixing Tank 0.7 m

4.05

Capacity of each Alum Mixing Tank

Width of Alum Mixing Tank

Chemical House :-

Alum Mixing Tanks :-

Sufficient space should be kept on ground floor to store 3 months AlumStore Room for Alum, Chlorine Cylinde, Bleaching Powder & Other Items :-

Avg dose of Alum for Rainy SeasonAvg dose of Alum for Winter SeasonAvg dose of Alum for Summer Season

50 mg/lit20 mg/lit5 mg/lit

Quantity of Alum Required for 3 months 4536 KgsConsider 840Kg/m2 as Bluk Density of Alum and 2 m as stack height of alumArea Required to Store Alum 5.40 m2

m2Width of Each Store Room (min 4 m) 4.00 mBreadth of Each Store Room (min 4 m) 4.00 m

Number of Rooms 2.00 NosArea of Single Room

1.5 of Area of Lateral

0.0675 m2Area of Under Drain 675 cm2

Width of Under Drain 250 mmBreadth of Under Drain 300 mm

Height of Each Store Room (min 4 m) 4.00 m

Consider 25% Process Over Loading as per MPUSIP Guidelines. Then the volume of AlumMixing Tanks will be:Capacity of Alum Mixing Tank including25% Process Over Loading

0.21 m3



=

=

===

62

H

=====

=

=== 63

I= 64= 65= 66

Capacity of Clear Water Sump

Hence provide 1000 Kg Chlorine Cylinder

Clear Water Sump :-

Detension Time 45 min

Generally two compartments have to be provided in Clear Water Sump for periodical cleaning,inspections and repair.Generally 300 mm Scour Valve has to be provided in each compartment of Sump.The Inlet is provided at the diametrically opposite end of the outlet to minimize the shortcircuting and turbulance efffect on the outlet.In case of 24 Hours pumping, the capacity of Clear Water Sump is in between 30 to 60 min.For each compartment, overflow is to be provided. Diamter of overflow pipe is one size higherthan the inlet pipe.Around 60 cm free board has to be provided over the over flow pipe.

Let s consider the capacity of Clear Water Sump as 45 min of the Total Storage Capcity ofOHT's.

Size of Clear Water Sump 3.6 m x 4 m x 4 m

Depth of Clear Water Sump including 0.6 mfree board

3.6 m

Width of Clear Water Sump 4 mBreath of Clear Water Sump 4 m

Capacity of Storage (OHT) Tanks 282 KL/day9 KL in 45 min38 m3

Chlorine Required per Day 3.024 Kgs/day

Water Demand for Ultimate Stage 0.9 ML

Total Quantity of Chlorine Required Per Dayincluding 25% Process Over Load

3.78 Kgs/day

Inside & Outside Lighting 15 Nos of 55 W Tube Light

1000 Kgs Chlorine Cylinder usable for days 265 daysCapacity of Chlorine Cylinder (tunner) 1000 Kgs

Chlorine Cylinder Required per Annum 2 Nos

Administrative Block :-Size of Administrative Block cum Labotary 8 m x 8 m = 1 NoApprach Road 4 m Width x 126 M Length

Consider 25% Process Over Loading as per MPUSIP Guidelines. Then the Quanity ofChlorine Reqiored Per Day will be:

= 67Provision for Sub Station 12 m x 12 m



13.5 Clear Water Pumping Machinery& Feeder MainTreated water from clear water sump of WPT is being pump to 2 OHTs, one would be nearWTP and another is at Ward No. 8. Both the OHT are of same capacity

Table 26 :- Details of Clear Water Pumping Main & MachinerySr.No.

Description Details Unit

A Clear Water Pumping Main - I (CWRM - I)Material DI K9Diameter 100 mmLength 100 mFrom clear water sump at WTP

To150 KL OHT- I onLakshmipura Road

B Clear Water Pumping Machinery - I for OHT - IPump Type Centrifugal PumpDischarging Capacity of Each Pump 5.26 LPSMotor Capacity of Each Pump 3 HpTotal Head of Each Pump 31 mTotal HP to be Installed Including Standby 6 HPTotal Numbers of Pumps to be Installed Including Standby 2 Nos.Standby % 100%

C Clear Water Pumping Main - II (CWRM - II)Material DI K9Diameter 100 mmLength 950 mFrom clear water sump at WTP

To150 KL OHT- II in ward

no. 8D Clear Water Pumping Machinery - II for OHT - II

Pump Type Centrifugal PumpDischarging Capacity of Each Pump 4.40 LPSMotor Capacity of Each Pump 3 HpTotal Head of Each Pump 28 mTotal HP to be Installed Including Standby 6 HPTotal Numbers of Pumps to be Installed Including Standby 2 Nos.Standby % 100%



0.49 ML/D

23.00 hrs.

0.51 MLD


Say 24.00 m 1 DI K-9 1.70E+10 100 6 3 100 140 106.0 118

465.89 m 2 DI K-9 1.70E+10 150 6 3 150 140 158.0 170

443.89 m 3 DI K-9 1.70E+10 200 6.3 3 200 140 209.4 222

22.00 m 4 DI K-9 1.70E+10 250 6.8 3 250 140 260.4 274

2 m 5 DI K-9 1.70E+10 300 7.2 3 300 140 311.6 326

24.00 m 6 DI K-9 1.70E+10 350 7.7 5 350 140 362.6 378

2.07E+08 Kg/sq.m 7 DI K-9 1.70E+10 400 8.1 5 400 140 412.8 429

9.81 m/s2 8 DI K-9 1.70E+10 450 8.6 5 450 140 462.8 480

DI K-9 9 DI K-9 1.70E+10 500 9 5 500 140 514.0 532

10 DI K-9 1.70E+10 600 9.9 5 600 140 615.2 635

Cond. 1

Wor

king

Pres

sure

Fiel

d te

stPr

essu

re

1.5

tim

es


m m m m m m

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

1 DI K-9 100 6.3 0.8 0.6 0.7 24.0 99.3 24.7 124.0 37.0 124.0 640 770 Safe

2 DI K-9 150 0.9 0.3 0.1 0.1 24.0 42.3 24.1 66.4 36.1 66.4 640 770 Safe

3 DI K-9 200 0.2 0.2 0.0 0.0 24.0 23.1 24.0 47.1 36.0 47.1 620 740 Safe

4 DI K-9 250 0.1 0.1 0.0 0.0 24.0 14.5 24.0 38.5 36.0 38.5 540 650 Safe

5 DI K-9 300 0.0 0.1 0.0 0.0 24.0 9.8 24.0 33.8 36.0 36.0 490 590 Safe

6 DI K-9 350 0.0 0.1 0.0 0.0 24.0 7.1 24.0 31.1 36.0 36.0 450 540 Safe

7 DI K-9 400 0.0 0.0 0.0 0.0 24.0 5.4 24.0 29.4 36.0 36.0 420 510 Safe

8 DI K-9 450 0.0 0.0 0.0 0.0 24.0 4.2 24.0 28.2 36.0 36.0 400 450 Safe

9 DI K-9 500 0.0 0.0 0.0 0.0 24.0 3.4 24.0 27.4 36.0 36.0 380 460 Safe

10 DI K-9 600 0.0 0.0 0.0 0.0 24.0 2.3 24.0 26.3 36.0 36.0 360 430 Safe


Pipe Material

All

owab

leW

ork.

Pre

ss.

All

owab

le T

est

Pres

sure

Fric

tion

alL

osse

s

m


Cond. 2

m/1000mmm

Stat

ic L

ift


m

Water Hammer Calculations for Clear Water Feeder MainClear Water Rising Main from Clear Water Sump at WTP to 150 KL OHT -I on Lakshmipura Road

Bore Dia.(Clear ID)

ShellThickness




Pipe Mat

LiningThickness

Shell Dia.Ext.

Designed Discharge

Shell Dia. forWH

Sr.No.HW constant

'C'

Stat

us

Residual Head


Length



Sr. N

o.

m/s


Rat

e of

fri

ctio

n

NominalDia.(ID)

Pipe Mat & Class

Criteria for Selection of Pipe Material

Safe/ Unsafe

Total Static Head

Condition.2 :

Static head

Tot

alFr

icti

onal

+10

%O

ther

Los

ses

Wat

er h

amm

erhe

ad,H

max

Vel

ocit

y

Total Static Head

m

Max

imum

of

Con

diti

on 2

Pipe

Mat

eria

l

Bor

e D

iam

eter

m



2018 0.38 ML2033 0.44 ML 100 1102 DI K-9 140 1002048 0.49 ML 150 1621 DI K-9 140 150


450 6785 DI K-9 140 450100 % 500 8145 DI K-9 140 500100 % 600 10569 DI K-9 140 600

8 14 %9 4 % / Yr 465.89 m

10 15 Years 443.89 m11 5 Rs / KW 22.00 m12 23 Hours 2.00 m

24.00 m


7 39377 KW 1 39669 KW 2

FrictionalLoss


TotalHead (H1)

FrictionalLoss


TotalHead (H2)

1 100 5.1 6.3 0.7 0.8 0.5 0.1 25 0.6 0.1 252 150 0.7 0.9 0.3 0.3 0.1 0.0 24 0.1 0.0 243 200 0.2 0.2 0.2 0.2 0.0 0.0 24 0.0 0.0 244 250 0.1 0.1 0.1 0.1 0.0 0.0 24 0.0 0.0 245 300 0.0 0.0 0.1 0.1 0.0 0.0 24 0.0 0.0 24







Energy ChargesPumping Hours for Discharge at 1st stage Resedual / Velocity Head


Flow



Stage-IFlow



Stage-IFlow

Sr.No.

PipeSize

(mm)

Total Head Loss (m)

Stage-IIFlow

Water Hammer Calculations for Clear Water Feeder MainClear Water Rising Main from Clear Water Sump at WTP to 150 KL OHT -I on Lakshmipura Road

PipeMaterial


HWC



Standby Provision

1

7



(mm)




(Rs/m)

Stage - I



6 350 0.0 0.0 0.1 0.1 0.0 0.0 24 0.0 0.0 247 400 0.0 0.0 0.0 0.0 0.0 0.0 24 0.0 0.0 248 450 0.0 0.0 0.0 0.0 0.0 0.0 24 0.0 0.0 249 500 0.0 0.0 0.0 0.0 0.0 0.0 24 0.0 0.0 24

10 600 0.0 0.0 0.0 0.0 0.0 0.0 24 0.0 0.0 24

TotalHead

H1 (m)


Pump Cost(Rs. 10^3)

TotalHead

H2 (m)


Pump Cost(Rs. 10^3)


10 600 DI K-9 24 4 71 24 4 80 10569 1057 600

1 2 3 4 5 6 7 8 9 10 11 121 100 72 71 437 620 82 81 499 81 701 1002 150 71 70 429 662 80 79 486 79 741 1503 200 71 70 428 715 80 79 485 79 794 2004 250 71 70 428 788 80 79 485 79 867 2505 300 71 70 428 865 80 79 485 79 944 3006 350 71 70 428 984 80 79 485 79 1063 3507 400 71 70 428 1048 80 79 485 79 1127 4008 450 71 70 428 1177 80 79 485 79 1256 4509 500 71 70 428 1313 80 79 485 79 1392 500

10 600 71 70 428 1555 80 79 485 79 1634 600100701

Pipe Cost(Rs./m)


Table # 3 :- Comparative Statement of Overall Cost of Pumping Main For Different Pipes Sizes


Sr.No.

Cost of DIPipeline

(Rs. 10^3)

Nominal Dia.(ID)

Pipe Material

Stage-II Flow



Nominal Dia.(ID)


StageI&II

PipeSize (m)







Charges

Sr.No.

Stage-I Flow Stage-II Flow

Rs. 10^3




0.45 MLD5.26 LPS

i) Material DI K-9ii) Bore Diameter (Clear I.D.) 100 mmiii) Length 100 miv) H.W. constant 1403) Static Head 22.00 mLSL of Pump in Clear Water Sump 443.89 mFSL of Over Head Tank including Container Height 465.89 m

1) Frictional Headlossi) Rate of Friction 5.06 m\1000mii) Frictional Head 0.51 miii) Losses due to Bends etc. (10%) 0.05 miv)Total Frictional Head 0.56 m2) Residual / Velocity Head 2.00 m

24.56 m3)Total Head (Say) 25.00 m4) BHP Requiredi) Water Horse Power 1.75 WHPii) Efficiency of pump & motor 70 %iii) Total B.H.P. required 2.50 BHPTotal BKW 1.87 BKWNumber of Working Pumps 1 NosNumber of Standby Pumps 1 NosB.H.P. of each pump 2.50 BHPBKW of each pump 1.87 BKWMultiplying Factor for margin as per CPHEEO Manual 1.15KW of Drive Motor 2.15 KWHP of Drive Motor 2.88 HP

3.00 HP

Discharging Capacity of Each Pump 5.26 LPSMotor Capacity of Each Pump 3 HpTotal Head of Each Pump 25 mTotal HP to be Installed Including Standby 6 BHP

Design of Clear Water Pumping Machinery for 150 KL OHT - I on Lakshmipura Road

Design of Pumps

Hence Provide 2 Numbers of Centrifugal Pumpsets with below specification (1 Working / 1 Standby)


2) Rising Main Data



0.41 ML/D

23.00 hrs.

0.43 MLD


Say 23.50 m 1 DI K-7 1.70E+10 100 5 3 100 140 108.0 118

465.37 m 2 DI K-7 1.70E+10 150 5 3 150 140 160.0 170

443.89 m 3 DI K-7 1.70E+10 200 5 3 200 140 212.0 222

21.48 m 4 DI K-7 1.70E+10 250 5.3 3 250 140 263.4 274

2 m 5 DI K-7 1.70E+10 300 5.6 3 300 140 314.8 326

23.48 m 6 DI K-7 1.70E+10 350 6 5 350 140 366.0 378

2.07E+08 Kg/sq.m 7 DI K-7 1.70E+10 400 6.3 5 400 140 416.4 429

9.81 m/s2 8 DI K-7 1.70E+10 450 6.6 5 450 140 466.8 480

DI K-7 9 DI K-7 1.70E+10 500 7 5 500 140 518.0 532

10 DI K-7 1.70E+10 600 7.7 5 600 140 619.6 635

Cond. 1

Wor

king

Pres

sure

Fiel

d te

stPr

essu

re

1.5

tim

es


m m m m m m

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

1 DI K-7 100 4.5 0.6 4.3 4.7 23.5 81.5 28.2 109.7 42.3 109.7 80 125 Safe

2 DI K-7 150 0.6 0.3 0.6 0.7 23.5 34.5 24.2 58.7 36.2 58.7 80 125 Safe

3 DI K-7 200 0.2 0.2 0.1 0.2 23.5 18.6 23.7 42.3 35.5 42.3 80 125 Safe

4 DI K-7 250 0.1 0.1 0.1 0.1 23.5 11.6 23.6 35.1 35.3 35.3 80 125 Safe

5 DI K-7 300 0.0 0.1 0.0 0.0 23.5 7.8 23.5 31.4 35.3 35.3 80 125 Safe

6 DI K-7 350 0.0 0.1 0.0 0.0 23.5 5.7 23.5 29.2 35.3 35.3 80 125 Safe

7 DI K-7 400 0.0 0.0 0.0 0.0 23.5 4.3 23.5 27.8 35.3 35.3 80 125 Safe

8 DI K-7 450 0.0 0.0 0.0 0.0 23.5 3.3 23.5 26.8 35.3 35.3 80 125 Safe

9 DI K-7 500 0.0 0.0 0.0 0.0 23.5 2.7 23.5 26.2 35.3 35.3 80 125 Safe

10 DI K-7 600 0.0 0.0 0.0 0.0 23.5 1.8 23.5 25.3 35.3 35.3 80 125 SafeCriteria for Selection of Pipe Material

Safe/ Unsafe

Total Static Head

Condition.2 :

Static head

Tot

alFr

icti

onal

+10

%O

ther

Los

ses

Wat

er h

amm

erhe

ad,H

max

Vel

ocit

y

Total Static Head

m

Max

imum

of

Con

diti

on 2

Pipe

Mat

eria

l

Bor

e D

iam

eter

mm/s


Rat

e of

fri

ctio

n

NominalDia.(ID)

Pipe Mat & Class

Stat

us

Residual Head


Length



Sr. N

o.Water Hammer Calculations for Clear Water Feeder Main

Clear Water Rising Main from Clear Water Sump at WTP to 150 KL OHT - II at Sutal Mohalla

Bore Dia.(Clear ID)

ShellThickness




Pipe Mat

LiningThickness

Shell Dia.Ext.

Designed Discharge

Shell Dia. forWH

Sr.No.HW constant

'C'


Pipe Material

All

owab

leW

ork.

Pre

ss.

All

owab

le T

est

Pres

sure

Fric

tion

alL

osse

s

m


Cond. 2

m/1000mmm

Stat

ic L

ift


m



2018 0.32 ML2033 0.36 ML 100 1004 DI K-7 140 1002048 0.41 ML 150 1470 DI K-7 140 150


450 5628 DI K-7 140 450100 % 500 6570 DI K-7 140 500100 % 600 8335 DI K-7 140 600

8 14 %9 4 % / Yr 465.37 m

10 15 Years 443.89 m11 5 Rs / KW 21.48 m12 23 Hours 2.00 m

23.48 m


7 39377 KW 1 39669 KW 2

FrictionalLoss


TotalHead (H1)

FrictionalLoss


TotalHead (H2)

1 100 3.6 4.5 0.6 0.6 3.5 0.3 27 4.3 0.4 282 150 0.5 0.6 0.2 0.3 0.5 0.0 24 0.6 0.1 243 200 0.1 0.2 0.1 0.2 0.1 0.0 24 0.1 0.0 244 250 0.0 0.1 0.1 0.1 0.0 0.0 24 0.0 0.0 245 300 0.0 0.0 0.1 0.1 0.0 0.0 23 0.0 0.0 24


(Rs/m)

Stage - I

Water Hammer Calculations for Clear Water Feeder MainClear Water Rising Main from Clear Water Sump at WTP to 150 KL OHT - II at Sutal Mohalla

PipeMaterial


HWC



Standby Provision

1

7



(mm)





Stage-IFlow



Stage-IFlow

Sr.No.

PipeSize

(mm)

Total Head Loss (m)

Stage-IIFlow







Energy ChargesPumping Hours for Discharge at 1st stage Resedual / Velocity Head


Flow



6 350 0.0 0.0 0.0 0.1 0.0 0.0 23 0.0 0.0 237 400 0.0 0.0 0.0 0.0 0.0 0.0 23 0.0 0.0 238 450 0.0 0.0 0.0 0.0 0.0 0.0 23 0.0 0.0 239 500 0.0 0.0 0.0 0.0 0.0 0.0 23 0.0 0.0 23

10 600 0.0 0.0 0.0 0.0 0.0 0.0 23 0.0 0.0 23

TotalHead

H1 (m)


Pump Cost(Rs. 10^3)

TotalHead

H2 (m)


Pump Cost(Rs. 10^3)


10 600 DI K-7 23 3 58 23 3 65 8335 7918 600

1 2 3 4 5 6 7 8 9 10 11 121 100 67 66 407 1428 78 78 477 78 1506 1002 150 59 58 358 1814 67 66 408 67 1880 1503 200 58 57 352 2193 66 65 400 65 2258 2004 250 58 57 351 2742 65 65 398 65 2807 2505 300 58 57 350 3355 65 65 397 65 3420 3006 350 58 57 350 4090 65 65 397 65 4155 3507 400 58 57 350 5001 65 65 397 65 5066 4008 450 58 57 350 5755 65 65 397 65 5819 4509 500 58 57 350 6650 65 65 397 65 6714 500

10 600 58 57 350 8326 65 65 397 65 8391 6001001506 Rs. 10^3



Nominal Dia.(ID)


StageI&II

PipeSize (m)







Charges

Sr.No.

Stage-I Flow Stage-II FlowTable # 3 :- Comparative Statement of Overall Cost of Pumping Main For Different Pipes Sizes


Sr.No.

Cost of DIPipeline

(Rs. 10^3)

Nominal Dia.(ID)

Pipe Material

Stage-II FlowPipe Cost(Rs./m)





0.38 MLD4.40 LPS

i) Material DI K-7ii) Bore Diameter (Clear I.D.) 100 mmiii) Length 950 miv) H.W. constant 1403) Static Head 21.48 mLSL of Pump in Clear Water Sump 443.89 mFSL of Over Head Tank including Container Height 465.37 m

1) Frictional Headlossi) Rate of Friction 3.64 m\1000mii) Frictional Head 3.46 miii) Losses due to Bends etc. (10%) 0.35 miv)Total Frictional Head 3.80 m2) Residual / Velocity Head 2.00 m

27.28 m3)Total Head (Say) 28.00 m4) BHP Requiredi) Water Horse Power 1.64 WHPii) Efficiency of pump & motor 70 %iii) Total B.H.P. required 2.35 BHPTotal BKW 1.75 BKWNumber of Working Pumps 1 NosNumber of Standby Pumps 1 NosB.H.P. of each pump 2.35 BHPBKW of each pump 1.75 BKWMultiplying Factor for margin as per CPHEEO Manual 1.15KW of Drive Motor 2.01 KWHP of Drive Motor 2.70 HP

3.00 HP

Discharging Capacity of Each Pump 4.40 LPSMotor Capacity of Each Pump 3 HpTotal Head of Each Pump 28 mTotal HP to be Installed Including Standby 6 BHP

Design of Clear Water Pumping Machinery for OHT - II at Sutar Mohalla

Design of Pumps

Hence Provide 2 Numbers of Centrifugal Pumpsets with below specification (1 Working / 1 Standby)

1) Pumping Hours & Flow Data (Intermediate Stage)


2) Rising Main Data



13.6 Storage Requirements & Over Head TanksWater storage requirement of for Athana WSS is 300 KL. The present OHT, which is in wardNo. 8, is constructed 20years back and has to be discontinued or to be dismantled. Thelocation of 2 proposed OHTs are designed in such a way that there should require lesspumping energy of Clearwater as well as distribution losses can be minimised.

Table 27 :- Storage RequirementsSr. No. Particular Quantity Unit

1 Intermediate Stage Gross Demand 0.80 ML/Day

2Total Storage Required @ 33% of Daily DemandConsidering 5% losses.

0.25 ML

2.51 Lac Liters

3 Total Required Storage Capacity of OHT's3.00 Lac Liters

300 Kilo Liters

4 Existing OHT's in Town 1.00 Nos

5 Capacity of Existing OHT's in Town 1.50 Lac Liters

6Capacity of Existing OHT's Considered in Proposed Scheme(Existing 1.5 Lacs Ltr OHT Constructed in 1993. Life Span isexpired. Hence not considered in Proposed Scheme)

0 Lac Liters

7 Capacity of Proposed OHT's in Town 3.00 Lac Liters

8 Number of OHTs Proposed 2 No.

Zonal Details

ZoneWards

CoveredOHT

2018Population

2018Demand

2033Population

2033Demand

2048Population

2048Demand

Zone - A1 to 7 &

9OHT - I 3865 0.38 4518 0.44 5171 0.49

Zone - B8 & 10 -

15OHT - II 3235 0.32 3782 0.36 4329 0.41

Capacity Calculation for Proposed Over Head Tanks

Sr. No. OHT No.Ward No'sCovered

Year 2033Population

WaterDemand

Req. OHTCap (KL)

Prop.OHT Cap

(KL)

% ofDemand vsCapacity

1 OHT - I 1 to 7 & 9 4518 0.44 137 150 34%

2 OHT - II 8 & 10 - 15 3782 0.36 114 150 41%Total 8300 0.80 251 300



13.7 Water Supply Distribution System (DMA)Entire town of Athana is divided into Two District Metering Area (or Zones). The length ofdistribution system is 10620 m. Design of Distribution System will be done on EPNET /WATERGEMS. During the design it is ensured that the water pressure will be 10 m at ferruleand 7 m at consumer tap. HDPE PE100 pipe having PN 10 pressure class and PE 100 graderup to 300 mm dia and DI K-7 for above 300 mm diameter will be used in used in distributionof water.

Table 28 :- Water Supply Distribution System

Sr.No.

DistrictMetering Area

CommandOHT

WardsCovered

Pipe MaterialDiameter of

PipeLength of

Pipe

1 Zone A OHT-I1 to 7 and

9HDPE PE100,

PN10110 764

75 5326

2 Zone B OHT-II8 & 10 -

15HDPE PE100,

PN10

110 495

75 3825

63 210

Based on topography and spatial distribution of the town, water supply distribution system isconsidered in two district metering area(DMA i.e. zone) with use two new Over Head Tankamong which OHT-I covers Ward no. 1 to 7 & 9 and OHT-II covers 8 & 10 – 15

Table 29 :-DMA for Water Supply Distribution System

Area Covered :- 14.83 Sq km

Ultimate Stage Population :- 9500

Highest Level :- 452.10m

Lowest Level :- 440.65m

Difference in Level :- 11.45m

Clear Water Feeder Main :-100 mm DI K9 oflength 1050 m

Over Head Tank :- 150 KL& 150 KL

Water Treatment Plant :- 1 MLD

Area Covered :- Ward no1 to 7 & 9

Highest Level :- 452.10 m

Lowest Level :- 440.65 m

Difference in Level :- 11.45 m


Over Head Tank :- 150 KL




Design of Water Supply Distribution for Zone - A

Zone Name Zone-A Capacity of OHT / GSR (KL) 150 KL

No. of Outlets 1 Ground Level (m) 448.89

Residual Head at Consumer Tap 7 m Lower Supply Level (m) 466.89

Residual Head at Ferrule Point 10 m Full Tank Level (m) 417.89

Zonal Population 4899 Pipe Material & PressureClass

HDPE PE100 PN10

Hours of Supply 24 C Value of Pipe Material 145

Label Start Node Stop NodeLength

(Scaled)(m)

MaterialDiameter

(mm)Velocity

(m/s)Head

Loss (m)

Pressure(Start)

(mH2O)

Pressure(Stop)

(mH2O)

P-1 T-1 J-1 29.32 HDPE 110 2.11 1.23 23 21

P-2 J-1 J-2 272.9 HDPE 110 1.84 8.85 21 15

P-3 J-2 J-3 77.4 HDPE 110 1.31 1.33 15 14

P-4 J-3 J-4 48.1 HDPE 110 0.96 0.47 14 14

P-5 J-4 J-5 15.87 HDPE 110 0.9 0.14 14 14

P-6 J-5 J-6 67.31 HDPE 110 0.64 0.31 14 14

P-7 J-6 J-7 50.73 HDPE 110 0.65 0.24 14 14

P-8 J-7 J-8 28.85 HDPE 110 0.46 0.07 14 15

P-9 J-8 J-9 62.58 HDPE 110 0.33 0.09 15 15

P-10 J-9 J-10 12.44 HDPE 110 0.04 0.00 15 15

P-11 J-10 J-11 60.15 HDPE 110 0.01 0.00 15 15

P-12 J-11 J-12 38 HDPE 110 0.01 0.00 15 15

P-13 J-3 J-13 22.88 HDPE 75 0.7 0.19 14 14

P-14 J-13 J-14 90.89 HDPE 75 0.64 0.66 14 14

P-15 J-14 J-15 60.21 HDPE 75 0.55 0.33 14 14

P-16 J-15 J-16 51.34 HDPE 75 0.26 0.07 14 16

P-17 J-16 J-17 37.01 HDPE 75 0.21 0.03 16 17

P-18 J-17 J-18 13.96 HDPE 75 0.17 0.01 17 17

P-19 J-18 J-19 22.97 HDPE 75 0.13 0.01 17 14

P-20 J-19 J-20 53.3 HDPE 75 0.09 0.01 14 16

P-21 J-12 J-20 73.78 HDPE 75 0.03 0.00 15 16

P-22 J-14 J-21 33.54 HDPE 75 0.03 0.00 14 13

P-23 J-15 J-22 23.04 HDPE 75 0.25 0.03 14 14

P-24 J-22 J-23 39.71 HDPE 75 0.23 0.04 14 15

P-25 J-23 J-24 51.09 HDPE 75 0.17 0.03 15 14

P-26 J-17 J-24 66.51 HDPE 75 0.01 0.00 17 14

P-27 J-24 J-25 47.39 HDPE 75 0.09 0.01 14 12

P-28 J-18 J-25 52.28 HDPE 75 0.03 0.00 17 12

P-29 J-19 J-26 27.52 HDPE 75 0.02 0.00 14 14

P-30 J-20 J-27 45.09 HDPE 75 0.03 0.00 16 13

P-31 J-25 J-28 58.96 HDPE 75 0.05 0.00 12 12

P-32 J-12 J-28 67.58 HDPE 75 0.09 0.01 15 12

P-33 J-16 J-23 51.84 HDPE 75 0.01 0.00 16 15

P-34 J-7 J-29 57.03 HDPE 75 0.36 0.14 14 13



P-35 J-28 J-29 17.17 HDPE 75 0.14 0.01 12 13

P-36 J-10 J-29 59.74 HDPE 75 0.12 0.02 15 13

P-37 J-4 J-30 119.12 HDPE 75 0.09 0.02 14 15

P-38 J-13 J-31 48.32 HDPE 75 0.04 0.00 14 13

P-39 J-2 J-32 112.51 HDPE 75 0.95 1.66 15 14

P-40 J-32 J-33 25.11 HDPE 75 0.52 0.12 14 13

P-41 J-33 J-34 21.27 HDPE 75 0.37 0.06 13 12

P-42 J-34 J-35 4.52 HDPE 75 0.27 0.01 12 12

P-43 J-35 J-36 41.89 HDPE 75 0.25 0.05 12 12

P-44 J-36 J-37 52.91 HDPE 75 0.15 0.03 12 13

P-45 J-37 J-38 106.67 HDPE 75 0.4 0.32 13 14

P-46 J-38 J-39 17.91 HDPE 75 0.1 0.00 14 15

P-47 J-8 J-39 110.03 HDPE 75 0.39 0.32 15 15

P-48 J-32 J-40 27.8 HDPE 75 0.02 0.00 14 13

P-49 J-32 J-41 48.27 HDPE 75 0.32 0.10 14 14

P-50 J-41 J-42 16.15 HDPE 75 0.01 0.00 14 15

P-51 J-33 J-43 48.42 HDPE 75 0.11 0.01 13 12

P-52 J-43 J-44 21.21 HDPE 75 0.02 0.00 12 14

P-53 J-34 J-45 49.24 HDPE 75 0.08 0.01 12 13

P-54 J-45 J-46 32.52 HDPE 75 0.02 0.00 13 14

P-55 J-41 J-43 23.54 HDPE 75 0.28 0.04 14 12

P-56 J-43 J-45 25.15 HDPE 75 0.32 0.05 12 13

P-57 J-45 J-37 39.58 HDPE 75 0.32 0.08 13 13

P-58 J-33 J-47 26.94 HDPE 75 0.02 0.00 13 12

P-59 J-35 J-48 26.4 HDPE 75 0.02 0.00 12 12

P-60 J-8 J-49 74.8 HDPE 75 0.65 0.55 15 13

P-61 J-49 J-50 220.29 HDPE 75 0.58 1.31 13 11

P-62 J-50 J-51 3.94 HDPE 75 0.22 0.00 11 11

P-63 J-51 J-52 100.77 HDPE 75 0.16 0.05 11 12

P-64 J-9 J-53 46.05 HDPE 75 0.77 0.46 15 15

P-65 J-53 J-54 39.88 HDPE 75 0.7 0.34 15 15

P-66 J-54 J-52 125.91 HDPE 75 0.65 0.92 15 12

P-67 J-52 J-55 12.83 HDPE 75 0.03 0.00 12 12

P-68 J-55 J-56 33.24 HDPE 75 0.02 0.00 12 13

P-69 J-49 J-53 59.83 HDPE 75 0.01 0.00 13 15

P-70 J-54 J-57 36.31 HDPE 75 0.03 0.00 15 16

P-71 J-52 J-58 69.16 HDPE 75 0.29 0.11 12 11

P-72 J-58 J-59 56.92 HDPE 75 0.38 0.16 11 11

P-73 J-59 J-60 45.66 HDPE 75 0.18 0.03 11 11

P-74 J-60 J-61 103.59 HDPE 75 0.17 0.07 11 11

P-75 J-61 J-62 87.86 HDPE 75 0.07 0.01 11 12

P-76 J-59 J-63 41.9 HDPE 75 0.15 0.02 11 10

P-77 J-63 J-64 29.48 HDPE 75 0.12 0.01 10 10

P-78 J-64 J-65 12.35 HDPE 75 0.04 0.00 10 10



P-79 J-65 J-66 12.62 HDPE 75 0.03 0.00 10 10

P-80 J-66 J-67 26.16 HDPE 75 0.02 0.00 10 11

P-81 J-61 J-68 38.79 HDPE 75 0.03 0.00 11 11

P-82 J-60 J-64 54.48 HDPE 75 0.02 0.00 11 10

P-83 J-58 J-69 21.74 HDPE 75 0.15 0.01 11 11

P-84 J-69 J-70 31.2 HDPE 75 0.18 0.02 11 11

P-85 J-70 J-71 8.14 HDPE 75 0.03 0.00 11 11

P-86 J-71 J-72 62.39 HDPE 75 0.1 0.01 11 10

P-87 J-72 J-73 35.91 HDPE 75 0.09 0.01 10 10

P-88 J-51 J-70 32.97 HDPE 75 0.2 0.03 11 11

P-89 J-51 J-71 43.38 HDPE 75 0.17 0.03 11 11

P-90 J-69 J-74 25.5 HDPE 75 0.02 0.00 11 13

P-92 J-75 J-72 22.89 HDPE 75 0.06 0.00 11 10

P-93 J-50 J-76 17.72 HDPE 75 0.2 0.01 11 11

P-94 J-76 J-75 58.71 HDPE 75 0.15 0.03 11 11

P-95 J-76 J-77 10.32 HDPE 75 0.03 0.00 11 11

P-96 J-77 J-78 32.7 HDPE 75 0.02 0.00 11 12

P-97 J-75 J-79 66.35 HDPE 75 0.05 0.00 11 11

P-98 J-73 J-80 88.53 HDPE 75 0.07 0.01 10 12

P-99 J-38 J-81 8.61 HDPE 75 0.22 0.01 14 15

P-100 J-81 J-82 17.87 HDPE 75 0.15 0.01 15 15

P-101 J-82 J-83 58.24 HDPE 75 0.11 0.02 15 14

P-102 J-83 J-84 61.91 HDPE 75 0.05 0.00 14 15

P-103 J-82 J-85 26.26 HDPE 75 0.02 0.00 15 14

P-104 J-81 J-86 88.16 HDPE 75 0.07 0.01 15 15

P-105 J-83 J-87 31.39 HDPE 75 0.02 0.00 14 14

P-106 J-39 J-5 70.55 HDPE 75 0.49 0.31 15 14

P-107 J-6 J-39 64.4 HDPE 75 0.06 0.01 14 15

P-108 J-36 J-88 86.44 HDPE 75 0.06 0.01 12 11

P-109 J-1 J-89 495.06 HDPE 75 0.56 2.79 21 17

P-110 J-89 J-90 99.23 HDPE 75 0.07 0.01 17 16

P-111 J-89 J-91 156.42 HDPE 75 0.12 0.05 17 16



Area Covered :- Ward No 8 & 10 to 15

Highest Level :- 452.10 m

Lowest Level :- 440.65 m

Difference in Level :- 11.45 m


Over Head Tank :- 150 KL


Design of Water Supply Distribution for Zone - BZone Name Zone-B Capacity of OHT / GSR (KL) 150 KL

No. of Outlets 1 Ground Level (m) 448.37

Residual Head at ConsumerTap

7 m Lower Supply Level (m) 460.37

Residual Head at Ferule Pt 10 m Full Tank Level (m) 465.31

Zonal Population 4101 Pipe Material & PressureClass

HDPE PE100 PN 10

Hours of Supply 24 C Value of Pipe Material 145

LabelStartNode

StopNode

Length(Scaled)

(m)Material

Diameter(mm)

Velocity(m/s)

HeadLoss (m)

Pressure(Start)

(mH2O)

Pressure(Stop) (m

H2O)

P-1 T-1 J-1 35.65 HDPE 95.8 1.78 1.08 17 20P-2 J-1 J-2 73.68 HDPE 95.8 1.72 2.1 20 17P-3 J-2 J-3 97.56 HDPE 95.8 1.26 1.56 17 15P-4 J-3 J-4 21.75 HDPE 95.8 1.36 0.4 15 15P-5 J-4 J-5 29.38 HDPE 95.8 1.32 0.52 15 13P-6 J-5 J-6 65.92 HDPE 95.8 1.3 1.12 13 13P-7 J-6 J-7 70.61 HDPE 95.8 0.75 0.43 13 10P-8 J-7 J-8 27.81 HDPE 95.8 0.6 0.11 10 9P-9 J-8 J-9 43.79 HDPE 95.8 0.18 0.02 9 10

P-10 J-9 J-10 28.74 HDPE 95.8 0.17 0.01 10 12P-11 J-2 J-11 43.01 HDPE 65.2 0.83 0.5 17 16P-12 J-11 J-12 61.73 HDPE 65.2 0.74 0.58 16 13P-13 J-12 J-13 9.71 HDPE 65.2 0.66 0.07 13 13P-14 J-13 J-14 44.66 HDPE 65.2 0.4 0.13 13 13P-15 J-14 J-15 60.27 HDPE 65.2 0.39 0.17 13 14P-16 J-15 J-3 47.96 HDPE 65.2 0.34 0.11 14 15P-17 J-6 J-16 69.24 HDPE 65.2 1.13 1.42 13 10P-18 J-16 J-17 52.67 HDPE 65.2 0.85 0.65 10 8P-19 J-17 J-18 26.7 HDPE 65.2 0.81 0.3 8 8P-20 J-18 J-19 16.37 HDPE 65.2 0.77 0.16 8 8P-21 J-19 J-20 58.03 HDPE 65.2 0.72 0.52 8 7P-22 J-20 J-21 77.96 HDPE 65.2 0.45 0.29 7 8P-23 J-21 J-22 29.23 HDPE 65.2 0.51 0.14 8 8P-24 J-22 J-23 58.82 HDPE 65.2 0.48 0.25 8 9P-25 J-23 J-24 76.15 HDPE 65.2 0.22 0.07 9 11P-26 J-16 J-25 24.68 HDPE 65.2 0.18 0.02 10 7P-27 J-25 J-26 35.86 HDPE 65.2 0.16 0.02 7 7P-28 J-26 J-27 26.79 HDPE 65.2 0.13 0.01 7 7



P-29 J-27 J-28 12.97 HDPE 65.2 1.05 0.23 7 8P-30 J-28 J-29 29.11 HDPE 65.2 1.06 0.53 8 8P-31 J-8 J-29 12.72 HDPE 65.2 0.87 0.16 9 8P-32 J-29 J-30 36.56 HDPE 65.2 0.23 0.04 8 8P-33 J-30 J-10 68.04 HDPE 65.2 0.26 0.09 8 12P-34 J-27 J-31 67.03 HDPE 65.2 1.16 1.44 7 5P-35 J-31 J-32 44.3 HDPE 65.2 0.65 0.33 5 8P-36 J-32 J-33 12.04 HDPE 65.2 0.61 0.08 8 8P-37 J-33 J-34 51.69 HDPE 65.2 0.02 0 8 6P-38 J-34 J-35 70.38 HDPE 65.2 0.39 0.2 6 12P-39 J-35 J-36 297.24 HDPE 65.2 0.26 0.39 12 10P-40 J-23 J-36 199.15 HDPE 65.2 0.21 0.19 9 10P-41 J-36 J-37 59.03 HDPE 65.2 0.05 0 10 8P-42 J-20 J-34 38.79 HDPE 65.2 0.63 0.27 7 6P-43 J-21 J-34 77.24 HDPE 65.2 0.12 0.02 8 6P-44 J-20 J-31 44.19 HDPE 65.2 0.41 0.14 7 5P-45 J-33 J-38 33.77 HDPE 65.2 0.58 0.2 8 11P-46 J-38 J-35 46.55 HDPE 65.2 0.03 0 11 12P-47 J-38 J-39 100.53 HDPE 65.2 0.59 0.62 11 12P-48 J-39 J-40 59.81 HDPE 65.2 0.5 0.27 12 8P-49 J-40 J-41 69.88 HDPE 65.2 0.33 0.14 8 9P-50 J-41 J-42 90.59 HDPE 65.2 0.08 0.01 9 10P-51 J-41 J-43 24.08 HDPE 65.2 0.15 0.01 9 8P-52 J-43 J-44 72.22 HDPE 65.2 0.09 0.01 8 9P-53 J-44 J-45 31.61 HDPE 65.2 0.03 0 9 10P-54 J-40 J-46 88.97 HDPE 65.2 0.13 0.03 8 7P-55 J-46 J-47 61.51 HDPE 65.2 0.05 0 7 8P-56 J-43 J-48 47.22 HDPE 65.2 0.04 0 8 7P-57 J-41 J-49 48.83 HDPE 65.2 0.04 0 9 10P-58 J-7 J-50 34.26 HDPE 65.2 0.27 0.05 10 13P-59 J-50 J-51 94.17 HDPE 65.2 0.2 0.07 13 11P-60 J-51 J-52 62.94 HDPE 65.2 0.12 0.02 11 12P-61 J-52 J-53 79.22 HDPE 54.6 0.1 0.02 12 16P-62 J-10 J-52 18.13 HDPE 54.6 0.03 0 12 12P-63 J-13 J-54 105.46 HDPE 65.2 0.25 0.13 13 18P-64 J-54 J-55 35.42 HDPE 65.2 0.03 0 18 18P-65 J-14 J-54 116.98 HDPE 65.2 0.03 0 13 18P-66 J-2 J-56 29.83 HDPE 65.2 0.1 0.01 17 18P-67 J-56 J-57 47.2 HDPE 65.2 0.04 0 18 18P-68 J-56 J-58 39.18 HDPE 65.2 0.03 0 18 18P-69 J-4 J-59 72.2 HDPE 65.2 0.06 0.01 15 16P-70 J-50 J-60 52.55 HDPE 65.2 0.04 0 13 14P-71 J-16 J-61 36.29 HDPE 65.2 0.03 0 10 10P-72 J-18 J-62 25.85 HDPE 65.2 0.02 0 8 9P-73 J-19 J-63 36.88 HDPE 65.2 0.03 0 8 10P-74 J-1 J-64 112.55 HDPE 54.6 0.14 0.06 20 21P-75 J-12 J-65 37.99 HDPE 65.2 0.03 0 13 13P-76 J-11 J-66 61.38 HDPE 65.2 0.05 0 16 13P-77 J-24 J-67 112.5 HDPE 65.2 0.1 0.02 11 12P-78 J-24 J-68 68.17 HDPE 65.2 0.06 0.01 11 11P-79 J-5 J-69 39.64 HDPE 65.2 0.03 0 13 13



13.8 Electrical Transformers, Sub-Stations & Transmission LinesTwo electrical sub stations along with transformer have to be provided having 75 KVAcapacities each one at Head Work, Panth Merki village and second at WTP in Athana town.An electrical transmission lines having length 400 m and 500 m for Head Work and WTPrespectively.

Table 30 :- Design of Transformer & Capacity CalculationsSr.No.

Description Quantity Unit

for Head Works1 Working Motor Capacity of RWPM (Standby not considered) 5.6 Kw

2Inside & Outside Lighting Arrangement (5 nos of CFL of 25 Watteach @ 0.81 Kw/Hr/Month to run 12 Hr/day)

1.6 Kw

3 Miscellaneous Items 0.5 Kw

4 Total Electrical Consumption at Head Works 7.7 Kw

5Calculations for Total Connected Load Base on KW &Assuming Power Factor as 0.8

9.6 KVA

6As per IEEE norms, Transformer should be loaded at 80% of fullcapacity of Transformer i.e. 20% extra as per IEEE rule.

11.6 KVA

Transformer Size for Head Works (Say) 63 KVA

for Water Treatment Plant1 Working Motor Capacity of CWPM (Standby not considered) 4.48 Kw

2 CLF - 3 nos 5.97 Kw

3 Flash Mixer Motor 0.06 Kw

4 Air Blower 3.73 Kw

5 Wash Water Pump 1.49 Kw

6Inside & Outside Lighting Arrangement ( 55w Tube light 10 Nos. 12Hr per day @ 1.65kwh for 30 days

6.6 Kw

7 Miscellaneous Items 0.75 Kw

8 Booster Pumps 0.75 Kw

9 Total Electrical Consumption at Water Treatment Plant 24 Kw

10Calculations for Total Connected Load Base on KW &Assuming Power Factor as 0.8

29.77 KVA

11As per IEEE norms, Transformer should be loaded at 80% of fullcapacity of Transformer i.e. 20% extra as per IEEE rule.

35.73 KVA

Transformer Size for Water Treatment Plant 63 KVA



13.9 PLC & SCADA System for Scheme Monitoring

Concept plan for monitoring system of water supply scheme is given below:

For achieving desired efficiency water management for 24 x 7 water supplies to stakeholdersin the town, below mechanism is envisaged. This mechanism will ensure the water supplysystem to work at minimum water losses. This will leads to the considerable revenue will besaved that to the maximum efficiency.

FLOW FLOW

GSM GSMCommunication Communication

GSM FLOW Communication

FLOW TO DISTRIBUTION

RTU

Outlet Flowmeter

Instrumentation CablePumps

UPSSurge Protection

Outlet FlowmeterCentral Monitoring System

Central Server PC with Display

InstrumentsPressure Indicators

GSM Datalogger

Power Analysers

WTP

Inlet Flowmeters

RTU

GSM DataloggersRTUs

GSM Datalogger

Surge ProtectionInstrumentation Cable


OHT Level IndicatorsUPS

Raw Water Source

GravityMain

Instruments

UPS

Instrumentation CableSurge Protection

CMS Software

Central Monitoring System

Sump Level Indicator

OHTs

Over HeadTanks

Chlorine Analyzer

UPS

Instrumentation Cable

Outlet Flowmeter

Pumps +RisingMain

Raw Water Pump House


Power Analysers

Surge Protection

RTUGSM Datalogger



Instrumentation required for establishment of SCADA System during the operation, for monitoring of water supply scheme is given below:

Instrumentation Location

Flow Meters (Electromagnetic)1 each at raw water rising mains, raw water gravity mains,

clear water rising mains and clear water gravity mains

Diameter Nos100 4

150 2TOTAL 6

Instrumentation Location Nos Length(m)

Pressure point Interfacing at flow meter 1 each at RWPH CWPH 2

Pressure Sensor 1 each at Pump Suction + Delivery and 1 each at OHT inlet 14

Level Measurement 1 at WTP and each OHTs 3PLC / ControlPanels - 0Chlorine Analyser 1 for WTP 1Instrumentation Cable At RWPH, WTP and OHT as Applicable 500RTU 1 each at RWPH, WTP and OHTs 4GSM Data loggers 1 each at RWPH, WTP and OHTs 4Local Monitoring PC 1 at Central Station 1Monitoring Display Unit 1 at Central Station 1Power Analyser 1 for each motor at RWPH and CWPH 6UPS 1 each at RWPH, WTP and OHTs 4Surge Protector 1 each at RWPH, WTP and OHTs 4

Volume III – Estimates

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Volume - III

Data for Materials and Works, DetailedEstimates of Quantities and Cost



14Cost Estimates of

Water Supply SchemeComponents



14. Cost Estimates of Water Supply Scheme Components

14.1 Abstracts of Project Cost

Abstract of CostSr.No.

EstimateNumber

Description of Sub-Estimate Amount (Rs.)

1 E-1 Confirmative Survey 2327492 E-2 Head Works 5000003 E-3 100 M Long Approach Bridge 32000004 E-4 Raw Water Pumping Machinery 2461805 E-5 Raw Water Rising Main 11323256 E-6 Raw Water Gravity Main 77732007 E-7 Break Pressure Tank 4852508 E-8 1 MLD Water Treatment Plant 31200009 E-9 Clear Water Pumping Machinery I & II 17904010 E-10 Clear Water Feeder Main I and II 276129111 E-11 Over Head Tanks - 2 Numbers - 150 KL Each 360000012 E-12 Water Supply Distribution System 21893866

13 E-1363 KVA Electrical Sub-Station / Transformer & 2km Transmission Line

3061714

14 E-14 PLC And SCADA for Scheme Monitoring 3000000

15

Statutory payments to water resources, NationalHighways, State Highways, Indian Railways,Forest Department, Archeological Survey of Indiaand similar organizations

1000000

16Payments to electricity company for sanction andextension of dedicated power supply to variousinfrastructure locations

1000000

17Provision towards costs associated with socialsafeguards

2000000

18Provision towards costs associated withenvironmental safeguards

1000000

19Network expansions if required beyond the presentscope

1500000

20Nalla crossings, shifting of utilities andmiscellaneous works

1500000

Net Cost 59185614Contengencies Charges (3% of Project Cost) 1775568Supervision Charges (5%) 2959281Operations & Maintenance of Scheme (10 Years) 43595319Grand Total Cost of Scheme 107515782



14.2 E1 - Estimate of Confirmative Survey

Sub Estimate for Confirmative Survey E-1Measurement & Abstract Sheet

Sr.No.

SORDetails

Description of Item Unit No LengthBredth/ Dia

Depth /Height

Qty Rate Amount

1UADD

Non SORItem

Carrying out necessary Confirmative Survey,collecting field data and preparing working plans,good for construction drawings and stationeryarticles, etc all complete.

Topographical survey work using Total Station,preparation and finalization of survey drawings andCADD files, preparation of working drawing asdirected by the Employer’s Representative.

Km - 16 - - 15.97 3500 55899

Conducting customer door to door survey forestablishing the location, type of property, numberof households, families, population, use of water,customer water demand

Household 1503 1503 100 150300

Develop, up-date and maintain calibratedstrategic and DMA network models usingcompatible software (EPANET, WaterCAD, etc.)and, in accordance with the Specifications, design /establish District Meter Areas (DMAs) using themodels, Site survey data and any necessaryadditional Site investigations to confirm pipecondition, valve and pipe sizes, valve locations;identify (under-sized, incrustation) pipe replacementrequirements; prepare and submit DMA designreports; hand over models to Employer regularlyand at the end of contract

Km 11 - - 11 2500 26550

Grand Total for Confirmative Survey 232749



14.3 E2 - Estimate of Head Works

Sub Estimate for Head Works E-2Measurement cum Abstract Sheet

Sr.No.

SORDetails

Description of Item Unit No LengthBreadth

/ DiaDepth /Height

Qty Rate Amount

1 Entire structure shall be in M-300 only.RCC Lining to the existing open well in Kenpuriya Dam

m 1 - - 20 - 500000 500000Grand Total for Head Works 500000



14.4 E3 - Estimate of 100 M Long Approach Bridge

Sub Estimates for 100 M Long Approach Bridge E-3Measurement & Abstract Sheet

Sr.No.

SOR Details Description of Item Unit No LengthBreadth

/ DiaDepth /Height

Qty Rate Amount

1As per Rate

Analysis

Designing (aesthetically) as per relevent latest IS codesand constructing RCC Approch Bridge with belowsepecification with RCC footings, columns, beams, braces,slab, curing of concrete work etc.with all necessary liftsinvolved, including providing and placing Tor steelreinforcement for RCC works, providing and fixing 1.0 mheight 25 mm dia G.I. B class pipe hand railing in 3 rowsfixed on 50 x 50, 6 mm MS angles at 1.5 m c/c, on bothsides of the walkway, necessary excavation in all strata,dewatering,refilling the sides after completion of workand disposing of surplus excavated material as directed,with necessary plastering, finishing, painting etc complete.

Width of Bridge = 3.00 mLength of Bridge = 100 mRCC 30for 100 M long Approach Bridge

m 1 100 - - 100 32000 3200000

Grand Total for 100 M Long Approach Bridge 3200000



14.5 E4- Estimate of Raw Water Pumping Machinery

Sub Estimates for Raw Water Pumping Machinery E-4Measurement & Abstract Sheet

Sr.No.

SOR Details Description of Item Unit No LengthBredth/ Dia

Depth /Height

Qty Rate Amount

1UADD

Non SORItem

Submersible Pumps:-Providing erecting & givng test & trial of Waterlubricated Vertical turbine pumpsets. Includingmotors, starters, panel board, necessary cabling,valves and specials etc. completeDischarge = 9.66 LPSHead = 32 mMotor Power = 7.50 HpMotor Rating = 1450 rpm

2 Nos (1 Working & 1 Standby) Kw 2 - - - 11.19 22000 246180Grand Total for Raw Water Pumping Machinery 246180



14.6 E5 - Estimate of Raw Water Rising Main

Sub-Estimate Raw Water Rising Main E-5Measurement & Abstract Sheet

Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

1

UADDISSR 12-

13P. No. -

151I. No. -

15.1

Earth work in excavation for pipe trench in all kinds ofsoil and WBM in area including drssing, watering andramming and disposal of Excavated earth lead upto 50meters and lift upto 1.5m, disposal earth to be leveled,neatly dressed.

All kind of Soil Cum - 200 0.75 1 190.50 129 24594

2

UADDISSR 12-

13, P.No. -151

I.No.-15.3

Earth work in excavation for pipe trench in all kinds ofrocks in areas including dressing, stacking of usefulmaterial and disposal of unserviceable one up to 50mlead and lift up to 1.5m.

(a)Soft rock with or without blasting or bituminouspavement

Cum - 120 0.75 1 114.30 206 23546

(b) Hard Rock requiring Blasting Cum - 40 0.75 1 38.10 342 13030

(c)Hard Rock requiring Chiseling/where blasting isprohibited

Cum - 40 0.75 1 38.10 408 15545

3

UADDISSR 12-

13, P.No. -151

I.No.-15.9

Filling with moorum for pipe bedding or over the pipeincluding supply of moorum

10 cm will be depth of moorum bedding Cum - 400 0.75 0.1 30.00 625 18750




Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

4

UADDISSR 12-

13P. No.-50/51

I. No.- 4.3

Providing laying and jointing socket & spigotcentrifugally cast (Spun) Ductile Iron pressure pipes withinside cement mortar lining (Class K-9) conforming to IS8329/2000 with suitable Rubber Gasket (push on) Jointsas per IS:5382/85 including testing of joint (Layingconforming to IS:12288:1987)

150 mm dia DI K-9 pipes RMT 1 400 - - 400.00 1621 648400

5

UADDISSR 12-

13P. No. - 55

I. No. -4.13

Providing Laying Ductile Iron Double Socket 90o, 45o

and 22.5o Bends conforming to IS-9523-2000 havingdimention as per table 15 of IS 9523-2000 in thefollowing Nominal sizes with external bitumen coatingand internal cement mortar lining. (laying conforming toIS 12288:1987)DI Specials @ 10% of Pipe Cost Kg - - - - 926.29 70.00 64840

6

UADDISSR 12-

13P. No. - 79I. No. - 6.1

Providing and fixing of cast iron double flanged sluicevalves as per I.S.14846-2000 fitted with cast iron capincluding jointing material such as bolts, nuts, rubberinsertions etc. all complete.PN 1.6 without by pass arrangement

50 mm dia No 1 - - - 1.00 2288 2288150 mm dia No 3 - - - 3.00 6415 19245

7

UADDISSR 12-

13P. No. - 81I. No. - 6.6

Providing and fixinng cast iron butterfly valve includinngjoinnting and testing with cost of jointing material suchas bolts nuts and rubber insertion all conplete as per IS13095 : 1991

150 mm dia No 2 - - - 2.00 4647 9294




Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

8

UADDISSR 12-

13P. No. - 80

I. No. -6.4(a)

Providing and fixing of cast iron double flanged singledoor non return valves including jointing and testing withcost of jointing material such as bolts, nuts, rubberinsertions etc. all complete. As per IS 5312 (Part-I)PN 1.0 without by pass arrangement

150 mm dia No 3 - - - 3.00 4186 12558

9

UADDISSR 12-

13P. No. - 82

I. No. -6.12

Providing and Fixing Cast Iron Double air valves,flanged without in-built isolating valve as per IS:14845-2000 including jointing and testing with cost of jointingmaterial and rubber insertion all complete as per IS:13095-1991.Pressure rating PN - 1.0

40 mm dia No 1 - - - 1.00 1768 1768

10

UADDISSR 12-

13, P.No. -151

I.No.-15.17iv

Providing and laying mechanically mixed cementconcrete with crushed stone aggregate excludingcentering and shuttering (with 40mm nominal size gradestone aggregate)

P.C.C. M-15For bends Cum 3 1 0.7 0.5 1.05For Nalla crossing Cum 1 3 0.7 0.5 1.05DeductionPipe Volume Cum 1 3 0.17 - 0.07

Cum 2.03 4094 8319

11

UADDISSR 12-

13, P.No. -155

I.No.-

Providing and placing in position cold twisted or un-coated HYSD steel bar and hot rolled deformed steelreinforcement for R.C.C work i/c cutting, bending,binding etc. complete i/c cost of binding wire and watsge.




Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

15.22a

1.1 % of total of R.C.C. Qty Kg 1 - - - 175.46 55 9650

12

UADDISSR 12-

13,Building

P.No. - 232I.No.-23.52

Constructing one brick masonry chamber 90x90x100 cminside, with 25 class designation modular brick work incement mortar 1:4 (1 cement : 4 coarse sand) for sluicevalve with C.I. surface box 100 mm. top diameter, 160mm bottom diameter and 180 mm deep (inside) withchained lid. RCC top slab cement concrete grade M-20(Nominal Mix with 20mm maximum size of stoneaggregate) along with necessary excavation, 100mmthick foundation concrete grade M-7.5 (Nominal Mixwith 40mm maximum size of stone aggregate) and insideplastering with cement mortar 1:3 (1 cement : 3 coarsesand) 12 mm thick finished with a floating coat of neatcement complete as per standard design. :

For Air Valve No 1 - - - 1.00 9751 9751

13

UADDISSR 12-

13, P.No. -151

I.No.-15.8

Filling available excavated earth in trenches, plinth sidesof foundation in layers not exceeding 20cm. In depthincluding consolidation of each layer by rammingwatering, lead up to 50m and lift up to 1.5m in all kindsof soils

Excavated Quantity Cum - - - - 381.00

DeductionsPipe volume Cum 1 400 0.17 - 9.07Chamber Cum 1 0.9 0.9 1 0.81For Concrete Cum 2.03




Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

For murum bedding Cum 30.00

Total Filling Quantity Cum 339.08 29 9833

14

UADDISSR 12-

13, P.No. -168 & 169I.No.-16.17

Electromagnetic Bulk Flow MetersSupply of Electromagnetic full bore meter complete asper specification including transportation to site, storage,safety, installation, testing, commissioning, makingconnections with existing pipe line, including excavationat site, cuts in the existing pipe system, dewatering andreinstating the same after completion of installation asper specification and drawings including all taxes.Accuracy of meter + 0.3% of measured value, Flangeconnection as per AWWA & IS, Liner: Hard Rubber,Fully welded sensor housing complying to IP 68standard, Electrodes SS 316, Sensor housing SS 304,Cable gland 1/2" NPT, Sensor housing fully welded SS304 housing with protective Polyurethane paint, FlowTransmitter/ Converter : Microprocessor based, modulardesign display 2 line back lit LCD for indication of actualflow rate, forward, reverse, sumtotalizer, Perfectioncategory : IP 65

150 mm Dia No 2 - - - 2.00 120457 240914Grand Total for Raw Water Rising Main 1132325



14.7 E6 - Estimate of Raw Water Gravity Main

Sub-Estimate Raw Water Gravity Main E-6Measurement & Abstract Sheet

Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

1

UADDISSR 12-

13P. No. -

151I. No. -

15.1


All kind of Soil Cum - 2201 0.75 1.27 2096.02 129 270597

2

UADDISSR 12-

13, P.No. -151

I.No.-15.3



Cum - 1200 0.75 1.27 1143.29 206 235517

(b) Hard Rock requiring Blasting Cum - 200 0.75 1.27 190.55 342 65167

(c)Hard Rock requiring Chiseling/where blasting isprohibited

Cum - 400 0.75 1.27 381.10 408 155487

3

UADDISSR 12-

13, P.No. -151

I.No.-15.9






Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

4

UADDISSR 12-

13P. No.-50/51

I. No.- 4.3

Providing laying and jointing socket & spigotcentrifugally cast (Spun) Ductile Iron pressure pipeswith inside cement mortar lining (Class K-9)conforming to IS 8329/2000 with suitable RubberGasket (push on) Joints as per IS:5382/85 includingtesting of joint (Laying conforming to IS:12288:1987)

150 mm dia DI K-7 pipes RMT 1 4001 - - 4001.00 1470 5881470

5

UADDISSR 12-

13P. No. - 55

I. No. -4.13

Providing Laying Ductile Iron Double Socket 90o, 45o

and 22.5o Bends conforming to IS-9523-2000 havingdimention as per table 15 of IS 9523-2000 in thefollowing Nominal sizes with external bitumen coatingand internal cement mortar lining. (laying conforming toIS 12288:1987)DI Specials @ 10% of Pipe Cost Kg - - - - 8402.10 70.00 588147

6

UADDISSR 12-

13P. No. - 79I. No. - 6.1

Providing and fixing of cast iron double flanged sluicevalves as per I.S.14846-2000 fitted with cast iron capincluding jointing material such as bolts, nuts, rubberinsertions etc. all complete.PN 1.6 without by pass arrangement

50 mm dia No 1 - - - 1.00 2288 2288150 mm dia No 3 - - - 3.00 6415 19245

10

UADDISSR 12-

13, P.No. -151

I.No.-15.17iv

Providing and laying mechanically mixed cementconcrete with crushed stone aggregate excludingcentering and shuttering (with 40mm nominal size gradestone aggregate)

P.C.C. M-15For bends Cum 3 1 0.7 0.5 1.05For Nalla crossing Cum 1 3 0.7 0.5 1.05




Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

DeductionPipe Volume Cum 1 3 0.17 - 0.07

Cum 2.03 4094 8319

11

UADDISSR 12-

13, P.No. -155

I.No.-15.22a

Providing and placing in position cold twisted or un-coated HYSD steel bar and hot rolled deformed steelreinforcement for R.C.C work i/c cutting, bending,binding etc. complete i/c cost of binding wire andwatsge.

1.1 % of total of R.C.C. Qty Kg 1 - - - 175.46 55 9650

12

UADDISSR 12-

13,Building

P.No. - 232I.No.-23.52

Constructing one brick masonry chamber 90x90x100 cminside, with 25 class designation modular brick work incement mortar 1:4 (1 cement : 4 coarse sand) for sluicevalve with C.I. surface box 100 mm. top diameter, 160mm bottom diameter and 180 mm deep (inside) withchained lid. RCC top slab cement concrete grade M-20(Nominal Mix with 20mm maximum size of stoneaggregate) along with necessary excavation, 100mmthick foundation concrete grade M-7.5 (Nominal Mixwith 40mm maximum size of stone aggregate) andinside plastering with cement mortar 1:3 (1 cement : 3coarse sand) 12 mm thick finished with a floating coatof neat cement complete as per standard design. :

sluice valve as scour No 1 - - - 1.00 9751 9751

13

UADDISSR 12-

13, P.No. -151

I.No.-15.8

Filling available excavated earth in trenches, plinth sidesof foundation in layers not exceeding 20cm. In depthincluding consolidation of each layer by rammingwatering, lead up to 50m and lift up to 1.5m in all kindsof soils

Excavated Quantity Cum - - - - 3810.95




Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

DeductionsPipe volume Cum 1 4001 0.17 - 90.77Chamber Cum 1 0.9 0.9 1 0.81For Concrete Cum 2.03For murum bedding Cum 300.08Total Filling Quantity Cum 3417.27 29 99101

14

UADDISSR 12-

13, P.No. -168 & 169I.No.-16.17

Electromagnetic Bulk Flow MetersSupply of Electromagnetic full bore meter complete asper specification including transportation to site, storage,safety, installation, testing, commissioning, makingconnections with existing pipe line, including excavationat site, cuts in the existing pipe system, dewatering andreinstating the same after completion of installation asper specification and drawings including all taxes.Accuracy of meter + 0.3% of measured value, Flangeconnection as per AWWA & IS, Liner: Hard Rubber,Fully welded sensor housing complying to IP 68standard, Electrodes SS 316, Sensor housing SS 304,Cable gland 1/2" NPT, Sensor housing fully welded SS304 housing with protective Polyurethane paint, FlowTransmitter/ Converter : Microprocessor based, modulardesign display 2 line back lit LCD for indication ofactual flow rate, forward, reverse, sumtotalizer,Perfection category : IP 65150 mm Dia No 2 - - - 2.00 120457 240914

Grand Total for Raw Water Gravity Main 7773200



14.8 E7 - Estimate of Break Pressure Tank

Sub Estimate for Break Pressure Tank E-7Measurement & Abstract Sheet

Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

1

MJPDSR-12-13, P.No.

236I.No.1-24

Designing (aesthetically), and constructing RCC groundservice reservoirs / RCC sumps in M-300 mix ofrequired capacity including excavation in all types ofstrata, foundation concrete, container walls, bottom slabtop RCC roof slab / or dome, 20 mm thick cement plasterwith water proofing compound in CM 1:3 proportion toinside face of the container, including epoxy paint frominside including refilling and disposing of surplus stuffwithin lead of 50 M, all labour and material charges, forlaying and jointing of pipe assembly for inlet, outletwashout, over flow and bypass arrangement consisting ofC.I. M.S. D/F. pipes, specials and valves of givendiameters, providing and fixing accessories such as M.S.ladder inside and outside, C.I. Manhole frame and cover,water top slab, B.B. masonry chamber for all valves,ventilating shafts, including giving satisfactory hydraulictest and water tightness test as per IS code and providingthree coats of cement paints to all exposed surface ofstructure including roof surface etc. complete as perdesign data, criteria, obligatory requirements anddetailed specifications. Anti-termite treatment shall begiven for underground portion of the structure.

Notes:-

The design shall be in accordance with various relevantI.S. specification (I.S. 456/1978, I.S. 875 - 1987, I.S.3370 - 1965 or revised.)




Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

Only M.S. bars grade I conforming to I.S. 432 part-I orhigh yield strength deformed bars conforming to I.S.1786 or I.S. 1139 shall be used. Grade-II M.S. bars shallnot be used.

Entire structure shall be in M-300 only.

The scope of pipe assembly work shall be upto 5 metrebeyond outside face of the wall, cost of pipes valves andspecials is not included in the rate but labour cost forlaying and jointing is included.

The G.S.R. / Sump above 15 lakh litres capacity shall bein two compartment.

The Job includes designing the structure for upliftpressure and dewatering if required during entireexecution and disposal of surplus excavated stuff withinlead of 50 metres as directed by Engineer-in-charge. Ifuplifts considered in design, then these rates shall beincreased by 7.5%.

G.S.R. outlets shall be with bell mouth of approvedpattern in bottom slab and cost of designing bell mouth isincluded in the rate. Sump well includes cost of suctionpit required at bottom.

For pipe diameters upto 300 mm only CI pipes and CIspecials shall be used. For pipe diameters above 300 mm,M.S. pipes and specials minimum 10 mm thick shall beused with proper anticorrosive epoxy treatment frominside and outside.

Cost of pump house is not included in these rates.

Above rates are applicable for Seismic Zones 2, 3 and 4.




Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

75% part rate shall be payable for reinforcement,concrete and plastering items of all types of G.S.R.s andsumps till satisfactory hydraulic testing for watertightness test is given and till that work shall be treatedas incomplete.

Note : Conditions from Sr. No. 1 to 11 shall form a partand parcel of tender and must be included in the drafttender papers for work of R.C.C. GSRs and sumps.

Cost of 50000 lit capacity Ltr 1 - - - - 485250 485250Grand Total for Break Pressure Tank 485250



14.9 E8- Estimate of 1.00 MLD Water Treatment Plant

Sub Estimates for 1 MLD Water Treatment Plant E-8Measurement & Abstract Sheet

Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

1UADD

Non SORItem

Designing (aesthetically), providing, constructing andcommissioning Conventional Water Treatment Plantconsisting of all Civil, Mechanical and Electrical worksincluding cost of providing and applying epoxy paint toinside surface of water retaining structures in contactwith chlorine and providing ant termite treatment toentire structure below ground level, mechanical andelectrical components of various sub-works as givenbelow, including necessary hydraulic testing, structuraltesting, equipment testing and trial run for a period of 3months, etc. complete as directed by Engineer-in-charge (turnkey job ).

WTP Capacity = 1 MLD MLD 1 - - - 1 3000000 3000000Clear Water Sump Capacity =10 KL KL 1 10 12000 120000

Grand Total for 1 MLD Water Treatment Plant 3120000



14.10 E9- Estimate of Clear Water Pumping Machinery

Sub Estimate for Clear Water Pumping Machinery I & II E-9Measurement & Abstract Sheet

Sr.No.

SORDetails


Depth /Height

Qty Rate Amount

A Clear Water Pumping Machinery - I

1UADD

Non SORItems

Centrifugal Pumps:-Providing, erecting and giving test and trial ofCentrifugal Monoblock pump set conforming to IS9079 operating at 2900 RPM with priming funnel, cock,suitable flanges at suction and delivery side. Pump shallhave common shaft for pump and motor. Motor shall besuitable for working on 415 V ± 10%, 3 Ph, 50 Hz A.C.supply. Motor shall be TEFC type. Pump set shall besuitable for working at various discharge and headrequirements. Pump shall be erected on provided C.C.foundation block with suitable foundation bolts groutedin C.C. foundation block for the following pumps sets.Including motors, starters, necessary cabling, panelboard, valves specials etc. complete.Discharge = 5.26 LPSHead = 31 mMotor Power = 3 HpMotor Rating = 1450 rpm

2 Nos (1 Working & 1 Standby) Kw 2 - - - 4.476 20000 89520

B Clear Water Pumping Machinery - II



Sub Estimate for Clear Water Pumping Machinery I & II E-9Measurement & Abstract Sheet

Sr.No.

SORDetails


Depth /Height

Qty Rate Amount

2UADD

Non SORItems

Centrifugal Pumps:-Providing, erecting and giving test and trial ofCentrifugal Monoblock pump set conforming to IS9079 operating at 2900 RPM with priming funnel, cock,suitable flanges at suction and delivery side. Pump shallhave common shaft for pump and motor. Motor shall besuitable for working on 415 V ± 10%, 3 Ph, 50 Hz A.C.supply. Motor shall be TEFC type. Pump set shall besuitable for working at various discharge and headrequirements. Pump shall be erected on provided C.C.foundation block with suitable foundation bolts groutedin C.C. foundation block for the following pumps sets.Including motors, starters, necessary cabling, panelboard, valves specials etc. complete.Discharge = 4.40 LPSHead = 28 mMotor Power = 3 HpMotor Rating = 1450 rpm

2 Nos (1 Working & 1 Standby) Kw 2 - - - 4.476 20000 89520

Grand Total for Clear Water Pumping Machinery I & II 179040



14.11 E10 - Estimate of Clear Water Feeder Main

Sub-Estimate Clear Water Feeder Main I and II E-10

Measurement & Abstract SheetSr.No.


Depth /Height

Qty Rate Amount

A Clear Water Feeder Main -I

1

UADDISSR 12-13P. No. - 151I. No. - 15.1

Earth work in excavation for pipe trench in all kinds of soiland WBM in area including drssing, watering and rammingand disposal of Excavated earth lead upto 50 meters and liftupto 1.5m, disposal earth to be leveled, neatly dressed.

100 mm Dia K9 Cum - 100 0.75 1.14 85.125 129 10990

4

UADDISSR 12-13

P.N. 15I.No.2.4

Dismantling of flexible pavements and disposal of dismantledmaterials up to a lead of 1000 meter, stacking serviceable andunserviceable materials separately and as per relevant clausesof section-200.

(a) Bituminous courses Cum - 50 0.75 0.10 3.8 358 1343

(b) Granular courses Cum - 50 0.75 0.10 3.8 247 926

5

UADDISSR12-13

P.N.51I.No5.2.2

Construction of granular sub base by providing coarse gradedmaterial, spreading in uniform layer with on prepared surface, mixing by mix in place method at OMC , and compactingwith vibratory roller to achive the desired density complete inall respect and as per relevent clause of section -400.

For grading-l Material Road Cum - 50 0.75 0.10 3.8 604 2265



Sub-Estimate Clear Water Feeder Main I and II E-10Measurement & Abstract Sheet

Sr.No.


Depth /Height

Qty Rate Amount

NOTE:- thisis applicable

for Sr.Nos.5 to 7AND 12

In case compaction is not possible by 8 - 10 Tons roller therequired compaction will be achieved as given below:a) For width less than 50 cm, proper hand ramming withwatering will be carried out in layers nor exceeding 15 cm(compacted).b) For width more than 50 cm but less than 2.00 m theramming will be done with plate vibrators with watering inlayers nor exceeding 15 cm (compacted).No extra payment will be made.

6

UADD ISSR12-13 P.N.

30 I.No.4.3.1

Providing and Laying sperading and compation stoneaggregate of specific size to water bound macedamspecification including spreading in uniform thickness handpacking rolling with vibratory roller 8-10 tonnes in stages toproper grade and camber applying and brooming requisitetype to screening/binding materials to fill up the interstices ofcoarse aggrgate . G-I Road

Cum - 50 0.75 0.10 3.8 899 3371

8

UADD ISSR12-13P.N. 51

Item No.5.2.i

providing and applying tack coat with bitumen emulsionusing emulsion pressure distributar preparebitumnious/granular surface cleaned with mechanical broomand as per relevent clauses of sction-503 (@0.25kg/Sqm(Normal Bituminous surface)

Sqm - 50 0.75 - 37.5 9 338




Sr.No.


Depth /Height

Qty Rate Amount

9

UADDISSR12-13

P.N. 51 ItemNo. 5.3

providing and laying bituminous macadam with hot mix plantusing crushed aggregates of specified grading premixed withbituminous binder , transporated to site laid over a previouslyprepared surface with machanical paver finisher to therequired grade level and aligement and rolled as per clauses501.6 and 501.7 to achive the desired compaction complete inall respect and as per relevent clauses of section-504

For grading I (50-75mm Thk bitumen content 3.4%) Cum - 50 0.75 0.05 1.9 5726 10736

NOTE:-If required the restoration of concrete pavement can be doneby flexible pavement or approproate paver block (wheresuitable) with appropriate design.

10


Item No.5.14 (A) ii)

Provding nd laying seal coat sealing the voids in abutimenous surface laid to the specified levels, grade andcross fall using Type A and Type B Seal Coats and as perrelevent Clause of Section 513 with bitumen

Type B ( Premixed Seal Coat with hot mixed plant and paverfinisher)

Sqm - 50 0.75 - 37.5 45 1688

11

UADDISSR12-13

P.N. 15 ItemNo. 2.5

Dismantling of cement concrete pavement i/c breaking topieces not exceeding 0.02 cum in volume and stock piling atdesignated locations and disposal of dismantled materials upto a lead upto 1000 meter, stacking serviceable andunserviceable materials separately and as per relevant clausesof section-200.

Cum - 50 0.75 0.2 7.5 716 5370




Sr.No.


Depth /Height

Qty Rate Amount

12

UADD ISSR12-133P.N.30 Item No.

4.1


For grading-l Material Cum - 50 0.75 0.1 3.8 604 2265

13UADD ISSRP.N. 60 Item

No. 6.1

Construction of dry lean cement concrete Sub-base over aprepared sub-grade with coarse and fine aggregateconforming to IS: 383, the size of coarse aggregatenot exceeding 25mm, aggregate cement ratio not to exceed15:1, aggregate gradation after blending to be as per table ofMORTH Specifications 600-1, cement content not to be lessthan 200 kg/cum, optimum moisture content to be determinedduring trial length construction, concrete strength not to beless than 10 Mpa at 7 days, mixed in a batching plant,transported to site, laid with paver with electronicsensor/mechanical paver, compacting with 8-10 tonnesvibratory roller, finishing and curing and as per relevantclauses of section-603.

Cum - 50 0.75 0.1 3.8 2715 10181




Sr.No.


Depth /Height

Qty Rate Amount

13

UADD ISSR12-13 P.N.60 Item No.

6.5

Construction of dowel jointed, plain cement concretepavement in M-30 grade concrete over a prepared sub basewith 43 grade cement maximum size of coarse aggregate notexceeding 25 mm, mixed in a batching and mixing plant asper approved mix design, transported to site, laid with a fixedform or slip form paver with spreading the concrete byshovels, rakes compacted using needle, screed and platevibrator and finished in a continuous operation includingprovision of contraction, expansion, and longitudinal joints,joint filler, separation membrane,sealant primer, joint sealant,debonding strip, placing of dowel bar,tie rod admixtures asapproved, curing compound, finishing to lines and grades asper approved drawings as per IRC-15 2002 and as perrelevant clauses of section-602 of specifications complete butexcluding cost fo steel in dowel ber & tie rod etc

Cum - 50 0.75 0.1 3.8 4698 17618

Carriage of excavated material by mechanical transportincluding loading unloading and stacking etc beyond 1000 m

Upto distance 4000 m Cum 15.0 112 1680

2

UADDISSR 12-13,P.No. - 151I.No.-15.9






Sr.No.


Depth /Height

Qty Rate Amount

3

UADDISSR 12-13P. No.-50/51

I. No.- 4.3

Providing laying and jointing socket & spigot centrifugallycast (Spun) Ductile Iron pressure pipes with inside cementmortar lining (Class K-9) conforming to IS 8329/2000 withsuitable Rubber Gasket (push on) Joints as per IS:5382/85including testing of joint (Laying conforming toIS:12288:1987)

100 mm dia DI K-9 pipes RMT 1 100 - - - 1102 110200

4

UADDISSR 12-13P. No. - 55

I. No. - 4.13

Providing Laying Ductile Iron Double Socket 90o, 45o and22.5o Bends conforming to IS-9523-2000 having dimention asper table 15 of IS 9523-2000 in the following Nominal sizeswith external bitumen coating and internal cement mortarlining. (laying conforming to IS 12288:1987)

DI Specials @ 10% of Pipe Cost Kg - - - - 157 70.00 11020

5

UADD ISSR12-13P. No.- 79I. No. -

6.1

Providing and fixing of cast iron double flanged sluice valvesas per I.S.14846-2000 fitted with cast iron cap includingjointing material such as bolts, nuts, rubber insertions etc. allcomplete.PN 1.6 without by pass arrangement

50 mm dia No 1 1 2288 2288.00

100 mm dia No 3 - - - 3 2288 6864.00

7

UADDISSR 12-13P. No. - 81I. No. - 6.6

Providing and fixinng cast iron butterfly valve includinngjoinnting and testing with cost of jointing material such asbolts nuts and rubber insertion all conplete as per IS 13095 :1991




Sr.No.


Depth /Height

Qty Rate Amount

100 mm dia No 2 - - - 2 3073 6146

6


I. No. -6.4(a)

Providing and fixing of cast iron double flanged single doornon return valves including jointing and testing with cost ofjointing material such as bolts, nuts, rubber insertions etc. allcomplete. As per IS 5312 (Part-I)PN 1.0 without by pass arrangement

100 mm dia No 3 - - - 2 2625 5250

7


I. No. - 6.12

Providing and Fixing Cast Iron Double air valves, flangedwithout in-built isolating valve as per IS:14845-2000including jointing and testing with cost of jointing materialand rubber insertion all complete as per IS: 13095-1991.Pressure rating PN - 1.6

50 mm dia No 1 - - - 1 2115 2115

9

UADDISSR 12-13,P.No. - 151

I.No.-15.17iv

Providing and laying mechanically mixed cement concretewith crushed stone aggregate excluding centering andshuttering (with 40mm nominal size grade stone aggregate)

P.C.C. M-15For bends Cum 2 5 0.17 0.5 0.9


Cum 0.7 4094 3015




Sr.No.


Depth /Height

Qty Rate Amount

10

UADDISSR 12-13,

BuildingP.No. - 232I.No.-23.52

Constructing one brick masonry chamber 90x90x100 cminside, with 25 class designation modular brick work incement mortar 1:4 (1 cement : 4 coarse sand) for sluice valvewith C.I. surface box 100 mm. top diameter, 160 mm bottomdiameter and 180 mm deep (inside) with chained lid. RCCtop slab cement concrete grade M-20 (Nominal Mix with20mm maximum size of stone aggregate) along withnecessary excavation, 100mm thick foundation concretegrade M-7.5 (Nominal Mix with 40mm maximum size ofstone aggregate) and inside plastering with cement mortar 1:3(1 cement : 3 coarse sand) 12 mm thick finished with afloating coat of neat cement complete as per standard design.:

For Air Valve No 1 - - - 1 9751 9751

11

UADDISSR 12-13,P.No. - 151I.No.-15.8

Filling available excavated earth in trenches, plinth sides offoundation in layers not exceeding 20cm. In depth includingconsolidation of each layer by ramming watering, lead up to50m and lift up to 1.5m in all kinds of soils

Excavated Quantity Cum - - - - 85

DeductionsPipe volume Cum 100 0.17 0.012 2.27

Chamber Cum 1 0.9 0.6 1.2 0.648

For Concrete Cum 0.7






Sr.No.


Depth /Height

Qty Rate Amount

12


& 169I.No.-16.17

Electromagnetic Bulk Flow MetersSupply of Electromagnetic full bore meter complete as perspecification including transportation to site, storage, safety,installation, testing, commissioning, making connections withexisting pipe line, including excavation at site, cuts in theexisting pipe system, dewatering and reinstating the sameafter completion of installation as per specification anddrawings including all taxes. Accuracy of meter + 0.3% ofmeasured value, Flange connection as per AWWA & IS,Liner: Hard Rubber, Fully welded sensor housing complyingto IP 68 standard, Electrodes SS 316, Sensor housing SS 304,Cable gland 1/2" NPT, Sensor housing fully welded SS 304housing with protective Polyurethane paint, FlowTransmitter/ Converter : Microprocessor based, modulardesign display 2 line back lit LCD for indication of actualflow rate, forward, reverse, sumtotalizer, Perfection category: IP 65

100 mm Dia No 2 - - - - 113948 227896

B Clear Water Feeder Main - II

1

UADDISSR 12-13P. No. - 151I. No. - 15.1

Earth work in excavation for pipe trench in all kinds of soiland WBM in area including drssing, watering and rammingand disposal of Excavated earth lead upto 50 meters and liftupto 1.5m, disposal earth to be leveled, neatly dressed.

100 mm Dia K9 Cum - 700 0.75 1.135 595.88 129 76927




Sr.No.


Depth /Height

Qty Rate Amount

8

UADDISSR 12-13,P.No. - 151I.No.-15.3

Earth work in excavation for pipe trench in all kinds of rocksin areas including dressing, stacking of useful material anddisposal of unserviceable one up to 50m lead and lift up to1.5m.

(a) Soft rock with or without blasting or bituminous pavement Cum - 250 0.75 1.35 253.13 206 52144

4

UADDISSR 12-13

P.N. 15I.No.2.4

Dismantling of flexible pavements and disposal of dismantledmaterials up to a lead of 1000 meter, stacking serviceable andunserviceable materials separately and as per relevant clausesof section-200.

(a) Bituminous courses Cum - 475 0.75 0.10 35.6 358 12754

(b) Granular courses Cum - 475 0.75 0.10 35.6 247 8799

5

UADDISSR12-13

P.N.51I.No5.2.2



NOTE:- thisis applicable

for Sr.Nos.5 to 7AND 12

In case compaction is not possible by 8 - 10 Tons roller therequired compaction will be achieved as given below:a) For width less than 50 cm, proper hand ramming withwatering will be carried out in layers nor exceeding 15 cm(compacted).b) For width more than 50 cm but less than 2.00 m theramming will be done with plate vibrators with watering inlayers nor exceeding 15 cm (compacted).No extra payment will be made.




Sr.No.


Depth /Height

Qty Rate Amount

6

UADD ISSR12-13 P.N.

30 I.No.4.3.1

Providing and Laying sperading and compation stoneaggregate of specific size to water bound macedamspecification including spreading in uniform thickness handpacking rolling with vibratory roller 8-10 tonnes in stages toproper grade and camber applying and brooming requisitetype to screening/binding materials to fill up the interstices ofcoarse aggrgate . G-I Road

Cum - 475 0.75 0.10 35.6 899 32027

8


Item No.5.2.i

providing and applying tack coat with bitumen emulsionusing emulsion pressure distributar preparebitumnious/granular surface cleaned with mechanical broomand as per relevent clauses of sction-503 (@0.25kg/Sqm(Normal Bituminous surface)

Sqm - 475 0.75 - 356.3 9 3206

9

UADDISSR12-13

P.N. 51 ItemNo. 5.3

providing and laying bituminous macadam with hot mix plantusing crushed aggregates of specified grading premixed withbituminous binder , transporated to site laid over a previouslyprepared surface with machanical paver finisher to therequired grade level and aligement and rolled as per clauses501.6 and 501.7 to achive the desired compaction complete inall respect and as per relevent clauses of section-504

For grading I (50-75mm Thk bitumen content 3.4%) Cum - 475 0.75 0.1 35.6 5726 203989

NOTE:-If required the restoration of concrete pavement can be doneby flexible pavement or approproate paver block (wheresuitable) with appropriate design.




Sr.No.


Depth /Height

Qty Rate Amount

10


Item No.5.14 (A) ii)

Provding nd laying seal coat sealing the voids in abutimenous surface laid to the specified levels, grade andcross fall using Type A and Type B Seal Coats and as perrelevent Clause of Section 513 with bitumen

Type B ( Premixed Seal Coat with hot mixed plant and paverfinisher)

Sqm - 475 0.75 - 356.3 45 16031

11

UADDISSR12-13

P.N. 15 ItemNo. 2.5

Dismantling of cement concrete pavement i/c breaking topieces not exceeding 0.02 cum in volume and stock piling atdesignated locations and disposal of dismantled materials upto a lead upto 1000 meter, stacking serviceable andunserviceable materials separately and as per relevant clausesof section-200.

Cum - 475 0.75 0.2 71.3 716 51015

12

UADD ISSR12-133P.N.30 Item No.

4.1


For grading-l Material Cum - 475 0.75 0.1 35.6 604 21518




Sr.No.


Depth /Height

Qty Rate Amount

13UADD ISSRP.N. 60 Item

No. 6.1

Construction of dry lean cement concrete Sub-base over aprepared sub-grade with coarse and fine aggregateconforming to IS: 383, the size of coarse aggregatenot exceeding 25mm, aggregate cement ratio not to exceed15:1, aggregate gradation after blending to be as per table ofMORTH Specifications 600-1, cement content not to be lessthan 200 kg/cum, optimum moisture content to be determinedduring trial length construction, concrete strength not to beless than 10 Mpa at 7 days, mixed in a batching plant,transported to site, laid with paver with electronicsensor/mechanical paver, compacting with 8-10 tonnesvibratory roller, finishing and curing and as per relevantclauses of section-603.

Cum - 237.5 0.75 0.15 26.7 2715 72541




Sr.No.


Depth /Height

Qty Rate Amount

13

UADD ISSR12-13 P.N.60 Item No.

6.5

Construction of dowel jointed, plain cement concretepavement in M-30 grade concrete over a prepared sub basewith 43 grade cement maximum size of coarse aggregate notexceeding 25 mm, mixed in a batching and mixing plant asper approved mix design, transported to site, laid with a fixedform or slip form paver with spreading the concrete byshovels, rakes compacted using needle, screed and platevibrator and finished in a continuous operation includingprovision of contraction, expansion, and longitudinal joints,joint filler, separation membrane,sealant primer, joint sealant,debonding strip, placing of dowel bar,tie rod admixtures asapproved, curing compound, finishing to lines and grades asper approved drawings as per IRC-15 2002 and as perrelevant clauses of section-602 of specifications complete butexcluding cost fo steel in dowel ber & tie rod etc

Cum - 237.5 0.75 0.1 17.8 4698 83683

Providing and laying factory made cokoured charmed edgedCement Concrete paver blocks of required strength thicknessand size/shape made by table vibratory method using PUmould laid in required coloured and pattern over fifty mmthick compacted stone sust compacting and properembedding laying interlocking paver block into the beddinglayer through vibratory compection by using laid vibratorfilling the joints and sand and cutting of paver blocks as perrequired size and pattern, finishing ans sweeping extra sandincluding locking edge with M15 cement concrete in foothpath, light traffic, parking et all compete as per direction ofEngineer-in-Charge.




Sr.No.


Depth /Height

Qty Rate Amount

100 mm thick CC Paver block of M-35 grade with approvedcolour, design and pattern

Sqm 95 0.75 71.3 940 66975

80 mm thick CC Paver block of M-35 grade with approvedcolour, design and pattern

Sqm 95 0.75 71.3 840 59850

If required the restoration of concrete pavment can be doneby fiexible pavment or appropiate paver blocks (wheresuitable) with appropiate design.

Carriage of excavated material by mechanical transportincluding loading unloading and stacking etc beyond 1000 m


2

UADDISSR 12-13,P.No. - 151I.No.-15.9



3

UADDISSR 12-13P. No.-50/51

I. No.- 4.3

Providing laying and jointing socket & spigot centrifugallycast (Spun) Ductile Iron pressure pipes with inside cementmortar lining (Class K-9) conforming to IS 8329/2000 withsuitable Rubber Gasket (push on) Joints as per IS:5382/85including testing of joint (Laying conforming toIS:12288:1987)

100 mm dia DI K-9 pipes RMT 1 950 - - - 1102 1046900




Sr.No.


Depth /Height

Qty Rate Amount

4


I. No. - 4.13

Providing Laying Ductile Iron Double Socket 90o, 45o and22.5o Bends conforming to IS-9523-2000 having dimention asper table 15 of IS 9523-2000 in the following Nominal sizeswith external bitumen coating and internal cement mortarlining. (laying conforming to IS 12288:1987)

DI Specials @ 10% of Pipe Cost Kg - - - - 1496 70.00 104690

5

UADDISSR 12-13P. No. - 79I. No. - 6.1

Providing and fixing of cast iron double flanged sluice valvesas per I.S.14846-2000 fitted with cast iron cap includingjointing material such as bolts, nuts, rubber insertions etc. allcomplete.PN 1.6 without by pass arrangement

50 mm dia No 2 - - - 2 2288 4576.00

100 mm dia No 4 - - - 4 4115 16460.00

6


I. No. -6.4(a)

Providing and fixing of cast iron double flanged single doornon return valves including jointing and testing with cost ofjointing material such as bolts, nuts, rubber insertions etc. allcomplete. As per IS 5312 (Part-I)PN 1.0 without by pass arrangement

100 mm dia No 3 - - - 2 2625 5250

7


I. No. - 6.12

Providing and Fixing Cast Iron Double air valves, flangedwithout in-built isolating valve as per IS:14845-2000including jointing and testing with cost of jointing materialand rubber insertion all complete as per IS: 13095-1991.Pressure rating PN - 1.6




Sr.No.


Depth /Height

Qty Rate Amount

50 mm dia No 2 - - - 2 1768 3536

UADDISSR 12-13P. No. - 81I. No. - 6.6

Providing & fixing cast iron butterfly valves includingjointing & testing with cost of jointing material such as bolts,nuts and rubber insertion all complete as per IS :13095-1991

100 mm Dia No. 2 - - - 2 3073 6146

8


I.No.-15.17iv

Providing and laying mechanically mixed cement concretewith crushed stone aggregate excluding centering andshuttering (with 40mm nominal size grade stone aggregate)

P.C.C. M-15For bends Cum 5 5 0.17 0.5 2.1


Cum 2.0 4094 8235




Sr.No.


Depth /Height

Qty Rate Amount

9

UADDISSR 12-13,


Constructing one brick masonry chamber 90x90x100 cminside, with 25 class designation modular brick work incement mortar 1:4 (1 cement : 4 coarse sand) for sluice valvewith C.I. surface box 100 mm. top diameter, 160 mm bottomdiameter and 180 mm deep (inside) with chained lid. RCCtop slab cement concrete grade M-20 (Nominal Mix with20mm maximum size of stone aggregate) along withnecessary excavation, 100mm thick foundation concretegrade M-7.5 (Nominal Mix with 40mm maximum size ofstone aggregate) and inside plastering with cement mortar 1:3(1cement : 3 coarse sand) 12 mm thick finished with a floatingcoat of neat cement complete as per standard design. :

For Air Valve No 2 - - - 2 9751 19502

10

UADDISSR 12-13,P.No. - 151I.No.-15.8

Filling available excavated earth in trenches, plinth sides offoundation in layers not exceeding 20cm. In depth includingconsolidation of each layer by ramming watering, lead up to50m and lift up to 1.5m in all kinds of soils

Excavated Quantity Cum - - - - 596

DeductionsPipe volume Cum 950 0.17 0.0121 21.56

Chamber Cum 2 0.9 0.9 1.0 1.6

For Concrete Cum 2.0





Sr.No.


Depth /Height

Qty Rate Amount


11


& 169I.No.-16.17

Electromagnetic Bulk Flow MetersSupply of Electromagnetic full bore meter complete as perspecification including transportation to site, storage, safety,installation, testing, commissioning, making connections withexisting pipe line, including excavation at site, cuts in theexisting pipe system, dewatering and reinstating the sameafter completion of installation as per specification anddrawings including all taxes. Accuracy of meter + 0.3% ofmeasured value, Flange connection as per AWWA & IS,Liner: Hard Rubber, Fully welded sensor housing complyingto IP 68 standard, Electrodes SS 316, Sensor housing SS 304,Cable gland 1/2" NPT, Sensor housing fully welded SS 304housing with protective Polyurethane paint, FlowTransmitter/ Converter : Microprocessor based, modulardesign display 2 line back lit LCD for indication of actualflow rate, forward, reverse, sumtotalizer, Perfection category: IP 65

100 mm Dia No 2 - - - - 113948 227896

Grand Total for Clear Water Feeder Main I and II 2761291



14.12 E11- Estimate of Over Head TankSub Estimate for Over Head Tanks - 2 Numbers - 150 KL Each E-11

Measurement & Abstract SheetSr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

1UADD

Non SORItems

Designing (aesthetically) and constructing RCC elevatedservice reservoirs of following capacity with RCC stagingconsisting of columns, internal and external bracingsspaced vertically not more than 4.5 metres centre to centrefor ESR having capacity upto 500 cum and not more than6 m c/c for ESR's having capacity above 500 Cumincluding excavation in all types of strata, foundationconcrete, cement plaster with water proofing compound tothe inside face of the container including refillingdisposing off the surplus stuff within a lead of 50 metres,all labour and material charges including lowering, laying,erecting, hoisting and jointing of pipe assembly of inlet,outlet, washout, overflow and bypass arrangements as perapproved designs, providing and fixing accessories suchas M.S. ladder, C.I. manhole frame and covers, waterlevel indicators, lightening conductor, G.I. pipe railingaround walk way and top slab, providing spiral stair casefrom ground level to roof level, M.S. grill gate of 2 Mheight with locking arrangement of approved design, B.B.masonry chambers for all valves, ventilating shafts,providing and applying three coats of cement paint to thestructure including roof slab, epoxy painting to internalsurface and anti-termite treatment for underground partsof the structure and giving satisfactory water tightness testas per I.S. code. The job to include painting the name ofthe scheme and other details on the reservoir as per thedirections of Engineer-in-Charge.150 KL Zone -I Liters 1 - - - 150000 12 1800000150 KL Zone-II Liters 1 - - - 150000 12 1800000

Grand Total for Over Head Tanks - 2 Numbers - 150 KL Each 3600000



14.13 E12 - Estimate of Water Supply Distribution System

Sub Estimate for Water Supply Distribution System E-12Measurement & Abstract Sheet

Sr.No.

SOR Details Description of Item Unit No Length Bredth/ Dia

Depth /Height

Qty Rate Amount

1

UADDISSR 12-13P. No. - 151I. No. - 15.1


Zone-1110 mm Dia HDPE Cum - 400 0.75 1.13 339 129 4376575 mm Dia HDPE Cum 3000 0.75 1.085 2441 129 314921Zone-2110 mm Dia HDPE Cum - 350 0.75 1.13 297 129 3829475 mm Dia HDPE Cum 2500 0.75 1.085 2034 129 26243463 mm Dia HDPE Cum - 209.9 0.75 1.02 161 129 20730

2

UADDISSR 12-13,P.No. - 151I.No.-15.3



Zone-1110 mm Dia HDPE Cum - 363 0.75 1.13 307.85 206 6341875 mm Dia HDPE Cum - 2000 0.75 1.085 1627.50 206 335265

Zone-2110 mm Dia HDPE Cum - 145 0.75 1.13 122.80 206 2529775 mm Dia HDPE Cum - 1102 0.75 1.085 896.75 206 184731

(b)Hard rock requiring chiseling / where blasting isprohibited

Zone-1




Sr.No.


Depth /Height

Qty Rate Amount

75 mm Dia HDPE Cum - 326 0.75 1.085 265.41 408 108288

Zone-275 mm Dia HDPE Cum - 223 0.75 1.13 188.76 408 77016

3UADDISSR12-13 P.N.15I.No.2.4

Dismantling of flexible pavements and disposal ofdismantled materials up to a lead of 1000 meter,stacking serviceable and unserviceable materialsseparately and as per relevant clauses of section-200.

(a) Bituminous courses Cum - 3717 0.75 0.10 278.775 358 99801(b) Granular courses Cum - 3717 0.75 0.30 836.325 247 206572

4

UADDISSR12-13

P.N.51I.No5.2.2

Construction of granular sub base by providing coarsegraded material, spreading in uniform layer with onprepared surface , mixing by mix in place method atOMC , and compacting with vibratory roller to achivethe desired density complete in all respect and as perrelevent clause of section -400.


5

UADDISSR 12-13

P.N. 30I.No. 4.3.1

Providing and Laying sperading and compation stoneaggregate of specific size to water bound macedamspecification including spreading in uniform thicknesshand packing rolling with vibratory roller 8-10 tonnesin stages to proper grade and camber applying andbrooming requisite type to screening/binding materialsto fill up the interstices of coarse aggrgate . G-I Road

Cum - 3717 0.75 0.15 418.1625 899 375928

OR




Sr.No.


Depth /Height

Qty Rate Amount

6

UADDISSR 12-13

P.N. 31I.No. 4.5

Providing, laying, spreading and ompacting gradedstone aggregate to wet mix macadam specificationincluding premixing the Material with water at OMC inmechanical mix plant carriage of mixed Material bytipper to site, laying in uniform layers with paver insub- base / base course on well prepared surface and

compacting with vibratory roller to achieve the desireddensity and as per relevant clauses of section-400.

Cum - 951 0

7

UADDISSR 12-13P.N. 51Item No.

5.2.i

providing and applying tack coat with bitumenemulsion using emulsion pressure distributar preparebitumnious/granular surface cleaned with mechanicalbroom and as per relevent clauses of sction-503(@0.25kg/Sqm (Normal Bituminous surface)

Sqm - 3717 0.75 - 2787.75 9 25090

8


5.14 (A) ii)

Provding nd laying seal coat sealing the voids in abutimenous surface laid to the specified levels, gradeand cross fall using Type A and Type B Seal Coats andas per relevent Clause of Section 513 with bitumen

Type B ( Premixed Seal Coat with hot mixed plant andpaver finisher)

Sqm - 6903 0.75 - 5177 45 232976

8

UADDISSR12-13

P.N. 51 ItemNo. 5.3

providing and laying bituminous macadam with hot mixplant using crushed aggregates of specified gradingpremixed with bituminous binder , transporated to sitelaid over a previously prepared surface with machanicalpaver finisher to the required grade level and aligementand rolled as per clauses 501.6 and 501.7 to achive thedesired compaction complete in all respect and as perrelevent clauses of section-504For grading I (50-75mm Thk bitumen content 3.4%) Cum - 3717 0.75 0.04 111.51 5726 638506




Sr.No.


Depth /Height

Qty Rate Amount

9


5.8(I)

Providing and laying bituminous concrete with hot mixplant using crushed aggregates of specified grading,premixed with bituminous binder,transporting the hotmix to work site,laying with a mechanical paverfinisher to the required grade,level andalignment,rolling with smooth wheeled, vibratory andtandem rollers to achieve the desired compaction in allrespects and as per relevant clauses of section-509.(Only cement will be used as filler).

For Grading II (25-30 mm thickness)with 60/70bituminous

Cum - 0 8223 0

10

UADDISSR12-13

P.N. 15 ItemNo. 2.5

Dismantling of cement concrete pavement i/c breakingto pieces not exceeding 0.02 cum in volume and stockpiling at designated locations and disposal ofdismantled materials up to a lead upto 1000 meter,stacking serviceable and unserviceable materialsseparately and as per relevant clauses of section-200.

Cum - 6903 0.75 0.2 1035.45 716 741382

11

UADDISSR 12-

133P.N. 30Item No. 4.1

Construction of granular sub base by providing coarsegraded material, spreading in uniform layer with onprepared surface , mixing by mix in place method atOMC , and compacting with vibratory roller to achivethe desired density complete in all respect and as perrelevent clause of section -400.For grading-l Material Cum - 6903 0.75 0.2 1035.45 604 625412




Sr.No.


Depth /Height

Qty Rate Amount

12

UADDISSR P.N.

60 Item No.6.1

Construction of dry lean cement concrete Sub-base overa prepared sub-grade with coarse and fine aggregateconforming to IS: 383, the size of coarse aggregate notexceeding 25mm, aggregate cement ratio not to exceed15:1, aggregate gradation after blending to be as pertable of MORTH Specifications 600-1, cement contentnot to be less than 200 kg/cum, optimum moisturecontent to be determined during trial lengthconstruction, concrete strength not to be less than 10Mpa at 7 days, mixed in a batching plant, transported tosite, laid with paver with electronic sensor/mechanicalpaver, compacting with 8-10 tonnes vibratory roller,finishing and curing and as per relevant clauses ofsection-603.

Cum - 4141.8 0.75 0.2 621.27 2715 1686748

13

UADDISSR 12-13

P.N. 60Item No. 6.5

Construction of dowel jointed, plain cement concretepavement in M-30 grade concrete over a prepared subbase with 43 grade cement maximum size of coarseaggregate not exceeding 25 mm, mixed in a batchingand mixing plant as per approved mix design,transported to site, laid with a fixed form or slip formpaver with spreading the concrete by shovels, rakescompacted using needle, screed and plate vibrator andfinished in a continuous operation including provisionof contraction, expansion, and longitudinal joints, jointfiller, separation membrane,sealant primer, jointsealant, debonding strip, placing of dowel bar,tie rodadmixtures as approved, curing compound, finishing tolines and grades as per approved drawings as per IRC-15 2002 and as per relevant clauses of section-602 ofspecifications complete but excluding cost fo steel indowel ber & tie rod etc




Sr.No.


Depth /Height

Qty Rate Amount

Note 60% of Total Length of cement Concrete Road Cum - 4141.8 0.75 0.2 621.27 4698 2918726

MPPWDSOR 2014Road And

Bridge ItemNo.6.16

Providing and laying factory made cokoured charmededged Cement Concrete paver blocks of requiredstrength thickness and size/shape made by tablevibratory method using PU mould laid in requiredcoloured and pattern over fifty mm thick compactedstone sust compacting and proper embedding layinginterlocking paver block into the bedding layer throughvibratory compection by using laid vibrator filling thejoints and sand and cutting of paver blocks as perrequired size and pattern, finishing ans sweeping extrasand including locking edge with M15 cement concretein footh path, light traffic, parking et all compete as perdirection of Engineer-in-Charge.

100 mm thick CC Paver block of M-35 grade withapproved colour, design and pattern

Sqm 1380.6 0.75 1035.5 940 973323

80 mm thick CC Paver block of M-35 grade withapproved colour, design and pattern

Sqm 1380.6 0.75 1035.5 840 869778

If required the restoration of concrete pavment can bedone by fiexible pavment or appropiate paver blocks(where suitable) with appropiate design.

Carriage of excavated material by mechanical transportincluding loading unloading and stacking etc beyond1000 m


14

UADDISSR 12-13,P.No. - 151I.No.-15.9






Sr.No.


Depth /Height

Qty Rate Amount

15

UADDISSR 12-13,P.No. - 151I.No.-15.5

Extra for every additional lead up to 50 m or partthereof over item 15.1 to 15.2.3

Cum 1494 49 73228

16

UADDISSR 12-13P. No. - 96I. No. - 8.1

Providing, Laying, Jointing & field testing of highdensity Polyethyline pipes, (HDPE) conforming to IS4984/14151/12786/13488 with necessary jointingmaterial like mexchanical connector or jointing pipesheating to the ends of pipes with the help of telfoncoated electric mirror/ heater to the required tempratureand pressing the ends together against the each other, toform a manolithic & leak proof joint by thermosettingprosses. It may be required to be done withJacks/Hydraulic Jacks/ but fusion machine. (50 mm andabove fusion jointed & below 50 mm mechanicaljointed)

a) 63 mm dia 10 kg/Sq.cm pipes 210b) 75 mm dia 10 kg/Sq.cm pipes RMT - 9151 - - - 233 2132183

c) 110 mm dia 10 kg/Sq.cm pipes RMT - 1259 - - - 478 601802

17

UADDISSR 12-13P. No. - 50I. No. - 8.2

to 8.8

Providing and Laying pipe end,Reducer, bends, etc allSpecials confirming to IS specifications

10% of Pipe Cost - - - - 5467.97 50 273399

18

UADDISSR 12-13P. No. -79I. No. -

6.1

Providing and fixing of cast iron double flanged sluicevalves as per I.S.14846-2000 fitted with cast iron capincluding jointing material such as bolts, nuts, rubberinsertions etc. all complete.PN 1.6 without by passarrangement




Sr.No.


Depth /Height

Qty Rate Amount

80 mm dia No 20 - - - 20 3121 1248400100 mm dia No 5 - - - 5 4115 102875

19


I. No. - 6.14

Providing & fixing cast iron double air valves,flanged with in-built isolating valve as per IS :14845-2000 including jointing & testing with costof jointing material and rubber insertion allcomplete as per IS :13095-1991Pressure rating PN - 1.6

40 mm dia No 4 - - - 4 1831 29296

20


I.No.-15.17iv

Providing and laying mechanically mixed cementconcrete with crushed stone aggregate excludingcentering and shuttering (with 40mm nominal sizegrade stone aggregate)

P.C.C. M-15For bends Cum 35 1 0.75 0.5 13.1For Nalla crossing Cum 5 3 0.75 0.5 5.6DeductionPipe volume Cum 5 3 0.7855 0.0121 0.1

Cum 18.6 4094 76179

21

UADDISSR 12-13,P.No. - 155I.No.-15.22a

Providing and placing in position cold twisted or un-coated HYSD steel bar and hot rolled deformed steelreinforcement for R.C.C work i/c cutting, bending,binding etc. complete i/c cost of binding wire andwatsge.

1.1 % of total of R.C.C. Qty Kg 1 - - - 1607 55 88371




Sr.No.


Depth /Height

Qty Rate Amount

22

UADDISSR 12-13,


Constructing one brick masonry chamber 90x90x100cm inside, with 25 class designation modular brickwork in cement mortar 1:4 (1 cement : 4 coarse sand)for sluice valve with C.I. surface box 100 mm. topdiameter, 160 mm bottom diameter and 180 mm deep(inside) with chained lid. RCC top slab cement concretegrade M-20 (Nominal Mix with 20mm maximum sizeof stone aggregate) along with necessary excavation,100mm thick foundation concrete grade M-7.5(Nominal Mix with 40mm maximum size of stoneaggregate) and inside plastering with cement mortar 1:3(1 cement : 3 coarse sand) 12 mm thick finished with afloating coat of neat cement complete as per standarddesign. :

For Air Valve and Sluice Valve No 1 - - - 29 9751 282779

23

UADDISSR 12-13,P.No. - 151I.No.-15.8

Filling available excavated earth in trenches, plinthsides of foundation in layers not exceeding 20cm. Indepth including consolidation of each layer by rammingwatering, lead up to 50m and lift up to 1.5m in all kindsof soils

Excavated Quantity Cum - - - - 4982DeductionsPipe volume Cum 53.0Chamber Cum 29 1.2 1 1 34.8For Concrete Cum 18.6For murum bedding Cum 796.5Total Filling Quantity Cum 4078.6 29 118279




Sr.No.


Depth /Height

Qty Rate Amount

24

UADDISSR 12-13,P.No. - 169I.No.-16.18

Supply & Installation of Domestic Water Meters ofinferential type, multijet, magnetically coupled, havingdry dial, straight reading Class B conforming to is :779/1994, ISO and EEC approved, includingtransportation to site, storage, safety, installation,testing, commissioning, making connections withexisting pipeline, including excavation at site,dewatering and reinstating the same after completion ofinstallation as per specifications including all taxes.

20 mm size connection No 1503 - - - - 1941 2917323

25

UADDISSR 12-13,P.No. - 169I.No.-16.19

Woltman Turbine Bulk Meters Supply of WoltmanTurbine Bulk meters class B, multijet, magneticallycoupled as per specifications conforming to is770/1994, ISO 4064/1 and EEC approved, includingtransportation to site, storage, safety, installation,testing, commissioning, making connections withexisting pipeline, including excavation at site,dewatering and reinstating the same after completion ofinstallation as per specifications and drawings includingall taxes.

50 mm size connection No 10 - - - - 9608 96080




Sr.No.


Depth /Height

Qty Rate Amount

26

UADDISSR 12-13,P.No. - 102I.No.-8.11And 8.11.1

Providing and Supplying Blue MDPE pipes conformingto ISO 4427:1996 manufactured from virgin resin PE80 Food grade compounded Raw Material having BlueColour only with quality assurance certificate fromquality agencies like WRC/ CIPET (India)/DVGM/KIWA/SPGN etc. for usage in Drinking WaterSystem The cost shall include testing of all materials,all taxes Central, State, Municipal, Inspection charges,transportation upto site, transitinsurance, loading,unloading, stacking etc. complete.

PN 16 (SDR 9)20 mm Dia Rmt 1503 10 15030 33 49599050 mm Dia Rmt 10 10 100 148 14800

27

UADDISSR 12-13,P.No. - 102I.No.-8.12And 8.12.1

Providing & Supply of Electro Fusion Tapping Ferrule(Branch Tapping Saddle) female BSP Threaded with SS304 insert fittings in accordance with BS EN 12201 :Part-3 suitable for drinking water with in black/bluecolour manufactured from compounded PE80/PE 100virgin polymer and compatible with PE80/PE100 pipes,in pressure rating SDR 11 with min PN 12.5 rated forwater application and shall be inclusive of all cost suchas testing, all taxes related to central, state & municipal,inspection charges transportation upto site, transitinsurance, loading, unloading, stacking etc. complete.

75x20mm Each 1052 - - - 1052 999 1051048

110x20mm Each 451 - - - 451 999 450449

110x50mm Each 10 - - - 10 1296 12960

Grand Total for Water Supply Distribution System 21893866



14.14 E13 - Estimate of Transformer& Electrical Transmission Line

Sub Estimate for 63 KVA Electrical Sub-Station / Transformer & 2 km Transmission Line E-13Measurement & Abstract Sheet

Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

1UADD

Non SORItem

Electrical Sub Station / Transformer:-Providing, Constructing, erecting, commissioning,testing & trial for electrical substation, including allmaterial & Labour required for the job as per rules &regulations of MP electricity board & as directed bythe Engineer-In-Charge etc complete

At Head works KVA 1 - - - 63 10000 630000At Water Treatment Plant KVA 1 - - - 63 10000 630000

2 Electrical Transmission Line :-RS Joist 175X85 mm.19.6 kg/mtr. ,9 Mtr. long No. 1 - - - 42 9788 411096L.T. four pin cross arm 50x50x6 mm angle No. 1 - - - 42 569 23898L.T. shackle insulator (90X75mm.) including cutpoint/angle location

No. 1 - - - 210 9 1890

Hardware for 90X75 mm. shackle insulator No. 1 - - - 210 42 8820Earth knob (aluminium bobbin) No. 1 - - - 42 26 1092AAAC conductor including 3 % sag 1 - - -i) 50 sq.mm. Al. Eq.(Rabbit) Km. 1 - - - 8 28100 224800ii) 30 sq.mm. Al. Eq.(Weasel) Km. 1 - - - 2 18240 36480

Stay set 16 mm. complete with back clamps, stay wire7/3.15 mm. (5.5 kg.stay wire per stay set ) and turnbuckles

Set 1 - - - 10 937 9370

Split insulator for guarding Pair 1 - - - 40 4 160Back filling of pole pit with boulder No. 1 - - - 7 110 770Binding wire and tape Kg. 1 - - - 3 280 840



Sub Estimate for 63 KVA Electrical Sub-Station / Transformer & 2 km Transmission Line E-13Measurement & Abstract Sheet

Sr.No.

SORDetails


/ DiaDepth /Height

Qty Rate Amount

Concreting (1:3:6) of stay and base pad for poles @0.2 cmt. Per stay and @ 0.05 cmt. for base pad

Cmt. 1 - - - 11 3540 37170

Nuts and bolts Kg. 1 - - - 10 80 800Red oxide paint Ltr. 1 - - - 42 85 3570Aluminium paint Ltr. 1 - - - 42 170 7140G.I. wire 4 mm. for Diamond guarding Kg. 1 - - - 60 63 3799Earthing set (coil earth ) No. 1 - - - 7 130 910Labour & Transportation charges on cost of material 1 - - - - - 77260Supervision Charges 1 - - - - - 50992

Cost of Per Kilometre Electrical Transmission Line 900857

Cost of 2 Km Electrical Transmission Line Km 1 2 - - - 900857 1801714

Grand Total Cost for 63 KVA Electrical Sub-Station / Transformer & 2 km Transmission Line 3061714



14.15 E14 – PLC & SCSDA for Monitoring of Scheme

Sub Estimates for PLC And SCADA For Scheme Monitoring E-14Measurement & Abstract Sheet

Sr. No.SOR

DerailsDescription of Item Unit No Length

Breadth/ Dia

Depth /Height

Qty Rate Amount

1UADD

Non SORItem

Supply, delivery, installation, testing, training andcommissioning of SCADA System sufficient to monitordischarge flow & efficiency of pumps, pressure in thepipeline, level of water in the OHT's & Clear WaterSump, Surge Pressure etc and display digitally allinformation in the the centralized monitoring unitcomplete water supply scheme etc all complete.

For Intake cum Jack Well Nos. 1 - - - 1 500000 500000

For Water Treatment Plant Nos. 1 - - - 1 1500000 1500000

For 2Nos of Over Head Tanks Nos. 2 - - - 2 500000 1000000

Grand Total for PLC And SCADA For Scheme Monitoring 3000000



15Annexures



15. Annexure

15.1 List of ULB Officials Attending Meeting and Site VisitList of ULB officials attended meeting and remained during site visit are given below:

Intake Location(Sukhanand Dam) Discussions with ULB officials



15. Annexure





15. Annexure





Discussion regarding Finalizing Location of Intake OHT at Athana15.2 Source name’s Water Sample Test Report



15.3 Details of GTS, Permanent& Temporary Benchmarks

Table 31 :- Details of Permanent (GTS) & Temporary Bench Mark (TBM)

Sr. No.Benchmark

No. Location Near By Land MarkWard

No. Longitude Latitude RL

1 TBM-1 On well Proposed Intake Well 74.99243748 24.63128245 470.2892 TBM-2 On Temple Near Well & pond area 74.9649908 24.57465658 482.753 TBM-3 On Temple RCC ROAD 74.96318944 24.57261035 487.4164 TBM-4 On Chabutra school Ground & WTP Area 74.95943467 24.57252816 487.6885 TBM-5 On Chabutra school Ground & WTP Area 74.9595714 24.57243072 487.7246 TBM-6 Old OHT Area 2no. OHT Near Temple 74.96423049 24.57317639 488.517 TBM-7 On Temple Near Road Crossing 74.96732747 24.57329278 484.3148 TBM-8 On Km Stone 8km to Lasoor 74.97010781 24.57623737 482.6769 TBM-9 On Nagar Parishad Near Electric Sub Station 74.95995449 24.57126814 485.831



15.4 Khasara Map & Khasara-Khatoni Record for Water Treatment Plant Location



15.5 Khasara Map & Khasara- Khatoni Record for OHT at Ward No.8



15.6 Land Requirements & Acquisitions for Various Components of WSS

Table 32 :- Land Requirement & Availability for Assets to be Created of WSS

Sr.No.

WSSComponent

Land Location OwnershipType of

LandKhasra No

AvailableLand Area

RequiredLand Area

P.C.No.

Status ofMap

Status ofNOC

1 WTPVillage - AthanaTehsil - JawadDist - Neemuch

Govt. Land Revenue 450/1/min-2 0.79 Ha 0.2Ha 11 Enclosed Applied

2 OHT - IVillage - AthanaTehsil - JawadDist - Neemuch

Govt. Land Revenue 450/1/min-2 0.79 Ha 0.03Ha 11 Enclosed Applied

3 OHT - 2Village - AthanaTehsil - JawadDist - Neemuch

Govt. Land Revenue 1372/1 2.56 Ha 0.03Ha 11 Enclosed Applied



15.7 Application / Survey Report from MPMKVV Co. Ltd for 24 Hrs Power Supply



15.8 Application / Pramanpatra from Jal Upyogita Samiti



15.9 Activity Chart for Execution of Scheme

M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12

Civil WorkProcurmentMechanical WorkElectrical WorkPipe SupplyLaying & JointingHydraulic TestingCivil WorkProcurmentMechanical WorkCommissioningCivil WorkProcurmentMechanical WorkElectrical WorkCivil WorkProcurmentMechanical WorkElectrical WorkPipe SupplyLaying & JointingHydraulic TestingProcurementLaying & JointingHydraulic TestingProcurementEriction & CommissioningTesting & ApprovalsCivil WorkProcurmentCommissioning & Testing

Note:

It is necessary to get prior mandatary actvities /sanctions before start of Works at sites :Resolution from ULB for sanction of water rates,Budgt provisions to for maintaining flow of funds,Sanctioned from competent authority for use of water source as per requirement, if source is irrigation tank then sanction from Water Resource Dept.,Sanction required from forest Dept. ,iflaying of pipes to be done in forest area or construction sites for WTP and WPH ,Land availability such as Revenue land, owners land requiring Acquisition,If if required NOC/clearances fortransfer of lands if any.

Clear Water PumpingMachinery

Clear Water Feeder Main

Distribution

Sub Stations & ElectricTransmission Lines

R.C.C. Over Head Tanks

Confirmirmative Survey, Submission & Approval ofDrawings & Designs

Head Works Components

Raw Water Rising Main


Raw Water PumpingMachinery

Activity Bar Chart for Execution of SchemeSub Work



15.10 Investigation Report for Water Table



15.11 Soil / Strata Investigation Report for WTP & OHT – I (150 KL) Location



15.12 Soil / Strata Investigation Report for WTP Location



15.13 Executive Engineer Report on Location of WTP



15.14 Yield Test Report of Open Well in Sukhanand Sagar Dam



15.15 Compliances on MPUDC Report

Name of Scheme Athana Water Supply Scheme

Sr.No.

ObservationIssued by

MPUDC Observation onAthana Water Supply Scheme

Compliance to the Observations Raised byMPUDC, Bhopal

1

Instructed byADB

Environmental& Social

Consultantduring the site

visit on22 May 2016

It is proposed to source from an open well situatedwithin the existing Sukhanand Sagar dam. Localinquiries indicate adequate water availability.However, no data/ information is available. A yieldtest is necessary. Information gathered from localsources, and yield test result shall documented todemonstrate the source sustainability. The open wellselected for source is an old agricultural well. Thestructural condition of the well needs to be improvedto avoid any safety risks. When reservoir fill about 75%, the well indicate under the water. The municipalstaff and local people indicated the government hadproposed to increase the height of dam/ bund by 2meter to increase the storage, and in such condition,the well will be inundated most of the time in a year.Stability, safety and accessibility of source foroperation and maintenance needs to be considering indesigning the intake. Feasibility of creation of a newwell near access road may be checked.

Yield test is attached in IEE report. Height of thewell is also proposed to enhance above FTL of dam.

Unb

an W

ater

Sup

ply

Impr

ovem

ent

Pro

ject

in T

ier

II C

itie

s of

M.P

.Pr

ojec

t Dir

ecto

r, Pr

ojec

t U

day,

Pro

ject

Man

agem

ent U

nit,

Mad

hya

Prad

esh

Urb

an S

ervi

ces

Impr

ovem

ent P

rogr

am, U

DE

D, B

hopa



Volume IV - Drawings

Unb

an W

ater

Sup

ply

Impr

ovem

ent

Pro

ject

in T

ier

II C

itie

s of

M.P

.Pr

ojec

t Dir

ecto

r, Pr

ojec

t U

day,

Pro

ject

Man

agem

ent U

nit,

Mad

hya

Prad

esh

Urb

an S

ervi

ces

Impr

ovem

ent P

rogr

am, U

DE

D, B

hopa

l

Consultant





Volume - IV

Drawings of Water Supply SchemeComponents



16Drawings of Water Supply

Scheme Components



16 Drawings of Water Supply Scheme Components

16.1 D1 – Schematic Drawing of Athana WSS at a Glance

16.2 D2 - Schematic Drawing of Head Works Contour

16.3 D3 –Schematic Drawing of Break Pressure Tank

16.4 D4 - Plan & L-Section for Raw Water Gravity Main

16.5 D5 - Contour & Layout Drawing of Water Treatment Plant

16.6 D6 - Schematic & Hydraulic Flow Diagram of Water Treatment Plant

16.7 D7 - Plan & L-Section for Clear Water Feeder Main

16.8 D8 – Schematic & Elevation Plan of 150 KL Over Head Tank

16.9 D9 – Drawing for Water Supply Distribution System of Athana Town

16.10 D10 – Drawing for Water Supply Distribution System of Zone – A

16.11 D11 – Drawing for Water Supply Distribution System of Zone – B

HOUSEHOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

RIVER

RIVER

HOUSE

HOUSE

NAGAR PALIKA

W.T.P

ANGANBADI

O

H

T

-II

CH

+00

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+20

CH

+40

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+60

CH

+80

CH

+100

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+120

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+140

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+160

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+180

CH

+200

CH

+220

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+240

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+260

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+280

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+300 CH

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CH+3

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CH+3

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CH+4

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CH+4

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+500

CH+5

20

CH+5

40

CH+5

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+580

CH+6

00

CH

+620

CH

+640 C

H+6

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+680 C

H+6

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H+7

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CH+7

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CH+7

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CH+7

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Ground level

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Invert level(IL)

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440441442

445446

ChainegeDatum

444443

447448449450

00 20 40 60 80 100

120

140

160

180

200

220

240

260

280

300

320

340

360

380

400

420

440

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500

520

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560

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620

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GLCLILEL

439438437436435

Plan & L-Section of Clear Water Feeder Main -ii ( Ø100mm DI-K9 from W.T.P. To O.H.T.-II ) Lenth=950m.

D7 N

Legends

Seal & Signature of Officials

Assistant . Engineer

Engineer in Chief

Chief Engineer

Superintending Engineer

Executive Engineer

Chief Municipal Officer(CMO)

Sub- Engineer

Ground Level (GL)

Invert level (IL)

Excavation level (EL)

Crown level (CL)

Temple

Nalla

Temporary Bench mark

Plan

L-section

Clear Water Rising Main

Nagar Palika

SCHOOL SCHOOL

Over Head Tank

Hand Pump

School / College

Gambhiri River

Drawn By:- Checked By :- Approved By:- Clester-E

Scheme:-

Project :-

Client:-

Consultant:

SMRAKM SCK

Urban Water Supply Improvement Project in Tier-II Cities of Madhya Pradesh

Project Director,Project Uday, Project Management UnitM.P. Urban Services Improvement Program, UDED, Bhopal.Beej Bhawan, II Floor Arera Hills, Bhopal-462011, Tel.0755-2763060,62 Fax 0755-2763868

Athana Water Supply Scheme, Dist - Neemuch, M.P.

Sheet Size :- A3 Scale :-N.T.S. Date: 14.03.2016 Pages : 1 of 1

Drawing Name: Plan & L-seaction for Clear Water Rising Main

DRA Consultants Pvt. Ltd.58, Ingole Nagar, Behind Hotel Pride ,Warda Road, Nagpur-440 005 (M.S) India.Ph:-0712-3027575 , F:+91-712-3025227, Mo:- 090391 23300 ,Email:- [email protected] ,[email protected]

TO KARPURA

TO TUMBAVIL

TO FILD

TO FILD

HOUSE HOUSE HOUSE HOUSE

HOUSE

HOUSEHOUSEHOUSE

HOUSEHOUSE HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSEHOUSE

HOUSE

HOUSE

SCHOOL

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSEHOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE HOUSE

HOUSE

HOUSE

HOUSE

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HOUSE

HOUSEHOUSE

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HOUSE

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HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

MAHAL

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HOUSE

HOUSE

HOUSE

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HOUSE

HOUSEHOUSE

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HOUSE

HOUSE

SCHOOL

SCHOOL

HOUSE

HOUSE HOUSE

HOUSE

DHAB

A

HOSPITAL

RIVER

RIVER

RIVER

RIVER

RIVERRIVER

RIVER

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

GESGODAUN

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

NAGARPALIKA

W.T

.P

AGANBADI

TO F

ILD

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HAN

ERA

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a

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SCHOOL SCHOOL

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RIVER

RIVER

OHT-I1.50 KL

1.50 KLOHT-II

P-1

TO KARPURA

TO TUMBAVIL

TO FILD

TO FILD

HOUSE HOUSE HOUSE HOUSE

HOUSE

HOUSEHOUSEHOUSE

HOUSEHOUSE HOUSE

HOUSE

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HOUSE

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HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

MAHAL

HOUSE

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HOUSEHOUSE

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SCHOOL

SCHOOL

HOUSE

HOUSE HOUSE

HOUSE

DHAB

A

HOSPITAL

RIVER

RIVER

RIVER

RIVER

RIVERRIVER

RIVER

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

GESGODAUN

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

NAGARPALIKA

W.T

.P

AGANBADI

TO F

ILD

TO JAVAD

TO C

HAN

ERA

ZONE- A

RIVER

RIVER

OHT-I1.50 KL

1.50 KLOHT-II

SCHOOL

Legends

D1N

Engineer in Chief Chief Engineer Executive Engineer Chief Municipal Officer (CMO) Assistant . Engineer Sub- Engineer Superintending Engineer


150mmØ DI-K9 (RWGM)

150mmØ DI-K9 (CWRM)

Gambhiri River

SCHOOL SCHOOL

Bore

Road


Culvert

Nagar Parishad Office

School / College

Hand Pump

Temple

Over Head Tank



DRA Consultants Pvt. Ltd.

Scheme:-

Project :-

Client:-

Consultant:

SMRAKM SCK




58, Ingole Nagar, Opp. Airport, Behind Hotel Pride ,Warda Road, Nagpur-440 005 (M.S) India.


Drawing Name:Schematic Drawing of Athana WSS At a Glance

BTANK

Zone Map-A

Zone Map-B

Key-Plan

Ph:-0712-3027575 , F:+91-712-3025227, Mo:- 090391 23300 ,Email:- [email protected] ,[email protected]

TO

SU

KH

AN

AV

469.542

TO A

THA

NA

P-1

Sukhanandsager

D2N

Drawn By:- Checked By :- Approved By:- Cluster-E

Scheme:-

Project :-

Client:-

Consultant:

SMRAKM SCK





Drawing Name:

Legends


Schematic Drawing of Head Work Contour


Engineer in Chief

Chief Engineer


Executive Engineer


Sub- Engineer

Pump - 1

Pump - 2

Road


0.50

4.004.30

Break Pressure Tank

0.15

0.15 m.R.C.C. Slab

Outlet Pipe

Pump Room

Section & Elevation (B.P.T.)

W

1.00

1.00

3.30

D

G.L. 471.69 m.

R.L. 472.29 m.

Inle

t Pip

e

FSL

R.L. 469.69 m.

R.L. 469.19 m.

R.L. 472.79 m.

Brick Wall

150 mm Ø RWPM

150 mm Ø RWGM

Open To Sky Half CircularArea Wired Mash

MS Foot Rest

R.L. 475.79 m.

Stair Case

Plan

1.00

1.00

W

W

Ø4.00

Ø4.30

BPT PumpRoom

3.003.30

D

D3N


Scheme:-

Project :-

Client:-

Consultant:

SMRAKM SCK





Drawing Name:

Legends


Schematic Drawing of Break Pressure Tank


Engineer in Chief

Chief Engineer


Executive Engineer


Sub- Engineer

Punpig Main

Gravity Main

R.C.C.

W

D

Brick wall

Windo

Door

Ground Level


Ground Level

Crown Level (EL)

Invert level (IL)

ExcavationLevel (EL)

0Chianage 6030 120

150

330

210

240

390

270

300

450

360

510

420

480

570

630

540

600

660

810

780

930

960

990

1050

1020

1080

1110

1140

1230

1170

1290

1320

1200

1350

1380

1410

1440

1470

1500

1530

1590

1560

1620

1770

1800

1860

1890

1830

1920

1980

2010

720

1680

750

180

90 690

1710

900

870

1740

840

1650

1260

1950

470.

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470.

178

470.

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470.

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470.

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470.

627

470.

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450.00451.00452.00453.00454.00455.00456.00457.00458.00459.00460.00461.00462.00463.00464.00465.00466.00467.00468.00469.00470.00471.00472.00

469.189

469.178

469.46

469.606

469.71

469.524

469.607

469.627

469.775

469.671

469.509

469.377

469.097

469.013

468.819

468.535

468.03

467.786

467.368

466.974

466.847

466.464

466.227

466.035

465.573

465.297

464.878

464.235

463.541

463.472

463.491

463.068

462.704

462.338

462.125

461.757

461.558

461.281

460.966

460.904

460.739

460.326

459.934

459.635

459.307

458.434

457.838

457.226

456.861

456.599

456.545

457.014

457.28

457.572

457.749

457.851

457.881

457.726

457.634

457.418

457.314

457.06

457.02

456.786

456.707

456.691

456.539

456.494

469.099

469.088

469.37

469.516

469.62

469.434

469.517

469.537

469.685

469.581

469.419

469.287

469.007

468.923

468.729

468.445

467.94

467.696

467.278

466.884

466.757

466.374

466.137

465.945

465.483

465.207

464.788

464.145

463.451

463.382

463.401

462.978

462.614

462.248

462.035

461.667

461.468

461.191

460.876

460.814

460.649

460.236

459.844

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459.217

458.344

457.748

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456.771

456.509

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457.636

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456.97

456.93

456.696

456.617

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468.84

468.829

469.111

469.257

469.361

469.175

469.258

469.278

469.426

469.322

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469.028

468.748

468.664

468.47

468.186

467.681

467.437

467.019

466.625

466.498

466.115

465.878

465.686

465.224

464.948

464.529

463.886

463.192

463.123

463.142

462.719

462.355

461.989

461.776

461.408

461.209

460.932

460.617

460.555

460.39

459.977

459.585

459.286

458.958

458.085

457.489

456.877

456.512

456.25

456.196

456.665

456.931

457.223

457.4

457.502

457.532

457.377

457.285

457.069

456.965

456.711

456.671

456.437

456.358

456.342

456.19

456.145

Datum

E.L.I.L.

TO SUKHANAV

SCHOOL

HA

NU

MA

N J

I

W.T.P

AGANBADI

2010

2040

2100

2160

2190

2220

2250

2280

2310

2340

2490

2550

2640

2790

2760

2910

2940

2970

3000

3030

3060

3090

3150

3180

3240

3300

3450

3570

3510

3690

3600

3780

3810

3840

3870

3990

2370

2460

2430

2400

2520

2670

3270

2610

2070

2130

2580

2730

3480

3720

2880

2850

3390

3210

3330

2700

3420

3750

4001

3630

2820

3900

3120

3360

3960

3930

3660

3540

457.

494

457.

474

457.

292

457.

028

456.

722

456.

541

456.

133

455.

817

455.

548

455.

349

455.

288

455.

364

455.

265

455.

117

455.

208

455.

161

455.

102

455.

146

455.

25

455.

3

455.

498

455.

217

455.

292

455.

211

455.

048

454.

915

454.

928

454.

839

454.

878

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812

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727

454.

822

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876

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989

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89

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887

454.

91

454.

804

454.

52

454.

352

454.

296

454.

245

454.

067

453.

947

453.

964

453.

815

453.

429

453.

075

453.

001

452.

728

452.

583

452.

162

452.

092

451.

903

451.

79

451.

629

451.

438

451.

36

450.

703

450.

667

450.

478

450.

43

450.

383

450.

31

449.

938

449.

771

449.

878

449.

921

456.494

456.474

456.292

456.028

455.722

455.541

455.133

454.817

454.548

454.349

454.288

454.364

454.265

454.117

454.208

454.161

454.102

454.146

454.25

454.3

454.498

454.217

454.292

454.211

454.048

453.915

453.928

453.839

453.878

453.812

453.727

453.822

453.876

453.989

453.89

453.887

453.91

453.804

453.52

453.352

453.296

453.245

453.067

452.947

452.964

452.815

452.429

452.075

452.001

451.728

451.583

451.162

451.092

450.903

450.79

450.629

450.438

450.36

449.703

449.667

449.478

449.43

449.383

449.31

448.938

448.771

448.878

448.921

456.404

456.384

456.202

455.938

455.632

455.451

455.043

454.727

454.458

454.259

454.198

454.274

454.175

454.027

454.118

454.071

454.012

454.056

454.16

454.21

454.408

454.127

454.202

454.121

453.958

453.825

453.838

453.749

453.788

453.722

453.637

453.732

453.786

453.899

453.8

453.797

453.82

453.714

453.43

453.262

453.206

453.155

452.977

452.857

452.874

452.725

452.339

451.985

451.911

451.638

451.493

451.072

451.002

450.813

450.7

450.539

450.348

450.27

449.613

449.577

449.388

449.34

449.293

449.22

448.848

448.681

448.788

448.831

456.145

456.125

455.943

455.679

455.373

455.192

454.784

454.468

454.199

454

453.939

454.015

453.916

453.768

453.859

453.812

453.753

453.797

453.901

453.951

454.149

453.868

453.943

453.862

453.699

453.566

453.579

453.49

453.529

453.463

453.378

453.473

453.527

453.64

453.541

453.538

453.561

453.455

453.171

453.003

452.947

452.896

452.718

452.598

452.615

452.466

452.08

451.726

451.652

451.379

451.234

450.813

450.743

450.554

450.441

450.28

450.089

450.011

449.354

449.318

449.129

449.081

449.034

448.961

448.589

448.422

448.529

448.572

Ground Level

Crown Level (EL)

Invert level (IL)

ExcavationLevel (EL)

Chianage

446.00447.00448.00449.00450.00451.00452.00453.00454.00455.00456.00

Datum

457.00458.00459.00

E.L.I.L.

Plan & L-Section RWGM (Athana Town) form B.P.T. To W.T.P.Chainege 00 m. To 4001m.

Plan

L-section Chanege 00 m. To 2010m.

L-section Chanege 2010 m. To 4001m.

D4N


Scheme:-

Project :-

Client:-

Consultant:

SMRAKM SCK





Drawing Name:

Legends


Plan & L-seaction For Raw Water Gavity Main


Engineer in Chief

Chief Engineer


Executive Engineer


Sub- Engineer


Ground Level (GL)

Invert level (IL)

Excavation level (EL)

Crown level (CL)

Temple

Nalla


AIR VALVE

Air Valve

PLAN AT CONTAINER PLAN AT STAGING

P L A N

PLAN AT FOUNDATION in (RCC M25)

GL 448.37m.

FL -445.37 m.

IL 452.11m.

IL 456.03m.

LDL 460.37m.

FSL 463.37m.

Elevation

D8N

Legends



Engineer in Chief

Chief Engineer


Executive Engineer


Sub- Engineer


Scheme:-

Project :-

Client:-

Consultant:

SMRAKM SCK





Drawing Name:Schtomatich&Elevation Plan of 150 KL Over Head Tank.


449.052 CascadeAerator

Clarifloculator

Adm

. Block

cum Lab.Storege

For A

lum

10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00

10.0

010

.00

10.0

010

.00

Walk Way

Walk Way

Walk Way

D5N


DRA Consultants pvt. ltd.

Scheme:-

Project :-

Client:-

Consultant:

SMRAKM SCK




58, Ingole Nagar, Opp. Airport, Behind Hotel Pride ,Warda Road, Nagpur-440 005 (M.S) India.P:+91-712-3027575 , F:+91-712-3025227 , M: +91-9922954932 , e: [email protected]


Drawing Name:

Legends


Contour & Layout Drawing of Water Treatment Plant


Engineer in Chief

Chief Engineer


Executive Engineer


Sub- Engineer

Cascade Aerator

Pipe

Lime & Alum dose

Road

CWR

CWPH

Screen Bars

Clear water Reservoir

Clarifloculator

Clear water Pump House

Walk Way

Flash Mixer

Valve

Ø150 mm Raw waterGravity MainØ150 mm Clear Water FeederMain form OHT-I

ISO-6ISO-7

ISO-8ISO-9

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

J-11 J-12

J-13

J-14

J-15

J-16

J-17

J-18

J-19

J-20

J-21

J-22

J-23

J-24

J-25

J-26

J-27

J-28

J-29

J-30

J-31

J-32J-33J-34J-35J-36

J-37

J-38

J-39

J-40

J-41

J-42

J-43

J-44

J-45

J-46

J-47J-48

J-49

J-50J-51

J-52 J-53J-54

J-55

J-56

J-57

J-58

J-59

J-60J-61

J-62

J-63J-64

J-65J-66

J-67

J-68

J-69

J-70

J-71

J-72

J-73

J-74

J-75

J-76J-77

J-78

J-79

J-80

J-81J-82

J-83

J-84

J-85

J-86

J-87

J-88

J-89

J-90

J-91

P-1HDPE PN10 Dia 95.8 mm

P-2

HDPE

PN1

0 Dia

95.8

mm

P-3

HD

PE P

N10

Dia

95.

8 m

m

P-4

HDPE PN10 Dia 95.8 mm

P-5


P-6

HDPE PN10 D

ia 95

.8 mm

P-7

HDPE PN

10 D

ia 95

.8 mm

P-8


P-9

HDPE

PN1

0 Di

a 95

.8 m

m

P-10

P-11

HD

PE P

N10

Dia

95.

8 m

m

P-12


P-13HDPE Dia 75 mm

P-14

HD

PE D

ia 7

5 m

m

P-15

HD

PE D

ia 7

5 m

m

P-16

HDPE Dia 75 mm

P-17

HD

PE D

ia 7

5 m

m

P-18

HDPE

Dia

75 m

m

P-19

HDPE

Dia

75 m

m

P-20

HDPE Dia 75 mmP-21

HDPE Dia 75 mm

P-22

HDPE Dia 75 mm

P-23

HDPE Dia 75 mm

P-24HDPE Dia 75 mm

P-25

HDPE Dia 75 mm

P-26

HD

PE Dia 75 m

m

P-27

HD

PE Dia 75 m

m

P-28

HD

PE Dia 75 m

mP-29

HDPE Dia 75 mm

P-30

HD

PE Dia 75 m

m

P-31

HDPE Dia 75 mm

P-32

HD

PE D

ia 7

5 m

m

P-33

HD

PE Dia 75 m

m

P-34

HD

PE D

ia 7

5 m

m

P-35

HD

PE Dia 75 m

m

P-36

HDPE Dia 75 mm

P-37

HD

PE D

ia 7

5 m

m

P-38

HDPE Dia 75 mm

P-39

HDPE Dia 75 mm

P-40

HDPE Dia 75 mm

P-41

HDPE Dia 75 mm

P-42P-43HDPE Dia 75 mm

P-44

HD

PE Dia 75 m

m

P-45

HD

PE Dia 75 m

m

P-46

HD

PE D

ia 7

5 m

m

P-47

HD

PE D

ia 7

5 m

m

P-48

HD

PE Dia 75 m

m

P-49

HD

PE Dia 75 m

m

P-50

HD

PE D

ia 7

5 m

m

P-51

HD

PE Dia 75 m

m

P-52

HD

PE Dia 75 m

m

P-53

HD

PE Dia 75 m

m

P-54

HD

PE Dia 75 m

m

P-55

HDPE Dia 75 mm

P-56

HDPE Dia 75 mm

P-57

HDPE Dia 75 mm

P-58

HD

PE Dia 75 m

m

P-59

HD

PE Dia 75 m

m

P-60HDPE Dia 75 mm

P-61HDPE Dia 75 mm

P-62 HDPE Dia 75 mm

P-63

HD

PE Dia 75 m

m

P-64

HDPE Dia 75 mm

P-65

HDPE Dia 75 mm

P-66

HDPE Dia 75 mm

P-67

HD

PE D

ia 7

5 m

m

P-68

HD

PE Dia 75 m

m

P-69

HD

PE D

ia 7

5 m

m

P-70

HD

PE Dia 75 m

m

P-71HDPE Dia 75 mm

P-72

HDPE Dia 75 mm

P-73HDPE Dia 75 mm

P-74

HDPE Dia 75 mm

P-75

HDPE Dia 75 mm

P-76

HD

PE D

ia 7

5 m

m

P-77

HDPE Dia 75 mm

P-78

HD

PE D

ia 7

5 m

m

P-79HDPE Dia 75 mm

P-80

HD

PE Dia 75 m

m

P-81

HD

PE Dia 75 m

m P-82

HD

PE Dia 75 m

m

P-83

HD

PE Dia 75 m

m

P-84H

DPE D

ia 75 mm

P-85

HD

PE Dia 75 m

m

P-86

HD

PE Dia 75 m

m

P-87

HD

PE Dia 75 m

m

P-88HDPE Dia 75 mm

P-89HDPE Dia 75 mm

P-90

HDPE Dia 75 mm

P-92

HDPE Dia 75 mm

P-93

HD

PE Dia 75 m

m

P-94

HDPE Dia 75 mm

P-95

HDPE Dia 75 mm

P-96HDPE Dia 75 mm

P-97

HDPE Dia 75 mm

P-98

HDPE Dia 75 mm

P-99

HDPE Dia 75 mmP-100

HDPE Dia 75 mm

P-10

1H

DPE

Dia

75

mm

P-10

2H

DPE

Dia

75

mm

P-103

HD

PE Dia 75 m

m

P-104HDPE Dia 75 mm

P-105HDPE Dia 75 mm

P-106HDPE Dia 75 mm

P-107

HD

PE Dia 75 m

m

P-10

8

HD

PE D

ia 7

5 m

m

P-10

9H

DPE

Dia

75

mm

P-11

0H

DPE

Dia

75

mm

P-111

HD

PE Dia 75 m

m

HD

PEPN

10 D

ia95

.8 m

m

ISO-1

ISO-2ISO-3

J-1

ISO-4

ISO-5J-2

HDPE Dia 75 mm

O.H.T.-I150 KL

TO TUMBAVIL

HOUSEHOUSE HOUSE HOUSE

HOUSE

HOUSEHOUSEHOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSEHOUSE

HOUSE

HOUSE

SCHOOL

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

W.T

.P

AGANBADI

5.3011.56

Pipe Ø250 mmValve

FlashMixer

Limedose Alumdose

Flow Measurment

Chennel (0.6x0.6x1) Screen at 60°Slope 45 mm Bars

Raw water inpipeline

CascadeAerator

PowerSubstaion

Clarifloculator

FilterF1F2

F3

F4

Pipe Ø250 mm

CWR

7.20m

CWPH

4.00

m

3.00m

5.00

m

ChlorineHouse

3.00

m

6.00m

6.00m

6.00

m

Alum Storegeand Spare

Store

8.00m

6.00

m Administrative

Block andLaboratory

Road

15.0

0m

6.00m

LAMP

ZONE- A

D10N

Legends



Engineer in Chief

Chief Engineer


Executive Engineer


Sub- Engineer

75mmØ Distribution Pipe


Naala

Culvert

Hand Pump

Temple

Over Head Tank


Sluice Valve

Junction

Pipe Flow



Scheme:-

Project :-

Client:-

Consultant:

SMRAKM SCK






Drawing Name:Drawing forWater Suppluy Distribution System of Athana Town ZOne-A


T-1

J-1

21 m H2O

J-2

20 m H2O

J-3

19 m H2O

J-4

19 m H2OJ-5

18 m H2OJ-6

19 m H2O

J-7

17 m H2O

J-8

16 m H2OJ-9

17 m H2O

J-10

19 m H2O

J-11

19 m H2O

J-12

17 m H2O

J-13

17 m H2OJ-14

17 m H2O

J-15

18 m H2O

J-16

17 m H2O

J-17

16 m H2O

J-18

16 m H2OJ-19

16 m H2O

J-20

16 m H2O

J-21

17 m H2O

J-22

17 m H2O

J-23

18 m H2O

J-24

20 m H2O

J-25

15 m H2O

J-2614 m H2O

J-27

14 m H2O

J-28

15 m H2O

J-29

15 m H2O

J-30

14 m H2O

J-31

14 m H2O

J-32

17 m H2O

J-33

17 m H2O

J-34

15 m H2OJ-35

21 m H2O

J-36

19 m H2O

J-37

17 m H2O

J-38

21 m H2O

J-39

22 m H2O

J-40

18 m H2O

J-41

20 m H2O

J-42

20 m H2O

J-43

18 m H2O

J-44

19 m H2O

J-45

20 m H2O

J-46

17 m H2O

J-47

18 m H2OJ-48

17 m H2O

J-49

21 m H2O

J-50

19 m H2O

J-51

18 m H2O

J-52

19 m H2O

J-53

23 m H2O

J-54

22 m H2O

J-55

22 m H2O

J-56

20 m H2O

J-57

21 m H2O

J-58

20 m H2O

J-59

21 m H2O

J-60

21 m H2O

J-61

17 m H2O

J-62

17 m H2O

J-63

18 m H2O

J-64

23 m H2O

J-65

16 m H2O

J-66

16 m H2O

J-67

21 m H2O

J-68

21 m H2O

J-69

18 m H2O

P-1HDPE Dia 110 mm

P-2

HDPE Dia 110 mm

P-3HDPE Dia 110 mm P-4

HDPE Dia 110 mm

P-5

HDPE Dia 110 mmP-6

HDPE Dia 110 mmP-7

HDPE Dia 110 mm


HDPE Dia 110 mm

P-10HDPE Dia 110 mm

P-11

HDPE

Dia

75 m

m

P-12

HDPE Dia 75 mm

P-13

HD

PE Dia 75 m

m

P-14

HDPE Dia 75 mm

P-15

HDPE

Dia

75 m

m

P-16

HDPE Dia 7

5 mm

P-17

HD

PE D

ia 7

5 m

m

P-18

HD

PE Dia 75 m

m

P-19

HD

PE Dia 75 m

m

P-20HDPE Dia 75 mm

P-22

HD

PE Dia 75 m

m

P-23

HD

PE Dia 75 m

m

P-21HDPE Dia 75 mm

P-26

HDPE Dia 75 mm

P-27

HDPE Dia 75 mm

P-28

HDPE Dia 75 mm

P-29

HDPE Dia 75 mm

P-30

HDPE Dia 75 mm

P-31

HD

PE D

ia 7

5 m

m

P-32

HD

PE Dia 75 m

m P-33

HDPE Dia 75 mmP-34

HD

PE Dia 75 m

m

P-35

HDPE Dia 75 mm P-36

HD

PE D

ia 7

5 m

m

P-37

HD

PE D

ia 7

5 m

m

P-38

HDPE Dia 75 mm

P-25

HDPE

Dia

75 m

m

P-24

HDPE Dia 75 mm

P-39

HD

PE Dia 75 m

m

P-40HDPE Dia 75 mm

P-41HDPE Dia 75 mm

P-42HDPE Dia 75 mm

P-43

HDPE

Dia

75 m

m

P-44

HDPE

Dia

75 m

m

P-45HDPE Dia 75 mm

P-46

HDPE Dia 75 mm

P-47

HDPE Dia 75 mm

P-48

HDPE Dia 7

5 mm

P-49

HDPE Dia 75 mm

P-50

HDPE Dia 75 mm

P-51

HD

PE D

ia 7

5 m

m

P-52

HDPE Dia 75 mm

P-53

HDPE

Dia

75 m

m

P-54

HDPE Dia 75 mm

P-55

HDPE Dia 75 mm

P-57

HD

PE Dia 75 m

m

P-56

HDPE Dia 75 mm

P-58

HD

PE Dia 75 m

m

P-59

HDPE Dia 75 mmP-60

HDPE Dia 75 mm


P-62


P-63

HD

PE Dia 75 m

m

P-64

HD

PE Dia 75 m

m

P-65

HD

PE D

ia 7

5 m

m

P-66

HDPE Dia 7

5 mm

P-67

HDPE Dia 7

5 mm

P-68

HDPE Dia 75 mmP-69

HDPE Dia 75 mm

P-70

HDPE Dia 75 mm

P-71

HD

PE Dia 75 m

m

P-72

HDPE Dia

75 m

m

P-73

HDPE Dia 75 mm

P-74

HDPE Dia 1

10 mm

P-75

HDPE Dia 75 mm

P-76

HD

PE Dia 75 m

m

P-77HDPE Dia 75 mm

P-78

HD

PE Dia 75 m

m

P-79

HD

PE Dia 75 m

m

P-80

O.H.T.-II

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

MAHAL

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

SCHOOL

SCHOOL

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

GESGODAUN

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

NAGARPALIKA

SCHOOL SCHOOL

SCHOOL SCHOOL

ZONE- B

RIVER

ISO-6ISO-7

ISO-8ISO-9

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

J-12

J-13

J-14

J-15

J-16

J-17

J-18

J-19

J-20

J-21

J-22

J-23

J-24

J-25

J-26

J-27

J-28

J-29

J-30

J-31

J-32J-33J-34J-35J-36

J-37

J-38

J-39

J-40

J-41

J-42

J-43

J-44

J-45

J-46

J-47J-48

J-49

J-50J-51

J-52 J-53J-54

J-55

J-56

J-57

J-58

J-59

J-60J-61

J-62

J-63J-64

J-65J-66

J-67

J-68

J-69

J-70

J-71

J-72

J-73

J-74

J-75

J-76J-77

J-78

J-79

J-80

J-81J-82

J-83

J-84

J-85

J-86

J-87

J-88

J-89

J-90

J-91


P-2

HDPE

PN1

0 Dia

95.8

mm

P-3

HD

PE P

N10

Dia

95.

8 m

m

P-4


P-5


P-6

HDPE PN10 D

ia 95

.8 mm

P-7

HDPE PN

10 D

ia 95

.8 mm

P-8


P-9

HDPE

PN1

0 Di

a 95

.8 m

m

P-10

P-11

HD

PE P

N10

Dia

95.

8 m

m

P-13HDPE Dia 75 mm

P-14

HD

PE D

ia 7

5 m

m

P-15

HD

PE D

ia 7

5 m

m

P-16

HDPE Dia 75 mm

P-17

HD

PE D

ia 7

5 m

m

P-18

HDPE

Dia

75 m

m

P-19

HDPE

Dia

75 m

m

P-20

HDPE Dia 75 mmP-21

HDPE Dia 75 mm

P-22

HDPE Dia 75 mm

P-23

HDPE Dia 75 mm

P-24HDPE Dia 75 mm

P-25

HDPE Dia 75 mm

P-26

HD

PE Dia 75 m

m

P-27

HD

PE Dia 75 m

m

P-28

HD

PE Dia 75 m

mP-29

HDPE Dia 75 mm

P-30

HD

PE Dia 75 m

m

P-31

HDPE Dia 75 mm

P-32

HD

PE D

ia 7

5 m

m

P-33

HD

PE Dia 75 m

m

P-34

HD

PE D

ia 7

5 m

m

P-35

HD

PE Dia 75 m

m

P-36

HDPE Dia 75 mm

P-37

HD

PE D

ia 7

5 m

m

P-38

HDPE Dia 75 mm

P-39

HDPE Dia 75 mm

P-40

HDPE Dia 75 mm

P-41

HDPE Dia 75 mm

P-42P-43HDPE Dia 75 mm

P-44

HD

PE Dia 75 m

m

P-45

HD

PE Dia 75 m

m

P-46

HD

PE D

ia 7

5 m

m

P-47

HD

PE D

ia 7

5 m

m

P-48

HD

PE Dia 75 m

m

P-49

HD

PE Dia 75 m

m

P-50

HD

PE D

ia 7

5 m

m

P-51

HD

PE Dia 75 m

m

P-52

HD

PE Dia 75 m

m

P-53

HD

PE Dia 75 m

m

P-54

HD

PE Dia 75 m

m

P-55

HDPE Dia 75 mm

P-56

HDPE Dia 75 mm

P-57

HDPE Dia 75 mm

P-58

HD

PE Dia 75 m

m

P-59

HD

PE Dia 75 m

m

P-60HDPE Dia 75 mm

P-61HDPE Dia 75 mm

P-62 HDPE Dia 75 mm

P-63

HD

PE Dia 75 m

m

P-64

HDPE Dia 75 mm

P-65

HDPE Dia 75 mm

P-66

HDPE Dia 75 mm

P-67

HD

PE D

ia 7

5 m

m

P-68

HD

PE Dia 75 m

m

P-69

HD

PE D

ia 7

5 m

m

P-70

HD

PE Dia 75 m

m

P-71HDPE Dia 75 mm

P-72

HDPE Dia 75 mm

P-73HDPE Dia 75 mm

P-74

HDPE Dia 75 mm

P-75

HDPE Dia 75 mm

P-76

HD

PE D

ia 7

5 m

m

P-77

HDPE Dia 75 mm

P-78

HD

PE D

ia 7

5 m

m

P-79HDPE Dia 75 mm

P-80

HD

PE Dia 75 m

m

P-81

HD

PE Dia 75 m

m

P-82

HD

PE Dia 75 m

m

P-83

HD

PE Dia 75 m

m

P-84H

DPE D

ia 75 mm

P-85

HD

PE Dia 75 m

m

P-86

HD

PE Dia 75 m

m

P-87

HD

PE Dia 75 m

m

P-88HDPE Dia 75 mm

P-89HDPE Dia 75 mm

P-90

HDPE Dia 75 mm

P-92

HDPE Dia 75 mm

P-93

HD

PE Dia 75 m

m

P-94

HDPE Dia 75 mm

P-95

HDPE Dia 75 mm

P-96HDPE Dia 75 mm

P-97

HDPE Dia 75 mm

P-98

HDPE Dia 75 mm

P-99

HDPE Dia 75 mmP-100

HDPE Dia 75 mm

P-10

1H

DPE

Dia

75

mm

P-10

2H

DPE

Dia

75

mm

P-103

HD

PE Dia 75 m

m

P-104HDPE Dia 75 mm

P-105HDPE Dia 75 mm

P-106HDPE Dia 75 mm

P-107

HD

PE Dia 75 m

m

P-10

8

HD

PE D

ia 7

5 m

m

P-10

9H

DPE

Dia

75

mm

P-11

0H

DPE

Dia

75

mm

P-111

HD

PE Dia 75 m

m

HD

PEPN

10 D

ia95

.8 m

m

ISO-1

ISO-2ISO-3

J-1

ISO-4

ISO-5J-2

HDPE Dia 75 mm

O.H.T.-I150 KL

D9N

Legends



Engineer in Chief

Chief Engineer


Executive Engineer




Naala

Culvert

Hand Pump

Temple

Over Head Tank


Sluice Valve

Junction

Pipe Flow



Scheme:-

Project :-

Client:-

Consultant:

SMRAKM SCK






Drawing Name:Drawing forWater Suppluy Distribution System of Athana Town .


Sub-Engineer

T-1

J-1

21 m H2O

J-2

20 m H2O

J-3

19 m H2O

J-4

19 m H2OJ-5

18 m H2OJ-6

19 m H2O

J-7

17 m H2O

J-8

16 m H2OJ-9

17 m H2O

J-10

19 m H2O

J-11

19 m H2O

J-12

17 m H2O

J-13

17 m H2OJ-14

17 m H2O

J-15

18 m H2O

J-16

17 m H2O

J-17

16 m H2O

J-18

16 m H2OJ-19

16 m H2O

J-20

16 m H2O

J-21

17 m H2O

J-22

17 m H2O

J-23

18 m H2O

J-24

20 m H2O

J-25

15 m H2O

J-2614 m H2O

J-27

14 m H2O

J-28

15 m H2O

J-29

15 m H2O

J-30

14 m H2O

J-31

14 m H2O

J-32

17 m H2O

J-33

17 m H2O

J-34

15 m H2OJ-35

21 m H2O

J-36

19 m H2O

J-37

17 m H2O

J-38

21 m H2O

J-39

22 m H2O

J-40

18 m H2O

J-41

20 m H2O

J-42

20 m H2O

J-43

18 m H2O

J-44

19 m H2O

J-45

20 m H2O

J-46

17 m H2O

J-47

18 m H2OJ-48

17 m H2O

J-49

21 m H2O

J-50

19 m H2O

J-51

18 m H2O

J-52

19 m H2O

J-53

23 m H2O

J-54

22 m H2O

J-55

22 m H2O

J-56

20 m H2O

J-57

21 m H2O

J-58

20 m H2O

J-59

21 m H2O

J-60

21 m H2O

J-61

17 m H2O

J-62

17 m H2O

J-63

18 m H2O

J-64

23 m H2O

J-65

16 m H2O

J-66

16 m H2O

J-67

21 m H2O

J-68

21 m H2O

J-69

18 m H2O

P-1HDPE Dia 110 mm

P-2

HDPE Dia 1

10 mm


HDPE Dia 110 mm

P-5

HDPE Dia 110 mmP-6

HDPE Dia 110 mmP-7

HDPE Dia 110 mm


HDPE Dia 110 mm

P-10HDPE Dia 110 mm

P-11

HDPE

Dia

75 m

m

P-12

HDPE Dia 75 mm

P-13

HD

PE Dia 75 m

m

P-14

HDPE Dia 75 mm

P-15

HDPE

Dia

75 m

m

P-16

HDPE Dia 7

5 mm

P-17

HD

PE D

ia 7

5 m

m

P-18

HD

PE Dia 75 m

m

P-19

HD

PE Dia 75 m

m

P-20HDPE Dia 75 mm

P-22

HD

PE Dia 75 m

m

P-23

HD

PE Dia 75 m

m

P-21HDPE Dia 75 mm

P-26

HDPE Dia 75 mm

P-27

HDPE Dia 75 mm

P-28

HDPE Dia 75 mm

P-29

HDPE Dia 75 mm

P-30

HDPE Dia 75 mm

P-31

HD

PE D

ia 7

5 m

mP-32

HD

PE Dia 75 m

m P-33

HDPE Dia 75 mm

P-34

HD

PE Dia 75 m

m

P-35

HDPE Dia 75 mm P-36

HD

PE D

ia 7

5 m

m

P-37

HD

PE D

ia 7

5 m

m

P-38

HDPE Dia 75 mm

P-25

HDPE

Dia

75 m

m

P-24

HDPE Dia 75 mm

P-39

HD

PE Dia 75 m

m

P-40HDPE Dia 75 mm

P-41HDPE Dia 75 mm

P-42HDPE Dia 75 mm

P-43

HDPE

Dia

75 m

m

P-44

HDPE

Dia

75 m

m

P-45HDPE Dia 75 mm

P-46

HDPE Dia 75 mm

P-47

HDPE Dia 75 mm

P-48

HDPE Dia 7

5 mm

P-49

HDPE Dia 75 mm

P-50

HDPE Dia 75 mm

P-51

HD

PE D

ia 7

5 m

m

P-52

HDPE Dia 75 mm

P-53

HDPE

Dia

75 m

m

P-54HDPE Dia 75 mm

P-55

HDPE Dia 75 mm

P-57

HD

PE Dia 75 m

m

P-56

HDPE Dia 75 mm

P-58

HD

PE Dia 75 m

m

P-59

HDPE Dia 75 mm

P-60

HDPE Dia 75 mm


P-62


P-63

HD

PE Dia 75 m

m

P-64

HD

PE Dia 75 m

m

P-65

HD

PE D

ia 7

5 m

m

P-66

HDPE Dia 7

5 mm

P-67

HDPE Dia 7

5 mm

P-68

HDPE Dia 75 mmP-69

HDPE Dia 75 mm

P-70

HDPE Dia 75 mm

P-71

HD

PE Dia 75 m

m

P-72

HDPE Dia

75 m

m

P-73

HDPE Dia 75 mm

P-74

HDPE Dia 1

10 mm

P-75

HDPE Dia 75 mm

P-76

HD

PE Dia 75 m

m

P-77HDPE Dia 75 mm

P-78

HD

PE Dia 75 m

m

P-79

HD

PE Dia 75 m

m

P-80

O.H.T.-II

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

MAHAL

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

SCHOOL

SCHOOL

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSEHOUSE

HOUSE

HOUSE

HOUSE

GESGODAUN

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

HOUSE

NAGARPALIKA

SCHOOL SCHOOL

SCHOOL SCHOOL

D11N

Legends



Engineer in Chief

Chief Engineer


Executive Engineer




Naala

Culvert

Hand Pump

Temple

Over Head Tank


Sluice Valve

Junction

Pipe Flow



Scheme:-

Project :-

Client:-

Consultant:

SMRAKM SCK






Drawing Name:Drawing forWater Suppluy Distribution System of Athana Town ZOne-B


Sub-Engineer

GL 448.60 m

Raw water

R.L.452.10 m

R.L. 453.60m

1.2

0.3

R.L. 450.30m

R.L. 446.85m

R.L. 446.85m

LIPTOP

AERATOR

FLASH MIXER

CLARIFLOCCULATOR

(One in number)

RAPID GRAVITY FILTER

(Four in number)

CLEAR WATER SUMP

(Finished)

R.L. 449.55 m

Pipe

pipe 150Ø

R.L. 450.60m

channel

0.4

.3

.3

.3

.3

GL 448.60

(Finished)

R.L. 450.80m

R.L. 448.60m

R.L. 443.85m

HYDRAULIC FLOW DIAGRAM

1.63 m

7.0m

R.L. 451.40m R.L. 451.40m

2.5

0.2 m

0.4 m

3.0m

7.4m

4.40

R.L.452.70 m

0.50

3.5m

1.65 m

3.40

3.80

R.L. 451.50 m

0.63

R.L. 450.90m R.L. 450.90m

Channel Top- R.L.452.50m

5.00

0.3

0

2.50

3.45

0.50

3.00

1.75

R.L. 451.20 m

CASCADE AERATOR

(1 UNIT)

RAW WATER

RAW WATER

SAMPLE POINT

ALUM DOSE

POINT

LIME DOSE

POINT

FLOW METER

FLASH MIXER

(ONE UNIT)

CLARIFIER

SLUDGE TO WASTE

FILTER (4 IN NOMBER)

WITH 100% STAND BYE

BACKWASH TO WASTE

BACKWASH

WATER TANK

FILTER OUTLET

CONTROL VALVE

CLEAR WATER MODULE

RESERVIOR

OUTLET

CONTROL

VALVE

FM

FLOW METER

CHLORINE DOSE

POINT

CLEAR WATER

RESERVOIR IN (TOW COMPONENTS)

OHT I&II

SCHEMATIC FLOW DIAGRAM WTP

FM

CONTROL VALVE

D6N

Legends



Engineer in Chief

Chief Engineer


Executive Engineer


Sub- Engineer

Control Valve

Flow Meter FM

Pipe Flow


Scheme:-

Project :-

Client:-

Consultant:

SMRAKM SCK





Drawing Name:Schematic & Hydraulic Flow Diagram for Water Treatment Plant


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