Sialkot Water Supply, Sewerage and Drainage Strategy …uu.urbanunit.gov.pk/Documents/Publications/0/120.pdf · Government of Punjab TA 7321 – PAK Punjab Cities Improvement Investment

TA 7321 – PAK Punjab Cities Improvement

Investment Program

Government of Punjab The Urban Unit

Sialkot Water Supply, Sewerage and

Drainage Strategy and Action Plan

DRAFT FINAL

December, 2010

J40252334

GHK Consulting Ltd.


Investment Program




DRAFT FINAL

December, 2010

J40252334

GHK Consulting Ltd.

Sialkot Water Supply, Sewerage and Drainage Strategy and Action Plan Table of Contents

GHK Consulting Limited J40252334

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TABLE OF CONTENTS E.0 EXECUTIVE SUMMARY .............................................................................................. 1 E.1 Key Points on Existing Situation ................................................................................... 1 E.2 Vision and strategy ....................................................................................................... 3 E.3 Proposed Sub-Projects and Technical Assistance Inputs ............................................. 4 E.4 Potential Constraints and Risks .................................................................................... 5 E.5 Summary of Outputs .................................................................................................... 6

1.0 OVERVIEW OF EXISTING SITUATION ...................................................................... 9 1.1 General ........................................................................................................................ 9 1.2 Population .................................................................................................................... 9 1.3 Climate ......................................................................................................................... 9 1.4 Topography and Geology ........................................................................................... 10 1.5 Water Supply .............................................................................................................. 10 1.6 Sewerage and Drainage ............................................................................................. 19 1.7 Wastewater Strength and Treatment .......................................................................... 29 1.8 Institutional Arrangements .......................................................................................... 29

2.0 ANALYSIS ................................................................................................................. 33 2.1 Water Supply .............................................................................................................. 33 2.2 Sewerage and Drainage ............................................................................................. 37

3.0 VISION AND STRATEGY .......................................................................................... 43 3.1 Vision ......................................................................................................................... 43 3.2 Objectives .................................................................................................................. 43

4.0 OPTIONS ................................................................................................................... 47 4.1 Water Supply Options ................................................................................................ 47 4.2 Sewerage, Drainage and Wastewater Treatment Options .......................................... 51 4.3 Institutional Options .................................................................................................... 58 4.4 Overview of Action Plan ............................................................................................. 59

5.0 WATER SUPPLY ....................................................................................................... 65 5.1 Overview of Proposals................................................................................................ 65 5.2 Rehabilitation of Existing Tubewells ........................................................................... 65 5.3 Replacement of Existing Tubewells ............................................................................ 66 5.4 Subdivision of Existing Central Water Supply Zone .................................................... 66 5.5 Improvements in Three Water Supply Zones .............................................................. 67 5.6 Operationalization of Gohadpur Water Supply Scheme .............................................. 67 5.7 Water Supply - Services Beyond 2001 Municipal Limits ............................................. 68 5.8 Additional Elevated Reservoir Capacity – Existing Supply Area ................................. 68

6.0 SEWERAGE AND DRAINAGE .................................................................................. 73 6.1 Overview .................................................................................................................... 73 6.2 Supply of Equipment for Sewer Maintenance ............................................................. 77 6.3 Rehabilitation of Model Town Wastewater Pumping Station ....................................... 77 6.4 New collector Sewer Along Khawaja Safdar Road ..................................................... 77 6.5 Rehabilitation of Main Pumping Station at Mianpura .................................................. 78 6.6 New branch Sewers in Fatergarh, Pasroor Road and Paris Road Areas .................... 79

7.0 INSTITUTIONAL DEVELOPMENT ............................................................................ 83 7.1 Staffing Levels and Skills ............................................................................................ 83 7.2 Proposed Strategy ...................................................................................................... 83

8.0 FOLLOW-UP INITIATIVES: WATER SUPPLY AND SANITATION ........................... 87



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8.1 Second Tranche Sub-Projects .................................................................................... 87 8.2 Third Tranche Sub-Projects ........................................................................................ 88

9.0 PROCUREMENT APPROACH AND TRANCHE 1 CONTRACT PACKAGES .......... 91 9.1 Overall Approach ........................................................................................................ 91 9.2 Proposed Packages ................................................................................................... 91 9.3 Support Requirements................................................................................................ 92 ANNEXURES ANNEX A1: ESTIMATES FOR SEWERAGE TO BE PROVIDED IN TRANCHE 2 .............. 97 ANNEX A2: CONSULTANCY REQUIREMENTS AND COSTS WATER AND DRAINAGE

SECTOR .......................................................................................................... 99 ANNEX A3: COMPARISON OF SEWAGE TREATMENT OPTIONS FOR SIALKOT ......... 105 ANNEX A4: DESIGN MATERIALS AND STANDARDS ..................................................... 111 ANNEX A5: WATER SUPPLY AND WASTE WATER TREATMENT CALCULATIONS ..... 117 ANNEX A6: SUMMARY PAGES GRAPHICALLY SHOWING THE RESULTS OF

TUBEWELL SURVEY: SIALKOT ................................................................... 121 ANNEX A7: EXECUTIVE SUMMARY OF ENERGY AUDIT REPORT ............................... 125 ANNEX A8: SUMMARY WATER SAMPLES TESTING REPORT SIALKOT CITY ............ 129

TABLES

Table 1-1:Population Figures for Sialkot................................................................................ 9

Table 1-2:Monthly Climatic Information ............................................................................... 10

Table 1-3:Results of Fichtner Customer Surveys ................................................................ 19

Table 4-1:Comparison of Treatment Option Land and Power Requirements ....................... 57

Table 4-2:Comparative Costs For Treatment Options – Based On Indian Study ................. 57

Table 5-1:Cost Estimate for Tubewell Rehabilitation ........................................................... 66

Table 5-2:Cost Estimate for Tubewell ................................................................................. 66

Table 5-3:Cost Estimates for Water Supply Zone Improvements ........................................ 67

Table 5-4:Cost of Operationalising Gohadpur Scheme ....................................................... 68

Table 5-5:Cost Estimate For New Water Supply Zone West of Defence Road .................... 68

Table 6-1:Cost Estimate For Rehabilitation of Model Town Wastewater Pumping station ... 77

Table 6-2:Cost of New Collector Sewer Alongside Bhaid Nallah – Allama Iqbal Town to Civil

Lines Road ......................................................................................................... 78

Table 6-3:Estimate For Rehabilitation of Main Pumping Station .......................................... 79

Table 6-4:Quantities and Costs - Proposed Sewerage Improvements ................................ 79

FIGURES

Figure 1-1:Approximate Location of Tubewell ..................................................................... 13

Figure 1-2:Sialkot-Existing Water Supply Zones ................................................................. 17

Figure 1-3:Diagrammatic Representation of Sialkot Drainage Basin ................................... 20

Figure 1-4:Model Town Pumping Station ............................................................................ 21

Figure 1-5:Wet Well of Chowk Mubarak Pura PS ................................................................ 22

Figure 1-6:Interior of Main Pumping Station ........................................................................ 23

Figure 1-7:Bhaid Nullah Water Used for Irrigation ............................................................... 24

Figure 1-8:Sialkot-Existing Sewerage System ..................................................................... 25

Figure 1-9:Sialkot-Drainage System .................................................................................... 27

Figure 1-10:Organizational Chart for TMA Water Section ................................................... 30



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Figure 2-1:Typical Tubewell Pump ...................................................................................... 35

Figure 2-2:Existing Control Panel ........................................................................................ 35

Figure 4-1:Comparison of Pipe Costs (from manufacturer) ................................................. 49

Figure 4-2:Sialkot-Proposed Water Supply Zones ............................................................... 55

Figure 6-1:Proposed Sewerage System .............................................................................. 75

Figure 6-2:Bhaid Nullah Alongside Khawaja Safdar Road - Present Condition ................... 78


Investment Program




Executive Summary

GHK Consulting Ltd.

Sialkot Water Supply, Sewerage and Drainage Strategy and Action Plan Executive Summary


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E.0 EXECUTIVE SUMMARY

E.1 Key Points on Existing Situation Sialkot’s current population is about 809,871, of which about 81,600 live in the Cantonment area. The estimated growth rate of the urban agglomeration, 3.42% per annum, will result in a total population of around 1.10 million in 2020 E.1.1 Water Supply Sialkot’s water supply is good by Pakistan standards. There are about 42,000 connections in the town (39,000 domestic), which serve about 65% of the population within the old Municipal Corporation limits but only about 35% of the urban population, excluding the Cantonment. There are approximately 5,500 connections in the Cantonment, covering an estimated 38,500 people or about 47.5% of the civilian population of the Cantonment. The TMA say that the existing distribution system covers about 70% of the area within the pre-2001 municipal limits. The available information on the extent of distribution mains suggests that the potential coverage within the pre-2001 municipal limits is close to 100%. The difference between the area and population coverage in this area suggests that there is scope to make new connections within it. There are currently no connections outside the pre-2001 municipal limits so there is greater scope for providing new connections in this area. On the basis of the rated 1.5 cusec tubewell rating, the existing Sialkot City system should produce around 66 gal/person per day, to the presently connected population, if all the existing tubewells are operated for 8 hours per day. This figure could be almost doubled by bringing the 20 recently installed tubewells into operation and increasing the operational time for each tubewell to 12 hours per day. This production would be sufficient to provide around 47 gal/ person per day to the whole urban population. The existing 15 tubewells in the Cantonment operate for an average of 8 hours per day and at their rated capacity provide about 48 gal/person per day to every civilian inhabitant of the Cantonment. Military personnel are served separately by Military Engineering Services (MES). Even allowing for the fact that the actual discharge of tubewells may be less than their rated capacity, it is clear that Sialkot’s immediate needs are not for more water production to serve existing systems The existing distribution system consists of one large interconnected system and four small discreet systems on the western side of the city. The estimated total length of main is about 192km. The TMA believes that the water mains are old and in poor condition and the limited available information suggests that unaccounted for water levels are fairly high. Also, surveys carried our during the Fichtner1 study suggest that people are more concerned about water quality than the availability of water. Studies in other towns suggest that poor water quality is as likely or more likely to result from infiltration of dirty water into distribution mains as from poor quality of the groundwater. Improvements in existing distribution systems should be a priority but should be preceded by detailed leakage/system assessment studies to determine the exact scope of the main replacement required. Existing house connections use galvanised steel (GI) pipe and should be replaced with polyethylene or polypropylene random co-polymer (PPRP) pipes at

1

The 2006 Fichtner Report on Urban Service Provision



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the same time that distribution systems are improved. Care should be taken to remove all connections to old pipes and plug or remove those pipes when new systems are being installed. To guard against contamination, both of the source and distribution mains, chlorination facilities should be installed and operated at all tubewells There are nine elevated reservoir within the ex-Municipal Corporation area, with a combined volume of 2,600 cubic metres or 570,000 gallons, equivalent to about 1 hours storage at the current average daily demand, None of the elevated reservoirs is currently used but the aim should be to bring them back into use and increase elevated reservoir capacity, as described later in this report. For initial estimating purposes, calculations are based on the need to provide 3 hours storage capacity at average daily demand. This figure should be refined during detailed design Connections are generally charged on the size of the ferrule. The charge for a standard 3/8” ferrule is Rs910 per annum. Commercial users may pay more as do the residents of Model Town, whose tariff is Rs1,255 per annum, for which they theoretically receive a continuous supply, although this cannot be achieved during periods of frequent load-shedding. We have estimated cost recovery to be about Rs900 per connection per year, which suggests that most people are paying their bills. Revenue is approximately 62% of operational costs, not good but better than that in many TMAs. E.1.2 Sewerage, Drainage and Wastewater Disposal Sialkot is partly sewered and partly served by open and covered drains. The sewers are in poor condition and blocked in many places. The main system served the centre of the city and the area to the west, discharging to a 54” diameter trunk sewer along Roras Road, which conveyed wastewater to a main pumping station at Mianapura. This was intended to lift wastewater into the Bhaid Nullah. The pumping station is no longer operational and indeed may never have operated properly. The resulting surcharging of the sewer must have contributed to its reported poor condition. There are also reports that it was poorly constructed, with backfalls in places A second pumping station lifts wastewater from the Model Town sewerage system into branch of the Bhaid Nullah. This pumping station is in poor condition and the original wet well – dry well arrangement has been abandoned and replaced by a single pump at ground level. The high suction lift is not conducive to efficient operation. A third pumping station has been provided close to the town centre to lift wastewater from the blocked sewer system. This pumping station is in poor condition and there is only one working pump, located at ground level. Much of the wastewater from the city centre is being discharged via a covered drain Two further pumping stations are provided to pump wastewater into the Bhaid Nullah during monsoon conditions. A larger pumping station, located near Anwar Khawaja Chowk, performs the same function for flows to the Aik Nullah. It appears that these pumping stations are required infrequently.

There is no separate storm system. Roadside drains along main roads are described as storm drains but actually carry both storm and foul flows. The options for separating storm and foul flows are outlined later in this report and will be studied further under consultancies proposed under Tranche 1 of the proposed ADB loan



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E.2 Vision and strategy The proposed long term vision for Sialkot is that 1. All inhabitants enjoy access to a continuous 24 hours per day water supply, delivered in

adequate quantities at good pressure. 2. All wastewater is removed from residential, commercial and industrial areas and treated

or otherwise managed in a way that prevents harm to the natural environment and removes health risks to the general populace.

3. Storm water is managed so as to avoid flooding and prevent excessive storm water flows to sewage treatment works. This will mean separating sewerage and drainage systems as far as is possible. Where complete separation is not possible, the aim should be to slow storm flows into sewers so as to ensure that peak flows are attenuated and the drain capacity is not exceeded.

Achievement of this vision requires:

extension of the water supply system to serve all citizens;

reduction of unaccounted for water to a target figure of around 25% of consumption;

hygienic in-house sanitation facilities;

effective wastewater collection and treatment; and good management systems to ensure that facilities are maintained and repaired/replaced as and when necessary

These overall objectives cannot be achieved overnight. Rather the proposed strategy is a stepwise expansion of facilities in a way that matches operational needs to management capacities. There should be a strong initial focus on water supply, with the aim of increasing the percentage of the population connected from about 35% of the urban population at present up to at least 75% by the end of the project period2. At least 80% of consumers should have a supply that is continuous (24/7) and meets WHO water quality standards. Proposed sub-projects will involve improvements to existing facilities within the present supply area and expansion into selected areas on the outskirts of the city. In all cases, there will be a strong focus on operability The initial focus for wastewater management should be on rehabilitation of existing pumping stations and sewers, thus ensuring the maximum return on sunk investments. New branch sewers are proposed in areas in which existing trunk sewers discharge by gravity under normal operating conditions. (In practice, this will mean sewers in the Fatehgarh and Pasroor Road areas, south-west and south east of the town centre respectively). While this initial phase of work is being implemented, a detailed planning and design exercise is proposed to:

Confirm initial assumptions;

Assess options; and

Develop detailed designs and documents for Tranche 2 and Tranche 3 sewerage and sewage treatment investments

An initial planning exercise has identified three main drainage areas, each served by trunk sewers that will deliver wastewater to wastewater treatment plants located on the outskirts of the city. These drainage areas will be developed in a planned manner with investment in branch and collector sewers timed to match that in trunk sewers and treatment facilities

2 Distribution coverage will be higher than this – the aim should be to achieve at least 95% area coverage - but

percentage coverage in terms of connections will be less than percentage area coverage because some

households will choose not to connect.



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The sewerage plan will be finalised in the course of a consultancy contract, funded under Tranche 2 of the proposed project. The preferred treatment approach will involve primary treatment in either anaerobic waste stabilisation ponds or upward flow anaerobic sludge blanket reactors (UASBs) followed by secondary treatment sufficient to achieve Pakistan EPA standards. If sufficient land is available at a reasonable price, treatment should be provided by facultative and maturation waste stabilisation ponds. Other options to be explored by the design consultants include high rate trickling filters, aerated lagoons followed by settling ponds, moving bed biological reactors and variations on the activated sludge principle, including sequencing batch reactors. Given the current poor reliability of power supply, the high cost of power and the likelihood of frequent load shedding, preference should be given to treatment options that minimise reliance on power. Preliminary investigations suggest that high rate filters may provide the best secondary treatment options As indicated earlier in this Executive Summary, physical improvements will only be implementable and sustainable if capacity exists to first implement them and then ensure their ongoing operation and maintenance. This will not be possible without attention to institutional strengthening needs. The overall strategy proposed for managing water supply, wastewater collection and treatment and solid waste management services in Sialkot is to be based on the creation of the Sialkot Water and Sanitation Company, a Government company set up under the Companies Ordinance. In its early years, the proposal is that this will be supported by consultants and an international operating company under a management contract. This report focuses on the ‘lower-level institutional strengthening and capacity-building needs. The aim should be to achieve staffing levels of around 3 per 1000 connections for water supply (down from the current level of about 4.5) and a similar ratio for sewerage and wastewater treatment. It will be equally important to:

Change the balance of staffing, increasing the percentage of skilled workers and reducing reliance on unskilled workers.

Provide staff training so that staff with the knowledge and skills to work with new systems and technologies is available.

Improve stores and procurement systems and procedures, so as to minimise delays in responding to needs

Decentralise financial and decision-making powers as far as is possible The possibilities for contracting out specific tasks to the private sector should be explored. Possible models include the proposed ‘term’ contract for tubewell maintenance, (as given to a local workshop in Kasur) and various forms of management and lease contract for the management of local water distribution systems. Such options can be pursued by SWSC and its management contractor at an appropriate time.

E.3 Proposed Sub-Projects and Technical Assistance Inputs Proposed projects to be implemented in Tranche 1 are described, with base costs, in following table Taken together, the base cost of Tranche 1 water supply investments is $16.54 million while that of Tranche 1 sewerage and drainage costs is $13.52 million. Preliminary costs for consultancies relating to detailed design and supervision of Tranche 1 and 2 projects are given in following Table. In addition, the possibility of including a consultancy to explore the options for pre-treatment of industrial effluents is required but it is assumed that this will be funded by manufacturers, perhaps through the Chamber of Commerce.



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Table E- 1: Description of Tranche 1 Projects With Base Costs

Item no.

Description Estimated base cost

($ millions)

Sialkot Water Supply

1 Rehabilitation of 99 existing tubewells, including provision of bulk water meter and pressure gauge, provision of new control panel including MCU unit, replacement of unsafe wiring, reinstatement/ repair of shaft lubrication arrangements, provision of chlorination equipment and repairs to the fabric of the pump-house as necessary. (This includes tubewells recently provided by PHED, some of which have yet to be commissioned but excludes 15 shallow tubewells to be replaced)

0.66

2 Replacement/deepening of 15 shallow or poorly performing tubewells 0.75

3 Distribution system changes to subdivide existing central distribution system into 3 – 4 zones, including purchase of portable flow meters, new interconnecting mains to allow transfers between zones during emergencies and new sluice valve (normally closed)

0.06

4 Water supply improvements in 3 zones, designed to improve pressures and reduce leakage, including installation of new PE water mains, removal/plugging of existing water mains and connections, provision of new PE connections (Replacing existing GI connections), installation of water meters and rehabilitation of existing elevated service reservoirs.

5.78

5 Measures to operationalize recently implemented PHED scheme in Gohadpur Road area, including provision of house connections, fitted with water meters, any necessary repairs to existing water mains, provision of bulk meters on tubewells, provision of MCU units as necessary.

1.12

6 New water supply scheme to serve three zones outside pre 2001 Municipal Boundary, including area west of Defence Road and north of railway, including areas on either side of Wazirabad Road (To be designed to incorporate existing TWs at mohallas Mumtaz Pura and Muzaffar Pura, including existing distribution mains, including tubewells, distribution mains, metered house connections and elevated reservoir of __ capacity.

6.66

7 Additional elevated reservoir capacity to bring available capacity up to 3 hours storage at average daily demand.

1.76

Sialkot Sewerage and Drainage

8 Provision of sewer cleaning machines (with jetting and suction functions) 0.35

9 Rehabilitation of Model Town wastewater pumping station, including recommissioning of disused dry well, provision of new pumps and control gear , improvements to current screening arrangements and stand-by generators

0.17

10 New collector sewer along Khawaja Safdar Road from Allama Iqbal Colony to Civil Line Jail Road (site of ‘Coca Cola’ PS.

0.72

11 Rehabilitation of main pumping station, including replacement of all eight pumps and provision of new screening arrangement and stand-by generators

0.28

12 New branch and collector sewers to connect to existing main sewers in Fateh Garh and Pasroor Road areas

12

Source: GHK Assessment

E.4 Potential Constraints and Risks The main risk to the achievement of a continuously pressurised water supply system will be the frequent power cuts currently experienced in Sialkot. Options for dealing with this risk include providing generators at tubewells, increasing elevated reservoir and pumping capacity, and improving connections between different zones to ensure that water can be transferred from areas with power to areas without power. The possibility of providing dedicated power supplies to tubewells and wastewater treatment facilities, which can be kept operational at all or at least most times, should be explored during detailed planning and design The condition of existing sewers may be worse than expected, so that they cannot be rehabilitated. If this is the case, costs in Tranche 2 will have to rise or the scope of work in Tranche 2 will have to be adjusted to include replacement of facilities that cannot be rehabilitated.



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Table E-2: Tranche 1 Consultancy Tasks With Base Costs*

Item no,

Description Estimated base

cost ($ millions)

Sialkot Water Supply

1 Assess actual performance of tubewells/train tubewell operators 0.077

2 Assess distribution system condition, assess options for reducing leakage and improving pressure and develop proposals for improvement

0.318

3 Water and wastewater quality assessment, to assess the causes and extent of groundwater pollution and pollution in the distribution system

0.10

4 Prepare detailed designs for First and Second Tranche water supply projects and outline designs for Third Tranche

0.593

Sialkot Sewerage and Drainage

5 Wastewater plan and Northern Area drainage area detailed design first stage wastewater planning and design. (Detailed designs for Tranches 1 and 2 and outline design for Tranche 3)

0.66


* However most of the consultancies would be carried out under the SWSC setup.

E.5 Summary of Outputs The following Table summarises outputs in terms of new connections, percentage of population with access to a piped water supply, percentage of population connected to a sewer and percentage of wastewater treated

Table E-3: Summary of Outputs from Proposed Investments

2010 2015 2018

Population 809,971 981,976 1,086,211

Number of domestic water connections 39,500 64,400 123,500

Population with piped water supply 278,260 ,555,807 863,807

Percentage pop with piped supply 34.5% 55%* 76%

Number of commercial connections 2,280 3,450 3,450

% of population connected to sewer 20% 30% 50%

Percentage of wastewater treated 0% 0% 30%

*During Tranche-1 95% of existing connections would be rehabilitated.

The figure for the percentage of the population currently with a sewer connection is estimated and the figures for future percentage sewerage coverage represent a scenario rather than a firm prediction. More accurate predictions of coverage will be possible once more detailed information has been obtained on existing systems and decisions have been made on the funding to be made available for sewerage under Tranche 2 and 3 investments. The scenarios given in E3 should be updated as detailed field investigations provide better information These figures are based on a four year first tranche with the second and third trances following on with completion in 2016/17 and 2018 respectively. The assumed design life of pipes, fittings and civil works is 30 years while that for mechanical equipment is 15 years. These are conservative assumptions and it is probable that the design life of system components can be extended, provided that good O&M regimes are instituted. Certainly, there is no theoretical reason why the design life of polyethylene water pipes should not be taken as 50 years


Investment Program


SECTION 1

OVERVIEW OF EXISTING SITUATION

GHK Consulting Ltd.

Sialkot Water Supply, Sewerage and Drainage Strategy and Action Plan

Section 1 Overview of Existing Situation


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1.0 OVERVIEW OF EXISTING SITUATION

1.1 General

Sialkot is located close to the Indian border some 120 km north of Lahore. It is a major industrial centre, specialising in leather products, surgical instruments, diesel engines, pharmaceuticals, steel rolling mills, textiles and sports goods. There are at least 264 tanneries, 244 leather garment producing units, 900 leather sports goods producing units, 57 rice husking mills and 14 flour mills in the city. These industries produce significant quantities of highly polluted wastewater. It also has a cantonment. The city and cantonment are governed separately, the former by Sialkot TMA and the latter by The Sialkot Cantonment Board.

1.2 Population

Census population figures for Sialkot City and Sialkot Cantonment are given in Table 1-1, together with the estimated growth rates. Table 1-1: Population Figures for Sialkot

Census population

Average growth rates (%) Projected 2010

population 1972 1981 1998 1972 -81 1981 – 98

Ex MC area 204,000 258,147 358,376 2.65 1.95 451,759

Cantonment 43.862 63,126 2.16 81,625

Peripheral areas

276,487

Combined 302,009 421,502 809,871

Source: Urban Unit, July 2010

The 276,487 figure for peripheral areas relates to the population living beyond the pre-2001 municipal limits. It has been estimated on the basis of average population density and the extent of the built-up area beyond the city limits. Directions of peripheral growth include:

To the north-west beyond the Kashmir/Wazirabad Road

To the west, beyond Defence Road, along and around Adalatpur, Shahabpur and Roras roads.

To the south-east, along Zafarwal/Bhagowal Road and Pasroor and Aimanabad roads.

The area within the pre-2001 municipal limits is mostly developed. One exception to this general rule is an area between Kashmir Road and the Bhaid Nullah, east of Defence Road and including the Mag Town development, which consists mostly of open plots.

1.3 Climate

Information on climate is required for the planning and design of wastewater treatment and drainage facilities. Sialkot experiences significant seasonal variations in temperature with the average monthly temperature varying from 11.6oC in January to 32.2oC in June, as shown in Table 1-2.




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The mean annual rainfall is 957mm, over half of which falls in the months of July and August. The average temperature over the coldest three months of the year is about 12.7oC, rather lower than Lahore. This temperature should be used when sizing waste stabilisation ponds and other temperature dependent treatment processes. Table 1-2: Monthly Climatic Information

Jan Feb Mar Apr May Jun July Aug Sep Oct Nov Dec

Temperature Mean Value

oC 11.6 13.8 18.6 25.0 30.0 32.2 29.8 29.0 27.9 23.7 17.8 12.8

Mean peak temperature

oC 18.5 21.0 25.7 32.8 38.0 39.9 34.9 33.6 33.6 31.7 26.1 20.1

Mean lowest temperature

oC 5.0 7.1 11.8 17.3 22.0 25.1 25.1 24.8 22.3 16.0 9.6 5.6

Mean monthly precipitation

Mm 41.1 43.8 53.7 30.1 28.0 65.6 288.4 259.1 94.1 14.5 9.1 30.4

1.4 Topography and Geology

Sialkot is situated in the Upper Rachna Doab, which is bounded by the Ravi and Chenab rivers. The general slope of the land within the Doab is to the south-west and the area is an active flood plain, although storm flows and hence flooding have been greatly reduced by irrigation and power generation works carried out on the Indian side of the border. The historic centre of Sialkot is located between two seasonal watercourses, the Bhaid Nullah and the Aik Nullah. It occupies land that is elevated up to about 10 metres above the surrounding areas. Apart from the central area, the city is generally flat. Overall, there is an east to west fall, from around 253 metres in the east to about 245 metres in the west, an average fall of about 1 in 1000. Geologically, the area is underlain by Pleistocene deposits to a depth of several thousand metres. The first 200 metres of these deposits consist of approximately 70% silty sand interspersed with limited clay layers. The strata are generally heterogeneous with little vertical or lateral continuity. This suggests that aquifers at different depths are interconnected.

1.5 Water Supply

1.5.1 General

The original piped water system in Sialkot dates from 1914 and serves the central part of the town. The system was originally supplied from a ground level reservoir, located on elevated ground at the ‘Qilla’ or fort, adjacent to the present TMA office. This reservoir was destroyed by Indian shelling/bombing during the 1965 war and has been disused since. A marriage hall has been built over it, apparently illegally. This has been partly demolished by the TMA and there is now a dispute over the ownership/status of the land. For this reason, TMA staff do not believe that it would be possible to rehabilitate the reservoir, at least in the short term. However, the possibility of building a new reservoir on the site to serve the central part of the town should be investigated during detailed planning and design for future water supply improvement. Such a reservoir could serve one or more supply zones in the centre of the town.




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The system has been expanded at intervals since 1914 and now serves about 65% of the population of the pre-2001 municipal area. Under the 1993 Uniform Policy, areas outside the municipal limits were assumed to be rural and so responsibility for water supply and sewerage/drainage in these areas theoretically rests with water and sanitation community organisations (WASCOs). In practice, no organisation is currently taking responsibility for services outside the present municipal boundary. PHED has recently installed five tubewells and a water distribution system in Gohadpur, north of Kashmir Road. The TMA has not taken responsibility for operating this scheme, since it serves an area that is officially rural (although clearly urbanised). So, the system is currently non-functional and there are no water connections. The Cantonment has its own water supply system which, like that in Sialkot City, is supplied from tubewells. Verbal information provided by the Cantonment is that there are about 5,500 connections. Assuming an average household size of 7, the population served will be about 38,500 or 47.5% of the Cantonment population. These figures are lower than might be expected but might be explained by the fact that many properties in the Cantonment have private tubewells.

1.5.2 Source and Production

The piped water system in Sialkot is supplied by tubewells, from which water is pumped directly into supply. The aquifer is recharged from the Chenab River, which is located some 20 km north-west of the centre of Sialkot and from the water channels and bodies within the city. The water channels were originally seasonal water courses but now carry wastewater from the city throughout the year. Local water bodies are heavily polluted. The available information suggests that the depth to the water table is typically 10 – 15 metres3 and that shallow groundwater is polluted with industrial and domestic waste. Water drawn from more than 150 metres (500ft) depth is generally considered to be safe although it is not clear whether the data to support this assumption exists. The TMA is supplied by 72 tubewells, located at intervals throughout the town. A further 25 tubewells have been installed by PHED, of which about 8 are ready to be commissioned4. However, the TMA has not yet accepted these tubewells because

they believe that the pumps and control panels are sub-standard. Most tubewells are

nominally rated at 1.5 cusecs (42.5 l/sec or 153m3/hr). TMA staff say that water is provided for 12 hours per day, with continuous supply in Model Town and perhaps some other high income areas. Overall the water supply situation within the old municipal limits is fairly good. However, frequent power cuts mean that it is likely that actual supply periods are rather less than those claimed by the TMA. Approximate location of tubewells is shown in Figure 1-1.

The Cantonment is supplied by 15 tubewells, with rated discharges ranging from 0.5 cusecs to 2 cusecs and a total rated discharge of 21.5 cusecs. The average rated discharge is thus 1.43 cusecs per tubewell. In addition, one 1 cusec tubewell is not functioning because of bore failure and two 1.5 cusec tubewells have yet to be commissioned. The Cantonment Board says that the tubewells are normally operated for 8 hours per day.5

3 This is an average and the depth is likely to vary across the city

4 The remainder are awaiting electricity connections or transformers.

5 Supply to military areas is managed by Military Engineering Services (MES)




Page 13

Figure 1-1: Approximate Location of Tubewell

Source: Adapted from Urban Unit’s base map. Survey undertaken by GHK team who visited each location marked in the map




Page 15

Tubewell depths vary from about 350 feet (106 metres) to 600 feet (183 metres). Sialkot TMA is working to replace the shallower tubewells on the basis that groundwater at depths less than about 500 feet (152 metres) is polluted with municipal and industrial wastes. In 2006, about 34 tubewells were identified for replacement. Since then 20 new tubewells have been sunk by the PHED, suggesting that around 15 remain to be deepened and or replaced.6

Box 1: Information on Water Quality A recent study revealed that groundwater in Sialkot has generally low TDS concentrations, averaging about 280mg/l with maximum levels of around 600 mg/l, which appear to be associated with industrial pollution (Ullah, Malik and Qadir 2009). These figures are well within the limits of what is acceptable for drinking water. Sulphate levels vary from a minimum of 18mg/l to a maximum of 315 mg/l, with an average of 67mg/l. These compare with the WHO’s highest desirable level figure of 250mg/l. The higher figures may well be associated with industrial pollution. High pollution levels were found close to stagnant ponds and seasonal nullahs receiving large volumes of untreated wastewater. Particularly poor groundwater conditions are found at Talwarla Mugha, which is close to a stagnant wastewater pond, and Duburgi. No details are given of the depth from which samples were taken. Some samples revealed iron and lead levels higher than WHO permissible limits and high turbidity was an issue in some cases. The authors conclude that Sialkot’s groundwater is being polluted by industrial pollutants and that there is a need to take remedial action before the situation becomes worse. Unfortunately, the study does not provide detailed information on the depth from which samples have been taken, It is possible that it refers to shallow groundwater and that the TMA/PHED view that deeper groundwater is relatively safe is correct. A groundwater study is proposed in Tranche 1 of the proposed project to obtain further information on this subject.

Some information on the quality of water drawn from TMA and Cantonment tubewells is being collected in the course of the PPTA. Preliminary groundwater testing is being carried out in the course of the PPTA.

Energy costs, mainly for pump operation, account for 75% of the operational budget for water supply. It is not possible to isolate tubewell power costs within the municipal budget but calculations suggest that current power expenditure should be of the order of Rs40 million per year, which is in broad agreement with the power bills received by the TMA.

1.5.3 Distribution

In 2006, the total length of the Sialkot City distribution system, which covered around 70% of the recognised municipal area was about 192km, with main sizes varying from 75mm up to 900mm7. The oldest part of the distribution system consists of cast iron pipes. More recent extensions use AC and PVC pipes. Discussions with PHED and TMA engineers, suggest that most mains laid before 2000 are AC while those laid in recent years are mainly PVC. Galvanised steel (GI) is used for house connections. It is also likely that some smaller diameter distribution mains are GI. Again, the exact situation will have to be checked area by area during detailed analysis and design.

There is one main network covering most of the city and four smaller independent networks on the western side. These zones cover Model Town, Industrial Estate, Kashmir Road, including China Chowk, and an area on either side of Roras Road. They are shown on Figure 1-2. The Model Town network currently has about 720 connections and is served by three tubewells. TMA staff say that it provides a continuous (24/7) supply and approximate calculations suggest that it is capable of producing up to 160 gallons per person per day over 3 times the PHED norm.

6 A detailed survey is currently being carried out to confirm this figure.

Figures taken from Fichtner report. It will need to be checked during detailed design




Page 16

Factors such as load shedding mean that actual production is likely to be less but still in excess of the PHED norm.

There is no accurate record of the Cantonment distribution system. However, the available information suggests that the system is decentralised with two isolated systems in the east and north of the Cantonment area.

1.5.4 Storage

There are 9 elevated reservoirs in the city but these are not used. The total capacity of these elevated reservoirs is about 2,600m3. (570,000 gallons). This amounts to about 0.94 hour’s storage if demand plus unaccounted for water amounts to 50 gallons per person per day as assumed by PHED. If it is assumed that distribution system improvements reduce total water demand to 40 gallons per person per day, the available capacity will equate to 1.16 hour’s storage. The situation in the Cantonment is similar with all consumers supplied by direct pumping rather than via elevated reservoirs. Many water consumers have water storage within their houses. It is possible that delivery to household tanks through open pipes with no float valves on the tanks is leading to high levels of wastage.

1.5.5 Connections and Tariff

There were 38,945 registered connections to the TMA system in 2004/5, up from 36,153 in 2001/2. The 38,945 figure compares with a total number of households of 65,918, giving a connection ratio of 59%. This ratio had remained roughly constant since 2001. TMA information is that there are currently just over 42,000 connections, of which around 39,000 are domestic. The available information shows a steady growth in connections, suggesting that demand for a water supply connection is strong. The current tariff for a standard 3/8” ferrule connection is Rs910 per year. Consumers in Model Town pay Rs1,255 per year and are supplied with water on a continuous basis, subject to breaks caused by load shedding. Higher tariffs are paid for larger ferrules and for commercial connections but the majority of consumers pay the basic Rs910 per year rate. Income in 2006/7 was about Rs35 million and operational expenditure, excluding electricity charges, was about Rs19.6 million, of which Rs 15.9 million was for salaries and Rs 3.7 million was recorded as contingencies. Separate figures contained in the Fichtner report give expenditure, excluding electricity, in 2004/5 as Rs 13.6 million, of which Rs11.6 million was for labour and Rs 2 million for administration. The records contain no reference to expenditure on maintenance. Expenditure on electricity in 2005/6 was Rs 48.7 million. This includes expenditure on street lighting and for initial planning purposes; we have assumed that water pumping costs approximate to 75% of total expenditure on electricity. Assuming 39,000 connections in 2006/7 and that the full Rs19.6 million operational expenditure is for water supply-related activities, the expenditure per connection in 2006/7 was about Rs120 per month.




Page 17

Figure 1-2: Sialkot-Existing Water Supply Zones

Source Developed by GHK by G




Page 19

Based on the income figures and the number of connections, cost recovery per connection was about Rs900 per year. This includes some income from sources other than monthly tariffs, for instance charges for new connections, but this income is likely to be small. Comparison with the official tariff for a 3/8” ferrule connection, Rs910 per year, suggests that most registered consumers were regularly paying their bills.

Taken together, the figures for income and expenditure suggest that the TMA is currently recovering about 62% of its operational costs, not good but better than the figure for many TMAs.

1.5.6 Customer Satisfaction

Fichtner surveyed customers in 2006 to obtain information on customer views on the water service provided by the TMA. The survey covered customer views on the adequacy of service in terms of pressure, water quality and continuity of supply. Interviewees were asked to say whether a particular feature of the service, for instance poor pressure, was never true, sometimes true, often true or almost always true. The results are reproduced in Table 1-3. Table 1-3: Results of Fichtner Customer Surveys

Never true Sometimes

true Often true

Almost always true

Low water pressure 31.4% 32.2% 20.1% 16.3%

Poor quality (particles/colour) 4.8% 22% 38% 35.3%

Bad smell or taste 7.3% 28.8% 34.3% 29.8%

Becoming ill from water 16.3% 40.7% 31.9% 11.1%

Often no water for hours 20.8% 56.4% 18.3% 4.5%

Sometimes no water for days 48.8% 38.5% 9.5% 3.3%

Source: Urban Water Supply and Sewerage Reform Strategy by Fitchner

These surveys are based on the subjective views of customer surveys. Nevertheless, they provide an indication of customer perceptions. They suggest that water quality is generally a greater problem than water availability. However, the relatively large percentages saying that low water pressure and lack of water for hours or days are sometimes an issue does suggest that there are occasional problems in maintaining supply.

Given the available information that the groundwater quality is acceptable, poor water quality at the taps would appear to be mainly due to contamination in the distribution system8.

1.6 Sewerage and Drainage

1.6.1 TMA Area

Sialkot is traversed by two water channels or nullahs, the Bhaid and Aik nullahs. The Bhaid Nullah drains the northern part of the municipal area and part of the Cantonment while the Aik Nullah drains the southern part of the municipal area. The Bhaid Nullah joins the Phalku Nullah, which runs north of the Cantonment, some distance outside the municipal limits. The Phalku and Aik nullahs eventually join

8 This will be checked by arranging for water samples from representative tubewells to be tested in the

course of the PPTA.




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between Sodhra and Wazirabad before discharging to the Chenab River at Khanki. Wastewater from Sambrial discharges to a nullah which is a tributary of the Aik Nullah. The relationship between the various nullahs and the towns within their catchment areas is shown on Figure 1-3.

The Aik Nullah originates in Kashmir and is estimated to have a peak carrying capacity of 833m3/sec. The maximum flow in the nullah is reported to reach 940m3/sec, greater than the peak carrying capacity so that flooding can occur for short periods during the summer monsoon9. The flow in the nullah during dry weather conditions is reported to be 19m3/sec. Flows in the Bhaid Nullah are much lower, ranging from 0.9m3/sec to 2.7m3/sec10. Figure 1-3: Diagrammatic Representation of Sialkot Drainage Basin

Sialkot

Palhu Nala

Bhaid Nala

Aik Nala

SambrialSodhra

WazirabadKhanki

Proposed treatment for

wastewater from southern

part of Sambrial (PMSIP)

Che

nab River


Fichtner report the total length of sewers and drains in Sialkot City as 180km11. Field investigations suggest that the majority of this length is made up of open or partly covered drains. The historic core of the city is served by a system of open drains which discharge to larger open drains that convey wastewater to the Aik and Bhaid Nallahs. Overall, Fichtner estimated that sewers, mainly built 30 – 40 years ago, cover about 20% of the town but, as will become clear from the detailed analysis below, the failure/non-use of the Main Pumping Station means that the trunk sewers discharging to this pumping station are continuously surcharged and so must be heavily silted. It may be that it is not possible to rehabilitate them. More detailed investigations should be carried out to assess the extent and condition of branch sewers connected to these sewers. To the north, collector drains run along Kachery Road, Commissioner Road and Allama Iqbal Road, discharging by gravity into the Bhaid Nallah. Small pumping stations are located on these three roads. The PS on Allama Iqbal Road has not operated for at least 10 years. TMA staff say that the other pumping stations may be used during the monsoon months when the level in the Nallah to the point at which gravity discharge is not possible.

9 However, TMA staff say that extreme flooding events are now extremely rare 10

All figures in this paragraph taken from the January 1996 Urban Master Planning Report 11

This figure should be checked during detailed investigations of the existing system




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It is likely that that the Kachery Road PS is used in this way but the Commissioner Road PS does not appear to be connected to the present drain and is probably non-functional. All these pumping stations are in poor condition. There do not appear to be any main sewers in this area.

Two collector sewers, a 900mm diameter sewer along Defence Road and a 525mm diameter sewer along Hajipur/Deska Road join at Anwar Khawaja Chowk and discharge to the Aik Nullah. The sewer along Hajipur/Deska Road is said to be blocked at one point. The 900mm sewer continues along Fategarh Road, initially with a diameter of 750mm. These sewers were provided under the World Bank-funded Punjab Urban Development Program (PUDP) in the early 1990s. They serve Fategarh and the surrounding area, a total area of around 150 hectares. Under normal conditions, these sewers discharge by gravity. A pumping station is provided at Anwar Khawaja Chowk to lift wastewater during the monsoon months, when the water level in the nullah rises and the sewers are surcharged. TMA staff say that it has only been necessary to operate this PS on one or two occasions since it was constructed. Secondary sewers were laid in the Fategarh area in the course of the PUDP.

To the south, the historic city centre is bounded by the Aik Nullah. The natural drainage of the areas south-east of the city centre is towards this nullah. The 1996 Master Plan reports some sewers in this area, draining towards the Aik Nullah, all by gravity. Current investigations confirm that these sewers are still in place. A local sewerage network serves Model Town, discharging to a pumping station that lifts wastewater into a nullah. The nullah runs north-west from Chowk Mubarak Pura, on the western side of the historic city centre and adjacent to the railway, to join the Bhaid Nullah north-west of Model Town. The Model Town pumping station (Figure 1-4) is operational but is in poor condition. Figure 1-4: Model Town Pumping Station

Note: high suction lift




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The original design incorporated separate wet and dry wells but the dry well pump house has been abandoned. The only pump is located at ground level and draws wastewater from the wet well with a suction head of at least 6 metres, which must result in cavitation and inefficient operation. There is a small screening chamber. At the time of the visit, in mid-afternoon, there appeared to be very little inflow into the PS. The reasons for this will be further investigated. A pumping station is provided at Chowk Mubarak Pura, south of the city centre, to lift wastewater from sewers into the open drain referred to in the previous paragraph. This pumping station is in fairly poor condition and was not operating at the time of an afternoon site visit, although the two pumps installed were in working order (Figure 1-5). Wastewater from the town centre is lifted into the nullah referred to above. The nullah also receives wastewater directly from higher level covered drains and it is not clear how much of the flow is conveyed by sewers. At the time of the visit, the incoming sewers were surcharged and this is likely to be the normal situation, in which case it can be expected that sewers are heavily silted. The 1996 Master Plan report suggests that 45% of the catchment area of this pumping station, which covers the northern part of the historic city centre between the railway and the Fort (Qilla), is sewered. The main 900mm diameter sewer runs along Mujahid Road and north of the fort. Sewers in this area are likely to be heavily silted because of the routine surcharging of the pumping station. It appears that this pumping station was installed to overcome problems created by blockages in the main 54” sewer. Figure 1-5: Wet Well of Chowk Mubarak Pura PS

Note poor condition – silt crust suggests that pumping station not regularly used

A larger pumping station is located adjacent to the Bhaid Nallah, close to Allama Iqbal Town and Mohalla Mianapura, north of Roras Chowk and east of Defence Road. This pumping station is referred to henceforth as the ‘Main’ pumping station (Figure 1-6). It originally received wastewater from an area south of the Fort. Two sewers are reported to serve the this area, a 60” x 36” (1,520mm x 910mm) egg-shaped sewer and a 30” (760mm) diameter sewer. Both run east to west south of the Fort. These sewers discharge to a 54” (1,370mm) diameter sewer which runs from Alim Chowk west along Roras Road, across the railway and eventually north through




Page 23

Mohalla Mianapura to the pumping station. This sewer is said to date from the late 1970s. The pumping station was designed as a wet well – dry well facility with two wet wells and two dry wells, preceded by a screening chamber. Wastewater was lifted into the Bhaid Nullah. By 1990, the pumping station was operating intermittently at best and the trunk sewer was reported to be surcharged to within a metre of the surface. The pumping station is no longer functional and has clearly not been operational for many years and is in poor condition. It is likely that the whole of the sewerage network discharging to the PS is heavily silted. TMA staff report blockages in old city area and near the head of the 54 diameter sewer. Indeed, a newspaper report from 1989 suggests that the sewer was constructed without adequate fall and perhaps with back falls and never functioned properly. Wastewater is currently discharged to the Bhaid Nullah through a shallow covered drain. TMA say that wastewater reaches this drain via an overflow from the defunct pumping station.

Figure 1-6: Interior of Main Pumping Station

Another drainage area is located south of the Aik Nullah, along the Pasroor Road. The 1996 Master Plan Report states that this area had several local sewerage systems, all discharging to the Aik Nullah. At some time, a pumping station was built close to Allama Iqbal Labour Colony in the centre of this area. This has now been abandoned and PHED has recently built a new trunk sewer along Pasroor Road to convey wastewater to the Pasroor Nullah. This sewer will presumably not be able to discharge to the nullah when it is in flood. Given the rarity of high flood flows in the nullah, this does not appear to be a serious concern. Both the Aik and Bhaid Nullahs are grossly polluted, with flows consisting 100% of untreated wastewater during dry periods. Downstream of Sialkot, the Bhaid Nullah appears to be completely anaerobic. The Aik Nullah appears to have a better fall and provides some aeration, which may lead to some improvement in water quality.




Page 24

It is located in a deep channel, which makes gravity discharge with self-cleansing falls possible during dry periods. As already indicated, the level in the nullah rises during the wet monsoon and pumping may be necessary at times. Farmers use untreated wastewater to irrigate their land, as illustrated by Figure 1-7.

Figure 1-7: Bhaid Nullah Water Used for Irrigation

Figure 1-8 gives details of existing pumping stations and trunk sewers.

In addition to the sewers installed to carry wastewater, there are a number of open and covered drainage channels, intended to carry storm water but in fact carrying both storm and foul flows. The routes of these drains are shown on Figure 1-9. There are no separate storm drains at the local level.

1.6.2 Cantonment Area

Most of the development in the Cantonment is low density. Domestic wastewater is discharged to septic tanks, which should be followed by soakaways but may in some cases discharge to open drains. The one exception to this general rule is the Saddar Bazaar area, which is mainly commercial and high density. This area is currently drained by open and covered drains discharging to the Bhaid Nullah. Elsewhere, the Cantonment is served by a good network of storm drains. Unlike the storm drains in the City, these do not generally receive foul flows




Page 25

Figure 1-8: Sialkot-Existing Sewerage System

Source: Adapted from Urban Unit’s base map. Developed by GHK with the help of TMA staff




Page 27

Figure 1-9: Sialkot-Drainage System





Page 29

1.7 Wastewater Strength and Treatment

To date, there is little hard information on the strength of wastewater produced in Punjab, certainly none for Sialkot12. The Urban Unit has suggested BOD5 (five day biochemical oxygen demand) and TSS (total suspended solids) figures for Punjab are 190mg/l and 210mg/l respectively. Effluents from tanneries and other industries will certainly be much stronger. The Urban Unit suggests average figures for tanneries of 1200mg/l for tss, 2500mg/l for bod5 and 4000mg/l. information from India suggests that the tss concentration of tannery wastes may be higher than 1200mg/l. To date, there is little hard information on the strength of wastewater produced in Punjab, certainly none for Sialkot13.The Urban Unit has suggested BOD5 (five day biochemical oxygen demand) and TSS (total suspended solids) figures for Punjab are 190mg/l and 210mg/l respectively. Effluents from tanneries and other industries will certainly be much stronger. The Urban Unit suggests average figures for tanneries of 1,200mg/l for TSS, 2,500mg/l for BOD5 and 4,000mg/l for COD. Information from India suggests that the TSS concentration of tannery wastes may be higher than 1,200mg/l.

At present, there is no municipal treatment and industrial manufacturers are not treating their wastes. There are plans to move tanneries to a new dedicated site close to the airport but there are as yet no funded proposals for providing treatment for effluents for tanneries relocated to this site. When the tanneries are moved and a treatment plant is established, it will be self-contained and separate from any municipal treatment plant. In the short term, any plan to provide wastewater treatment for municipal wastewater will be constrained by the presence of difficult-to-treat tannery and other industrial wastes in the wastewater stream. To deal with this problem, treatment at the level of individual industrial units or groups of units will be required. Further investigation of industrial waste strength and the nature and location of industrial enterprises will be required before detailed plans for industrial wastewater treatment can be developed. The option of providing a Common Effluent Treatment Plant (CEPT), as has been done in Kasur, should be explored.

1.8 Institutional Arrangements

Responsibility for operation and maintenance of water supply and drainage facilities within the pre-2001 Municipal Corporation boundary currently lies with the Tehsil Municipal Administration (TMA). Within the TMA, the Tehsil Officer Infrastructure and Services (TO I&S) takes overall responsible for water supply, drainage and solid waste management services. On the water supply side, he is assisted by an Assistant Technical Officer (ATO) Mechanical and a sub engineer (diploma holder). Further details of the staff assigned to work on water supply are given in Figure 1-10. The numbers given below the different positions indicate the number of sanctioned and filled posts for that position. The gap between sanctioned and filled posts for tubewell operators is bridged by employing temporary workers.

The position of storekeeper was identified in the Fichtner report but not mentioned by the TMA during our own investigations. It seems that the position is dormant.

12

Based on statement in Urban Unit Discussion Paper for Wastewater Treatment in Punjab, November

2008. 13

Based on statement in Urban Unit Discussion Paper for Wastewater Treatment in Punjab, November

2008.




Page 30

Certainly, investigations in Sialkot and other TMAs reveal little evidence of functioning stores systems. Figure 1-10: Organizational Chart for TMA Water Section

TO I&S

ATO

Mechanical

Foreman

2 (2)

Helper

1 (1)Quli

28 (23)

Chlorine mistri

1 (1)

Plumbers

17 (11)

Oilman

2 (2)

Keyman

17 (17)TW operators

108 (66)

Office clerkStorekeeper

Sub engineer

Assistant foreman

1 (1)

Source: Developed by GHK based on the information provided by TMA staff


Investment Program


SECTION 2

ANALYSIS

GHK Consulting Ltd.


Section 2 Analysis


Page 33

2.0 ANALYSIS

2.1 Water Supply

2.1.1 Water Production within the Pre-2001 Municipal Limits

Assuming 72 operational tubewells with an average production of 1.5 cusecs per tubewell, and a design population of 454,000 within the old municipal limits, each tubewell would have to be run for 9.36 hours every day to provide 50 gallons per head per day to every person in the city In practice, not everyone in the city takes water from the piped water system so per-capita supply for those connected to the system will actually be higher. If the 72 existing tubewells are operated for 8 hours per day, the number of connections is 42,000 and the average household size is 7, the average per-capita production for the connected population, based on rated production, is about 300 litres (66 gallons) per head per day. If the additional 25 tubewells installed by PHED but not yet taken over by the TMA are included, the average operational time for which tubewells have to be operated to produce 50 gallons per head per day for the whole of the existing urban population drops to 7.32 hours. All the figures given above are based on rated tubewell capacities. At present, there is no information on actual tubewell capacities since there is no bulk metering of supplies. However, even assuming that the average production of each tubewell is only 1 cusec, the existing tubewells will have adequate capacity to serve the current population14. The Fichtner report gives the total water production as 62,000 m3/day15. At the stated average production capacity of 90 cusecs, this suggests supply for about 6.75 hours each day. The discrepancy between this figure and the 12 hours per day figure given by TMA staff can probably be explained by the fact that tubewells are interconnected and not all tubewells supplying an area are operated for the full 12 hours per day16. Most urban expansion is taking place outside the existing municipal limits. So, population growth within these limits is likely to be even lower than the 1.95% average recorded between 1981 and 1988. Assuming a 1% growth rate within the municipal limits, the total populations within those limits in 2025 and 2040 are likely to be 524,500 and 609,000 respectively.To meet the demand of the 2025 population, the existing 92 tubewells (including the uncommissioned PHED tubewells) would have to be operated on average for about 8.5 hours per day, assuming that they are all refurbished so that they supply at least the rated 1.5 cusecs.

These figures suggest that providing additional water production capacity within the old municipal limits is not an immediate priority. Rather, the priorities should be to:

14

Per-capita production figures have been calculated on the basis of the fairly conservative assumption

that tubewells only operate for 8 hours per day. The TMA suggests that pump operating times average around 12 hours a day although this must be difficult to achieve during load-shedding periods. 15

A research study conducted by the Quaid-i-Azam University, Islamabad estimated municipal

wastewater production as 52 million litres per day, which is compatible with the 62,000m3/d figure. 16

It seems that the TMA maintains supply during frequent power cuts by supplying each ‘zone’ from a

number of tubewells so that it is always possible to supply from one tubewell, even when others are inoperative because of power cuts. For instance, Model Town is said to have a continuous water supply and is served by three tubewells, each operating for at least 8 hours per day.


Section 2 Analysis


Page 34

1. Replace remaining ‘shallow’ tubewells (those with depths of less than about 500 feet) In 2006, 34 tubewells required replacement/deepening. Taking account of the 20 tubewells recently provided by PHED, it is likely that around 15 tubewells still require deepening/replacement.This figure will be checked in the course of detailed survey of all existing tubewells.

2. Rehabilitate existing tubewells and control gear in order to ensure efficient operation.

3. Provide bulk meters on all tubewells and at selected locations within the distribution system so that the performance of the system can be monitored. Basic automation, which allows tubewells to be stopped, started and monitored from a central location, should be explored, possibly on a pilot basis with some tubewells close to the TMA headquarters in the first instance.

4. Provide chlorinators on all tubewells and ensure that systems are in place to ensure that chorine is reliably available, that chlorine dosing rates are maintained at the correct level and that chlorination systems are maintained17.

5. Take measures to ensure that supply can be sustained over load shedding periods. The options for doing this are:

Provide a combination of additional elevated storage and tubewell capacity sufficient to ensure that elevated reservoirs can be provided with sufficient water to allow supply over load shedding periods.

Provide additional large diameter mains to connect different parts of each supply area so that supply is always available from an area that is not experiencing load shedding.

Provide stand-by generators, sufficient to provide the power required to maintain a minimum level of supply during load shedding periods

Figures 2-1 and 2-2 show the need for pumping station rehabilitation The options suggested for maintaining supply over load shedding periods are not mutually exclusive and it is probable that the best course of action will be to deploy two or more options to ensure continuity of supply. Initial calculations suggest that to deal with a typical load shedding break of up to 1.5 hours, the elevated storage and tubewell option would require storage equivalent to about 3.375 hours supply at average daily demand and tubewell capacity of about 4 times the average daily demand. The option of interconnecting supply areas to ensure that water can be transferred into load shedding areas from those with an electricity supply will also require additional pump capacity. Both will involve significant capital costs. The stand-by generator option will involve much less capital expenditure but this advantage will be off-set by higher running costs. Initial calculations relating to these options are given in Annex 5. A requirement for further analysis based on actual conditions in selected supply zones will be included in the Terms of Reference for consultants engaged to develop detailed designs for these zones.

17

Disinfection methods other than chlorine are available but do not provide protection against contamination in

the distribution system. Chlorine may be provided in gas, liquid or solid form. Chlorine gas is hazardous and requires careful handling. For this reason, we believe that it is not suitable for use at tubewells located in populated areas. The preferred chlorination options will therefore be hypochlorite, provided in solid or liquid form.


Section 2 Analysis


Page 35

Figure 2-1: Typical Tubewell Pump

Note poor state of wiring, lack of provision for lubricating shaft

Figure 2-2: Existing Control Panel

Note: Voltmeter appears to be working, wiring poor and no motor control unit (MCU)


Section 2 Analysis


Page 36

2.1.2 Storage and distribution within the old municipality limit

The reported length of water main in Sialkot City is 192 km. Based on the then number of registered connections, this represents an average of about 5 metres of distribution main per registered connection. If correct, this figure is low and suggests that there is scope for investment in tertiary mains to extend services and to replace long house connections. The Fichtner survey of water consumption in the city suggested that average per-capita water consumption in 2006 was 121 litres per person per day. Taken together, production and consumption figures suggest that around 50% of water produced is lost through leakage, wastage or theft before it reaches registered consumers. Reducing the high level of unaccounted for water should be a priority. Actions to achieve this should include:

Replacement of old and leaky distribution mains and house connections. Smaller diameter mains should be replaced by polyethylene pipe. Options for house connections include polyethylene and PPRC (polypropylene random copolymer) pipes. Both are manufactured in Pakistan and imported fittings are also available.

Identification and regularisation of illegal connections

Measures to reduce wastage of water by individual consumers, with particular attention to any wastage from overflowing household storage tanks. Household metering will help to achieve this.

Replacement of existing water mains and connections should be phased and carried out in a coordinated manner. In the long-term, the aim should be to replace all galvanised steel (GI) connections. Distribution mains should be replaced if investigations suggest that there are high leakage levels in an area. The Terms of Reference for the International Operator engaged to assist SWSC should include a requirement that SWSC staff are trained in making good leak-free connections. To facilitate monitoring of the system and to ensure equitable service provision, the water supply system should be zoned. Figure 4-2 shows the approximate limits of possible zones within the current city limits together with possible new zones beyond the current city limits. The existing separate zones on the western side of the city have been retained with some minor modifications and the remaining distribution system has been divided into zones based on existing mains and barriers such as railways and nullahs.

2.1.3 Water Supply Outside the Old Municipal Limit

Most of Sialkot’s growth is occurring in the areas outside the old municipal limit and the lack of water supply systems in these areas means that few households have access to piped water supply. Most are likely to obtain water from shallow tubewells. The TMA’s figures all refer to the area within the pre-2001 municipal boundaries. As indicated earlier in this report, considerable development has occurred outside these boundaries in recent years. The high demand for connections from areas within the current reticulation system suggests that there will also be high demand for connections in these areas. This assumption will have to be tested, particularly at the higher tariffs required to cover the cost of water supply. It is proposed to test this assumption, initially in the Gohadpur and Roras Road areas, north and west of the


Section 2 Analysis


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city centre respectively18. Once demand has been proved in these areas, it should be possible to rapidly expand services into other newly developed areas outside the central TMA area.

2.1.4 Water Supply in the Cantonment

The Cantonment is currently supplied by 15 tubewells with a combined rated discharge of 21.5 cusecs. Two further tubewells, with a combined discharge capacity of 3 cusecs, are available but have not yet been commissioned. Cantonment Board information is that tubewells are currently operated for an average of 8 hours per day. Based on these figures, the Cantonment system is currently producing 47.7 gallons per capita per day for every potential customer and will produce 54.3 gallons per capita per day once the two new tubewells have been commissioned. Conversely, they suggest that per-capita production for the approximately 36,000 people who are connected is over 100 gallons per day. It is possible that actual tubewell discharges are less than rated tubewell discharges and this would of course mean a reduction in per-capita production. However, there appears to be scope for increasing supply by operating tubewells for a longer period each day. Overall, analysis shows that the current supply capacity for the Cantonment is adequate in overall terms. In the absence of elevated reservoirs, the system’s ability to deal with instantaneous demands depends on the provision for household level storage. Since most houses in the Cantonment are likely to have in-house water storage facilities this problem is unlikely to arise.

2.1.5 Arrangements for Storage and Distribution

In the short-term, it will be necessary to operate storage and distribution systems to operate on a ‘fill and draw’ basis, with water delivered to elevated reservoirs during periods of low demand and drawn from them to meet peak demands. While this system is relatively cheap, it does have the disadvantage that water has to be chlorinated at each tubewell. In the longer term, the option of routing all water from tubewells to elevated reservoirs and then into supply should be explored. The advantage of this system is that chlorination can be provided at the elevated reservoir rather than at each tubewell. It would involve additional cost and will only be possible when additional elevated reservoir capacity has been provided. The detailed design consultants should explore the option in the context of the supply areas identified for inclusion in Tranche 1 of the proposed project. They should also explore the options for providing simple telemetry to ensure that tubewell operating times are managed in a way that ensures that water supply and demand are matched.

2.2 Sewerage and Drainage

Analysis of the sewerage and drainage should relate to:

Existing sewerage and systems – their extent and the number and nature of connections;

Flows in collector sewers and drains and pumping station capacities;

Options for separating foul and storm flows;

Treatment/disposal of solids removed from drains and septic tanks

18

PHED has already installed tubewells and distribution mains in Gohadpur but connections have yet to be made


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Each is considered in turn below:

2.2.1 Existing Sewer and Drain Systems The Fichtner report states that the total length of sewers and drains is about 180km. similar to that of water supply mains. This suggests that most streets are served by a sewer or drain but no information is available on the breakdown between sewers and drains. A detailed survey will be required in Tranche 1 to determine precise drainage areas, measure the total length of existing sewers and assess the condition of sewers. In areas with trunk sewers, many drains are connected to sewers and silt carried from drains into sewers is likely to contribute to the silting and blockage of sewers. This problem is likely to be particularly acute for the main sewerage system, which is permanently surcharged because of the non-operation of the main wastewater pumping station. Initial surveys have revealed high levels of silting in this sewer. Again, detailed surveys will be needed in Tranche 1 of the proposed project to obtain more detailed information on the existing situation. In particular, a detailed survey of the condition of the 54” trunk sewer and associated network serving the centre of Sialkot and areas immediately to the west is required. Are reports that there are backfalls in existing sewers true and can the sewers be desilted and rehabilitated? Initial investigation suggests that there may also be issues in that houses have been built over the trunk sewer. Currently none of the wastewater produced is treated. Similarly, there is no provision for treatment and safe disposal of sludge removed from drains, sewers, septic tanks and pumping station wet wells.

2.2.2 Sewer Flows and Pumping Station Capacities

1.There is currently no information on sewer flows. Observation suggests that the 900mm sewer that discharged to the Aik Nullah at Anwar Khawaja Chowk has some spare capacity. In this and other cases, detailed assessment of drainage areas and sewage flows will be required as the first stage in detailed design. Wastewater pumping station capacities are limited by the fact that those that are operational only have one pump. Detailed surveys of the pumping installations at Model Town and Mianpura (Main Pumping Station) are being carried out under the ongoing PPTA.

2.2.3 Options for Separating Foul and Storm Water Streams

At present, all drainage systems in Sialkot City are combined. Sewers receive both foul and storm flows from drains, which invariably convey foul flows, even when theoretically designed to carry storm water. Initial analysis suggests the following broad characterization of drainage situations:

1. Area with good falls, paved streets and existing formal drainage facilities,

typically including both open and covered drains. This situation occurs mainly in the historic centre of the city. Most of the drains in these areas run fairly freely and are not likely to experience anything more than occasional blockages, which should be fairly easy to clear.

2. Area with poor falls, paved streets and existing mainly open drains This situation is widespread throughout the city. The condition of the drains varies


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considerably but many are in poor condition with extensive silting and frequent blockages. Maintenance requirements for such systems are high and labour intensive

3. Peripheral areas with incomplete, mainly open, drainage systems. Drainage conditions in such areas are poor. Problems are exacerbated by the fact that there may be no collector drains. At worst, wastewater is discharged to local ponds. In some cases, wastewater is being used locally to irrigate crops.

4. Sewered higher-income areas - for instance Model Town 5. Areas served by septic tanks and soakaways with separate provision for

storm water This situation is found in most parts of the Cantonment, apart from the Saddar Bazaar area.

Note: A possible strategy for separating foul and storm water, using the categorisation given above is set out in section 4 of this report.


Investment Program

Government of Punjab The Urban unit

SECTION 3

VISION AND STRATEGY

GHK Consulting Ltd.


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3.0 VISION AND STRATEGY

3.1 Vision

The proposed long term vision for Sialkot is that: 1. All inhabitants enjoy access to a continuous 24 hours per day water supply,

delivered in adequate quantities at good pressure. 2. All wastewater and faecally contaminated sludge is removed from residential,

commercial and industrial areas and treated or otherwise managed in a way that prevents harm to the natural environment and removes health risks to the general populace.

3. Stormwater is managed so as to avoid flooding and prevent excessive stormwater flows to sewage treatment works. This will mean that sewerage and drainage systems should be separated as far as is possible. Where complete separation is not possible, the aim should be to slow storm flows into sewers so as to reduce their capacity is not exceeded and peak flows are attenuated.

3.2 Objectives

This vision requires that the following objectives are met: 1. A city-wide water supply system is in place, providing and distributing water in

sufficient quantity to ensure that every citizen receives an adequate service in terms of quantity, pressure and quality. (See Section Annex 4 for further information on proposed service standards for water supply, drainage and sewerage).

2. Unaccounted-for water (UAW), including both leakage and non-revenue water use, has been reduced to an acceptable percentage of total water production. (An acceptable standard in this respect might be 15% of production).

3. All houses have hygienic sanitation facilities and discharge any wastewater to functioning sewers, which convey it to points at which it can be treated to an acceptable standard and reused or discharged to a suitable watercourse.

4. Systems are in place to, as far as is financially and economically feasible, separate foul and storm water at source, convey wastewater to treatment facilities and storm water directly or indirectly to the Phalku, Bhaid and Aik Nullahs.

5. Wastewater treatment facilities with capacity to treat all wastewater are in place, used and maintained.

6. Facilities are in place to treat faecally contaminated sludge to a standard at which it can safely be returned to the environment.

7. Management systems are in place to ensure that facilities are maintained and replaced when they have reached the end of their working life.

These objectives cannot be achieved overnight. Rather, there is a need to develop a strategy for moving towards them. The Urban Unit Vision is that Sialkot and other cities in Pakistan should become ‘World Class’ cities in the next 10 years. For this to be achieved, the objectives listed above will have to be achieved by 2020. However, bearing in mind the Urban Unit philosophy that direction is more important than speed of movement towards objectives, this target date should be reviewed at intervals and adjusted in the light of implementation experience. The next question concerns the geographical focus for early action. As a general rule, the aim should be to ensure that existing water supply services are operating


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well before seeking to extend the water reticulation scheme into new areas. However, initial analysis shows that existing water supply services in Sialkot are already reasonably good, certainly better than those in many Pakistani towns. For this reason, the strategy should include an early emphasis on extending the water reticulation system into peri-urban areas, particularly the built-up areas that lie outside the old municipal limits. The speed at which the system should be extended will depend on demand for connections but this report assumes an ambitious aim of achieving 75% connection coverage for the whole city by 2018. Existing drainage systems discharge wastewater to the two nullahs running through Sialkot. Both of these are grossly polluted: indeed they act as open foul water drains during dry periods. They eventually discharge wastewater to the Chenab River, combining with polluting flows from other towns to make the Chenab the second most polluted river in Punjab after the Ravi. The Chenab receives polluting loads from many industries and cities and the Pakistan Council of Research in Water Resources (PCRWR) Water Quality Report 2003-2004 stated that the dissolved oxygen (DO) levels in the Chenab were totally depleted in some stretches.

The strategy for wastewater should prioritise actions that improve the functioning of drainage systems within the city but should also take account of the longer term need to carry wastewater outside the city and treat it to a level that will reduce environmental and health impacts to an acceptable level. Suggested specific objectives are as follows: 1. By 2014, all drains and sewers within the pre-2001 municipal limits are running

freely and sewers do not suffer from surcharging by 2015. This implies that construction/ rehabilitation of pumping stations will be an initial priority.

2. Tertiary drains replaced by sewers over at least 75% of the catchment areas of existing trunk sewers by 2018

3. New sewerage systems in place in at least 30% of the area outside the 2001 municipal limits by 2018.

4. Treatment works sites identified and land purchased by 2015 and at least 20% of wastewater treated by 2018.

5. All wastewater treatment facilities completed by 2030. The actual rate of progress towards achieving these objectives will depend on the availability of resources and the state of existing facilities. The proposed timing should be reviewed at intervals and adjusted as necessary in the light of experience.


Investment Program


SECTION 4

OPTIONS

GHK consulting Ltd.


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4.0 OPTIONS

4.1 Water Supply Options

The water supply system in Sialkot is already fairly good, as compared with systems in similar towns in Pakistan and India. The options for water supply therefore relate to how to bring about improvements to services within the pre-2001 municipal limits while expanding services into urbanising areas lying beyond those limits. Specific choices relate to:

Focus on existing service area vs expansion into new service areas

Discontinuous vs continuous water supply

Whether and how to introduce metering

The rate of expansion and improvement of the system

4.1.1 Existing Service Area Vs Expansion Into New Service Areas

As a general rule, the initial focus for poorly performing water supply systems should be on ensure good services to existing water users and increasing the number of connections within existing service areas. However, the area within Sialkot’s pre-2001 municipal limits already has a reasonably good service, with around 65% of residents having access to water. Conversely, few of those living in the rapidly urbanising areas outside the old municipal limits have access to piped water at present. So, the strategy should involve both efforts to improve the existing system and expansion into currently unserved areas beyond the municipal limits.

4.1.2 Discontinuous Vs Continuous Water Supply

There are clear health advantages in providing a continuously pressured water supply. A continuous or near continuous supply is also more equitable in that it ensures that poorer households, without household storage tanks, have reasonable access to water. Conversely, where distribution pipes leak, increasing the period of supply will tend to increase the level of leakage (although pressure is arguably more important than period of supply in determining the level of leakage).

The aim in Sialkot should be to provide a continuous in as many areas as possible, as soon as possible. As already indicated and bearing in mind the initial assessment in Annex 4, it will be difficult to ensure 24/7 supply while power cuts continue at the present rate with one hour of power being followed by one hour without power. Given the high cost of increasing storage volume and pumping capacity to cater for his situation, the aim should be to ensure that 24/7 water supply can be maintained other than when there are frequent power cuts. This assumes that the present poor electricity supply situation will be improved in the future.

4.1.3 Where, When and How to Introduce Metering At present, there is no metering anywhere in the Sialkot water supply system. An early objective should be to provide bulk meters so as to obtain a clear idea of how much water is being produced and where it is being used. Provision of bulk meters and pressure gauges at every tubewell should therefore be an immediate priority. Some bulk meters may also be required at strategic points within the distribution system.


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Once bulk meters are in place and it is possible to measure production and assess water distribution patterns, household metering should be considered. When introducing household metering, attention should be paid to the fairly high cost (good quality meters can cost Rs4,500 or more each and metering should only be considered along with replacement of house connections, which can also be expensive) and the possibility that some water users will oppose the introduction of household metering. The main benefit of household metering is that it reduces wasteful use or misuse of water, discouraging people from using expensively produced water to wash cars and water gardens and ensuring that household storage tanks are not allowed to routinely overflow so that water goes straight to waste. In a town such as Sialkot, in which the supply is already fairly good, the main question to be asked regarding metering is whether cost savings resulting from reduced water consumption following metering will justify the high cost of metering. In cities with higher water supply costs and/or a limited source (for instance Sarghoda), the benefits of metering are likely to be higher. In the first place, the aim should be to introduce household metering in selected supply zones (Distribution Network Improvement or DNI zones).19

Metering should only be considered in conjunction with plans to provide a continuous supply. The greatest benefits from metering will arguably be in higher income and commercial areas where water use is relatively high although it may be that there will be less resistance to metering in middle income areas, where water use is lower and so the increase in bills following metering will not be so great. It is proposed that metering is introduced in three existing zones, 6, 11 and 22 in in the first instance. New water supply systems should be metered from the outset. Consideration needs to be given on the type of meter to be used. Further information on this, based on experience in Balkasar, Chakwal District, is given in Box 3

Box 3 Experience With Household Metering in Balkasar The first meters bought for the Balkasar scheme were Kent meters. However, the cost of these meters proved to be very high, typically of the order of Rs4,500 at today’s prices. The Balkasar scheme and other locally managed systems in Chakwal District now use cheaper Chinese manufactured meters. The cost of these is much less, typically around Rs800. However, they can suffer from staining of the glass plate over the reading dial if the cap that protects the glass from rain and sun is removed or breaks. An investigation of the Balkasar system in early 2008 found that 202 from a total of 1422 of this type of meter had had to be replaced because of permanent staining of the glass. Cheaper Italian and German made dry meters are also available. In these, the flow is measured by an impellor rotating in the flowing water. This movement is transmitted to a magnetic rotor in a separate dry compartment, which moves in response to the movement of the impeller. The problem with this form of meter is that the top part of the meter can be removed relatively easily and replaced later so that it is possible for customers to falsify their meter readings. Over and above these issues, the experience in Balkasar is that meters can give false readings if air gets into the connection, which is quite likely if there are breaks in supply. In Balkasar, this problem was solved by installing an air-valve upstream of the meter to bleed away any air that might be trapped in the connection. This arrangement should be considered where power cuts mean that continuous supply cannot be guaranteed.

4.1.4 Rate of Expansion and Improvement

Expansion of services into new areas should be fairly straightforward, provided that adequate efforts have been made prior to the expansion to inform households of the new water supply system and ensure that there is sufficient demand for connections.

The situation in existing supply areas is more complex. The simplest approach to these areas is that commonly adopted by the PHED, to say that almost all mains are in poor condition and should therefore be replaced. Unfortunately, in addition to being

19

This is the approach recommended in Chapter 5 of the ADB/IWA publication Asian Water Supplies: Reaching

the Urban Poor, authored by Arthur C McIntosh.


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relatively simple, this approach is also likely to be expensive, particularly in the densely populated centre of Sialkot, where rights of way are limited, most roads are paved and so will have to be cut and reinstated to allow pipe laying, and the need to avoid disruption of commercial activity may necessitate working at night. This suggests a need for an integrated approach to replacing/upgrading water mains and connections. Decisions on priorities should be determined on the basis of information on the age of mains, water pressures measured in the field and estimates of per-capita water production, using information obtained from bulk meters and that on the number of consumers, based on the number of registered connections in the zone. The process to be followed is outlined in Section A2.2 of Annex 2. It is proposed that this approach is tested / demonstrated in three zones in the first instance and decisions as to where and at what rate to expand the approach should be decided on the basis of experience in those zones.

4.1.4.1 Selection of Pipe for DNI Zone

Figure 4-1: Comparison of Pipe Costs (from manufacturer)


These are prices from 2010.They show that polyethylene is as cheap as PVC I for smaller pipe sizes. GI is more expensive than other options and has a shorter working life so should not be considered. PE is comparable with Class C PVC in price but Class B PVC is cheaper and will be appropriate for use in larger diameter pipes where the working pressure does not exceed 60 metres pressure or 6 bars. Asbestos Cement (AC) will not be considered as it does not meet ADB health and environmental requirements.

4.1.5 Potential for new technologies and approaches

This sub-section of the report examines options for introducing new technologies to either improve service or reduce costs. It covers:

Non-conventional/renewable energy options for powering tubewell pumps

The potential for rainwater harvesting

The possible role of groundwater recharge

0

200

400

600

800

1000

1200

0 2 4 6 8

Pri

ce/f

oo

t R

up

ees

Pipe diameter - inches

Dia AC (B class)

Material AC (C class)

Material GI (med quality)

Material PVC (B class)

Material PVC (C class)

Material PE DN-8


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Non-conventional power/renewable energy options for pumps Frequent load shedding presents a major problem for water supply services in Sialkot, making it very difficult to ensure continuity of supply. In view of this, other options for powering pumps have been examined. Wind power has been discounted because it has been shown to be ineffective in built up areas and is unlikely to be an option in Sialkot, which is on a plain and does not regularly experience high wind velocities. The other option, solar power, has been examined in more detail.

Solar- powered water pumps have been developed by a number of manufacturers, including KSB, Grundfos and Mono. Mono’s Sun-Sub pump range of submersible pumps includes a pump with a maximum output of 2,400 watts (2.4KW). At the head of around 60 metres required for Sialkot, Mono’s flow vs head curve suggests that this pump could produce around 58 cubic metres per day (approximately 12,750 gallons per day or 0.05 cusecs assuming 12 hours production per day). This is only 1/30th of the production of the existing 1.5 cusec pump sets. The Mono Sun-Sub pump uses a helical rotor to lift water and the cost of the 2.4KW pump ex-works is around $30,000.

The largest Grundfos SQFlex solar pump has a maximum output of about 3,500 gallons per day for the 60 metres head required for Sialkot. So, its capacity is only just over one quarter of that of the Mono Sun-Sub pump. The capacity of the KSB solar powered pump lies between those of the other two.

Clearly, the solar pumps currently on the market do not have sufficient capacity to deliver the amount of water required to serve a town like Sialkot.

Rainwater harvesting Rainwater harvesting has been suggested as an option for reducing dependence on groundwater. It is unlikely to play a significant role in meeting water demands in the near future for the following reasons:

Sialkot experiences fairly long dry periods and so rainwater harvesting will only be an option if households invest a significant amount in providing storage sufficient to store rainwater over the longest dry period. Apart from cost, there is also the issue of where the large amount of storage required might be located.

Roofs in Punjab are normally flat and used as part of the household space. Flat roofs frequented by family members do not provide a suitable surface on which to harvest rainwater for potable use.

Most people have already invested in water connections and/or private tubewells and there is therefore unlikely to be much demand for rainwater harvesting.

It is not clear how a publicly funded project could finance rainwater harvesting, which mainly operates at the level of the individual household.

For all these reasons, it does not seem that rainwater harvesting for direct household use should be considered as part of the project. In recent years, the Indian Government has shown considerable interest in the possibility of using rainwater harvesting to recharge groundwater and we now turn to the subject of groundwater recharge.

Groundwater recharge There is no doubt that groundwater levels in cities such as Sialkot are dropping and this raises the questions as to (a) whether natural groundwater recharge is decreasing and (b) whether some means is available to increase groundwater recharge rates.


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The answer to this first question is probably yes. Sialkot lies between the Ravi and the Chenab rivers and flows in the first, in particular, are now virtually non-existent. So, recharge from rivers is likely to have reduced. Recharge from minor irrigation canals has also reduced as these canals have been lined. Recharge from major distributor canals, which normally remain unlined, is likely to be unchanged. A full hydrogeological study would be required to ascertain the present situation with regard to natural recharge. Some recharge is presumably already occurring from open drains and nullahs rainwater lying in depressions around Sialkot. One option for increasing the rate of recharge will be to create storm water holding areas, which will serve the dual purpose of attenuating peak storm flows and allowing recharge. The options for taking this approach would appear to be best in the Cantonment, where there are many open spaces. It does not appear to be viable for the rest of Sialkot at present because of the lack of open space. However, it should be considered as an integral part of the design of any parks provided as part of the overall planning approach. The approach adopted in India of attempting to encourage recharge by directing run-off from individual buildings to soakaways is unlikely to have a significant effect on recharge and has been discounted as its costs will be very large in relation to any benefits. Regardless of the above, it is desirable that any efforts to recharge the aquifer should take place upstream of Sialkot. The indications are that this would mean a focus on the area to the east, towards the Indian boarder. For the moment, further investigations are probably not a priority but could be considered later if hard evidence emerges that aquifer levels are dropping.

4.2 Sewerage, Drainage and Wastewater Treatment Options

Questions to be answered in relation to sewerage drainage and wastewater treatment are listed below and then considered in turn.

What should be done with existing sewers?

Which existing pumping stations should be retained and rehabilitated?

Should all drains be replaced with sewers and if so at what rate and on what conditions?

How should storm and foul water be separated?

How many treatment facilities should be provided and where should they be provided?

What wastewater treatment method should be used?

4.2.1 What Should Be Done With Existing Sewers

Many existing sewers are surcharged because the pumping stations to which they discharge are non-functional or are operated with the level in the wet well above the level of the incoming sewer. There are two options for such sewers, (a) to abandon them and build new sewers and (b) to try to clean them. The second option is likely to be cheaper and less disruptive than the first. TMA staff know the locations of the worst blockages but further investigation is required to assess the extent and nature of silting resulting from blockages and the failure to operate pumping stations.

In view of the uncertainties, the best option will be to pilot sewer cleaning methods in selected locations before attempting to introduce them more widely. The Model Town


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system provides a good location for piloting since (a) it is still functional and (b) it offers a range of sewer sizes from 225mm diameter up to 450mm diameter. The sewer cleaning exercise should only be started after the pumping station serving Model Town has either been rehabilitated or replaced by a trunk sewer. Sewer cleaning on a larger scale can be attempted for the main 54” sewer and the sewers that discharge to it, which are known to be blocked in several places. Further decisions on the strategy for sewer cleaning can be made when the results of the preliminary surveys that are presently being implemented are available

Strategy for handling of de-silted materials from the sewers and waste disposal

stations.

Silt and sludge removed from sewers will contain pathogens and is potentially harmful to health. At present, no facilities exist for dealing with this silt and sludge. In the short term, material removed from sewers should be transported to the solid waste dump site and disposed of in trenches, up to 2 metres deep and 2 metres wide. The silt should be allowed to dry and then covered with a thin layer of soil and left for a period of at least a year. During this time, digestion will occur, causing pathogen levels to reduce to the point at which the material becomes safe. It may then be dug out or left in place, as appropriate, Once wastewater treatment facilities are available, silt from sewers will be disposed of at these facilities. The preferred option will be to provide small sedimentation/dewatering ponds, with excess water collected and conveyed to the main treatment facilities for co-treatment with municipal wastewater. The dewatered sludge can then be treated along with sludge from the wastewater treatment works itself’,

4.2.2 Rehabilitation of Pumping Stations

The situation with regard to existing pumping stations is as follows:

Operational but in poor condition

Potentially operational during flood periods

Not operational

Chowk Mubarak Pura

Model Town

Anwar Khawaja Chowk

Kachery Road

Commissioner Road

Mianpura (Main PS)

Allama Iqbal Road


For preliminary planning purposes, it is assumed that Mianpura, Model Town and Anwar Khawaja Chowk pumping stations will be retained for the medium term. Mianpura PS will need complete rehabilitation and funds will also be required to rehabilitate Anwar Khawaja Chowk PS.

The Chowk Mubarak Pura PS will eventually be abandoned and a new deep sewer will be laid to connect flows to a new treatment works site outside the built-up area. It is only required when flows in the Aik Nullah are very high and TMA staff indicate that it has only operated on one or two occasions since it was built. Mianpura (Main) PS receives flows from the largest sewerage network in Sialkot. The physical structure of the PS appears to be sound and rehabilitation of the station, along with desilting or replacing the sewers that discharge to it, should be a fairly high priority. The suggested sequence is: 1. Prepare detailed design and contract documents for pumping station


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2. Investigate condition of existing sewer and develop outline proposals for desilting/repair or replacement. (The former will be preferable since the cost and disruption of replacing the existing trunk sewers will be considerable

3. Implement pumping station improvement 4. Produce documents for sewer cleaning and rehabilitation work. (Assuming that

replacement can be avoided, these should cover desilting, repair to the sewer structure and, if appropriate, lining of sewers using slipforming or other appropriate techniques).

5. Implement sewer cleaning and rehabilitation work

There will be a need for a specialist consultancy to prepare the documents for sewer cleaning and rehabilitation. (There is no information on the cost of this work in Pakistan at present. A cost of about $25 per metre is reported in India for cleaning a 300mm diameter sewer using a ‘super sucker’ vacuum suction machine).

4.2.3 Replacement of Drains with Sewers

The medium to long-term aim should be to replace drains with sewers. However, sewers should not be provided until it is certain that systems are in place to maintain them. One option to be considered for low-income areas in which falls are limited will be to provide ‘solids-free’ sewers preceded by ‘interceptor’ tanks. This approach has been used successfully by NGO groups in Lodhran and Faisalabad among others.

4.2.4 Separation of Foul and Storm Water

The key elements of the proposed strategy for separating foul and storm water are listed and briefly described below, starting with the degree of separation to be achieved and moving on to consider specific strategies for the different situations identified in Section 2.

Area with good falls, paved streets and existing open and covered drains, typified by the historic city centre. The aim here should be to provide relatively shallow foul sewers in branch lanes, with storm water allowed to run on the surface for as long as possible before being directed into covered storm drains/sewers through trapped gullies. As far as is possible, storm run-off from roofs and house yards should be dealt with by the storm system so that entry of storm water to foul drains can be minimised. Work in these areas should be scheduled to take place at the same time as any necessary work on replacing water mains and connections so as to minimise reinstatement costs and disruption to residents.

Area with poor falls, paved streets and existing mainly open drains As already indicated, this situation is widespread throughout the city. As with areas with good falls, integrated paving and drainage designs should be used to maximise surface run-off of storm water. This will normally require remodelling of paving. The aim should be to use existing open drains as storm drains wherever possible, with new sewers provided for storm flows. It will be very difficult and costly to eliminate all storm water from sewers and so designs should aim to attenuate storm flows to the greatest extent possible.

Peripheral areas with incomplete, mainly open, drainage systems. The approach taken in such areas will be similar to that described for the previous type of area but will require more attention to the design and implementation of collector drains. Arrangements for the disposal of storm water will have to be considered. Discharge to open fields should be avoided since experience shows that farmers will normally


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block drains to prevent water entering their land during monsoon conditions. This suggests a need for new main drains to carry storm water from these areas. Sewered higher-income areas These may require some initiatives to separate storm and foul flows on plot and this in turn will require the introduction of additional storm drainage facilities. Wherever possible, the aim should be to attenuate storm flows in open areas, for instance the park areas in Model Town. (This approach is used in some places in Lahore, for instance Mall Road).

Areas served by septic tanks and soakaways with separate provision for storm water, as found in the Cantonment other than in the Saddar Bazaar area. In these areas, storm and foul flows are already separated and it should be relatively easy to maintain this separation as sewers are introduced.

4.2.5 Number, Location and Type of Wastewater Treatment Facilities

The Strategy allows for the provision of three wastewater treatment facilities at or near the locations shown on Figure 4-2. This choice of locations assumes that sewerage drainage networks will be designed to roughly coincide with existing drainage areas. The central WWTP will serve lower lying areas to the west of Defence Road, which will not gravitate to existing sewers. The proposed WWTP sites are located in the directions in which significant urban growth is occurring. Unfortunately, these are also the directions of natural fall. Re-sitting of proposed WWTPs to other locations would involve significantly increased pumping since wastewater would have to be pumped against gravity through long rising mains.

Providing three WWTPs will further reduce the need for pumping, an important consideration given the likelihood of power cuts and the consequent need to use expensive diesel to power all pumps when there is no mains electricity. This decentralised approach has the added advantage that treated effluent will be available at several points around the city, thus facilitating the use of this effluent to irrigate crops, a continuation of current practice but with treated effluent rather than the untreated effluent that is used at present. Options for wastewater treatment include:

Anaerobic systems, including anaerobic waste stabilisation ponds and Upflow Anaerobic Sludge Blanket (UASB) reactors

‘Extensive’ systems, including facultative/maturation ponds and constructed wetlands;

‘Simple’ aerobic systems, including facultative aerated lagoons and trickling filters

Conventional ‘aerated’ systems, including activated sludge and its variations (including sequencing batch reactors – SBRs) and moving bed biological reactors (MBBRs).

Treatment options are listed in Table 4-1, together with approximate land requirements and power costs. Power requirements for anaerobic ponds, UASBs, WSPs and constructed wetlands are solely for lifting wastewater from deep sewers prior to treatment. The cost for trickling filters also allows for some recirculation. Requirements for other treatment technologies include power used in treatment.


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Figure 4-2: Sialkot-Proposed Water Supply Zones

Source: Adapted from Urban Unit’s base map,. developed by GHK


Section 4 Options


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Table 4-1: Comparison of Treatment Option Land and Power Requirements

Technology

Approx land requirement per 100,000

people (ha)

Approx power requirement per 100,000

people (kw)

Anaerobic pond 1.5 10

UASB 1 10

Waste stabilisation pond system 25 10

Constructed wetland 20 10

Complete trickling filter system 4 15

Anaerobic WSP followed by trickling filter 3 15

Facultative aerated lagoons 4 65

Activated sludge 2.5 80

SBR 1.5 80


Anaerobic WSPs and UASBs will provide primary treatment only and will normally have to be followed by some form of secondary treatment if current Pakistan EPA discharge standards are to be met. The Institute of Environmental Engineering and Research at the University of Engineering and Technology, Lahore, has carried out useful work on the performance of different treatment technologies under Pakistan conditions and its findings should be used to inform planning and detailed design decisions. The results of a recent study of aerated lagoons suggest that Pakistan’s fairly lax BOD standards can be achieved with about 2 days retention, rather than the 4 days normally recommended. The study concluded that the cost of aerated lagoons will normally be between 1. 5 and 3 times the cost of waste stabilisation ponds for retention times varying from 2 days to 4 days. Table 4-2 provides further information, based on Indian conditions and assuming a land cost of $50 per square metre.

A second study of treatment options for India concluded that a WSP system would be cheaper than the UASB plant for land prices less than about $US13 per square metre for a discount rate of 5% and $US8 per square metre for a discount rate of 10%. For both discount rates, the WSP option will be cheapest for the land costs that are likely to be found around Sialkot. The cost of an aerated system was appreciably higher than that of the other two options for land costs up to about $US20 and $US40 for discount rates of 5% and 10% respectively.

Table 4-2: Comparative Costs For Treatment Options – Based On Indian Study

Treatment technology Costs per mld (US$)

Capital Cost Net Present worth

Waste stabilisation ponds 33,000 48,000

Trickling filter 75,000 2,25,000

UASB + secondary treatment 86,000 1,50,000

Activated sludge 86,000 3,62,000

Note: For further information and details of source, see Annex

These studies are of Indian conditions but it is reasonable to assume that costs and conditions are likely to be similar to those prevailing in Punjab. Based on the results of the studies, it can be concluded that a full waste stabilisation pond system is likely to be the cheapest option if land prices are less than about $8 per square metre, which should be the case for Sialkot. The WSP option has other significant advantages – non-dependence on power (apart from for pumping), ability to deal with


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flow and load variations and good pathogen removal, which will be an important factor if wastewater is to be used to irrigate crops. Its disadvantages are its high land take and the need to site anaerobic ponds some way from houses in order to minimise smell nuisance.

Based on this preliminary analysis, waste stabilisation ponds are recommended for wastewater treatment if land is available. If land is not available, anaerobic processes – either anaerobic ponds or UASBs should be considered for primary treatment. Anaerobic treatment requires relatively little land and produces rather than consuming energy. Its use for primary treatment will reduce the land/power requirement for subsequent secondary treatment. The preferred options for secondary treatment are likely to be trickling filters or aerated lagoons, with high rate trickling filters perhaps the best option for reaching current Pakistan EPA environmental standards..

4.3 Institutional Options

There is a need for a professionalized arrangement for managing water supply and wastewater collection and treatment systems in Sialkot. This is to be achieved through the creation of a new body, the Sialkot Water and Sanitation Company, under the Companies Ordinance. This body will have full responsibility for managing water supply, sewerage and drainage services within Sialkot City, including areas outside the pre-2001 municipal boundaries. The Company will have the power to take over services within the Cantonment as and when requested to do so by the Cantonment authorities. The experience from Lahore and other cities in Pakistan suggests that the Cantonment Board may initially be more interested in cooperating to bring about sewerage improvements rather than on relatively decentralised water supply services. The proposal is that the new company will have its own senior staff and will take over operational staff from the TMA and, if agreed, the Cantonment Board, with some senior technical management posts filled by expatriate staff in the first instance. It is further proposed that water supply, sewerage, drainage, wastewater treatment and solid waste collection will be operated through a management contract with an international company.

The precise details of this approach will be decided within the context of the Project as a whole and are not further considered in this Strategy Report. The remainder of this sub-section of the report provides an introduction to contracting out options, which can be utilized regardless of the overall management arrangements adopted.

4.3.1 Contracting Out Options

The contracting out options considered here are: 1. Contracts with private sector organisations to carry out specific tasks, for instance

billing and bill collection, service contracts covering repair and maintenance and management contracts for the operation of tubewells and wastewater pumping stations.

2. Contracts for the management of defined water supply zones, in which the contractor leases the right to operate the facilities and collect payment from users. Such contracts typically extend over 3 – 5 years and may provide the contractor with some incentives to improve the system so as to minimise operating costs and so increase his profit.


Section 4 Options


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The PMDFC is currently working with Kasur TMA to pilot a ‘term’ contract covering maintenance and repair of tubewells. The contract requires the TMA to provide spare parts and materials while the contractor provides facilities and labour. The tender has been advertised in the newspapers but not yet awarded. This offers a possible model for the implementation of the first type of contract. The advantage of the second form of contract is that the contractor has an incentive not just to operate the system as it is but to invest in order to improve its efficiency and thus increase his profit. For instance, a contractor might invest in new house water connections in order to reduce leakage and hence increase the percentage of the water that he produces/buys from the main supplier sold to consumers. The advantage of this arrangement, as compared with conventional management contracts, is that the contractor has an incentive to improve the performance of the system. This approach might be linked to some form of output based financing. There are some contractors in Pakistan who would probably be interested in contracting on this basis although there will undoubtedly be a need to increase the pool of good contractors if the approach is to be widely replicated. An example of this form of contract is that adopted in pilot areas in three municipalities in Karnataka, India to pilot the implementation of fully metered supplies with continuous ‘24/7’ supplies in selected wards in three towns. The initiative provided improved supplies to around 25,000 households at an operational cost of about $3 million for 3.5 years, of which the first 18 months involved extensive rehabilitation of the system at a cost of about $5 million. The medium to long-term affordability of the Karnataka initiative needs to be assessed.

4.4 Overview of Action Plan

The Action Plan envisages that investments will be divided into three tranches and funded by an Asian Development Bank loan. First tranche investments relate to actions that:

Bring about immediate improvements in water supply, which is a revenue-earning service. This includes completing a part-completed scheme outside the pre-2001 municipal boundaries and providing connections to this scheme.

Extend water supply services into new areas outside the pre-2001 municipal limits

Introduce metering, at both the bulk and household levels, the latter in selected areas.

Rehabilitate existing sewerage investments and implement schemes that will be incorporated into more extensive improvements implemented at later stages of the proposed program.

Wastewater treatment is not included in the first tranche although planning and design for facilities to serve the northern drainage area is proposed, prior to implementation in Tranche 2. Individual Tranche 1 investments in water supply and drainage are detailed in Sections 5 and 6 respectively. During the first years of the project, there will be a need for studies and surveys to establish more about the condition of the existing system. Required studies are briefly described below.


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Assessment of performance of operational tubewells This work can be based on the methodology already developed by PMDFC in Kasur. The aim will be to compare actual discharge with power consumption and so identify which tubewells are: (a) delivering at or near their design capacity: and (b) doing so in an efficient manner. This work will be carried out by the Water Supply and Sanitation Company with PMDFC contracted to provide support and guidance. Detailed assessment of needs in existing water supply zones This work should be designed to determine whether: (a) the amount of water produced is sufficient for the needs of the zones (b) pressures in the zone are adequate and (c) unaccounted for water (UAW) levels are excessive. In the event that pressures are low and/or UAW levels are excessive, investigation should move on to consider the options for improving pressures and reducing UAW levels. The work should involve field measurements to determine: a) Water production in zone b) Water main sizes, materials and condition in zone. c) Location and capacity of elevated reservoirs d) Number of connections in zone e) Pressures at different points within the zone.

This information should then be used to calibrate a model of water flows and pressures in the zone and the combined results should be used to assess likely problems in the zone. Information on the existing distribution system should be mapped at a scale of not less than 1:2,500 (preferably 1:1,000). Available information should then be input into a model of the system using EPANET or other suitable program. The result of the simulation should be compared with information on system pressures and any anomalies should be further investigated. For further information on steps in the process, see Section A2.2 in Annex 2.

Based on this information, a detailed plan for the rehabilitation/replacement of water mains and house connections in each zone can be drawn up. It is envisaged that the physical work required for this exercise will be carried out by a contractor, as the first stage in a term contract to upgrade the condition of the distribution system and house connections throughout the zone. Technical planning and design inputs will be provided by the Operator appointed to run the system on behalf of SWSC, who will also be responsible for monitoring the work of the contractor, verifying findings and specifying the works to be carried out under the term contract.

Water quality assessment. The limited information available at present suggests that the quality of water delivered to consumers via the reticulation system is poor. In order to protect public health and ensure user satisfaction, improvements are needed. However, there is a need for further information to determine where efforts to improve the supply should be focused. Particular subjects for investigation include: (a) the depth at which water is free of faecal contamination and any chemical contamination from industrial processes (b) whether naturally occurring groundwater meets WHO and relevant Pakistan standards (c) the extent and causes of contamination in the distribution system and house connections. This will require a program of water quality testing to provide information about water quality at source, various points in the supply system and at consumers’ taps. SWSC might set up its own laboratories although the option of using the recently built specialist PHED laboratory in Sialkot should be investigated. (Perhaps SWSC could take over


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responsibility for operating this and provide services to PHED). Training for staff will be required. This can be provided by specialist laboratories within Punjab, for instance PCRWR or one of the private sector laboratories. Another option will be to contract all the work out to an external laboratory.

Wastewater quality assessment This will involve assessment of wastewater quality in the main outfall drains and sewers serving Sialkot. At each location a number of samples will be taken so that information can be obtained on wastewater concentrations of BOD5, suspended solids (SS), COD, ammonia and a series of chemicals and metals, including chromium, iron and others as appropriate. This work can be undertaken by the same laboratory as the water quality assessment work.

Condition of existing sewers and options for clearing blockages The main focus of this work should be on the sewers in the catchment areas of the pumping stations to be rehabilitated. The assessment should cover the following:

Physical condition of the sewer – is there any evidence of deterioration with age or as a result of sulphide formation in anaerobic conditions?

The degree and nature of silting – what is the depth of silting and what is the composition of the silt?

The condition of manholes

Flows in sewers – are there problems because flows are too high or too low?

Assessment of inflows to sewers, with particular reference to open drains, which deliver silt and solid waste to sewers. What are the options for preventing ingress of unwanted materials?

Further information on the personnel requirements, costs and proposed time frame for these surveys are given in Annex 2. :


Investment Program


SECTION 5

WATER SUPPLY

GHK Consulting Ltd.


Section 5 Water Supply


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5.0 WATER SUPPLY

5.1 Overview of Proposals

Analysis shows that water production capacity within the municipal limits would be sufficient to meet demands up to 2025 if tubewells are operated and maintained correctly. There is, however, a need for investment to ensure that tubewells and tubewell motors are operable and that water sector managers and workers have the information that they need to make informed decisions. Some older pumps will need to be replaced to ensure that sufficient head is generated to pump water into supply. The most recently installed pumps in the TMA are designed to operate against a head of 250 ft, significantly more than is needed, and the characteristics of these pumps should be modified by reducing either the number of stages or the diameter of their impellers. There is also a need to replace old and leaking water supply mains and house connections and to introduce metering if this is required by the proposed operator. Over and above this, there is scope for investment in areas outside the pre-2001 municipal limits, where much of Sialkot’s population growth is occurring.

Based on these observations, the following water-related investments are proposed:

Rehabilitation of existing tubewells (including flow metering and pressure gauges, renovated control panels, provision of capacitors to improve the power factor and chlorination)

Replacement of 15 existing tubewells

Subdivision of existing central water supply zone

Improvements in Three zones within existing water distribution system

Operationalization of Gohadpur water supply scheme

Extension of services in selected areas beyond 2001 municipal limits

Provision of additional elevated reservoir capacity within existing supply area Each sub-project is identified and briefly described with information on costing below.

5.2 Rehabilitation of Existing Tubewells

Detailed tubewell rehabilitation survey and Energy audit has been carried out to figure out the exact existing conditionof individual tubewell.Summary of tubewell rehabilitation survey are given in Annex- 6 During energy audit pumps behavior was studied very precisely to draw some analysis. Main focus was remained on the study of the site loads and matching it with the installed Pumps, measurement of actual energy consumed by each pump at site and the power factor of the motor, calculation of the duty point, assessment of the required motor power, drawing pump performance curves of individual pump in order to make recommendations for modification/ repair / replacement of specific components. The executive summary of this report are given Annex-7 About 84 tubewells within the city area and 15 tubewells within the Cantonment are in operational condition but would benefit from rehabilitation and the provision of bulk flow meters, pressure gauges and chlorination equipment. The total number of tube wells to be rehabilitated is 99. Rehabilitation should include complete rewiring and replacement of existing unsatisfactory control units, including provision of MCUs (motor control units) at all tubewells to guard against motor burn-out due to low voltage in the electricity distribution system.




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Provision of bulk meters and pressure gauges at every tubewell.Once bulk meters are in place and it is possible to measure production and assess water distribution patterns. The cost given also allows for the provision of 10 spare pump and motor sets, which can be used to replace defective units while they are being repaired. Summary cost of the Rehabilitation project is given in Table-5-1.

Table 5-1: Cost Estimate for Tubewell Rehabilitation

Component Quantity Unit Unit rate

(Rs) Total cost Rs million

Total Cost $ million

Spare pump sets 10 no. 1,500,000 15.00 0.176

Chlorination 99 no, 40,000 3.96 0.047

Bulk meters 99 no. 180,000 17.82 0.210

Pipe work alterations 99 no. 40,000 3.96 0.047

Civil work Room,renovation etc) 25 L.S 600,000 15.00 0.176

Total 55.74 0.66 Source: GHK Analysis

To check the contamination of tubewells,water quality testing has been carried out. Summary of water quality testing are ginven in Annex-8

5.3 Replacement of Existing Tubewells

Some existing tubewells should be replaced because either (a) their depth is less than 150 metres so that they may be subject to contamination or (b) the tubewell is no longer performing efficiently because of clogging of the screens. Some of these tubewells can be replaced by tubewells already installed by PHED but others will require either deepening or replacement. The number of tubewells to be replaced is estimated as 15. The estimated cost for a standard 600 ft deep 1.5 cusec capacity tubewell, with bulk meter and provision for chlorination is Rs 4.25 million or $50,000. The total cost of replacing these tubewells is thus estimated as $750,000 (Table 5-2).

Table 5-2: Cost Estimate for Tubewell

Component Quantity Unit Unit rate

(Rs) Total cost Rs million


Pump sets 15 no. 1,500,000 22.50 0.265

Chlorination 15 no, 40,000 0.60 0.007

Bulk meters 15 no. 180,000 2.70 0.032

Electrical works 15 no. 325,000 4.88 0.057

Civil work (Chamber,bore etc) 15 L.S 2,200,000 33.00 0.388


5.4 Subdivision of Existing Central Water Supply Zone

At present, the central part of Sialkot, including all or parts of Water Works, Mohammad Pura, Karim Pura, Ahmed Pura, Pura Hiran, Imam Sahib, Shah Sayyadan, Haji Pura, Shahab Pura and Fateh Garh union councils is served by one undifferentiated distribution system. In order to facilitate management of the system, this will be divided into several separate zones, as shown in Figure 4-2. A budget figure of $50,000 is assumed for the work needed to achieve this zoning, including some new water mains, bulk meters at strategic locations and new interconnection arrangements between the zones (new larger mains as necessary and sluice valves, which will normally be shut).




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5.5 Improvements in Three Water Supply Zones

Water supply improvement in three zones would be carried in such a manner that every inhabitant of each zone enjoys access to a continuous 24 hours per day water supply, delivered in adequate quantities at good pressure

One of the main priorities of Sialkot TMA is to replace old and leaking water mains within the existing reticulation system. It is impossible to identify the precise extent of needs in this respect without a thorough survey of existing facilities. This sub-project would include such a survey but also includes for the replacement of distribution mains and house connections in three zones, 6, 8 and 9 on Figure 4-2. Allowance has been made for replacing up to 112km of mains, just under 60% to 70 % of the existing system, together with about 27,600 house connections along with water meters during the first tranche of investment. The main benefit of household metering is that it reduces wasteful use or misuse of water, discouraging people from using expensively produced water to wash cars and water gardens and ensuring that household storage tanks are not allowed to routinely overflow so that water goes straight to waste. In addition, allowance is made for replacing an additional 10km of small diameter water mains to replace bundles of long house connections, which are generally located in narrow lanes. Initial cost estimates, based on an assumed distribution of main sizes are given in Table 5-3. Table 5-3: Cost Estimates for Water Supply Zone Improvements

Component Quantity Unit Unit rate (Rs) Total cost Rs

million Total Cost $ million

300mm diameter main 6 Km 1,905,000 11.430 0.134



100mm diameter main 36 Km 791,000 28.476 0.335

75mm diameter main 42 Km 340,000 14.280 0.168

Reinstatement mains 100 Km 300,000 30.000 0.353

House connections 27,625 no. 3,400 93.925 1.105

Household meters 27,625 no. 8,300 229.288 2.698

Reinstatement hcs 27,625 no. 1,500 41.438

Rehabilitation elevated reservoirs

2 Item 5,000,000 10.000 0.118


5.6 Operationalization of Gohadpur Water Supply Scheme

The Gohadpur scheme has been designed and implemented by the TMA. It includes five tubewells and distribution mains but as yet there are no house connections. The proposed work comprises laying house connections, fitting MCUs and bulk meters to the five tubewells and providing elevated storage. Initial calculations are based on the capacity of the five tubewells suggest that the scheme will supply up to about 5,200 connections. Provision has been made for a 200,00 gal (910 cubic metre) capacity elevated reservoir. This will provide almost 4 hours storage at average daily demand. The estimated costs of the scheme are given in Table 5-4




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Table 5-4: Cost of Operationalising Gohadpur Scheme

Component Quantity Unit Unit rate (Rs) Total cost Rs

million Total Cost $

House connections 5,200 no. 3,400 17.68 0.216

Reinstatements HCs 5,200 no. 1,500 7.8 0.095

Water meters 5,200 no. 8,300 43.16 0.526

Elevated reservoir 200,000 Gal 125 25 0.305

300mm main 0.5 Km 1,905,000 0.9525 0.012

200mm main 0.5 Km 1,372,000 0.686 0.008

Total

95.2785 1.162

Source: GHK Analysis

5.7 Water Supply - Services Beyond 2001 Municipal Limits

Most of Sialkot’s growth is occurring in the areas outside the old municipal limit and the lack of water supply systems in these areas means that few households have access to piped water supply. To providing and distributing water in sufficient quantity to ensure that every household receives an adequate 24/7 service in terms of quantity, pressure and quality. New tubewells, storage and distribution mains are required to serve these areas During Tranche 1, supply will be extended to three built up area outside the municipal limits, zones 11, 14 and 17 on Figure 4-2. The costs of the proposed scheme are given in Table 5-5.

Household metering will be introduced in these supply zones. Elevated storage reservoirs would be provided balancing storage to allow for fluctuations in demand, filling during periods of low demand and emptying at periods of peak demand. They can also store sufficient water to allow continued supply for periods when there is no water production in case of Load-shedding.3 to 4 hours storage would be provided based on average demand

The length of road to be reinstated is based on the assumption that 60% of roads are paved. Table 5-5: Cost Estimate For New Water Supply Zone West of Defence Road

Component Quantity Unit Unit rate (Rs) Total cost Rs million


17 no. 4,000,000 68.000 0.800

880,000 gal 125 110.000 1.294

9 Km 1,905,000 17.145 0.202

15 Km 1,372,000 20.580 0.242

20 Km 1,000,000 19.600 0.231

38 Km 791,000 30.058 0.354

40 Km 340,000 13.600 0.160

30 Km 300,000 9.000 0.106

19,469 no. 3,400 66.195 0.779

19,469 no. 1,500 29.204 0.344

19,469 no. 8,300 161.593 1.901


5.8 Additional Elevated Reservoir Capacity – Existing Supply Area The total number of connections in the existing supply area is about 42,000. Assuming an average household size of 7, this equates to 65% of the population. Assuming that coverage increases to 80% of the population by 2016 and that




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average population growth within the pre-2001 municipal limits averages 1%, the total population to be served by 2025 will be about 419,000.

On the basis of 3 hours storage at average demand, the total storage required to serve this population will be about 1.75 million gallons. Existing storage totals 570,000 gallons so that the total storage required is 1.18 million gallons, equivalent to six 200,000 gallon elevated reservoirs. Six reservoirs, with a total capacity of 1,200,000 gallons (5,454 cubic metres) are proposed for the first tranche of works. Based on cost data obtained from PHED, the cost of these elevated reservoirs is estimated to be Rs 150 million or about $1.76 million.


Investment Program


SECTION 6

SEWERAGE AND DRAINAGE

GHK Consulting Ltd.


Section 6 Sewerage and Drainage


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6.0 SEWERAGE AND DRAINAGE

6.1 Overview

The ultimate aim should be to ensure that all wastewater generated within Sialkot is picked up in sewers and conducted to pumping stations, which will lift it and discharge it to points outside the town where treatment can be carried out, sufficient to at least achieve Pakistan NEQ norms (80mg/l BOD5, 150mg/l COD and 200mg/l TSS).

The aim should be to consolidate existing sewers into three main systems:

1. Northern catchment system, including areas currently draining to directly to the

Bhaid Nallah, the drainage area of the existing 54” (1370mm) sewer and currently unsewered areas to the north-west and west of Sialkot city. This system would discharge to wastewater treatment facilities located alongside either the Phalku Nullah or the Bhaid Nullah on either Marala Road or Kalliwal Road

2. Central catchment system, centred on the existing sewers that discharge to the Aik Nullah near Anwar Khawaja Chowk and including currently unserved areas to the west. Wastewater from this area can be directed either to a wastewater treatment plant west of the city, on the road to Fateh Garh or across the Aik Nullah to the wastewater treatment plant serving the area south of Aik Nullah (See below).

3. Southern catchment system serving the area south of the Aik Nallah and Wastewater from the southern part of Sialkot City will be directed to a wastewater treatment plant west of Sialkot on the Aik Nullah. A pumping station at Pulakpura Chowk would lift wastewater into a new gravity sewers running south-west along Aimanabad Road and then north-west across Daska Road to a wastewater treatment site near the Aik Nullah.

Proposed vision of sewerage system is shown in Figure 6-1. The proposed Action Plan covers the first steps in achieving this overall strategy. It includes both physical improvements and investigations of the condition of existing non-functional and partly functional sewers, required to ascertain whether these sewers can be rehabilitated using later tranches of Project funding.

The specific physical improvements proposed for Tranche 1 are as follows:

Supply of equipment for Sewer Maintance

Rehabilitation of Model Town wastewater pumping station

New collector sewer along Khawaja Safdar Road from Allama Iqbal Colony to Civil Lines/Jail Road

Rehabilitation of the main pumping station

New branch Sewers, in Fathegrah,pasroor and paris road area’s. Further details and approximate costings for each of these schemes are given in the next sub-sections




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Figure 6-1: Proposed Sewerage System

Source: Developed by GHK




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6.2 Supply of Equipment for Sewer Maintenance

At present, the TMA has no equipment for sewer maintenance. This deficiency needs to be rectified. A detailed study of needs is required to establish exact needs in relation to management systems. However, it will be appropriate to include some equipment in the first tranche funding. Provision has been made for one 7000 litre capacity sucker/jetting machine, a jetting machine and a 7000 litre capacity suction machine, plus basic equipment such as sewer rods. The total estimated cost is $0.35 million.

6.3 Rehabilitation of Model Town Wastewater Pumping Station

This pumping station lifts wastewater from the sewers serving Model Town and discharges it into the adjacent Nullah.It was originally designed as a wet well – dry well pumping station preceded by a screening chamber. The dry well has been abandoned, although the structure seems to be in good condition. Wastewater is lifted by one centrifugal pump located at ground level so that it operates with a high suction lift. The result is that the incoming sewer is normally surcharged. The proposed sub-project involves renovating the existing dry well, installing two new pumps and providing improving screening facilities.The estimated cost is $ 0.17 million, as detailed in Table6-1 Table 6-1: Cost Estimate For Rehabilitation of Model Town Wastewater

Pumping station

Component Quantity Unit Unit Rate

(Rs) Cost (Rs million)

Cost ($) million

3 cusec pump 2 No 1,500,000 3.00 0.04

Civil works (rehabilitation and replacement screen chamber)

1 Item 3,500,000 3.50 0.04

Standby generator 40kw 1 Item 2,500,000 2.50 0.03

Electrical works (controls etc) 1 Item 5,500,000 5.50 0.06

Total 14.500 0.17 Source: GHK Assessment

6.4 New collector Sewer Along Khawaja Safdar Road

This proposed sewer will run alongside the Bhaid Nullah and will pick up flows from existing drains that currently discharge to the Nullah between Allama Iqbal Town and Civil Lines/Jail Road, including the Saddar Bazaar area in the Cantonment. A new pumping station will be provided at Civil Lines/Jail Road. This will initially lift wastewater into the Bhaid Nullah but may be adapted later to lift wastewater into the head of a new trunk sewer along General Bus Stand, Kashmir and Gohadpur Roads, which will direct wastewater to the proposed Northern Wastewater Treatment plant. Approximate costs for the scheme are itemised in the table below: The total estimated cost is about US$0.7 million, as detailed in Table 6-2 The proposed sewer will run in parallel with the remodelled section of the Bhaid Nullah, which is currently under execution by PHED. The existing situation of the Nullah is shown in Figure 6-2. After completion of the sewer, this length of the nullah will carry only storm water.




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Table 6-2: Cost of New Collector Sewer Alongside Bhaid Nallah – Allama Iqbal Town to Civil Lines Road

Component Quantity Unit Unit Rate Cost (Rs) million)

Cost ($)

24"Sewer Allama Iqbal Town 760 M 8,000 6.08 0.07

30"Sewer commissioner road to Paris Road

800 M 10,200 8.16 0.10

36" Sewer Paris road to Civil Lines Road

1030 M 13,000 13.39 0.16

Man hole at 75 m interval 35 No 90,000 3.15 0.04

Pumping station 1 No

25,000,000

25 0.29

Road Reinstatement 400 m2 800 0.32 0.00

Provision for flow diversion 1 No 5,000,000 5 0.06

Totals 60.84 0.72 Source: GHK Analysis

Figure 6-2: Bhaid Nullah Alongside Khawaja Safdar Road - Present Condition

6.5 Rehabilitation of Main Pumping Station at Mianpura

This pumping station is designed to lift sewage from the existing 54” sewer into the Bhaid Nullah. As indicated previously, it has been non-operational for some time with wastewater allowed to back up in sewers and discharge to the Bhaid Nullah through an overflow channel. Operation of this pumping station is required if the main sewerage network for the city is to be rehabilitated and put back into use. So, rehabilitation of the pumping station is a priority project. In the short term, wastewater will continue to be discharged to the Bhaid Nullah. In the longer term, the pumping station will probably be used as an intermediate pumping station, lifting wastewater into a large diameter sewer that will convey it to a new treatment works site north of




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the city alongside the Phalku Nullah, a short way upstream of its confluence with the Bhaid Nullah. Initial cost estimates for rehabilitation of the pumping station are given in Table 6-3 Table 6-3: Estimate For Rehabilitation of Main Pumping Station

Component Quantity Unit Unit Rate

(Rs) Cost (Rs million)

Cost ($)(million)

5 cusec pump 8 No 2,000,000 16 0.188

Civil works (rehabilitation) 1 Item 2,000,000 2 0.024

Electrical works (controls,,Generator, etc) 1 Item 7,000,000 7 0.082

Totals 25 0.29 Source: GHK Analysis

6.6 New branch Sewers in Fatergarh, Pasroor Road and Paris Road Areas

Both Fategarh and the areas on either side of Pasroor Road fall within the catchment area of existing sewers that discharge by gravity to the Aik Nullah. Both areas will eventually fall within the proposed Southern drainage area, discharging to a WWTP to the south-west of Sialkot City. Both areas are partly sewered already but there is scope fo provide more branch and collector sewers, thus increasing the number of houses connected to a sewer and reducing the ingress of silt to main sewers. Provision of new sewers providing services to 300 hectare areas is proposed for both Fategarh and Pasroor Road. Precise details of requirements will be decided after a study of existing sewerage in the area (Table 6-4). The areas along Paris road and Katchehri road will fall in the catachement area of proposed collector sewer along Khawaja safdar road as shown in FIG-14. More lateral and branch sewers will be provided in these areas. Provison of new sewers providing services to approximate 200 heactre. Sadar Bazar area in the cantonment ,and the area along Ghanta Ghar road will fall in the catchment area of proposed collector sewer along Khawaja Safdar road. Table 0-1: Quantities and Costs - Proposed Sewerage Improvements

Item Quantity Unit Rate Amount Rs

million Amount

$ -million

9" diameter sewer 45,000 M 3,000 135 1.59

12"diameter sewer 35000 M 3,600 126 1.48

15" diameter sewer 25000 M 4,200 105 1.24

18" diameter sewer 14000 M 5,000 70 0.82

24" diameter sewer 10,000 M 8,000 80 0.94

30" diameter sewer 8000 M 10,200 81.6 0.96

Manholes 5000 M 70,000 350 4.12

Road reinstatement 90000 M2 800 72 0.85

Totals 177.8 12.00 Source: GHK Assessment


Investment Program


SECTION 7

INSTITUTIONAL DEVELOPMENT

GHK Consulting Ltd.


Section 7 Institutional Development


Page 83

7.0 INSTITUTIONAL DEVELOPMENT

Decisions as to the overall approach to be adopted to the management of urban services will be made elsewhere and are not discussed in this report. Rather, the focus here is on the options for ensuring effective management of day to day operational activities relating to water supply, sewerage, drainage and wastewater disposal.

7.1 Staffing Levels and Skills

At present, sanctioned staffing levels are around 4.5 operational staff per 1000 connections20. (183 workers in total for approximately 42000 connections). In itself, this is a reasonable level of staffing but inspection of the records suggests that the majority of staff are low grades (many in Grades 1 – 3) and have minimal skills and no training. Foremen and supervisors have mostly learnt on the job which means that they have limited knowledge of new technologies and approaches and know only the rather inefficient management systems routinely adopted by TMAs and their predecessors. The TMA groups staff employed for sewerage and drainage cleaning with solid waste collection staff. Sanctioned staff strength for solid waste collection and drain/sewer cleaning is almost 1200. At 561, actual staff strength is less than half of this. No specific provision is made for cleaning sewers and staff has no specialised equipment for this task. (There are no drainage rods for instance) Retraining will be required to enable staff to carry out the tasks required to maintain a properly functioning sewerage network. In particular, there will be a need to train pump operators and mechanical fitters.

7.2 Proposed Strategy

Bearing these points in mind, some key aspects of a strategy for improving O&M of existing water supply, sewerage and drainage systems are introduced and briefly described below:

Water supply staffing levels The aim should be to gradually reduce water supply staffing levels to about 3 staff per 1000 connections. One option for doing this will be to explore the options for automating groups of tubewells so that they can be operated from a central location, with attendance only required for routine check-ups.

Sewerage and drainage staffing levels Current operational systems for sewerage, drainage and solid waste collection are labour intensive. There is scope for reducing staffing levels by introducing new working practices, particularly mechanized sewer and drain cleaning equipment. At the same time, design and operational practices should be modified to ensure that maintenance needs for sewers and drains are minimised. Actions to be taken include (a) introducing improved manhole covers and instituting a regular inspection regime to ensure that missing manhole and chamber covers are promptly replaced (b) ensuring that sewers are laid to self-cleansing velocities and thoroughly cleaned of debris before commissioning and (c) ensuring that wastewater pumping stations are operated at the correct levels so that routine surcharging of sewers is

20

In practice, many sanctioned posts are vacant but shortfalls are largely made good by employing

contract workers on a daily wages basis. For instance, many tubewell operators are employed on this basis.


Section 7 Institutional Development


Page 84

eliminated. The ultimate aim should be to achieve staffing levels similar to those proposed for water supply, around 3 staff per 1000 sewer connections.

Balance of staff Efforts to reduce the overall number of staff should be accompanied by efforts to produce a better balance of staff, with a higher percentage of higher grade trained and qualified personnel. There will be a particular need to increase the capacity of supervisors and foremen and ensure that pipe fitters and plumbers are trained in good practice and modern techniques. Sewer and wastewater pumping station staff do not exist at present and will have to be recruited and trained. Some skills will have to be brought in from the open market but the aim should be to develop the skills of existing TMA staff wherever this is possible.

General staff training there is a need to train lower-level staff so as to develop their knowledge and skills and ensure that they adopt good working practices. This training should accompany the introduction of standard operating practices, for instance for tubewell operation.

Improved stores and materials procurement systems The existing stores and materials procurement system in Sialkot TMA leaves much to be desired. SWSC will need to develop systems that ensure that parts and materials can be obtained promptly when required. This will require both improved stores systems and more efficient systems for ordering parts, materials and services from the market. Providing such systems will be an important part of the strategy.

Introduction of decentralised decision-making and sanctioning powers efficient management requires that decision-making and sanctioning powers are devolved as far as is possible. Ideally, the Managing Director or the Manager Operations should have full technical sanction powers, equivalent to those held by the two PHED Chief Engineers. At lower levels, staff should have financial powers appropriate to their position. No urgent operational or maintenance task should be held up because the responsible staff member has to wait for clearance from a higher authority. This, of course, assumes that staff take full responsibility for their actions and are held accountable for those actions.

This outline strategy can be further developed by the SWSC and its consultants once the company is in place and functioning.


Investment Program


SECTION 8

FOLLOW UP INITIATIVES WATER,

SUPPLY AND SANITATION

GHK Consulting Ltd.


Section 8 Follow Up initiatives: Water Supply and Sanitation


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8.0 FOLLOW-UP INITIATIVES: WATER SUPPLY AND SANITATION

This section provides information on projects that might follow the Action Plan projects. Approximate costs are provided for these projects but these costs will need to be refined during detailed planning and design. Projects have been grouped into two tranches (tranches 2 and 3), to run from 2013 to 2016 and 2015 to 2018 respectively.

8.1 Second Tranche Sub-Projects

8.1.1 Water Supply

Proposed second tranche sub-projects are listed and briefly described below:

(i). Improvements to the existing water supply distribution system in areas not included in first tranche works. The extent of the work required can only be determined when detailed information on the condition of the existing distribution system is available. For initial planning purposes, it is assumed that the scope of work in Tranche 2 will be similar to that in Tranche 1, with a total contract value of about $2.5 million. If appropriate, part of the work can be carried out in the Cantonment. The exact value of the work to be carried out in Tranches 2 and 3 will be determined on the basis of experience during the implementation of the Tranche 1 water supply improvements and detailed studies of areas not included in Tranche 1.

(ii). New water supply schemes in peripheral areas, including new systems in areas north, west and south of the city centre, including new tubewells, distribution mains and elevated reservoirs. For initial planning purposes, it is assumed that systems will be provided to serve 20,000 new consumers, at an average all-in cost of $360 per connection (based on Tranche 1 estimated costs). So, the total Tranche 2 cost for this component will be $7.2 million.

8.1.2 Sewerage

Proposed second tranche projects are listed and briefly described below. (i). Development of the Northern Sewerage Zone, including sewers along

Central Bus Stand Road, Kashmir Road, Gohadpur Road, Kalliwal Road and Head Marala Road, including one main pumping station at proposed WWTP site and additional intermediate pumping stations, as required to ensure that most sewers are located above the groundwater table. This proposal will also include provision for branch sewers in those areas that are not already covered. The estimated cost of this work is $24.46. (See Annex 1 for breakdown). This will be refined at the detailed planning and design stage. This sewerage zone will include the Saddar Bazaar/Clocktower area of the Cantonment.

(ii). Sewage treatment to serve Northern Sewerage Zone, to be located at a suitable site alongside the Bhaid or Phalku Nullah and supplied by a trunk sewer along either Head Marala Road or Kalliwal Road. Treatment facilities will be designed to achieve at least the current EPA standards, 80mg/l BOD5, 200mg/l SS, 150 mg/l COD and 40 mg/l ammonia. Treatment options to be assessed will include:

Primary treatment in the form of either anaerobic ponds or UASBs


Section 8 Follow Up initiatives: Water Supply and Sanitation


Page 88

Secondary treatment in the form of facultative ponds, aerated lagoons or trickling filters.

Final decisions on the preferred combination of treatment technologies will be made by detailed design consultants, based on land availability, cost, power requirements and ease of operation. In general, ‘extensive’ systems that minimise power cost but require more land will be the preferred option. (For further discussion see Section 4.2 and Annex. However, if land availability is a problem, an intermediate secondary treatment option, such as high rate trickling filters should be attractive because of its combination of relatively low land take and relatively low energy requirement.

8.2 Third Tranche Sub-Projects

Proposed third tranche projects will focus mainly on wastewater collection and treatment. They will include the following:

1. New sewers and pumping stations in the Southern Drainage Area, sufficient to

bring all sewage to the proposed WWTP site. Approximate estimated cost $23.3 million

2. New sewers and pumping stations in the Western Drainage Area, sufficient to bring all sewage to the proposed WWTP site. Approximate estimated cost $22.6 million

3. Further extension of water supply system in peripheral areas – to provide target of 42,000 house connections. Approximate estimated cost $15.12 million


Investment Program


SECTION 9

PROCUREMENT APPROACH AND

TRANCHE 1 PACKAGES

GHK Consulting Ltd.

.


Section 9 Procurement Approach and Tranche 1 Contract Packages


Page 91

9.0 PROCUREMENT APPROACH AND TRANCHE 1 CONTRACT PACKAGES

9.1 Overall Approach

The current practice in TMAs is to divide works into very small packages, typically worth Rs1 to 2 million and rarely exceeding Rs5 million. This practice is unsatisfactory as it results in a fragmented approach to development and difficulties in supervising the large number of contracts generated by the practice. The options for bundling water supply and wastewater sub-projects are as follows:

1. Bundle all Tranche 1 sub-projects into a single contract. 2. Bundle sub-projects by type, for instance combining all those that have a

significant mechanical-electrical component 3. Award separate contracts for all sub-projects.

The first option provides little flexibility and takes no account of the fact that different contracts may have very different characteristics and require very different contracting skills. Another disadvantage is that it does not allow for early smaller contracts to provide quick ‘gains’ for SWSC. The third approach will result in fairly small projects and will therefore tend to attract smaller contractors, some of which will have limited skills and resources. For these reasons, the second approach is preferred and has been followed when producing the proposals for procurement packages given below. The main contracts have been kept fairly large in order to attract larger contracts, including international contractors. Smaller contracts early in the development process pave the way for these larger contracts.

Smaller contracts are proposed for the first year of the Project for the following reasons:

They involve activities that are needed to facilitate later activities – for instance providing proper instrumentation at tubewells is an essential perquisite for subsequent efforts to upgrade existing water distribution networks

They provide opportunities for early gains, which will help to build the credibility of SWSC.

Details of the proposed packages are given below. If necessary, the main sewerage and water supply contracts can be bundled together and let as one single package21.

9.2 Proposed Packages

Package 1–sewer cleaning equipment - This is primary an equipment procurement contract involving fairly specialised equipment and has therefore been considered separately from other contracts. It will provide the means for NWSC to immediately offer a better sewer maintenance service to residents. The total value of this contract will be about $0.35 million. Package 2 – ‘Rehabilitation of existing tubewells Provision of adequate meters and gauges on existing tubewells will be an essential prerequisite to work to improve

21

One possible problem with this approach is that the prices quoted by international contractors

may be significantly higher than those




Page 92

existing water supply distribution systems, since improvements to existing systems .including the provision of new control panels, MCUs and metering facilities at tubewells and the rehabilitation of wastewater pumping stations. The total value of this contract package is estimated as $0.81 million. Contract documents are being prepared under the PPTA.

The term ‘new’ is taken to mean sub-projects that involve no interaction (or at most limited interaction) with currently functioning facilities. four sub-projects fall into this category, the completion of the Gohadpur scheme, the proposed new scheme outside the municipal limits, the proposed replacement tubewells and the proposed new elevated service reservoirs. The total value of the contract package will be about $5.11 million, taking the package just above the level at which ICB procedures will have to be followed. Full contract documents will be prepared for the water supply scheme to serve proposed supply zone 11, on the western outskirts of Sialkot. In order to ensure early results, this scheme could be removed from this package and implemented separately. Package 3 – Improvements to existing water supply facilities–main contract In accordance with ADB Procurement preferences, the remaining Tranche 1 water supply contracts will be packaged together into a single contract, covering:

Subdivision of existing system into discreet zones

Water supply improvements in three zones in existing supply area

Replacement/deepening of 15 poorly performing tubewells

Completion of the Gohadpur water supply scheme

New water supply schemes in three peripheral areas

New elevated service reservoirs to increase storage capacity within the existing supply area.

The estimated value of the contract is about $15.88 million, Package 4 – Sewerage improvements Works to be included in this contract include:

Rehabilitation of Model Town and Mianpura (Main) pumping stations

New sewer and pumping station alongside Bhaid Nullah.

New sewers in catchment areas draining to Aik Nullah The estimated value of this contract is $3.21million.

9.3 Support Requirements

One of the findings identified in the World Bank’s Infrastructure Implementation Capacity Assessment Report22 was that policies need to be introduced to develop the capacity of small to medium-sized contractors, who deliver a major portion of the actual physical works, either directly or in partnership with large contractors.

Another finding listed in the report is that larger contracts typically extend to about 3 times their planned implementation period, partly because of lengthy government audit and payment systems but also because of limited contractor capacity. These findings are confirmed by the experience of the World Bank-funded Punjab Municipal

22

Available at http://siteresources.worldbank.org/SOUTHASIAEXT/Resources/Publications/448813-

1202436185914/PIICfull.pdf




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Infrastructure Improvement Project (PMSIP), which has experienced significant over-runs on most contracts. In order to ensure that the ambitious project implementation goals are met, there is a need to explore the options for providing support to contractors and consultants during contract implementation. The PMDFC has worked closely with contractors and supervision engineers to introduce improved project monitoring systems for the PMSIP projects and this has resulted in a clear reduction in contract over-runs. This initiative could be expanded to cover PCIIP contracts. Options for linking with other initiatives should be explored. In particular, the Lahore WASA Academy, which is to be rehabilitated and upgraded with JICA assistance, may provide a useful training resource for sector workers.


Investment Program




ANNEXURES

GHK Consulting Ltd.


Annex A1 Estimates for Sewerage to be Provided in Tranche 2


Page 97

ANNEX A1: ESTIMATES FOR SEWERAGE TO BE PROVIDED IN TRANCHE 2

Description Unit Length Size Cost/m Total cost (Rs)

ZONE-1 - Northern catchment system, including areas currently draining to Bhaid Nullah

TRUNK SEWERS

Sewer Line A m 1,200 48 18,373.6 22,048,320

Sewer Line B m 1,480 54 22,310.8 33,019,984

Sewer Line C m 1,000 30 9843 9,843,000

Sewer Line D m 1,400 30 9843 13,780,200

Sewer Line E m 700 60 27,560.4 19,292,280

Sewer Line F m 900 30 9843 8,858,700

Sewer Line G m 4,000 54 22,310.8 89,243,200

Sewer Line H m 300 60 27,560.4 8,268,120

Sewer Line I m 1,400 36 13,780.2 19,292,280

Sewer Line J m 2,600 66 36,091 93,836,600

Sewer Line K m 700 66 36,091 25,263,700

Sewer Line L m 4,000 72 41340.6 165,362,400

No of Man Holes at 75 m interval and average 15 ft depth No 300 130,000 39,000,000

Total Sewer Line 547,108,784

Lateral and Branch Sewer

9" diameter sewer line m 100,000 9 3,000 300,000,000



18" sewer line m 50,000 18 5,000 250,000,000

No of Manholes at 50 m interval No 6,000

70,000 420,000,000

Total Lateral sewer 1,555,000,000

Pumping Station (ZONE-1)

Capacity approximate 70 Cusec

No of pumps of 10 cusec each No 8 2,000,000 16,000,000

Civil Work L.S 1

10,000,000

Total C 26,000,000

TOTAL (A+B+C) Rs Million 2,128

Total $ Million 24.46


Annex A2 Consultancy requirements and costs water and drainage sector


Page 99

ANNEX A2: CONSULTANCY REQUIREMENTS AND COSTS WATER AND DRAINAGE SECTOR

Assessment of Actual Tubewell Performance/Training of Tubewell Operators

This work will start as soon as contract work to upgrade control panels and provide bulk meters has been completed on any particular tubewell. The methodology should be based on that developed by PMDFC and piloted in Kasur. The aim will be to:

Compare actual discharge with power consumption and so identify which tubewells are (a) delivering at or near their design capacity and (b) doing so in an efficient manner.

Obtain the information on tubewell discharge required to assess the performance of existing water supply zones.

Ensure that managers and operators have a good understanding of good operational practice, that the former insist on this practice and that the latter follow good practice in their day to day activities.

It will be preferable if this work is carried out by the Water Supply and Sanitation Company with PMDFC contracted to provide support and guidance. The contract with PMDFC should cover the following:

Description Unit Quantity Rate US$

Total US$

Services of senior water supply engineer Months 5 6,000 30,000

Support – junior engineer Months 10 2,000 20,000

Accommodation Days 300 50 15,000

Transport Days 300 30 9,000

Production of log books, reports etc Lump sum 1 3,000 3,000

TOTAL 77,000 Source:GHK Analysis The work would be implemented over a 12 month period and would involve initial assessment of working practices, the development of training and guidance materials, recording of information on the operation of all 72 tubewells and the identification of any additional changes and improvements that could be made to further improve operation.

Assessment of Distribution System Condition and Options for Improvement in Selected Water Supply Zones A consultancy input will be required to assess the condition of the existing distribution system in the zones selected for upgrading and to assess the options for improving supplies in these systems. The activities to be covered by the consultancy are as follows:

Map the existing system;

Assess its performance and identify priority areas for replacement of water mains and connections

Produce drawings, specifications and other contract documents, as required and in accordance with ADB requirements.

Assist the Water Company in the contractor procurement process.

Guide and supervise the contractor selected to implement the improvements Specific activities relating to the mapping and analysis of the existing system are listed and described below.




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1. Identify provisional zone boundaries, based on records and discussions with TMA water supply staff.

2. Plot water mains within zone at a scale of 1:2500 3. On the basis of water supply system plan, observation of road surfacing provision and

discussions with TMA water supply staff, develop proposals for digging trial holes to check water main diameter and condition. The aim should be to check all mains thought to be 100mm diameter and above at intervals not exceeding 200 metres.

4. Check boundaries of supply zone and arrange for shut valves to be provided on all mains of 100mm diameter and more crossing the boundaries into adjacent zones. Also ensure that valves are available to subdivide the system within the zone as required for analysis and operational purposes, assess the options for any smaller diameter mains that cross zonal boundaries. If there are not too many such mains, it will probably be possible to ignore them in the first instance.

5. Record the location of all connections, legal and illegal, within the supply zone. TMA connection records may provide a starting point for this exercise but all records should be checked by field surveys.

6. Develop a model of the zonal system, including all tubewells, elevated reservoirs and mains of 100mm diameter and above. (Use EPANET or another model as appropriate). Select nodes and allocate connections to the nearest node so that the distribution of demand can be modelled.

7. Operate the system and record the discharge flow and pressure of the tubewell. Record flows and pressures at other points within the distribution system, using a portable ultrasonic flow meter to record flows. Do this at the following times: (a) Around 8am – to simulate peak demand conditions (b) At about 4pm to simulate average flow conditions and (c) At about 3am to simulate night flow conditions. (This is based on the assumption that system is operated on a 24/7 basis. Even if this is not normally the case, an effort should be made to maintain 24/7 conditions in the zone, if necessary placing a generator at each tubewell to ensure continuous supply. If continuous supply cannot be achieved, information on delivery times should be collected so that an informed estimate of likely peak factors can be made.

8. Run the model with the recorded tubewell discharge flows and pressures. Run first on the basis of (a) peak calculated demands, (b) average calculated demands and, if appropriate, (c) assumed night flow conditions. Check against measured flows and pressures in the system.

9. Check the condition of house connections in sub-zones – digging trial pits to inspect ferrule connections at intervals not exceeding 200 metres.

10. Carry out leak detection surveys in order to identify major leaks. 11. On the basis of comparison of actual and modelled flows and pressures, and taking

account of the results of leak detection surveys, identify possible deficiencies in the existing distribution system. Possible scenarios are:

Model shows higher pressures throughout the system and a more equitable distribution of flows than is measured in practice. Possible reasons for this are (a) high general levels of leakage and (b) household connections are via open pipes to household storage tanks that are not fitted with float valves and so overflow when full. The result of both will be a tendency for high outflows from the system close to the source, with consequent high head losses, with less water and less pressure available to consumers who are remote from the source. Scenario (b) can be modelled by assuming discharge to open tanks at every node.

Discrepancies between the model and recorded flows and pressures are localised. This suggests that deficiencies in the system are confined to certain areas and that there is a need for further investigation of these areas.

12. Depending on the results of first stage investigations, continue investigations in smaller areas, shutting off supply to other areas as appropriate to allow pressure and flow measurements to be made.




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13. On the basis of the investigation, identify areas in which (a) all mains and house connections should be replaced (b) house connections only should be replaced (c) Further detailed investigations will be required before extent of replacement of mains and house connections can be determined.

Consultancy requirements have been estimated on the basis that the initial investigation will be conducted over a period of 6 months with the subsequent contract extending over a period of 18 months

Based on this analysis of requirements, approximate consultancy costs are given in Table A2.1 on the following page.

Table A2-1: Consultancy Costs - Improvement to Existing Water Supply Systems


Total US$

International water distribution/leak detection specialist Months 4 24,000 96,000

National water distribution specialist Months 8 5,000 40,000

Junior national water distribution engineer Months 8 2,000 20,000

House connection survey team Months 6 3,000 18,000

Leak detection team Months 6 3,000 18,000

Physical Survey team Months 6 3,000 18,000

AutoCAD draftsman Months 8 1,000 8,000

Support workers (for excavating trial holes etc Months 6 1,500 9,000

Purchase of portable electronic flow meters (2) and other equipment

Item 1 20,000 20,000

Accommodation in Sialkot Months 15 2,000 30,000

International air fare No 2 2,000 4,000

Transport Days 250 30 7,500

Office hire in Sialkot Months 8 3,000 24,000

Report production and miscellaneous Lump sum 1 5,000 5,000

Total investigation, planning and design 317,500 Source: GHK Analysis

Water and Wastewater Quality Assessment

As indicated in Section 4.3, assessment of water and wastewater quality should be assigned to one laboratory. The stages in the assessment should be as follows: 1. Collect and assess available secondary information on water and wastewater quality in

Sialkot 2. Plan a water quality testing program, designed to supplement available information so as

to provide the information required for water supply and wastewater management planning.

3. Agree the proposed program with the Urban Unit 4. Collect and test samples 5. Collate and analyse results 6. Produce report, setting out the results of the testing program, the conclusions drawn

from that program and recommended actions/design guidelines based on those results and conclusions.

Assessment for water quality should cover the following:

Coliform and e.coli concentrations

Ammonia

Nitrate

Arsenic




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Iron

Manganese

TDS

Hardness Plus other parameters identified as important in the local situation. When samples are taken from tubewells, information should be collected on the depth of the tubewell, the depth from which water is being drawn and the depth of the water table.

Samples should be taken from:

TMA tubewells (At least 5 samples from each operation tubewell – total 500 samples

Selected private tubewells, covering the full range from shallow tubewells fitted with handpumps to deeper tubewells with powered pumps. (Allow total of 300 samples

Public water delivery points (in particular the large standpipes that are used to supply water bowsers and fire appliances. (Allow total of 300 samples)

Consumers taps – locations to be chosen to be representative of the different types of development and different water supply levels of service (pressure and period of supply) in the city. (Allow total of 600 samples).

Assessment of wastewater quality should cover the following:

Five day Biochemical Oxygen Demand (BOD5)

Chemical oxygen demand (COD)

Suspended solids (SS)

Ammonia (NH3)

Metals associated with tanneries and other industrial processes, including chromium and other heavy metals)

At least 50 samples should be taken from each of the three main nullahs, (Aik Nullah, Bhaid Nullah and Phalku Nullah) and from all major contributing drains and sewers, including the outfall drain at the main pumping station, the 900mm sewer at Anwar Khawaja Chowk, the sewer along Pasroor Road, the collector drains discharging to the Bhaid Nullah and the sewer serving Model Town, among others. The total number of samples will be of the order of 1000, and should be taken over a period of time so as to allow assessment of the variation of wastewater quality with time.

Before starting to take samples, the organisation responsible for carrying out the survey should agree the locations from which samples are to be taken with SWSC.

The estimated cost of water and wastewater quality testing is summarised in Table A2.2.

Table A2-2: Estimated Costs for Water and Wastewater Quality Testing


Total US$

Senior microbiologist (Planning and analysis/report writing) Month 2 4,000 8,000

Senior chemist (As for senior microbiologist Month 2 4,000 8,000

Field staff (to take water samples) Month 8 1,000 8,000

Laboratory staff Month 8 1,000 8,000

Transport for sample collection Days 100 30 3,000

Overheads and chemicals etc (50% of items 1 – 4 above) Item 1 5,000 5,000

Total 40,000 Source GHK Analysis




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In addition, provision should be made for ongoing routine water quality testing. Ideally, SWSC should develop its own capacity to carry out water quality testing but an allowance of $15,000 per year after year one has been allowed for a local laboratory to carry out routine water and wastewater quality testing over the remaining four years of Tranche 1. Based on the costs given by the Cleaner Production Unit Laboratory in Sialkot, this will be sufficient to carry out comprehensive tests on at least 250 samples each year. However it is expected that a rather better rate will be obtained at tender and that at least 750 complete samples a year will be tested.

Water Supply Detailed Planning and Design The objectives of this consultancy will be to develop detailed designs for the Tranche 1 and 2 sub-projects identified in this Strategy and Action Plan report and to develop outline proposals for projects to be implemented in subsequent tranches, in both Sialkot and other PCIIP cities. The work to be carried out is summarised below:

Develop and agree appropriate design standards

Assess and if necessary adapt the overall approach to water supply expansion proposed in this report

Produce outline proposals for the whole of Sialkot city, in sufficient detail to show that the proposals are feasible

Produce detailed designs and contract documents for Tranche 1 investments, other than those prepared in the course of the PPTA or covered elsewhere in this report.

Produce detailed designs for Tranche 2 investments, total estimated value up to $24.6 million, including design of trunk sewers, detailed assessment of need for provision of secondary sewers and design of secondary sewers

Produce contract documentation for Tranche 2 investments

Assist Sialkot Water and Sanitation Company with preparation of bidding documents and assessment of contractor’s bids

Supervise construction work for Tranche 1 investments Preliminary estimates of manpower requirements and costs are given in the table A2-3

Table A2-3: Preliminary estimates of Manpower Requirements and Costs


Total US$

International planning and design engineer Months 9 24,000 216,000

Senior national water supply design engineer Months 12 5,000 60,000

National graduate design engineers (2 no) Months 24 3,000 72,000

Support staff – autocad operators, surveyors etc Months 12 2,000 24,000

Transport Months 18 1,500 27,000

Construction supervision adviser (national) Months 6 5,000 30,000

Resident engineer (national) Months 18 3,000 54,000

Diploma engineer – resident engineers staff Months 18 1,500 27,000

Construction supervisors Months 36 750 27,000

International air fares No. 3 2,000 6,000

Hire and equip office Item 1 30,000 30,000

Miscellaneous Item 1 10,000 10,000

Total 593,000

Source:GHK Analysis




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Wastewater Management Detailed Planning and Design

This work would build on the proposal contained in this Strategy and Action Plan report and provide a detailed plan for sewerage and drainage for the whole of Sialkot City, together with detailed designs, drawing and contract documents for works to be included in Tranche 1 and 2 of the investment plan. The work to be carried out is summarised below:

Develop and agree appropriate design standards

Assess and if necessary adapt the overall wastewater plan proposed in this report

Produce outline proposals for the whole of Sialkot city, in sufficient detail to show that the proposals are feasible

Produce detailed designs and contract documents for Tranche 1 investments, in accordance with proposals given in this report

Produce detailed designs for Tranche 2 investments, total estimated value up to $24.6 million, including design of trunk sewers, detailed assessment of need for provision of secondary sewers and design of secondary sewers

Produce contract documentation for Tranche 2 investments

Assist Sialkot Water and Sanitation Company with preparation of bidding documents and assessment of contractor’s bids

Supervise construction work for Tranche 1 investments Table A2-4:Consultancy for Wastewater Management


Total US$

International sewerage planning and design engineer Months 9 24,000 216,000

International wastewater treatment design engineer Months 3 24,000 72,000

Senior national sewerage design engineer Months 12 5,000 60000

Senior national wastewater planning engineer Months 4 5,000 20,000

National graduate design engineers (2 no) Months 24 3,000 72,000

Support staff – autocad operators, surveyors etc Months 12 2,000 24,000

Transport Months 18 1,500 27,000

Construction supervision adviser (national) Months 3 5,000 15,000

Resident engineer (national) Months 18 3,000 54,000

Diploma engineer – resident engineers staff Months 18 1,500 27,000

Construction supervisors Months 36 750 27.000

International air fares No. 3 2,000 6000

Hire and equip office Item 1 30,000 30000

Miscellaneous Item 1 10,000 10000

Total 660,000 Source: GHK Assessment


Annex A3

Comparison of Sewerage Treatment Options for Sialkot


Page 105

ANNEX A3: COMPARISON OF SEWAGE TREATMENT OPTIONS FOR SIALKOT

Introduction

When considering the sewage treatment options for Sialkot, the following points have been considered:

Cost

Operating requirements

Vulnerability Cost depends on the design parameters adopted and comparison of costs requires information on land take, land cost, capital cost and operational costs. Comparisons are best made on the basis of discounted costs, including capital costs, including land, and operating costs. Regardless of the theoretical relative economic benefits of different options, no technology will deliver the intended benefits if the operating organisation cannot guarantee sufficient funds to ensure effective O&M. In the event that two technologies have broadly similar overall costs, this consideration will favour the one with the higher capital and lower maintenance costs.

Costs

The technologies that might be used for treatment for Sialkot include anaerobic, facultative and maturation waste stabilisation ponds, constructed wetlands, upward flow anaerobic sludge blanket reactors, trickling filters and various forms of treatment depending on mechanical or diffused air aeration.

Land cost will be a key parameter when considering options. Around 4 years ago, Sambrial TMA purchased 5 acres (2.02 hectares of land for a proposed treatment works west of the town at a price of Rs2.2 million rupees per acre or about Rs5.5 million rupees per hectare. With the exchange rate prevailing at the time, this was equivalent to about $7.5 per square metre. Initial investigations suggest that the price of land to the east of Sambrial, identified as a possible SWM landfill site, is likely to be around $4 per hectare. This land is more remote from Sialkot than likely WWTP sites so it is reasonable to assume a higher cost when making an initial comparison of wastewater treatment plant options. For initial planning purposes, a price of $8 per square metre has been assumed.

No information is available on comparative costs for different treatment options in Pakistan but two studies are available from India. It is reasonable to assume that conditions and comparative construction costs will be similar to those in India and so the Indian figures can be used as a starting point for comparing options for Punjab. The main variable will be the price of land, which the first Indian comparison takes as IRs20 million per hectare, about $50 per hectare, which is several times the land prices around Sambrial.

Table A3-1 summarises the results of the first Indian comparison23. Note the following points:

The assumed land requirement for trickling filters appears to be too low. Normally, trickling filters require more land than activated sludge plants.

The assumed land requirement for waste stabilisation ponds is low. Calculation based on winter Lahore temperatures and assuming full treatment including anaerobic ponds,

23 Khalil N, Sinha R, Raghav A and Mittal A (2008), UASB technology for sewage treatment in India: Experience,

economic evaluation and its potential in other developing countries, paper presented at Twelfth International Water Technology Conference, IWTC12 2008, Alexandria, Egypt, Downloaded from

http://www.iwtc.info/2008_pdf/15-3.PDF on 18th October 2008

http://www.iwtc.info/2008_pdf/15-3.PDF%20on%2018th%20October%202008


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facultative ponds and maturation ponds suggests that land requirement will be about 2.6m2/person, about 3 times that allowed in Table A3.1.

The land requirement assumed for UASBs plus final polishing ponds seems to be too low.

Table A3-1: Comparison of Treatment Option Requirements for India (Khalil Et Al)

All figures given per mld capacity

Land requirement

m2

Capital cost Rs million

Total annual O&M cost Rs million

Total Annual Cost

Rs million

Net present worth

Rs million

Activated sludge 1.82 3.4 0.996 1.915 15.44

Trickling filter 1.62 3 0.743 1.116 9

Waste stabilization pond 8 1.3 0.079 0.24 1.93

UASB + polishing pond 1.8 3.25 0.245 0.649 5.23

UASB + extended aeration 1.45 3.4 0.358 0.781 6.29

Movind bed biological reactor 0.45 4.2 1.089 1.611 12.98

Sequencing batch reactor 0.3 3 1.051 1.772 14.28

The financial estimates in Table A3.1 assume an 8.06% discount factor and a 12% interest rate of capital.

The cost comparison given in Table A3.1 must be treated with some caution because of the doubts about the assumptions on land take. These are most important for options with a relatively high land take, since land makes a major contribution to the capital cost of these options. However, some of the errors and differences from the Punjab situation tend to cancel each other out. So, for instance, the amount of land required for waste stabilisation ponds is underestimated by a factor of about 3 but this is more than compensated for by the fact that the cost of land around Sialkot is likely to be much lower than that assumed for the Indian comparison.

The second Indian study24 compares total annual costs for a range of annual interest rates and land prices. For the former, rates of 5%, 10% and 15% are assumed while for the latter, assumed prices are $US2, $US20 and $US60 per square metre. The first comparison is between a pond system and a UASB system followed by a ‘polishing pond’ with a retention period of 1 day and is stated to be valid for treatment capacity in the range 6000 – 25000m3/d. A comparison is also made with the cost of a Biological Aerated Filter (BAF), which can be taken as representative of the range of more sophisticated treatment options, including activated sludge. The WSP system is assumed to incorporate anaerobic, facultative and maturation ponds with a total area for a 6000m3/d system of about 1.9m2/person per day. This is slightly less than the theoretical figure of 2.5m2/person per day calculated for a full pond system under Punjab conditions. The comparison suggested that the WSP system would be cheaper than the UASB plant for land prices less than about $US13 per square metre for a discount rate of 5% and $US8 per square metre for a discount rate of 10%. For both discount rates, the WSP option will be cheapest for the land costs that are likely to be found around Sialkot. The cost of the BAF system was appreciably higher than that of the other two options for land costs up to about between $US20 and $US40 for discount rates between 5% and 10%.

24

Sato N, Okubo T, Onodera T, Agrawal L K, Ohashi A and Harada H (2007) Economic evaluation of sewage

treatment processes in India, Journal of Environmental Management, 84(2007) 447 – 460.


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Overall, the comparison shows that from the point of view of costs, WSPs are likely to be the best option where land is available, for the following reasons: 1. Their overall cost is lower than other options, significantly lower than that of mechanically

aerated options such as activated sludge, moving bed biological reactors (MBBRs) and sequencing batch reactgors (SBRs).

2. Their operational cost, and in particular the cost of power, is significantly lower than that of other options, about a tenth of that incurred for mechanically aerated options.

The issue in Sialkot and in other Punjab towns is likely to whether land is available in sufficient quantity to allow installation of ponds. The Sambrial design prepared by PMDFC provides for rather less facultative pond area than would be considered ideal. Indeed, it is probable that in future years, the pond will operate more like the polishing ponds that follow UASBs in the Indian Yamuna Action Plan schemes. This makes the pond option even more financially attractive while creating potential effluent standard problems in future. One option for overcoming these problems would be to design the pond to be upgraded to a facultative aerated lagoon system in future years.

Options for Secondary Treatment

While facultative and maturation waste stabilisation ponds are likely to be the cheapest option for secondary treatment, limited land availability may preclude their use. Alternatives include trickling filters, aerated lagoons, activated sludge and its variations and extended aeration. All apart will require a reliable source of energy and are therefore vulnerable to load shedding. However, the power requirements for trickling filters are much lower than those of the other options, involving only pumping rather than aeration of wastewater. Trickling filters, activated sludge and extended aeration will all require a final settling stage. Trickling filters will be the preferred secondary treatment option. Approximate estimates suggest that their land requirement, excluding the land required for primary treatment, which it is assumed will still be provided in anaerobic ponds, will be of the order of 0.25m per person equivalent, rather less for larger plants because of economies of scale.

Given that the discharge standards to be achieved are fairly low, it is likely that high-rate filters with plastic media can be used. An added advantage of using high-rate filters is that it will result in a reduction in filter flies.

Operating Requirements

No technology, however simple, is maintenance free. However, some clearly have greater operating needs than others. The regular O&M needs of waste stabilisation ponds are very simple. Any floating material has to be removed from time to time and the sides of ponds need to be kept free of vegetation, which might provide a breeding ground for insects. Since there is no machinery, other than any pumps required to lift the flow at the head of the works and, for larger works, mechanically raked screens, mechanical maintenance requirements are minimal. Inspection of works in India suggests that the main problems with regard to regular maintenance are likely to occur at the inlet works, which are problems common to all treatment processes. Waste stabilisation ponds, particularly anaerobic ponds must be desludged periodically, typically every 3 – 5 years. This is the key maintenance task and failure to carry it out will lead to reduced treatment capacity and, perhaps after many years, system failure. It will be important to provide at least two anaerobic ponds so that flow can continue while one of the ponds is dewatered and desludged.


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The experience with maintenance of more sophisticated forms of treatment in Pakistan to date has not been good. For instance, an aerated lagoon system installed in Hayatabad Peshawar in the late 1980s failed within a few years of being commissioned. Activated sludge plants in Islamabad have not performed well although they have recently been rehabilitated. A recent review by India’s Central Pollution Control Board of the operation of WWTPs throughout India provides further information. A total of 83 WWTPs were evaluated, of which 8 were rated good, 30 satisfactory and the remainder either poor or very poor. Further analysis of their findings shows that O&M performance related as much to location as to the type of technology. All the 12 waste stabilisation pond systems inspected were judged to be poor or very poor; with failure to remove sludge being the most frequently cited reason for poor performance. While 4 out of 15 UASB plants were rated as satisfactory, 10 were rated as poor and one as very poor. The overall situation with regard to activated sludge plants was better with over half being classed as satisfactory. The situation with regard to aerated lagoons was similar. The satisfactory plants were found in large cities such as Delhi, Mumbai and Pune and the worst performance was in states such as Bihar. Visits to a number of treatment plants in Haryana and Madhya Pradesh suggest that municipality-operated plants tend to be the most poorly maintained, those maintained by State PHEDs either directly or through 3 year management contracts are slightly better but still far from ideal and that the best option for good O&M may be design build and operate contracts with the plant provide also taking responsibility for O&M over a period of 10 years or more.

Vulnerability

WWTPs are clearly vulnerable to poor O&M. In particular, neglect of basic tasks such as desludging anaerobic tanks can eventually lead to failure. Another important aspect of vulnerability relates the availability of the basic inputs required for the treatment process. For mechanized plants, the most obvious of these is power. Towns in Pakistan currently face long periods of load shedding and so alternative arrangements will have to be made if basic treatment processes are to be sustained. One option for dealing with this situation would be to provide key mechanical components with an alternative feed but the more normal practice is to provide a diesel standby generator. The issues with this option are (a) will the generator be maintained and (b) will it be used even if installed? Experience suggests that generators are often not used, even when installed. The main reason for this is probably the high cost of operating a diesel generator, as compared of powering machinery using mains electricity. The Indian Central Pollution Control Board study found 13 WWTPs with diesel generating sets in operating condition but a further 6 in which the generating sets were not being used because of cost considerations.

Conclusions At the land prices current around Sialkot, waste stabilisation ponds offer the cheapest alternative in terms of both overall costs and operating costs. WSPs also have the least requirements in terms of operator skills and knowledge.

It will be important to consider options for periodic desludging of ponds since experience in India and elsewhere suggests that failure to carry out this task can lead to failure of ponds. Design should aim to minimise this risk. One aspect of this should be the provision of at least two anaerobic ponds at every WWTP site so that one can continue to be used while the second is taken out of commission for desludging.

Options for involving local private sector entrepreneurs in desludging tanks and selling the material removed to farmers after a suitable period of storage might be explored.


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To reduce land requirements, it may be appropriate to view simple waste stabilisation pond facilities as the first step in a phased programme of improvement, involving future upgrading to more space-efficient forms of treatment.

References

Khalil N, Sinha R, Raghav A and Mittal A (2008), UASB technology for sewage treatment in India: Experience, economic evaluation and its potential in other developing countries, paper presented at Twelfth International Water Technology Conference, IWTC12 2008, Alexandria, Egypt, Downloaded from http://www.iwtc.info/2008_pdf/15-3.PDF on 18th October 2008

Central Pollution Control Board, Ministry of Environment and Forests, Government of India (2008), Evaluation of Operation and Maintenance of Sewage Treatment Plants in India 2007, Downloaded from http://www.cpcb.nic.in/upload/NewItems/NewItem_99_5.pdf, Oct 22nd 2008.

Sato N, Okubo T, Onodera T, Agrawal L K, Ohashi A and Harada H (2007) Economic evaluation of sewage treatment processes in India, Journal of Environmental Management, 84(2007) 447 – 460.

http://www.iwtc.info/2008_pdf/15-3.PDF%20on%2018th%20October%202008

http://www.cpcb.nic.in/upload/NewItems/NewItem_99_5.pdf


Annex A4

Design Materials and Standards


Page 111

ANNEX A4: DESIGN MATERIALS AND STANDARDS

Drinking Water Quality Standards

Information on key water quality standards, as recommended by the Pakistan Standards Quality Control Authority (PSQCA) and the Public Health Engineering Department (PHED), is given in Table A4-1 below, The PSQCA standards are generally based on WHO standards.

Table A4-1: Some Key Drinking Water Quality Standards

Pollutant Unit

PSQCA PHED

Desirable limit

Permissible limit

Desirable limit

Permissible limit

Total dissolved solids mg/l 1,000 1,500 500 1,500

Total hardness (CaCO3) mg/l 20 500 100 500

Ph 7 – 8.5 6.5 – 9.2 7 – 8.5 6.5 – 9.2

Fluoride mg/l 1.0 1.5 Not given

Iron mg/l 0.3 1.0 0.1 1.0

Manganese mg/l 0.5 0.05 0.5

Nitrate (NO3) Mg/l 10 Not given

Arsenic µg/l 10 50 Not given

E.Coli 0/250ml Not given but PHED aims to follow WHO standard (See

below) Total coliform 0/250ml

In the case of arsenic, the current practice is to accept water with concentrations up to 25µg/l as acceptable and those with concentrations up to 50µg/l as permissible although not desirable. Nitrate is an indicator of organic pollution from leach pits, wastewater ponds and nitrogen fertilizers and may be present even when coliform bacteria have been removed from the water as it filters through the soil.

The WHO bacteriological standards require that in 95% of the samples collected over a one year period, coliforms should be absent from 100ml of the sample. No sample should contain more than 10 coliforms per 100ml and no sample should contain escherachia coli (e.coli) in a 100ml sample. Coliform bacteria should not be detectable in two consecutive samples. It is unlikely whether these standards are being met by the Sialkot water supply system at present. The aim should normally be to achieve the standards at the source and ensure that schemes are planned, designed and constructed in a way that minimises the risk of pollution occurring in the distribution system. Chlorine should be added to the flow in sufficient quantity to provide chlorine residuals all the way to the consumer’s tap and therefore prevent recontamination of the water. Regardless of this, pipes should be durable and oints and connections should be made in a way that ensures that pipes are watertight, preventing both ingress and leakage of water.

Proposed service standards are listed and discussed below. In general, they are based on existing Government of Pakistan standards,

Water Supply Technical Standards

Recommended water supply technical standards are as proposed by PDSSP in 2008, with the following exceptions:

The design life for the civil components of slow sand filters should be at least 30 years rather than the 20 years suggested in the PDSSP standards.


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The design life of HDPE water mains should be taken as at least 30 years rather than the 20 year figure currently used in the PDSSP and PHED standards.

Where HDPE water pipes are used, a minimum internal diameter of 50mm should be considered for branch distribution pipes serving a small number of houses.

Given that the aim should always be to provide water (if not immediately, with the design horizon) through a continuously pressurised systems, storage in overhead tanks or ground level reservoirs on elevated ground should be provided on all systems.

Medium density polyethylene (MDPE) rather than galvanised steel should be used for house connections. The minimum internal diameter should be 12mm.

Sewerage Technical Standards

PDSSP’s recommended design lives for civil and electrical/mechanical works, 25 years and 10 years respectively, are reasonable.

The design approach for sewers could usefully be reviewed to ensure that the design assumptions correspond more closely with observed realities on the ground. More detailed information on this is given in the main body of the report although it is probably true that the existing design approach will give satisfactory results.

The possibility of using small inspection chambers on shallow branch mains should be further explored.

PDSSP and the PHED recommend 3’ and 2.5’ earth cover respectively over sewers. While the PDSSP figure may be appropriate for sewers laid under trafficked roads, a reduced cover will often be appropriate in narrow non-trafficked lanes. The key point to note here is that the sewer should normally be deeper than the water main.

The possibility of using 6” diameter uPVC sewer branches to serve up to perhaps 20 houses could usefully be considered. There is no reason why connections should not then be made via ‘Y’ branches rather than at manholes. Both the smaller sewer size and the connections via ‘Y’ branches are new concepts for Pakistan and it will therefore be best if the concepts are first tested at a pilot scale before any attempt is made to introduce them more generally.

In flat areas, achieving the self-cleansing velocities required for conventional sewerage will be difficult. This will be particularly problematic if the aim will be to minimise or eliminate pumping, which will normally be the case for villages. In such circumstances, the possibility of providing small interceptor tanks or haudis on house connections, as practiced by some NGOs influenced by the Orangi Pilot Project (OPP), should be considered.

While sewerage is theoretically superior to open drains and has potential health benefits, it will only achieve those benefits if it is properly operated and maintained. As a general rule, it should only be considered where there is clear community commitment to operate and maintain the system. Arguably, the best opportunities for introducing sewerage will arise where a water user committee is already successfully operating a water supply scheme.

The water supply technical standards as set out in the PDSSP Technical and Service Delivery Standards document are generally appropriate. However, some aspects of the standards should be reviewed. These are discussed below. Assumed design life the design lives adopted for tubewells and water treatment facilities are based on the perceived operational life of those facilities. So, a design life of 15 years is adopted for tubewells on the basis that 15 year old tubewells are still operating satisfactorily while that for slow sand filters has been taken as 20 years on the basis that slow sand filters


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commissioned in the mid 1970s remained operative until the mid 1990s. This reasoning pays insufficient attention to the fact that the performance of a facility depends to a large extent on the way in which it is operated and maintained. Slow sand filters have been operating in London for over 100 years and continue to operate today. A distinction needs to be made between mechanical machinery, which should normally be designed for a life of 10 or at most 15 years, and civil works, which if properly designed and constructed may have a design life of 50 years or more. In the case of water mains, the design life depends on the material used. The PDSSP standard of a 20 year design life for distribution mains may be appropriate for galvanised steel mains but the design life of uPVC and particularly high density polyethylene (HDPE) mains should be longer, up to 50 years in the case of HDPE although it may be appropriate to take 30 years for financial comparison purposes. This is important as it will influence the economic calculations on which pipe material decisions are made.

Per-Capita Production Both the PHED and PDSSP recommend a production standard of 50 gallons per person per day for towns with a population of 100,000 or more. This figure is rather high and it is likely that actual production will drop once unaccounted for water levels have been reduced by distribution repairs and metering. However, it should be retained for the moment and only altered when hard evidence of actual production figures is available.

Peak Factors

The PDSSP/PHED assume that the peak daily demand should be taken as 1.5 times the average daily demand and that the peak hour factor should be taken as 1.5 times the peak daily demand, giving a combined peak factor of 2.25. These are fairly standard figures and are likely to be appropriate for schemes that deliver water 24/7. Higher peak factors should be used as appropriate for areas in which water supply is intermittent, for whatever reason.

Minimum Pipe Diameter and Cover The PDSSP standards follow the PHED standards in proposing a 3” (80mm) minimum pipe diameter for distribution and transmission mains. In practice, there appears to be no technical reason why a minimum 50mm internal diameter should not be allowed for HDPE mains, particularly for short lanes supplying less than around 50 households. This point can be further investigated by the design consultants employed under Tranche 1 of the ADB funding. PDSSP and PHED recommend a 3ft (900mm) minimum cover over water mains. While this is appropriate for trafficked roads, it may be possible and indeed desirable to reduce the cover in pedestrian lanes, for example those found in the historic centre of Sialkot, to perhaps half this figure, depending on the pipe material and diameter.

Overhead Reservoirs PHED’s existing design guidelines state that overhead reservoirs should be provided where needed, with a capacity of 1/6th of the average daily demand, subject to a minimum size of 5000 gallons. The stipulation ‘where needed’ provides some discretion and many PHED engineers now design schemes that rely on direct pumping and do not include overhead reservoirs. The PDSSP standards state that overhead reservoirs are essential, except where the topography is such that they can be replaced by an appropriately located ground storage


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tank or tanks. They suggest a minimum capacity of 1/10th of the average day demand and a minimum capacity of 10,000 gallons.

The PHED engineers are right to observe that overhead reservoirs may have limited utility on schemes that provide a limited intermittent supply. However, the ultimate aim should always be to provide water on a 24/7 basis and for a 24/7 scheme, overhead storage will be essential.

The amount of storage provided will depend on the pattern of supply and demand. Storage equivalent to about 1/4th of the average daily demand is required to balance supply and demand when demand fluctuates over a 24 hour period and the supply is constant over that perriod. Rather less storage is required if the supply capacity is greater than the average daily demand so that supply does not have to be continuous but can be matched to demand. So, the minimum overhead capacity should be decided on the basis of analysis of demand patterns and supply arrangements. Conversely, significantly more storage and pumping capacity will be required to ensure that the system is continuously pressurised during periods with no power supply. This is particularly important in Pakistan at present, given that load shedding is common.

For preliminary design in Sialkot, it has been assumed that 3 hours elevated storage should be provided at average daily demand, with tubewell capacity increased to ensure that elevated tanks can be kept full during periods of peak demand. This should be compared against other combinations of storage and pumping capacity during detailed design.

Sewerage Design Norms and Standards PDSSP’s recommended design lives for civil and electrical/mechanical works, 25 years and 10 years respectively, are reasonable.

The design approach for sewers could usefully be reviewed. The peak factors given in both the PHED and PDSSP standards are fairly conventional, following an approach originally developed in the United States. However, measurements of actual flows in European conditions suggest that dry weather flow peak factors are likely to be rather lower, perhaps 2 – 3 for a population up to 5000, reducing to perhaps 1.5 for a population of over 100,000. Conversely, it is unrealistic to allow no provision for storm water ingress25. In practice, infiltration should not be significant for sewers laid above the water table and can generally be ignored.

The PHED and PDSSP manhole standards are almost identical and provide a good basis for manhole sizing. The possibility of using small inspection chambers on shallow branch mains should be further explored.

PDSSP and the PHED recommend 3’ and 2.5’ earth cover respectively over sewers. While the PDSSP figure may be appropriate for sewers laid under trafficked roads, a reduced cover will often be appropriate in narrow non-trafficked lanes. The key point to note here is that the sewer should normally be deeper than the water main.

All technical agencies in Pakistan recommend a 9” (228mm) minimum sewer diameter. There is no clear technical reason for this. A 6” (152mm) diameter sewer will provide more than enough capacity for branch mains, even for sewers designed to carry some storm

25

Both sets of Guidelines are contradictory on this point, stating that sewers will be designed as partially

combine and then saying that no allowance will be made for storm water for rural schemes.


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water26. The reason normally given for specifying a larger minimum diameter is that smaller diameter sewers are more likely to block or will block more quickly. In fact, the smaller the diameter of the sewer, the greater will be its hydraulic efficiency for a given flow. It will be worthwhile to consider a revised approach to sewer design, starting from first principles and laying special emphasis on the need to keep unwanted materials and objects out of the sewers. This will require:

careful attention to manhole and chamber cover design (in order to ensure that extraneous material cannot enter the sewer through broken or missing manhole covers)

Exploration of alternatives to the presently used reinforced concrete pipes; and

Consideration of sewer connection arrangements. A pilot sewerage project is currently being planned and will shortly be executed in two lanes in Lahore’s Walled City. This will use 6” diameter uPVC pipes, with 4” uPVC house connections, connected to the main sewer via ‘Y’ connections rather than at manholes. In the past, ‘Y’ connections have been considered inappropriate for sewers in Pakistan, partly because they are difficult to fabricate in reinforced concrete. However, they are used widely elsewhere and provide a smoother entry into the sewer and thus better hydraulics than connections at manholes. The performance of the Walled City pilot system should be monitored and, if appropriate, it may be considered for branch mains in rural schemes, perhaps on a pilot basis in the first instance, provided that PVC pipes are used for both sewers and connections.

26

Indeed, 100mm (4”) diameter sewers are routinely provided in schemes to serve low income areas in Brazil.

These schemes are designed on the assumption that sewers will be separate, carrying only foul water, which is unlikely to be appropriate for Pakistan.


Annex A5

Water Supply and Waste Water Treatment Calculations


Page 117

ANNEX A5: WATER SUPPLY AND WASTE WATER TREATMENT CALCULATIONS

Sialkot City Existing Situation Basic design parameters

Population within pre-2001 municipal limits 454,000 Number of functioning tubewells 72 Average rated discharge – single tubewell 1.5 cusecs PHED production standard for large towns 50 gal/c.d Operational time required for each tubewell to produce 50 gal/cd for every resident is:454,000 x 50 (72 x 1.5 x 6.24 x 3,600) = 9.36 hours

If average tubewell discharge is only 1 cusec, ie 67% of rated discharge, tubewells will have to be run for 14 hours to ensure 50 gal/cd supply to every resident. In practice, there are only about 42,000 connections. For an average household size of 7, with tubewells operated for 8 hours each day, the average per-capita production will be as follows: At rated tubewell capacity – 1.5 x 6.24 x 3,600 x 72 x 8/(42,000 x 7) = 66 gal/cd If actual discharge is only 1 cusec - 66 x 0.667) = 44 gal/cd If additional 20 tubewells, currently installed but not operational, are commissioned, total time required to provide 50 gallons per head per day will be reduced to 9.36 x 72/92 = 7.32 hours at rated tubewell discharge and 14*72/92 = 10.98 hours if average actual discharge is only 1 cusec.

Calculation for Supply from Overhead Reservoirs to Cover Load Shedding Periods Option (a) – Supply from elevated reservoirs Service reservoirs provide balancing storage to allow for fluctuations in demand, filling during periods of low demand and emptying at periods of peak demand. They can also store sufficient water to allow continued supply for periods when there is no water production. Assuming that load-shedding can be controlled with the maximum period without power restricted to 1 hour, elevated storage must be sufficient to cover demand over that 1 hour period, assuming no supply from tubewells. In order to provide a margin of safety, it is assumed that reservoir capacity should be sufficient to fully meet demand for any 1.5 hour period during the day. The critical condition will be a load shedding event during the morning peak demand period, when demand may be up to 2.25 times the average demand. So, the storage to be provided will have to equate to 3.375 (2.25 x 1.5) hours storage at average daily demand, including allowance for unaccounted for water. For the current supply population within Sialkot City and using the PHED supply standard of 50 gallons per person per head per day, the storage

requireed would be 2.067 million gallons or 9400m3. 570,000 gallons (2600m3 could be

provided from existing elevated storage reservoirs, leaving 1.49 million gallons or 6800 m3 additional storage to be provided. For this system to work, pumping capacity sufficient to both meet demand and fill elevated storage reservoirs in the period between successive load-shedding events will have to be provided. If the period between events is assumed to be 1.5 hours, pumping capacity equivalent to peak demand will have to be provided to fill the reservoir. In addition, pumping capacity would have to be sufficient to meet ongoing demand. Overall, the pumping capacity required is likely to be of the order of 4 times the average daily demand, equivalent to


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around 200 gallons per head per day at current unaccounted for water levels and perhaps 160 gallons per head per day if total demand, including UAW, can be reduced to 40 gallons per head per day.

Sialkot Cantonment Water Supply

Existing Situation Total rated capacity of operational tubewells 21.5 cusecs

Rated capacity of tubewells available but not used 3 cusecs

Average period of operation 8 hours/day (CB information)

Present population 81,000

Present per-capita water production (based on rated capacities) = 21.5 x 3,600 x 6.24 x 8 = 3.86 million gallons per day.

Average per-capita production 3,860,000/81,000 = 47.7 gal/cd

With currently unused tubewells, production will increase to 24.5 x 3,600 x 6.24 x 8 = 4.4mgd.

Average per-capita production will increase to 4,400,000/81,000 = 54.35 gal/cd. Areas Beyond City Limits – Preliminary Calculations For Area 11 This area is located west of Defence Road. These calculations are preliminary and further calculations will be made during detailed design

Tubewell yield 1.5 cusecs = 42.48l/sec

Average per-capita consumption50 gal/cd = 227l/cd

Continuous 24/7 water supply

Peak day factor (peak day/average consumption) = 1.5

Peak hour factor (peak hour/average consumption) = 2.25

Tubewells operate on average for 12 hours per day during normal conditions, 18 hours per day to meet peak demands.

Average household size = 6.5

Assumed design population density 250 persons per hectare

(Based on average for MC area at present)

Average daily production per tubewell = 42.48 x 3.6 x 12 m3/d = 1835m3/d

Population to be served per tubewell = 1,835/0.227 = 8,084.

Number of households served by one tubewell = 8,084/6.5 = 1244.

Area served by one tubewell = 8084/250 = 32.33 ha (say 32 ha). Total length of main = 32 x 250 = 8000m /tubewell (Assumes length of main same as length of road, which averages around 250 metres per hectare, depending on plot sizes and settlement patterns). Length of main per household = 6.5m

(Allow 15 % additional for transmission mains, giving total length around 7.5 m per household).


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Total area to be served is about 220 ha. Assume system with 7 tubewells but using two existing mtubewells so that number of new tubewells required = 5.

Sewage Treatment

2.Because of the lack of information on sewage treatment, calculations for sewage treatment are based on information obtained from locations elsewhere, particularly India.

Assume water use = 70% of 50 gal/h.d and that sewage generation is 80% of this. Total wastewater production = 28 gallons per person per day, or 128 litres per person per day Total wastewater production for 2020 population will be 1,280,000 x 128/1,000,000 = 164 million litres per day. Based on information from India, the capital cost of a UASB system followed by secondary treatment is likely to be of the order of $85,000 per million litres per day capacity So, the total cost of treatment for Sialkot’s projected population will be of the order of $14 million. The operational cost is likely to be of the order of $10,000 per mld capacity, ie about $1.64 million per year. These are preliminary calculations and will be further developed.


Annex A6

Results of Tubewell Survey


Page 121

ANNEX A6: SUMMARY PAGES GRAPHICALLY SHOWING THE RESULTS OF TUBEWELL SURVEY: SIALKOT

Following section represents the summary of tube well survey report in graphical form as desired by Kathie Julian.

Functional Tube Wells

There are 111 tube wells in Sialkot city. The following pie chart represents the percentage of functional tube wells in the city.

Figure A6-1: Status of Tubwells in Sialkot City


Replacement of Motor Control Unit (MCU)

The following graph represents the percentage of tube wells where replacement of MCU is required.

Figure A6-2: Tub Well Requiring Replacement Of Motor Control Unit (Mcu):Sialkot City

Non-functional, 14%

Functional, 86%

Replacement Required, 31%

Repalcemnet not Required, 69%


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Tubewells Requiring New Pump Houses

Some tube well bore failed in the past and new bore holes were dug. However, pump houses were not constructed. Pumping machinery is installed in the open and not safe.

Figure A6-3: Tub Wells Requiring New Pump House (PH) Sialkot City


Pump Houses Requiring New Electric Room Wiring (ERW)

The electric room wiring (ERW) in some pump houses is not satisfactory and have pose occupational hazards and therefore require improvement/complete replacement. The graph below shows the percentage of tube wells that require ERW

Figure A6-4 Tubwells Requiring Proper Electric Room Wiring (ERW): Sialkot City


Pump House Required

17%

Existing PH Satisfactory

83%

Existing ERW satisfactory

61%

Requiring ERW39%


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Water Meter at Tubewells

Water meter are not installed at all the tube wells. In their absence it is not possible to estimate the total water withdrawal from the aquifer and manage the water resources. The graph below shows the percentage of tube wells equipped with water meters. Figure A6-5 Tubwells Without Water Meters: Sialkot City


Tubewells without Disinfection Equipment

Most of the tubewells lack disinfection equipment and therefore bacteriological contamination cannot be managed. The graph below shows the percentage of tube wells with disinfection equipment installed.

Figure A6-6: Tubwells Without Disinfection Equipment: Sialkot City


With Water Meters, 23%

Without Water Meters, 77%

With Disinfection Equipment,

11%

Without Disinfection Equipment,

89%


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Tubewells Needing Complete Replacement. Some tubewells have outlived their useful life and require complete replacement. The graph below shows the percentage of tubewells needing complete replacement. Figure A6-7: Tubwells Needing Complete Replacement Sialkot City


Need Complete Repalcement,

8%

In Working Condition,

92%


Annex A7

Executive Summary of Energy Audit Report


Page 125

ANNEX A7: EXECUTIVE SUMMARY OF ENERGY AUDIT REPORT

Energy Audit is a systematic study or survey on the current usage of energy and identifies energy conservation opportunities with the help of proper audit methods and equipments. It provides feasibility or technical solution options for the authorities to decide project implementation. Energy audit conducted in Sialkot is basically on the Tube wells, so during survey our main focus on the rotating equipment which were pumps. Pumps are designed for a specific flow and pressure and attain its maximum efficiency at a specific point i.e. Best Efficiency Point (BEP). If the design point is within the limit of BEP, it gives required output with minimum required energy. On the contrary if pump is operated away from its BEP it will be increasingly inefficient and not only consuming more energy but also suffer mechanical damage or reduced operating life. It is important to select a pump to be operated close to its BEP Figure A7-1 shows the selection of the pump to be made in such a way that it should work around best efficiency point, departing from BEP incur high energy consumption and may take pump operation into uncertain condition. Figure A7-1: Selection Parameters

During energy audit pumps behavior was studied very precisely to draw some analysis. Main focus was remained on the study of the site loads and matching it with the installed Pumps, measurement of actual energy consumed by each pump at site and the power factor of the motor, calculation of the duty point, assessment of the required motor power, drawing pump performance curves of individual pump in order to make recommendations for modification/repair/replacement of specific components. The energy audit conducted under contract with GHK having reference TA NO 7321-PAK: PREPARATION OF PUNJAB CITIES IMPROVEMENT INVESTMENT PROJECT (PCIIP) with ASIAN DEVELOPMENT BANK (URBAN UNIT AND P & D DEPARTMENT) in the continuation of Survey Report on Tubewells and Sewage Pumping Stations in Sialkot, an industrial city located in the north east of Punjab near the Indian Border in Pakistan.


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The study has been carried out in the form of individual site surveys with the help of necessary gadgets for measuring the required operating parameters to adopt the strategy of adjusting and optimizing energy requirements per unit of output by reducing the total cost.

The survey is to estimate the energy cost of pumping water which is contributing heavily in the overall expenditure of municipal and water authorities. The report is the part of the studies, a pre-investment tool, to enable funding authorities for making a feasibility report of the project and optimum allocation of funds for improvement and rehabilitation of utilities in the city.

Table A7-1 is giving an overview on the total number of Tubewells and their working schedule

Table A7-1: Total Number of Tubewells Inspected

Area Installed by Dept Equipment No. of wells Daily Operating

Hrs

Cantt Cantt Tube wells 15 8

TMA Tube wells 74

TMA PHED Tube wells 26 13

TMA Sewage Pump

1

Total 116 Source: Energy Audit Survey

Findings & Suggestions During Survey

All the tube wells were visited and the necessary data was collected after installation of flow meter, pressure gauge and power analyzer. The data collected was compared with the data of equipment installed and individual performance curves of each pump were drawn. It is observed that 13 pumps working in TMA are hardly adding 2.99 Cusecs into the system and are not capable to perform any longer so are required to be replaced. Similarly 33 pumps which are adding 36 Cusecs against their installed capacity of 49 Cusecs will only deliver 26 Cusecs next year. These pumps are required to be replaced or refurbished as per their condition after pulling out and inspection.

The overall operative capacity of 149.5 Cusecs is only delivering 123.46 Cusec at the moment and will deliver only 102 Cusec next year. The main reason is depleting water table in the area which is at the moment at 70-80 ft and is likely to go down up to 80-90 feet in the coming 1-2 years. The pumps installed with 120, 130 and 140 ft head are not capable to pump out enough water with the depleting water level. The other major factor is installation of high head pumps of 200 and 250 ft in the same areas which are creating resistance in the system especially at off peak hours. These high head pumps are also damaging the borehole at the time of peak hours by producing more water than the designed capacity of boreholes.

The measures advised will not only increase the overall discharge to the design level but also ensure the overall energy saving of Rs. 16 Mio per annum with the increased discharge. The output which is currently 4.8 M3/kW and likely to go to 3.94 M3/kW after 1-2 year will come up to 5.94 M3/kW after implementation of measure identified. The overall energy saving is expected to be 30-40%. Apart from the measure about replacement, refurbishment and repair, the measures to be taken against reactive power penalty will be having a saving of another Rs. 18 Mio per annum.

Following is the short summary of the key Energy Conservation Opportunities (ECOS) along with the measures advised to be taken while the details are later in the report.


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Table A7-2: Summary of Recommendations on Findings and Potential Saving Estimation

ECO Recommended Measures Findings on Current

Situation Potential Cost

Savings

1 Minimize the reactive power charges No PFI Capacitorsinstalled Up to 12%

2 Training of operators and supervisory Staff Un Trained Operators Up to 3%

3 Minimizing Voltage unbalances Voltage Fluctuation found Up to 2%

4 Preventive maintenance of equipment Installed

No Preventive maintenance Up to 4%

5 Monitoring of input and output: Installation of metering devices for Power input and flow and pressure output

No Pressure Gauges and Flow Meters

Up to 10%

6 Proper designing and adjustment of equipment as per site condition and system requirement.

Over and Under Designed Up to 20%

7 Prevent Throttling of Pumps by impeller Trimming

Undersized delivery pipes Up to 5%

8 Procurement after necessary testing and qualification

Testing of equipment lacking Up to 10%

9 Proper design of Distribution System Undersized pipes dia and

fittings Not Calculated (not in scope)

10 Appropriate size of motors Motors were big/small

than required Up to 1%

Total Potential Annual Saving Up to 30 %

Total Potential Demand Reduction by Installation of Water Meters at Consumer end

No Metering at consumer end 30-40% as per international studies.

Source: Energy Audit survey

Graphical Representation of Potential Savings By collecting data of operating parameters and review the conditions with the maintenance staff of all Tubewells, 10 finding associated with energy savings and improvement of value of service or productivity were identified. Against all findings techno-economical solutions are offered. Implementation of given suggestions not only decrease electricity demand but also reduce cost of service and improve operating efficiency. The savings expected are 30 - 40% while the benefits of conserving available resources and global environment protection are additional.

Figure A7-2 pie chart shows, "Expected Cost Savings" accounts for 30 - 40% of the total consumption, provide a further breakdown and elaboration

Conclusion of Executive Summary

Adopting suggested measures as a routine or developing them as a culture gives life to

energy conservation in addition to improve water supply services by reducing losses and

increasing efficiency. It will ensure energy savings up to 30-40% which is equivalent to

Rs. 30 Mio per annum approximately. It also ensures the optimum output of water

against each kW consumed and increases the overall water production by 48 Cusecs. i.e.

from 102 cusecs to 150 Cusec.


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Figure A7-2: Expected Saving Distribution



Annex A8

Summary Water Sample Testing Report Sialkot City


Page 129

ANNEX A8: SUMMARY WATER SAMPLES TESTING REPORT SIALKOT CITY

In order to evaluate the water quality at source in Sialkot city, 20 tube wells (out of a total of 111 tube wells) and 2 points from the distribution system were selected. The tube wells selected for water testing are shown in Fig A8-1. Water quality testing has been carried out based on the NEQ’S standards. Sampling team consisted of Environmental Engineer, Lab Assistant from Cleaner Production Center Laboratory, representatives from TMA Sialkot, representatives from Sialkot Cant. Detailed results of all the tube wells are attached as Annex-1. From a scrutiny of the test results it is evident that the problems exists in 2 out of 17 parameters tested: (1) phosphate was high in 9 out of 11 tube well samples, while coliform (bacteriological contamination) was present in 6 out of 11 tube well samples. Phosphorus occurs naturally in rocks and other mineral deposits. During the natural process of weathering, the rocks gradually release the phosphorus as phosphate ions which are soluble in water and the mineralize phosphate compounds breakdown. Phosphates PO4 are formed from this element. Phosphorus is one of the key elements necessary for growth of plants and animals. Phosphates are not toxic to people or animals unless they are present in very high levels. Digestive problems could occur from extremely high levels of phosphate. However, the phosphate reported in the tube wells is not very high and it appears that it is not liable to generate any health problems. Presence of colifrom in the tube wells shows bacterial contamination. It may be due to leaking and poorly maintained water taps which were used for drawing the water samples. Disinfection of the water at source may prove to be an effective measure to eliminate bacterial contamination. From the test results of water samples from 20 tube wells and two samples from distribution system, it can be concluded that out of 20 tube wells tested 15 had high phosphorous contents. However, the concentration was not high enough to cause any health impact. Moreover, 9 water samples out of 20 contained, coliform bacteria showing bacteriological contamination. The possible cause of contamination may be unhigenic conditions of water taps from which the sample were drawn or possible contamination of groundwater due to presence of Soakage pits. Therefore further microbiological testing has been proposed to understand the cause of contamination.

http://www.water-research.net/images/phosphatenat.GIF


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Table A8-1:Water Quality Test Results

Sr. No. Parameters

Tubewell Numbers

TMA PHED CANTT

3 4 8 17 19 20 38 41 53 68 69 7 9 11 13 17 5 10 11 14

1 Conductivity O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

2 Chloride O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

3 Chlorine O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

4 Calcium hardness

O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

5 Chromium Total


6 Fluoride O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

7 Iron Total O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

8 Nitrate as N O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

9 pH O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

10 Phosphate O.K high high High high high high high O.K high high high O.K high O.K high high high high O.K

11 Sulfate O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

12 TDS O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

13 Total hardness (as CaCO3)


14 Tubidity O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

15 Magnesium O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

16 TSS O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K

17 Coliform present present O.K present present O.k O.k O.k O.K present present O.k O.K o.k O.K present O.K present O.K present Source: Water Quality Testing conducted by GHK


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Figure A8-1: Tubewell Location Plan for Water Testing Sialkot City


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