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USAID-Funded Municipal Services Program

Planning and Engineering Services for Master Plan in Peshawar Khyber Pakhtunkhwa: Drinking Water, Sanitation/Storm Water and Solid Waste Services

Executive Summary – Consolidation of Key Findings of Volumes 1-3 – Deliverable No. 24 (April - 2014)

Prepared by:

National Development Consultants (Pvt.) Limited, Pakistan. House No. 15-D/A-1, Circular Road, University Town, Peshawar, Pakistan.

In Association with:

MWH Global, Inc. USA. TABLE OF CONTENTS

1.0 INTRODUCTION ...... 1 1.1 PURPOSE ...... 1 1.2 PROJECT BACKGROUND ...... 1 1.3 OBJECTIVES ...... 1 1.4 SCOPE ...... 2 1.5 APPROACH AND METHODOLOGY...... 2 1.6 ORGANIZATION OF THE REPORT ...... 3 2.0 DESCRIPTION OF THE STUDY AREA ...... 4 2.1 STUDY AREA BOUNDARY ...... 4 2.2 DESCRIPTION OF NATURAL FEATURES ...... 8 2.2.1 Climate ...... 8 2.2.2 Topography ...... 9 2.2.3 Geology and Hydrogeology ...... 10 2.2.4 LAND USE ...... 12 2.2.5 Socio-Economic Profile ...... 13 2.2.6 Environment and Ecology ...... 14 3.0 POPULATION PROJECTIONS FOR THE STUDY AREA ...... 16 3.1 POPULATION PROJECTIONS ...... 16 3.2 POPULATION DENSITIES ...... 18 4.0 KEY FINDINGS OF THE WATER SUPPLY SYSTEM ...... 25 4.1 EXISTING WATER SUPPLY CONDITIONS ...... 25 4.1.1 Tubewells ...... 25 4.1.2 Bara Water Treatment Plant ...... 25 4.1.3 Overhead Reservoirs ...... 25 4.1.4 Water Filtration Plants ...... 26 4.1.5 Water Transmission and Distribution System ...... 26 4.1.6 Water Quality ...... 26 4.2 FUTURE WATER DEMAND PROJECTIONS ...... 27 4.4 WATER SOURCE ALTERNATIVE ...... 30 4.4.1 Groundwater Potential ...... 30 4.4.2 Evaluation of Surface Water Source ...... 30 4.4.3 Recommendation for Water Source ...... 31 4.5 DESCRIPTION OF SYSTEM ALTERNATIVES ...... 31 4.5.1 Alternative I ...... 31 4.5.2 Alternate II ...... 35 4.6 COST ESTIMATES ...... 38 5.0 KEY FINDINGS OF SANITATION /STORMWATER SYSTEM ...... 40 5.1 EXISTING SANITATION/STORMWATER SYSTEM ...... 40 5.2 PROPOSED ALTERNATIVES ...... 41 5.2.1 Proposed District- I ...... 43 5.2.2 Proposed District - II ...... 43 5.2.3 Proposed District - III ...... 43 5.2.4 Proposed District - IV ...... 45 5.3 WASTEWATER TREATMENT PLANTS ...... 46 5.4 COST ESTIMATES ...... 48

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 i 5.5 IMPLEMENTATION PLAN...... 50 6.0 KEY FINDINGS OF SOLID WASTE MANAGEMENT SYSTEM ...... 51 6.1 EXISTING SOLID WASTE MANAGEMENT SYSTEM ...... 51 6.1.1 MCP Collection System ...... 51 6.1.2 PDA Collection System (Hayatabad) ...... 51 6.1.3 Cantonment Board Collection System ...... 51 6.1.4 Street Sweeping ...... 51 6.2 PRIVATE WASTE MANAGEMENT ACTIVITIES ...... 52 6.2.1 Slaughter House Waste ...... 52 6.2.2 Industrial Wastes ...... 52 6.2.3 Demolition and Construction Waste (D&C Waste) ...... 52 6.2.4 Waste Disposal ...... 52 6.3 WASTE QUANTITIES AND CHARACTERISTICS ...... 52 6.3.1 Existing Waste generation Rate and Physical Composition ...... 52 6.3.2 Future Projections of Waste Quantities ...... 53 6.4 PROPOSED ALTERNATIVES FOR SOLID WASTE COLLECTION ...... 53 6.5 PROPOSED ALTERNATIVES FOR TREATMENT AND DISPOSAL ...... 54 6.6 COST ESTIMATES ...... 55 6.7 PROPOSED SITES FOR TREATMENT AND DISPOSAL ...... 56 6.8 OVERALL CAPITAL AND ANNUALIZED COTS...... 62 6.9 IMPLEMENTATION ...... 62 List of Tables

Table 2-1 List of UCs of District Peshawar and of Project UCs ...... 6 Table 2-2 Existing Land Use within the Study Area Boundary...... 12 Table 2-3 New Development Plans in Peshawar ...... 13 Table 3-1 Projected Population of Different UCs in the Study Area ...... 16 Table 3-2 Population Projection for Urban & Rural UCs of the Study Area for 2022 and 2032 .... 17 Table 3-3 Average Population Densities (Persons/sq. km.) for Urban & Rural UCs of the Study Area ...... 18 Table 3-4 Population Densities of Urban and Rural UCs of the Study Area...... 18 Table 3-5 Frequency Distribution Population Densities in Urban & Rural UCs of the Study Area 20 Table 4-1 Summary of Cost of Alternatives One ...... 38 Table 4-2 Summary of Cost of Alternatives Two ...... 38 Table 5-1 Dry Weather Flow Generation from Different Districts ...... 42 Table 5-2 Cost of WWTPs (Including cost of land in Phase I) ...... 49 Table 5-3 Phase Wise Summary of Costs for Alternative-II ...... 49 Table 6-1 Comparison of Treatment and Disposal Options on the basis of Cost ...... 55 Table 6-2 Evaluation of Final Treatment & Disposal Options of Solid Waste ...... 56 Table 6-3 Assessment of Potential Sites For Final Disposal Of Solid Waste (Sanitary Landfilling/Composting) ...... 58 Table 6-4 Assessment of Potential Sites For Final Disposal Of Solid Waste (Sanitary Landfilling/Composting) ...... 59

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 ii List of Figures Figure 2-1 Peshawar Location Map ...... 4 Figure 2-2 Study Area for the Peshawar Master Planning Project ...... 5 Figure 2-3 Urban and Rural Union Councils (UCs) in the Project Area ...... 8 Figure 2-4 Temperature and Precipitation Profile for Peshawar ...... 9 Figure 2-5 Map of Proposed Main Grid Transmission Route ...... 10 Figure 2-6 Land use Map of the Master Plan Area ...... 13 Figure 3-1 Population Density Map for the Study Area for 1998 ...... 21 Figure 3-2 Population Density Maps for the Study Area for 2013...... 22 Figure 3-3 Population Density Maps for the Study Area for 2022 ...... 23 Figure 3-4 Population Density Maps for the Study Area for 2032...... 24 Figure 4-1 Layout map of the configured water zones ...... 28 Figure 4-2 Proposed Zones by WASSP for Alternate Two ...... 29 Figure 4-3 Map Showing Layout of Main Grid Transmission Route for year 2032 for Alternate 2 ...... 30 Figure 4-4 Existing Tubewells during 2022 for Alternative I (Stage 1) ...... 33 Figure 4-5 Location of Tubewells during 2032 (Stage 2) ...... 34 Figure 4-6 Tubewells Location during 2022 for Alternative 2 (Stage 1) ...... 36 Figure 4-7 Location of Tubewells during 2032 for Alternative 2 (Stage 2) ...... 36 Figure 4-8 Layout of Main Grid Transmission Route for 2022 for Alternative 2 (Stage 1) Stage 2 (2023-2032): Area outside the Ring Road up to the Project Boundary ...... 37 Figure 4-9 Layout of Main Grid Transmission Route for 2032 for Alternative 2 (Stage 2) ...... 37 Figure 5-1 Overview of Existing Sanitation /storm water system ...... 41 Figure 5-2 Location of Proposed Sanitary/Drainage Districts ...... 42 Figure 5-3 Proposed District - I ...... 43 Figure 5-4 Proposed District - II ...... 44 Figure 5-5 Proposed District - III ...... 44 Figure 5-6 Proposed District - IV ...... 45 Figure 5-7 Existing WWTPs and Proposed Sites for Alternatives 1&2 ...... 48 Figure 6-1 Potential sites for final treatment and disposal of solid waste in Peshawar ...... 57 Figure 6-2 Conceptual layout of Treatment and Disposal of Solid Waste at Ahmed Khel site .... 60 Figure 6-3 Map Showing Buffer Zone around Ahmed Khel site ...... 61

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 iii Abbreviations and Acronyms AJK Azad Jammu Kashmir BETA Bio Energy Technology Application

CB Cantonment Board CBOs Community Based Organizations

CDM Clean Development Mechanism

CLET Community Liaison Engagement Team COP Chief of Party

Cos Community Organizations

CRISP Community Rehabilitation and Infrastructure Support Program D&C Demolition and Construction DC District Council DCO District Coordination Officer DG Director General EA Environmental Assessment

EDO Executive District Officer EPA Environmental Protection Agency ERM Environmental Resource Management FGD Focus Group Discussion FIP Field Investigation Plan GIS Geographic Information System

GoKP Government of Khyber Pakhtunkhwa GPS Global Positioning System

JICA Japan International Cooperation Agency

KM Kilometer KP Khyber Pakhtunkhwa

LWMC Lahore Waste Management Company

MC Municipal Corporation

MCP Municipal Corporation Peshawar MRF Material Recovery Facility

MSDP Municipal Services Delivery Program

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 iv Abbreviations and Acronyms MSP Municipal services program MSW Municipal Solid Waste

MW Mega Watt MWH Montgomery, Watson and Harza

NDC National Development Consultants

NESPAK National Engineering Services Pakistan NGO Non-Governmental Organization

O&M Operation & Maintenance

P&D Planning and Development P&DD Planning and Development Department PCRET Pakistan Council of Renewable Energy Technology PDA Peshawar Development Authority PESCO Peshawar Electric Supply Company PHED Public Health Engineering Department

PMU Project Management Unit PoE Panel of Experts RDF Refuse Derived Fuel RSPN Rural Support Program Network RTC Record of tenancy and Crop SAT Sanitation Assessment Team

TMA Town Municipal Administration UC Union Council

UN United Nations

UNDP United Nation Development Program UNIDO United Nation Industrial Development

USAID United States Agency for International Development

WSSP Water and Sanitation Service Peshawar

XEN Executive Engineer

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 v 1.0 INTRODUCTION

1.1 PURPOSE

The purpose of the Peshawar city Master Plan is to determine different alternatives for improvement of the drinking water supply, sanitation/Stormwater and solid waste management capabilities /capacities of the existing infrastructure and related institutional setup. Improvement in the existing systems either by rehabilitation or by new construction to meet the requirement of projected population for the years 2022 and 2032 is to be focused. The project is aimed to create environmentally healthy, neat & clean living conditions for the residents of Peshawar. Efficient collection and disposal of solid waste is to be given utmost attention to achieve the required goal.

1.2 PROJECT BACKGROUND

The United States Agency for International Development (USAID) commissioned National Development Consultants (Pvt.) Ltd. (NDC) in collaboration with MWH Global, USA to develop a Master Plan for improved utility services – water supply, sanitation/storm water and solid waste management - that meets the needs of the residents of Peshawar through the year 2032. The Master Plan will: follow a process of a thorough study of existing conditions and performance of utilities infrastructure; evaluate financial and institutional capacities of utility organizations; and provide recommendations for future investments in the planned system to improve the quality of services to meet the targeted needs. The Master Plan will also identify institutional transformative actions necessary to improve municipal services and sustain future investments in the utility infrastructure.

The objective of the plan is to recommend options to improve the infrastructure and elevate the current performance and level of service of the existing drinking water, sanitation/storm water and solid waste management systems (hereafter referred collectively as “utilities”) in Peshawar. The goal of the Master Plan is to identify infrastructure system and utility organizational improvements through to the year 2032 that will facilitate a clean and healthy environment within Peshawar and foster the development of positive social and economic activities among its residents.

The tasks associated with the Master Plan include: 1) reviewing the condition and capability of the existing infrastructure; 2) assessing the effectiveness of the prevailing utility organizations who operate and manage these systems and services; and 3) proposing recommendations for infrastructure system and service improvement and effective institutional management arrangements to benefit the residents of Peshawar through to the year 2032.

1.3 OBJECTIVES

The objective of the Master Plan is to improve water supply, sanitation and solid waste management within the Peshawar study area through the year 2032. Specific objectives of the Master Plan are to:

• Assess the condition and capacity of the existing utilities infrastructure; • Evaluate the financial and instructional capacities and capabilities of the utility organizations; • Propose two feasible alternatives to meet the demands for proper water supply, sanitation and solid waste management up to year 2032 in two phases, phase I–2022 and phase II – 2032; • Recommend future investments in these systems to improve the quality of service and meet future development needs (for increased population and town expansion) of Peshawar and its suburbs through year 2032 in accordance with applicable national and local policy; • Identify intuitional transformative actions necessary to improve municipal services and sustain future investment in the utility infrastructure; and • Provide an operation and planning tool to better manage the utility system.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 1 1.4 SCOPE

The general scope of this master plan project involves:

• A consolidated analytical review of available data, reports and information on the water supply, sanitation and solid waste management systems (hereafter referred collectively as “utility”) and the applicable standards and regulations; • Field investigations to supplement available information to assess the physical conditions and level of performance of the utilities; • Assess current and future population growth, general land use development patterns and community requirements in and around Peshawar to define the demands for future utilities delivery systems through the year 2032, in two phases (Phase I - 2022 and Phase II - 2032); • Develop conceptual plans (a minimum of two feasible alternatives for each utility with one alternative built on the existing approach for providing utilities service) for improvements that are phased and address current deficiencies and meet the community’s future needs; • Estimate the cost for implementing the proposed Phase I and Phase II alternatives, the respective annual operations and maintenance (O&M) costs for sustaining these investments, and potential sources of funding for these investments and annual costs; • Evaluate current financial and institutional capacity and capabilities and identify future organizational requirements that ensure long-term sustainability through efficient O&M of the utilities delivery systems; and finally but more importantly, • Engage relevant stakeholders, especially the community, while remaining cognizant of gender roles within the community and developing a gender integration plan that strives toward equal participation, input, feedback, decision making and buy-in from males and females throughout the master planning process.

1.5 APPROACH AND METHODOLOGY

To develop a comprehensive Master Plan for Peshawar, a multi-dimensional approach was adopted. Meetings were held with the administrative authorities in the study area to accommodate their point of view. Data were collected from MCP, PDA and Cantonment Board, which provide the existing water supply, sanitation and solid waste management services. Previous reports generated on the subject in the study area were reviewed. Guidelines, polices, laws and regulations promulgated at the federal and provincial level were consulted.

NDC’s approach to the master plan focused on identifying infrastructure development plans (two feasible options) and recommending improvement to the proposed institutional arrangement which will be sustainable in the long run and serve the primary purpose of meeting the needs of the communities within the study area through the years 2022 and 2032.

Sustainability for the most part depends on the performance of the service providing institutions. Sustainability in this context means that facilities function as intended through its service life and revenues are generated for continued operation and maintenance of the facilities including debt retirement; proper planning, design and implementation, replacement or expansion of the facilities to keep up with future community needs. Recognizing the needs to improve the efficiency and effectiveness of the utility services, a new Water and Sanitation Services, Peshawar (WSSP) is in the process of being established to assume the responsibility of water supply, sanitation and solid waste management in urban area of Peshawar. The establishment of WSSP was approved in 2011 and was originally scheduled to start functioning in June 2012. However, this institution is yet to be established.

During the master planning process, the available WSSP plans were reviewed and recommendations are made to empower WSSP to be responsive to the community and be active agents in ensuring

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 2 sustainability of the systems and services. In this context, approach to the institutional aspects was focus on recommendations for institutional strengthening with emphasis on, but not limited to, the following:

• Effective organizational and management structure and operations. • Sufficient capacity within the management and operations staff including training requirements for improved capacity and capabilities. • Efficient financial management including billing & collection protocols. • Effective institutional/staff incentives to facilitate a performance based service delivery. • Responsive customer relations, community engagement and public awareness campaigns, and partnership with local CBOs. • Effective regulatory control authority and asset management strategies. • Future planning, design and infrastructure implementation approaches and strategies. • Achievable strategies for reducing un-accounted for water.

The approach to the infrastructure development plans was to strategize effective use of the existing infrastructure and realigning these with new infrastructure that will be required to meet the community’s needs through the years 2022 and 2032. The first phase of this project entailed collecting data and information on the existing system and assessing its current condition. The next step in this phase involved determining the projected population for the study area through the year 2022 and 2032. The second phase of the project involved planning infrastructure for the future.

Further, since needs and challenges in the urban and rural areas are not alike, NDC’s approach was to organize its team to evaluate infrastructure plan for urban and rural areas separately. For areas or UCs that are currently underserved or not currently served, especially in rural areas, infrastructure plans were coordinated in coordination with the institutional/community organization that encourage O&M through local community organizations, depending upon the operational strategies of WSSP future institutional setup. Such areas also benefitted from community-driven projects where the community is involved from the planning through the operations phases of the infrastructure system. This will empower local communities for defining a system and service that best works for them and to have a stake and interest in seeing that appropriate O&M sustains the system in the long run. This will also provide opportunities to explore simple, energy-efficient systems (especially for sanitation) as an alternative to large infrastructure that perhaps are more effective in urban areas. Through the planning process, the infrastructure planning teams worked in cooperation with the community engagement and institutional teams within the NDC. The master plan was developed and finalized with regular input from key institutional stakeholders and community and keeping in view the future institutional arrangement.

1.6 ORGANIZATION OF THE REPORT

The purpose of this report which consisting of following main sections, is to document the consolidated key findings of the Master Plan for water supply, sanitation/Stormwater and solid waste management within the project area.

Section 1.0 - Introduction Section 2.0 – Description of the Study Area Section 3.0 – Population Projections for the Study Area Section 4.0 – Key Findings of the Water Supply System Section 5.0 – Key Findings of the Sanitation/Stormwater system Section 6.0 – Key Findings of the Solid Waste Management System

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 3 2.0 DESCRIPTION OF THE STUDY AREA

2.1 STUDY AREA BOUNDARY

Peshawar is the metropolitan city and the provincial capital of Khyber Pakhtunkhwa (KP). It is an old historical city and the hub for commercial, industrial, social and political activities in the north- western region of Pakistan (see Figure 2-1).

Figure 2 -1 Peshawar Location Map

Peshawar is the largest city of the Khyber Pakhtunkhwa and it is situated close to the Pak-Afghan border at an altitude of 359 m (1,178 ft.) above mean sea level. Geographically Peshawar is located between 33° 44′ to 34° 15′ Northern Latitude and 71° 22′ to 71° 42′ East Longitude in the southwestern part of Peshawar valley. It is located about 160 km from Islamabad, the Federal capital of Pakistan and about 48 km from the historical Khyber Pass leading to Afghanistan border. Peshawar is linked with other parts of the country by roads, rail and air. This city has tremendous historical, military, economic and political importance.

The two most prominent of the seven main agencies being Federally Administered Tribal Areas (FATA) namely Khyber and Mohmand are respectively adjoining the boundaries of this district on its West and North-West. Frontier Region (Semi-Tribal regions) Kohat and two settled districts of Charsadda and Nowshera are situated respectively on South, North and North-East of District Peshawar. The Afghan border is approximately 40 km to the West of Peshawar.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 4 The study area for the Peshawar Master Planning Project consists of 67 UCs with a total area of 339 sq. km (Figure 2-2). Out of 67 UCs, 45 are located in the urban areas whereas 22 belong to the rural areas as shown in (Figure 2-3). Name of all the UCs in district Peshawar and the project area are given in Table 2-1.

Figure 2 -2 Study Area for the Peshawar Master Planning Project

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 5 Table 2-1 List of UCs of District Peshawar and of Project UCs

Peshawar Peshawar Sr. Name of Distract Sr. Name of Union Distract

No. Union Council Area No. Council Area

Urban Rural Project Urban Rural Project 1 Achini Bala 48 Mahal Terai – II

2 Adizai 49 Malkandher

3 Akhoon Abad 50 Maryamzai

4 Ander Sher 51 Mashogagar

5 Asia 52 Mathra

6 Aza Khel 53 Mattani

7 Badaber Hurizai 54 Mera Kachori

Badaber Meira Surizai 8 55 Maryamzai Payan

9 Bazid Khel 56 Mussa Zai

10 Bhana Mari 57 Nahaqi

11 Budhni 58 Nothia Jadeed

12 Cantt Area-I 59 Nothia Qadeem

13 Cantt Area-II 60 Pajaggi

14 Chagher Matti 61 Pakha Ghulam

15 Chamkani 62 Palosi

16 Daag 63 Panam Dhari

17 Deh Bahader 64 Pawaka

Dheri 18 65 Pishtikhara Payan Baghbanan

19 Faqir abad 66 Reggi

20 Ghari Sherdad 67 Sarband

Shaheen Muslim 21 Gul Bahar 68 Town-I

Shaheen Muslim 22 Gul Bela 69 Town-II

23 Gunj 70 Shaheen Town

24 Haryana Payan 71 Shahi Bagh

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 6 Table 2-1 List of UCs of District Peshawar and of Project UCs

Peshawar Peshawar Sr. Name of Distract Sr. Name of Union Distract

No. Union Council Area No. Council Area

Urban Rural Project Urban Rural Project 25 Hassan Ghari-I 72 Shahi Bala

26 Hassan Ghari-II 73 Sheikh Junaid Abad

Sheikh 27 Hayatabad-I 74 Muhammadi

28 Hayatabad-II 75 Sheikhan

29 Hazar Khawani-I 76 Sherkira

Hazar Khawani- 30 77 Sikandar Town II

31 Jehangir Pura 78 Sufaid Dheri

32 Joggani 79 Suliman Khel

33 Kafoor Dhari 80 Surizai Bala

34 Kakshal-I 81 Surizai Payan

35 Kakshal-II 82 Takht Abad

36 Kaniza 83 Tehkal Bala

37 Kankola 84 Tehkal Payan-I

38 Karim Pura 85 Tehkal Payan-II

39 Khalisa – I 86 University Town

40 Khalisa – II 87 Urmar Bala

41 Khatki 88 Urmar Miana

42 Khazana 89 Urmar Payan

43 Lahori 90 Wadpagga

44 Lala 91 Yakka Toot-I

45 Landi Arbab 92 Yakka Toot-II

46 Larama 93 Yakka Toot-III

47 Mahal Terai - I 94 Wazir Bagh

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 7 Figure 2 -3 Urban and Rural Union Councils (UCs) in the Project Area

2.2 DESCRIPTION OF NATURAL FEATURES

2.2.1 Climate

Peshawar features a semi-arid-climate, with very hot summers (May to September) and mild winter (November to March). The maximum summer temperature is over 40°C during the hottest months of May and June and the mean minimum temperature is 25°C. The mean minimum temperature during winter is 4°C and maximum is 18.5°C. The coldest month is January when the average minimum temperature drops to below freezing. The spring comes around the end of February which is the most pleasant period of the year. The average humidity is not high over the region. Sometimes it rises locally under the influence of western disturbances and monsoon rainfall. The mean relative humidity ranges from 42 to 69 percent during the year.

Rainfall in Peshawar is received both in winter and in the summer. Based on a 30 year record, the average annual precipitation has been recorded as 400 mm with the highest rainfall of 904 mm recorded during 2003. The highest monthly winter rainfall, measuring 236 mm was recorded in February, 2007 while the highest monthly summer rainfall of 402 mm was recorded in July, 2010. The temperature and precipitation profile for Peshawar is depicted in Figure 2-4.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 8 90 35

80 30

70 C) 0 25 60 50 20

40 15 30 10 Mean Rainfall (mm)

20 ( Mean Temperature 5 10 0 0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Mean Rainfall (mm) Mean Temperature (0C)

Figure 2 -4 Temperature and Precipitation Profile for Peshawar

2.2.2 Topography

Most of the Peshawar Master Plan area is fairly flat with gentle slope from south-west to north-east towards Budai Nallah, Shah Alam and Bara Rivers which are serving as main receiving bodies for disposal of the liquid waste through their connection with different parts of the project area via open drains and as series of non-perennial streams (nallahs). The ground surface elevation of the city and Hayatabad area varies from more than 475.5 m in the south-west to less than 305 m above mean sea-level sloping towards north-east. Topographic survey of the main grid transmission route proposed in the Master Plan was undertaken along 23 major roads (Figure 2-5).

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 9

Figure 2 -5 Map of Proposed Main Grid Transmission Route

2.2.3 Geology and Hydrogeology

Peshawar valley is surrounded by high mountains on three sides. The mountainous range on the west, southwest and southeast of Peshawar forms complex, highly undulated and structurally deformed sedimentary and metamorphic rocks. The exposed rocks are of Precambrian to Tertiary age. The geological map prepared by Geological Survey of Pakistan (GSP) shows aerial distribution of the principal rocks in the area. As reported by GSP, Peshawar area was transformed into lakes several times during Middle Pleistocene, when the out flow of the Indus River was blocked. The lake deposits so formed show alternate sand and silt layers. At some places loess is intercalated between different lacustrine strata indicating a dry period between two lake periods. When the area was properly drained, sandy to silt alluvial deposits were formed by the shifting of rivers and by the sheet wash that brought the run-off to the rivers. Several erosion cycles since the middle Pleistocene has been recognized. During that time much of the loess cover was removed.

The Pre-Cambrian sequence consists of slate, silty shale, hard sandstone and hard shale. The rocks of Jurassic, Cretaceous, Pleistocene and Eocene age are represented by limestone, sandstone, shale and clay stone. The rocks exposed around the southern margin of Peshawar basin are dominated by meta sediments of Himalaya of Precambrian to Devonian age. During the time of deposition of Peshawar basin, the sediments of Peshawar basin were tilted, folded and faulted. The area north and west of Peshawar valley consists of metamorphic rocks with igneous intrusions. Paleocene shale and limestone are found along the crest of Kohat range between the Peshawar valley and the Kohat plain (WAPDA, 1988).

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 10 The Safed Koh range, in which the Warsak area is structurally included, forms part of the Cretaceous-Tertiary Himalayan orogenic system. The main structural feature of the area is the syncline, partially obscured to the northeast by alluvium. The rocks dip at angles varying from 30° to 70° and the syncline plunges to the north. The meta sediments form the western flank of a larger structure, the eastern flank lying to the east of the Peshawar plain, where it consists of the Attock Slates. The meta sediments are intruded, apparently concordantly, by the igneous intrusions, which thus form sills; the relative ages of the intrusions are indicated by the degree of metamorphism to which they have been subjected and by structural evidence. The meta sediments and granitic intrusions are well jointed, although in the former the joints tend to be obscured by intense weathering.

The alluvial deposits comprising sand, gravel, boulders, silt and clay are the erosion products of the surrounding rocks transported by the streams. Wind is an active transporting agent and deposit thick layers of fine grained loess, well-sorted. The coarse alluvial deposits are found along the mountain fronts where each river or stream deposits its own alluvial fan by leaving its coarse material before entering the plain area.

Flood plain deposits are present along the rivers in the central part of Peshawar basin, filled with clayey lacustrine deposits, sandy intercalations overlain by young alluvial deposits. These consist of sandy stream bed material intermixed with clayey sediments spread out by rivers. Towards the Centre of the basin the gravel deposits thin out and eventually replaced by lacustrine sediments.

The project area is covered by alluvial deposits containing soil of gravel, boulders, sand, silt, clay. The land is dissected along the foot hills containing coarse material of cemented gravel and conglomerate classified as Piedmont deposits whereas in the remaining areas alluvial deposits are predominant containing clay and sandy materials.

The sedimentary and metamorphic rocks are surrounding the project area consisting sandstone, limestone, Marble, Quartzite, phyllites and slates of pre Cambrian to tertiary group with unconformable contacts. The exposed rocks are of pre- Cambrian to Tertiary age.

Conglomerates: Cemented gravel and sand cover west and south west of Peshawar and subsurface strata have pronounced effect on recharge to the groundwater. These are covered by coarse grains alluvial fan. The mountain bordering the groundwater basin on the west and southwest are permeable and having a pronounced effect upon the precipitation and recharge to the groundwater.

Piedmont Deposits: The piedmont deposits of Pleistocene to recent age, mainly distributed in the south. These deposits are transitional zone between high and low land flood plain. These consist of alluvial fan which are dissected and reworked by erosion of hill torrents and torrential sheet of rain water and are complex and heterogeneous in nature. Khyber mountain range consists of gravel, sand and clay layers. A progressive change is visible from coarser material near the foot hills to the finer towards downstream

Flood Plain Deposits: These deposits contain thick clay and silt with thin beds of gravel and sand, laid down by Kabul River and its tributaries along certain stretches of Kabul River.

The upper unconfined aquifer extends from ground surface to a depth of 61 m and the lower alluvial aquifer which is semi-confined or leaky and extends from 60 meters to a depth of 183 m. However, the absence of significant changes in the groundwater level over short distances is an indication of hydraulic conductivity between the gravel layers and consequently it may be assumed that the gravel and sand layers are hydraulically interconnected. Semi confined aquifer conditions prevail over most of the plain and in the areas where the topographic gradient is steep and the transmissivity of the deep aquifers rapidly decreases as a result of diminishing average grain size,

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 11 Water table is deep along the mountains in the west and south and it dips toward the north east, where groundwater naturally discharges to the Kabul River. Water levels are raised midway between the mountains and the river by infiltration from the irrigation canals systems. Cones of depression are formed in the water-table and piezometric surface by tube-wells. Tube-wells extract the deep groundwater of good quality and more suitable for domestic use than the water of open wells which is sometime contaminated.

2.2.4 LAND USE

The Provincial Housing Authority (PHA) engaged M/s Izhar (2012) to develop a Comprehensive Land Use Plan for Peshawar District (total area of approximately 1267 square km) through the year 2030, but it is not yet completed. Since historical land use pattern was not available, therefore the existing land use pattern within the study area was estimated based on the latest available information from Izhar (Table 2-2). It is apparent from this table that the major land use in the project area is residential and agriculture as shown in the (Figure 2-6).

Table 2 -2 Existing Land Use within the Study Area Boundary Land Use Area (km2) Percent Settlement 122.50 36.15 Commercial 3.00 0.89 Industrial area 5.85 1.73 Parks/stadiums 1.29 0.38 Roads 23.15 6.83 Graveyard 7.20 2.12 Grasses, bushes 0.21 0.06 Agriculture 153.90 45.42 Barren land 14.03 4.14 Water bodies 7.75 2.29 Total Area 338.67 100 (Source: Izhar-ESC-Lalazar, 2012)

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 12

Figure 2 -6 Land use Map of the Master Plan Area

There are 542 completed settlements in the Master Plan study area of which approximately 137 are scattered area between the Ring Road (both existing and proposed) and the outer periphery of the study area. A summary of the major urban development schemes falling in the Master Plan area and presently undertaken by the public sector, is given in Table 2-3.

Table 2 -3 New Development Plans in Peshawar Name Location Description A township planned over an area of 1,524 ha with provision Regi Lalma Along Jamrud Road of basic educational, medical, commercial and institutional facilities. High Rise A housing complex with 1,225 flats with supporting Civil Quarters Buildings commercial facilities. Source: Comprehensive development Strategy, 2010-17, Govt. of KP.

The purpose of land use planning is to define land use practices that will best meet the needs of the target population while maximizing available resources including land and water for the future. The land use planning is important to guide development of cities by designating areas according to the requirements i.e. residential, commercial, institutional, industrial & recreational etc., which helps for planning public infrastructure, services and utilities to meet the population needs in a systematic manner. As circumstances change, so should the plan to match the changes.

2.2.5 Socio-Economic Profile

Peshawar is a rapidly growing city and according to 1998 Census, its total population was 2.03 million. Ethnically Peshawar has a 99% of the Muslim population. Other minorities include mostly Christens, Sikhs and Hindus. The most significant socio-economic problems of Peshawar are high

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 13 population growth and population density, influx of refugees, lack of implementation of the regulatory framework, congestion and pollution, water borne diseases, exodus from urban centers, lack of education & awareness and inadequate institutional infrastructure.

Peshawar is the cultural Centre of the Khyber Pakhtunkhwa province. Its culture has evolved over the years and has been principally influenced by Ghandhara, Pakhtun and Hindko cultures. The city is ethnically very diverse with predominant Pakhton population. Pashto, Hindko and Urdu are the most common languages spoken in the district. The other languages such as Punjabi, Saraiky, Kohistani etc. are also spoken by ethnic communities.

Increasing urbanization has put enormous pressure on natural resources and environmental amenities of the Peshawar city. Resultantly, quality of life has deteriorated due to degrading civic systems such as water supply, sanitation, drainage and solid waste management. Different governments over the last two decades have struggled to improve land-use planning to prevent haphazard and unplanned urban development. However, the success has been limited due to number of factors and the city largely remained unorganized and under-developed.

The central part of the Peshawar district consists of fine alluvial deposits. The cultivated tracts consists of a rich, light and porous soil, composed of a pretty even mixture of clay and sand which is good for cultivation of multiple crops. Peshawar valley is famous for its fertile and densely cultivated lands/soil. The district is famous for producing both food and cash crops. The main food crops are wheat, maize and barley. The main cash crop is sugarcane and various types of vegetables and fruits. The principal fruits are plum, peach, pear, apricot, melon, watermelon, guava, mango and loquat etc. The principal vegetables grown in the district are turnip, carrot, spinach, tomato, cauliflower, cabbage, peas, radish and ladyfinger. Asses, buffaloes, cattle, goats, horses and sheeps are found in the district. There are also several poultry farms in the district.

Winter ‘rabi’ crops are grown in the months of October-November and harvested in April-May whereas summer ‘Kharif’ crops are sown in June-July and harvested in October-November. Wheat, which is staple food in the country, is the major rabi crop. Beside the wheat, oat, barley, berseem, gram and rabi fodders are also grown in this season. Major kharif crops are sugarcane, sugar-beet, maize, potatoes, vegetables and fodder.

Land ownership and its distribution greatly affected the ability to sustain natural resources. Management options, resource demand and ecological process are affected by how the land is owned, fragmented and managed. Sustainable management depends on connectivity across ownerships, boundaries and landscapes. The land may be cultivated by the owners, owner-cum- tenants or by the tenants. In Peshawar district, about 32.6 % farms are operated by the owners, 22.5 % by owner-tenants and 44.9 % by the tenants (Izhar, 2012).

Peshawar district is comparatively a developed area in the KP Province. Khazana sugar mill and a number of small industries in industrial states on Kohat road and in Hayatabad area which are manufacturing hosiery, small arms, leather and foot wear, garments, furniture, ghee, soap, etc. Match factories, flour mills and steel re-rolling units are also operating in the district.

2.2.6 Environment and Ecology

Peshawar is generally confronted with growing environmental issues like urbanization, rapid population growth, non-judicious exploitation of natural resources, water and air pollution, etc. The influx of Afghan refugees and internally displaced people (IDP) has further aggravated the situation by putting immense pressure on local economy, infrastructure and ecology (Izhar, 2012).

Air pollution, increasing noise pollution, degradation of surface water and groundwater quality, lack of green belts along with poor solid waste management are the most significant environmental problems of the city. The water quality, once considered to be exceptionally good, is also fast deteriorating. Air Pollution is mainly attributed to vehicular pollution, dust particles, emissions from

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 14 the large number of small scale brick kilns, stone crushers and industrial state of Hayatabad. Contributions by other sources, such as coal and solid waste burning etc., are relatively minor at present.

Detail Environmental Assessment has been discussed in Deliverable 11 including the baseline data collected during field investigations. As part of the process of developing environmental screening tools, an Environmental Assessment Checklist was prepared. Most of the activities under earth resources, air quality, traffic, transportation and circulation and hazards are considered to have negative environmental consequences. The environmental consequences on water resources and its quality, cultural resources, biological resources, poor land use planning may also crop up. However, most of these will be short-term and will mostly occur during the construction phase. These can be of concern but most of them are regarded as short-term problems and can be easily managed by implementing appropriate measures.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 15 3.0 POPULATION PROJECTIONS FOR THE STUDY AREA

3.1 POPULATION PROJECTIONS

Population projections are done using Cohort-Component Method. In this method, initial baseline population is carried into the future by adding likely population gains and subtracting population losses in view of the prevailing age and sex structure. For this purpose, we used the Demographic Projection (DemProj) module of the Spectrum Policy Modeling System developed by USAID. This method can be applied for any period of time however a five year step analysis is more common. Therefore, for this study, a five year step method is used taking 2013 as the base year.

In the absence of any latest population census data, estimates of the Pakistan Bureau of Statistics (PBS) for the 67 union councils (UCs) of the project area were used as a baseline for 2013. For the population projections up to 2022 and 2032, additional information on current fertility rate, life expectancy at birth, estimates of migration to the project area and age-sex distribution of the population was also collected. The total project population of all UC’s included in this project are presented in Table 3-1.

Table 3 -1 Projected Population of Different UCs in the Study Area Sr. UC Name UC No 1998 2013 2022 2032 No URBAN UCs 1 Akhunabad 26 24,100 41,562 51,301 62,627 2 Andhar Sher 16 17,099 29,488 36,398 44,434 3 Asia 17 25,752 44,411 54,818 66,919 4 Bhanna Mari 30 17,637 30,416 37,543 45,832 5 Cantt Area-I and II Cantt 68,740 118,547 146,325 178,629 6 Deh Bahdar 29 23,138 39,903 49,253 60,127 7 Dheri Bhagmanan 32 17,351 29,923 36,935 45,089 8 Faqirabad 8 16,351 28,198 34,806 42,490 9 Gunj 19 18,685 32,224 39,774 48,555 10 Gulbahar 10 18,492 31,891 39,363 48,054 11 Hassan Ghari No.1 5 21,613 37,273 46,007 56,164 12 Hassan Ghari No.2 6 18,641 32,148 39,681 48,441 13 Hayatabad No-1 43 14,986 25,844 31,900 38,943 14 Hayatabad No-2 44 17,753 30,616 37,790 46,133 15 Hazar Khawani -1 28 20,720 35,733 44,106 53,843 16 Hazar Khawani -2 27 25,330 43,683 53,919 65,823 17 Jahangir Pura 18 19,105 32,948 40,668 49,646 18 Kakshal-1 24 19,222 33,150 40,917 49,951 19 Kakshal-2 25 18,998 32,763 40,440 49,368 20 Karim Pura 15 16,666 28,742 35,476 43,308 21 Khalisa-1 1 15,861 27,353 33,763 41,217 22 Khalisa -2 2 22,711 39,167 48,344 59,017 23 Lahori 14 18,429 31,782 39,229 47,890 24 Landi Arbab 33 22,032 37,996 46,899 57,253 25 Mahal Terahi -1 3 23,504 40,534 50,032 61,078 26 Mahal Terahi-2 4 32,634 56,280 69,467 84,803 27 Malkandhir 42 20,467 35,297 43,567 53,186 28 Nauthia Qadeem 31 21,887 37,746 46,590 56,876 29 Nauthia Jadid 34 23,295 40,174 49,587 60,535 30 Palosi 41 22,528 38,851 47,955 58,542 31 Pawaka 35 24,817 42,799 52,827 64,490 32 Shaheen Muslim Town 1 11 19,268 33,229 41,015 50,070 33 Shaheen Muslim Town 2 12 21,495 37,070 45,756 55,857

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 16 Table 3 -1 Projected Population of Different UCs in the Study Area Sr. UC Name UC No 1998 2013 2022 2032 No 34 Shaheen Town 37 25,749 44,406 54,811 66,912 35 Shahi Bagh 7 18,147 31,296 38,629 47,157 36 Sheikh Junaidabad 13 22,837 39,384 48,612 59,344 37 Sikandar Town 9 19,687 33,952 41,907 51,159 38 Tehkal Bala 40 26,178 45,146 55,724 68,026 39 Tehkal Payan -1 38 18,550 31,991 39,487 48,204 40 Tehkal Payan -2 39 15,961 27,526 33,976 41,476 41 University Town 36 18,581 32,044 39,553 48,285 42 Wazir Bagh 23 24,768 42,714 52,723 64,362 43 YakkaToot-1 20 16,719 28,833 35,589 43,446 44 YakkaToot-2 21 26,230 45,236 55,835 68,162 45 YakkaToot-3 22 20,102 34,667 42,791 52,237 Sub Total Urban 982,816 1,694,936 2,092,088 2,553,960 RURAL UCs 46 Achina Bala 91 27,891 48,100 59,371 72,478 47 Badaber Maryumzai 51 16,422 28,321 34,957 42,674 48 Bazid Khel 49 26,422 45,567 56,244 68,661 49 Chamkanni 65 20,977 36,176 44,653 54,511 50 Dag 87 23,210 40,027 49,406 60,314 51 Haryana 77 25,961 44,772 55,262 67,463 52 Khazana 76 23,387 40,333 49,783 60,774 53 Larama 86 15,272 52,993 65,410 79,850 54 Masho Goggar 56 30,728 49,940 61,642 75,251 55 Mathra 88 28,958 28,878 35,645 43,514 56 Musazai 48 17,319 29,868 36,866 45,005 57 Pajagi 85 22,903 26,338 32,509 39,686 58 Pakha Ghulam 70 20,000 39,498 48,753 59,516 59 Pushtakhara 60 25,174 34,491 42,573 51,972 60 Regi 80 25,532 43,414 53,587 65,417 61 Surband 59 22,093 44,032 54,349 66,348 62 Shahi Bala 79 20,911 38,101 47,029 57,411 63 Sheikh Muhammadi 50 27,748 36,063 44,513 54,340 64 Shekhan 58 26,375 47,853 59,066 72,106 65 Maira Sorizai Payan 68 16,745 45,486 56,144 68,538 66 Sufaid Dheri 81 29,668 51,165 63,153 77,096 67 Wadpaga 69 19,412 33,477 41,322 50,444 Sub Total Rural 513,108 884,892 1,093,238 1,333,369 Total 1,495,924 2,579,829 3,185,325 3,887,329

Table 3-2 shows that about 65.7 percent population is living in the urban areas whereas the rest 34.3 percent belong to rural areas. The overall increase in urban population from 1998 to 2032 will be over 1.57 million whereas rural population will be increased by 0.82 million during the same period. While it is anticipated that there will be internal migration (within UCs), the overall ratio of rural- urban divide is expected to remain same.

Table 3 -2 Population Projection for Urban & Rural UCs of the Study Area for 2022 and 2032 Urban / No. of 1998 2022 2032 Rural UCs Population %age Population %age Population %age Urban 45 982,816 65.70 2,092,088 65.70 2,553,960 65.70 Rural 22 513,108 34.30 1,092,238 34.30 1,333,369 34.30 Total 1,495,924 100 3,185,325 100 3,887,329 100

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 17 3.2 POPULATION DENSITIES

The average population densities for urban and rural union councils of the study area are given in Table 3-3. The densities have been calculated for 1998, 2013, 2022 and 2032. This table shows that average population density in urban areas are almost 4 times higher than the rural areas. The average density in the study area in 1998 was 2,894 persons per sq. km. which has increased to 4,990 persons per sq. km. in 2013 and are expected to rise to 6,160 and 7,520 in the year 2022 and 2032, respectively.

Table 3 -3 Average Population Densities (Persons/sq. km.) for Urban & Rural UCs of the Study Area Urban/Rural 1998 2013 2022 2032 Urban 5,933 10,231 12,629 15,417 Rural 1,461 2,519 3,109 3,796

The average population densities do not show important internal variations within UCs over time. Therefore it is imperative to study population density of each union council individually. The population densities of all UCs in the study area are given in Table 3-4. It should be recognized that the areas of union councils vary widely because union councils are demarcated on the basis of population size and not on the area. Therefore differences in population densities of different UCs are more linked to their areas than population.

Table 3 -4 Population Densities of Urban and Rural UCs of the Study Area Sr. No. UC Name UC No 1998 2013 2022 2032 Urban UCs 1 Akhun Abad 26 60,319 104,025 128,399 156,746 2 Andher Shehr 16 37,563 64,781 79,960 97,613 3 Asia 17 23,205 40,019 49,396 60,301 4 Bana Mari 30 8,571 14,782 18,246 22,274 5 Cantt Area-I and II Cantt 5,049 8,707 10,747 13,120 6 Deh Bahadar 29 3,523 6,075 7,498 9,154 7 Dheri Baghbnan 32 35,121 60,568 74,760 91,265 8 Faqir Abad 8 19,209 33,128 40,890 49,918 9 Gunj 19 59,842 103,202 127,385 155,507 10 Gul Bahar 10 7,521 12,970 16,009 19,543 11 Hassan Ghari No.1 5 2,744 4,733 5,841 7,131 12 Hassan Ghari No.2 6 1,359 2,343 2,892 3,530 13 Hayatabad No-1 43 1,214 2,094 2,585 3,155 14 Hayatabad No-2 44 2,476 4,270 5,271 6,435 15 Hazar Khawani -1 28 10,455 18,030 22,255 27,168 16 Hazar Khawani -2 27 2,923 5,041 6,222 7,596 17 Jehangira Pura 18 42,028 72,481 89,464 109,215 18 Kakshal-1 24 37,750 65,102 80,357 98,097 19 Kakshal-2 25 24,874 42,897 52,948 64,637 20 Karimpura 15 55,892 96,390 118,977 145,243 21 Khalsa-1 1 9,054 15,615 19,273 23,528 22 Khalsa -2 2 6,463 11,147 13,758 16,796 23 Lahori 14 27,894 48,105 59,377 72,486 24 Landi Arbab 33 6,050 10,433 12,877 15,720 25 Mahal Terai -1 3 22,605 38,985 48,119 58,742 26 Mahal Terai-2 4 17,106 29,500 36,412 44,451 27 Malkandhir 42 766 1,321 1,631 1,991

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 18 Table 3 -4 Population Densities of Urban and Rural UCs of the Study Area Sr. No. UC Name UC No 1998 2013 2022 2032 28 Nothia 31 12,575 21,687 26,768 32,678 29 Nothia Jadeed 34 22,907 39,505 48,762 59,527 30 Palosi 41 1,770 3,052 3,767 4,598 31 Pawaka 35 7,857 13,550 16,725 20,418 32 Shaheen Muslim Town 1 11 25,384 43,776 54,034 65,962 33 Shaheen Muslim Town 2 12 29,778 51,355 63,389 77,383 34 Shaheen Town 37 2,696 4,649 5,738 7,005 35 Shahi Bagh 7 22,967 39,608 48,889 59,682 36 Sheikh Junaid Abad 13 25,735 44,383 54,782 66,876 37 Sikandar Town 9 17,137 29,554 36,479 44,533 38 Tehkal Bala 40 12,236 21,102 26,047 31,797 39 Tehkal Payan -1 38 5,533 9,542 11,778 14,378 40 Tehkal Payan -2 39 5,237 9,032 11,148 13,610 41 University Town 36 8,332 14,369 17,736 21,651 42 Wazir Bagh 23 41,584 71,714 88,518 108,060 43 Yakatoot-1 20 101,173 174,480 215,363 262,909 44 Yakatoot -2 21 171,768 296,226 365,637 446,358 45 Yakatoot -3 22 143,945 248,243 306,410 374,056 Rural UCs 46 Achini Bala 91 1,743 3,006 3,711 4,530 47 Badbare Maryamzai 51 422 728 898 1,097 48 Bazid Khel 49 5,462 9,419 11,626 14,193 49 Chamkani 65 2,758 4,756 5,870 7,166 50 Dag 87 3,561 6,142 7,581 9,255 51 Haryana 77 9,622 16,594 20,482 25,003 52 Khazana 76 1,376 2,373 2,929 3,575 53 Larama 86 8,233 14,199 17,526 21,396 54 Mashoogagar 56 1,158 1,997 2,465 3,009 55 Mathra 88 1,364 2,353 2,904 3,545 56 Maira Sorizai Payan 68 1,289 2,222 2,743 3,349 57 Musa Zai 48 1,059 1,827 2,255 2,753 58 Pajjagi 85 1,937 3,340 4,123 5,033 59 Pakha Ghulam 70 1,876 3,235 3,992 4,874 60 Pishtakhara Payan 60 2,553 4,402 5,434 6,634 61 Regi 80 1,465 2,527 3,119 3,808 62 Sarband 59 2,511 4,330 5,344 6,524 63 Shahi Bala 79 788 1,360 1,678 2,049 64 Sheikh Muhammadii 50 1,780 3,070 3,789 4,626 65 Sheikhan 58 507 875 1,080 1,318 66 Sufaid Dheri 81 1,980 3,415 4,215 5,146 67 Wadpagga 69 1,749 3,016 3,723 4,545

The population densities of the union councils were further classified into following 6 categories:

• Below 5,000 persons per sq. km. • 5,000-10,000 persons per sq. km. • 10,000-30,000 persons per sq. km. • 30,000-60,000 persons per sq. km.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 19 • 60,000-100,000 persons per sq. km. • Above 100,000 persons per sq. km.

The density-wise frequency distribution of union councils is given in Table 3-5 for the years 1998, 2013, 2022 and 2032. It is evident that in 1998, there were 28 union councils in the study area having density below 5,000 persons per sq. km. This number has reduced to 25 in 2013 and is expected to shrink further to 19 in 2022 and 17 in 2032.

Table 3 -5 Frequency Distribution Population Densities in Urban & Rural UCs of the Study Area Population Number of Union Councils Densities (Persons/sq. km.) 1998 2013 2022 2032 Below 5,000 28 25 19 17 5,000-10,000 13 7 9 11 10,000-30,000 15 14 15 14 30,000-60,000 7 10 12 8 60,000-100,000 1 6 6 9 Above 100,000 3 5 6 8 Total 67 67 67 67

The temporal changes in the population densities of union councils in the study area are presented in Figures 3-1 to 3-4 for 1998, 2013, 2022 and 2032, respectively. The numbers marked on the maps corresponds to the UC names as mentioned in the Table 3-4. In general, population densities will be increased in the central parts of the project area. The study area is expected to gradually expend more towards east. The union councils on the east side will become more populated compared to other sides.

Union councils located in the south of the study area are expected to be less populated in the near future. Therefore provision of infrastructure and municipal services would be more urgently needed in the central, northern and eastern parts of the study area.

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Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 20

Figure 3 -1 Population Density Map for the Study Area for 1998

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 21

Figure 3 -2 Population Density Maps for the Study Area for 2013.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 22

Figure 3 -3 Population Density Maps for the Study Area for 2022

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 23

Figure 3 -4 Population Density Maps for the Study Area for 2032.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 24 4.0 KEY FINDINGS OF THE WATER SUPPLY SYSTEM

4.1 EXISTING WATER SUPPLY CONDITIONS

The existing water supply system serving the study area consists of several independent distribution networks which are typically of cluster-type systems covering three to four UCs, or smaller systems serving areas within these UCs. There are approximately 170 water networks across the study area which are generally old and do not supply water adequately especially to the end users of the system. Most of the UCs of the urban areas is served by a system supported by multiple tubewells that also serves areas of the adjacent UCs. The remaining areas within these UCs are served by small, independent systems supported by one or more tubewells. These areas tend to be more densely populated and as the settlements expanded outward, smaller independent systems were implemented to serve these expansions.

In the past, many of the primary systems were augmented to address water shortage issues by adding parallel pipelines without studying the hydraulic patterns or assessing the transmission or production capability of the system. Such efforts have also included installing pipes above ground sometimes across open drains without adequate sleeve protection which has made these pipelines more susceptible to contamination. By implementing such improvements without adequate planning or hydraulic considerations, most primary systems resemble a “spaghetti” type network of intertwined pipes that operate very inefficiently.

The system is generally old and does not supply water adequately. In the urban areas, which are mostly densely populated, individual dwellings are connected directly to the water supply network. On the other hand, in rural areas, dwellings that are not served by the water systems are relying on their own hand pumps or dug wells. Most dwellings in urban areas have booster pumps in their houses either installed on their individual underground storage tanks or connected direct with the service pipeline for pumping water to the tanks located on top of the buildings. Residents having no booster pump facility, usually store water in buckets or other arrangements in their homes. Detailed Field Investigation Plan was chalked out to gather the data on existing situation. Existing situation of water supply components is discussed as under:

4.1.1 Tubewells

Main source of public water supply is from groundwater and there are a total of 732 tubewells in the project area abstracting groundwater. Field surveys indicated that 312 tubewells (42 percent of total) were older than 15 years and are not expected to be reliable source of water supply in the near future or Master Plan period. Tubewells that have been in operation for less than 15 years are 398. The rest 22 numbers of the same operation period are instilled in hospitals and colleges etc. Out of 398 tubewells, only 21 tubewells have pumps that have been in operation for less than seven years, 392 tubewells do not have flow meters, and among the remaining six, only one tubewell has a functioning flow meter.

4.1.2 Bara Water Treatment Plant

Bara Water Treatment Plant (WTP), based on supply from Bara River, was constructed and started its functioning in the year 1918. The current treatment capacity of Bara WTP is 24,500 m3 per day. This facility was primarily constructed to serve by gravity the Cantonment area and three UCs within the former Town-1 area. However, currently its operation is limited to the cantonment area.

4.1.3 Overhead Reservoirs

During the field investigations, 117 OHRs were identified and surveyed for assessing their operational and structural condition. The structural assessment of each OHR was based on the

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 25 detailed inspection of columns, beams, slabs, walls, stairs and leakages. This analysis revealed that 88 OHRs are operational and the rest 29 are nonoperational due to leakage and their connection to the source is temporarily abandoned. Out of these 29 non-operational OHRs, 12 are structurally sound and can be put into operation without any further repair, 08 can be put into operation after minor repair, 05 need major repairs whereas the rest 04 has to be abandoned.

4.1.4 Water Filtration Plants

The water filtration plants, mostly installed on tubewells, were first introduced in the Cantonment area in 1995. A total of 46 water filtration plants were identified within the Master Plan Study Area (MPSA) including 13 under construction in the Cantonment area. The existing plants are operated based on filtration through sand media, supplemented with two filter cartridge (sizes 5 micron and 1 micron each) with odor removal through carbon filter and disinfection through UV Lamps (UVLs).

Out of the total 33 existing plants, 24 are functional and 9 are non-functional. Most of the functional plants are located within the Cantonment area and are properly maintained. The major reason for non-functioning of plants is the lack of maintenance and non-replacement of the clogged filters. The timely institutional response to breakdown of plants is very poor.

4.1.5 Water Transmission and Distribution System

Based on the field investigations, it is estimated that there are approximately 1,670 km of pipelines serving the study area ranging from 25 mm to 450 mm in diameter. Approximately, 1087 km (65 percent) of the pipes are GI, 355 km (21 percent) are PVC, 228 km (13 percent) are Asbestos Cement (AC). Approximately 37 percent of the pipes are above ground and the rest are buried. It was further observed that laid pipe network is a complex mix of new and old pipes. Some are only 2-3 years old whereas others were installed 25-30 years ago. Most of the urban systems have been extended haphazardly to meet the demands of inflated communities.

4.1.6 Water Quality

Water samples were collected from 54 representative tubewells across the distribution system and were analyzed by PCSIR for 30 parameters (8 physical, 19 chemical and 3 biological). In general, water quality at source (Tube wells) was found to be satisfactory, however due to leaking and damage pipes, bacterially contaminations have been found in the distribution networks.

Electrical Conductivity (EC) values are high in nearly all the tubewell and distribution system samples and filtration plants. The magnesium and calcium concentrations in four samples exceeded WHO standards. Higher levels of magnesium are not necessarily alarming unless they are combined with the higher levels of electrical conductivity, nitrate and sulphate contents. However, that is not the case over here. Total Suspended Solids (TSS) was also found in excess of the WHO standards in almost half of the tubewell and distribution system samples.

Coliforms was detected in 33 percent of tubewell samples and 50 percent of the respective distribution system while the more harmful bacteria (Fecal coliform) was noticed in only three samples (two in tubewells and one in distribution system). This contamination could be due to uncovered tubewell boreholes, algae growth in old wells, bacterial growth along the filter fixtures in treatment facilities that get entry into the distribution system. Other potential sources of contamination are wastewater intrusion into distribution networks or sewage infiltration of groundwater from irrigation canals and sewage drains. This can be prevented through proper and systematic disinfection/chlorination, as well as leakages repairs/control and relocating water mains crossing sewer drains.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 26 4.2 FUTURE WATER DEMAND PROJECTIONS

NDC conducted extensive review to find out most feasible design criteria for determining existing and future water availability in the study area. Based on these evaluations, NDC adopted a domestic water demand of 164 liters per capita per day (lpcd) for urban areas, 136 for the densely populated rural area having sewerage facilities while 68 lpcd for sparsely populated rural areas. The non- domestic water use (commercial, institutions & offices etc.) was assumed to be 25% (20% unaccounted water and 5% fire demand). Therefore net total per capita water demand for the densely populated urban areas is taken as 246 lpcd and 136 lpcd for rural areas. These design criteria has been used for formulating the Master Plan and accepted by USAID.

Population projections were made for different periods over the Master Plan time domain, which were estimated as 2.58, 3.18 and 3.89 million for year 2013, 2022 and 2032 respectively. Resultantly maximum day demand (MDD) for year 2013, 2022 and 2032 are estimated as 806,000, 995,000 and 1,214,000 m3 per day, respectively.

4.3 PROPOSED ALTERNATIVES

Following Two alternatives have been proposed to improve and sustain the water supply systems in the project area up to year 2032:

Alternative One: Improvement and Rehabilitation of Existing Water Supply Infrastructure

The performance of the existing networks can be enhanced by transforming them into smaller independent effective water zones. This will require segregation and/or regrouping of different water supply zones to maximize level of services, minimizing leakages and non-revenue water (NRW).

The feasible plans have been formulated for improvement/rehabilitation of the existing system consisting of the following main components.

• NDC has developed a plan for the replacement/improvement of existing tubewells who have out-lived their useful life. • Similarly a detailed plan for the replacement of redundant machinery and equipment’s (motors, pumps, electric panels, and appurtenances etc.) which have completed their useful life has been developed. • There are 117 Over Head Reservoirs (OHRs) in the project area. Out of which 47 need minor repairs, 15 requires major repairs and 16 requires replacement. Proposals have been developed for the rehabilitation of these OHRs to make them useful part of the distribution system to meet the storage gap and to maintain desired level of services. • Based on the analysis of transmission/main pipes (offshoot pipes from tubewells) of the identified networks (Deliverable-11), the improvement plan for sizing of the transmission mains has been developed. • Bulk metering mechanism has been introduced at the tubewells in order to monitor the water production. • Bara Water Treatment Plant is suggested to be in operation through the project period. Accordingly a proposal has been developed to restore its design capacity. • A proposal has been developed to reduce water losses/non-revenue water (NRW), etc. by replacing leaky, outlived, corroded GI pipes with HDPE pipes especially. • A centralized water quality laboratory proposal has been included as well as colorization at the Tubewells. • Electricity backup system, wherever feasible has been suggested (generators).

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 27 For new settlements, installation of tubewells along with the OHRs has been proposed to meet the peak demand as well as emergency needs. Distribution sub-zones may be based on ‘District Meter Areas’ (DMAs) concept to achieve adequacy and reliability with hydraulically balanced sub-zones at the time of detailed engineering design. While proposing sub-zones, WSSP proposed structure for managing the water supply system into four subsidiary managing zones has been considered.

Each alternative consists of two stages (stage I upto year 2022 and stage II from 2022 to 2032). The two alternatives differ primarily in their approaches to wells. Alternative 1 makes maximum use of existing wells, replacing them in kind as they reach the end of their service lives. In alternative one; improvement of existing infrastructure is proposed along with transforming the existing 170 water distribution network laid haphazardly into 156 effectively configured water zones by segregation and/or grouping to ensure better performance & level of services, as well as reducing non-revenue water (NRW). The layout map of the configured water zone is given in Figure 4-1.

Figure 4 -1 Layout map of the configured water zones

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 28 Alternative Two: Looping of Transmission Mains and Integration with Water Distribution independent Zones

In Alternative 2, new larger wells are proposed to be installed to replace existing smaller wells and well fields are expanded geographically; in addition, a new transmission main is provided following the Ring Road, to improve water distribution throughout the planning area. In this alternative, a main water transmission loop has been proposed along the Ring Road which will cater water demands to be fed to the proposed configured 156 water distribution zones from new well head outside the project boundary. Also the proposed WSSP setup has been considered for operation and maintenance in its four subsidiaries’ (A, B, C & D), which include 47, 50, 31 & 28 numbers of proposed configured water zones. As per this alternative, the existing water supply infrastructure network has been segregated into four zones to coincide with WSSP proposed setup for year 2032 as shown in Figure 4-2.

Figure 4 -2 Proposed Zones by WASSP for Alternate Two

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 29

Figure 4 -3 Map Showing Layout of Main Grid Transmission Route for year 2032 for Alternate 2

4.4 WATER SOURCE ALTERNATIVE

4.4.1 Groundwater Potential i) For Master Plan Study Area (MPSA) an average water demand of about 800,000 m3 per day has been estimated for the year 2032. Evaluation of groundwater potential indicated that it may be possible to pump a maximum of 1,200,000 m3 per day within MPSA provided proper spacing is maintained within the tubewells. ii) The computed groundwater elevations by model showed some watertable drop in existing well field but pumpage from groundwater is possible to meet the demand of 2032. iii) The computed water balance by model indicates that increased pumpage has induced seepage from Kabul River and irrigation distribution network. Groundwater discharge towards Peshawar basin boundary and Kabul River has been decreased as watertable dropped due to increased pumpage. iv) Due to increased pumpage groundwater aquifer has become more active, with groundwater migrating from higher recharge areas and low utilization areas towards higher pumping areas.

4.4.2 Evaluation of Surface Water Source

There are number of surface water sources present in and around the Peshawar city such as; i. Kabul River is the main river and drains almost the whole valley into Indus River. It enters into the valley on west near Warsak and has made large active and abandoned flood plains in the north-east of the Peshawar city.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 30 ii. Bara River is located on higher level and enters in plain in south-western part of Peshawar city. It flows south of the Peshawar city in south-east direction and joins Kabul River in the east of Peshawar city. A part of Bara river discharge is being used for water supply to cantonment area through gravity and remaining has been diverted by private canals for irrigation purpose and the surplus water eventually is disposed of into Kabul River.

iii. Warsak Gravity Canal emerges from Warsak dam and passes from south of the city.

iv. Kabul River Canal emerges from Kabul River and flows through the Peshawar city.

Besides these four surface water bodies in the area, there are several non-perennial nallahs which contribute to recharge of the aquifer and ultimately discharge into Kabul River.

4.4.3 Recommendation for Water Source

Groundwater will be a reliable source of water supply for Peshawar till 2032 as long as steps are taken to expand pumpage from areas in the basin that are currently underutilized. However for any new installation following factors should be considered:

i. Density of tubewells/pumpage; ii. Spacing between tubewells; and iii. Explore plans to develop pumping centers to the north in the Kabul River Flood plain.

4.5 DESCRIPTION OF SYSTEM ALTERNATIVES

4.5.1 Alternative I

Alternative I include improvement and rehabilitation of existing water supply infrastructure. It is proposed to be implemented in two stages.

Tubewells

In the stage I rehabilitation and improvement in the existing tubewells shall be done. Chlorinator and bulk meter are also proposed on each tubewell. Generator shall be provided for 400 tubewells. By replacing the parts and rehabilitation of existing tubewells the pumping capacity of existing tubewells can be enhanced. Discharge of each tubewell is recommended to keep the same as design. Daily operation duration for average day demand is being suggested as 12 hours and for peak day demand shall be 18 hours. In this way average water production from existing tubewells will become about 500,000 m3 per day during 2022. Proposed location of tubewells in 2022 is shown in Figure 4-4.

In stage II there will be need to install new tubewells to meet the average demand of 800,000 m3 per day and peak day demand of 1,200,000 m3 per day for year 2032. Work on Stage 2 shall be started after 2022. Routine O&M shall be continued for existing tubewells. In addition new tubewells shall be installed to pump 300,000 m3 per day which is the difference between average day demand and enhanced pumping capacity of existing tubewells. Design discharge of each new tubewells is proposed 0.028 m3 per second. Daily operating hours of new tubewells shall be 12 hours for average day demand and 18 hours for peak day demand periods. The pumpage per tubewell will be 1224 m3 per day for average day demand and 1836 m3 per day for peak day demand. Therefore 245 new tubewells will be required during stage 2 of Alternative I till 2032. Therefore at the end of stage 2, the number of total tubewells will increase to 977. Proposed location of tubewells during 2032 is shown in Figure 4-5.

Overhead Reservoirs

The capacity of existing OHR is very limited i.e. less than one hour demand. It is proposed to rehabilitate existing 62 OHRs in stage I which need minor and major repairs. These will become

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 31 useful part of the distribution system for minimizing the storage gap and to improve the level of service as well as to provide fire flows. Furthermore, each OHR will be provided lorry filling hydrant apart from the provision of fire hydrants in the distribution network according to the design criteria. Capacities of existing OHRs are 45 m3 (10,000 gallons), 91 m3 (20,000 gallons), 114 m3 (25,000 gallons), 136 m3 (30,000 gallon), 227 m3 (50,000 gallon) and 445 m3 (100,000 gallon).

In stage II construction of new storage facilities shall be continued. After completing the rehabilitation of existing OHRs in stage 1, additional 14068 m3 storage shall be available.

Transmission and Distribution System

The present distribution system is mostly comprised of isolated networks (zones) operated by different service providers (PMC, PHED, PDA and CB) with inconsistent design parameters and without coordination. The size of an individual water zone ranged from a less than one UC to over 11 UCs. The distribution system is designed haphazardly and laid without any planning. Furthermore, the distribution system is partially undersized, leaking and consist of damaged, corroded and outlived GI pipelines. In addition, the existing level of service differs amongst the service providing entities in the project area and consequently the majority of consumers are unsatisfied.

The performance of the existing networks can be enhanced by transforming them into smaller independent effective water zones. An approach has been adopted to reconfigure the existing network into 156 Independent Water Zones (IWZ) to meet the desired level of service up to year 2032. The existing network has been retained for developing the piping distribution system keeping in view of minimizing the NRW. The following main aspects have been taken into consideration for configuring leading to further system analysis at later detail engineering design stage based on the proposed concepts of (DNI, DMA and PMA): a. Physical barriers (water bodies, railway line, main roads, abrupt topographic variation, main WSSP zone boundary, etc., b. Vicinity and future settlements for the project period, and c. Household connections approximately 5,000.

The proposed configured 156 water zones will cover settlement area of 269 km2 up to 2032 with full coverage of the projected population of 3.887 million. These proposed water distribution zones have been developed by grouping and segregating the existing system, subsequently dovetailing with the existing unserved as well new settlements.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 32

Figure 4 -4 Existing Tubewells during 2022 for Alternative I (Stage 1)

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 33

Figure 4 -5 Location of Tubewells during 2032 (Stage 2)

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 34 4.5.2 Alternate II

This alternate is based on the integrated transmission loop to cater the water needs of 156 configured water distribution zones.

Tubewells

Stage 1 will cater for water demands for year 2022. Projected population for 2022 and 2032 has been calculated for each water zone and water demand for each water zone has been estimated for 2022 and 2032 based on the design criteria. Capacity of new tubewell is proposed to be 0.028 m3 per second. Based on the water demand for 2022 total number of required tubewells have been calculated. By 2022, new tubewell will be installed 445 and remaining existing tubewell will be 178.

Under stage 1 the replacement of four old tubewells having life more than 15 years with one new tubewell is proposed. In addition installation of new tubewells in new well field to meet demand of 2022 has been proposed. The location of proposed tubewells for 2022 is shown in Figure 4-6.

Under stage 2 the replacement of three old tubewells having life more than 15 years with one new tubewell is proposed. In addition installation of new tubewells in new well field to meet the demand of 2032 has been proposed. The location of proposed tubewells for 2032 ia shown in Figure 4-7.

The storage arrangements will remain as given under alternative I.

Transmission and Distribution System

In addition to the distribution system improvements described under Alternative 1 (replacing damaged pipe, extending pipelines to unserved and new areas), Alternative 2 includes a main water transmission loop along the Ring Road which will supply water to its connected branch. Water transmission loops and sub-loops have been proposed along the Ring Road, which will be fed through water source(s), i.e. with number of tubewells, wellheads/plants at the potential locations, etc. An optimal integrated water supply distribution plan has been strategically developed to meet the demand of 156 configured water distribution zones (73 inside the ring road and 83 outside the ring road) to meet the level of service adequately and cost effectively (Figure 4-8). It consists of 161 km of ductile iron pipe (300 mm dia. And 450 mm dia.). Presently the area between the Ring Road and project boundary consists of urban and densely populated rural dwellings. Mostly future settlements/expansions are expected in this area. At present the existing settlements are mostly fed through independent networks (Figure 4-9). During this stage, the laid main transmission integrated loop under stage 1 will be fed through the new proposed well field further away from the project boundary. A length of about 12 km (450 mm dia) will be laid along Warsak, Charsada and Daladak roads.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 35

Figure 4 -6 Tubewells Location during 2022 for Alternative 2 (Stage 1)

Figure 4 -7 Location of Tubewells during 2032 for Alternative 2 (Stage 2)

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 36

Figure 4 -8 Layout of Main Grid Transmission Route for 2022 for Alternative 2 (Stage 1) Stage 2 (2023-2032): Area outside the Ring Road up to the Project Boundary

Figure 4 -9 Layout of Main Grid Transmission Route for 2032 for Alternative 2 (Stage 2)

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 37 4.6 COST ESTIMATES

Summary of the capital cost of Alternative I and II are presented in Tables 4-1 and 4-2.

Table 4 -1 Summary of Cost of Alternatives One

Sr No. Item Stage 1 Stage 2

Nos Rs. (Million) Nos Rs. (Million) 1 Tubewells i) Rehabilitation 732 2567 ii) New 245 1520 iii) Electrification for New TW incliding Power Lines, Transformer and Back Up Genrators 745 291 3 Stoarge i) OHR Major Repair 15 34 ii) OHR Minor Repair 47 81 iii) New OHR 248 3152 319 4268 4 Rehabilitation of BWTP 219 5 Transmission & Distribution i) Replacement of Damaged, leaking and under size Pipes 315Km 466 ii) Pipeline in Unserviced & New settlement/Area 1422Km 2235 355Km 559 7 Cost of SCADA 100 200 Pilot Study in Selected Water Distribution Zone Depend on for Improved Performance and Level of Outcomes 8 Service 20 of Pilot Study Sub Total 8874 6838 Total 15712

Table 4 -2 Summary of Cost of Alternatives Two Sr Item Stage 1 Stage 2 No.

Nos Rs.(Million) Nos Rs. (Million) 1 Tubewells i) Rehabilitation 178 624 ii) New 445 2759 224 1389 iii) Electrification for New TW including Power Lines, Transformer and Back Up Generators 445 1437 224 724 3 Storage i) OHR Major Repair 15 34 ii) OHR Minor Repair 47 81 iii) New OHR 248 3152 319 4268

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 38 Table 4 -2 Summary of Cost of Alternatives Two Sr Item Stage 1 Stage 2 No.

4 Rehabilitation of BWTP 219 5 Transmission & Distribution i) Replacement of Damaged, leaking and under size Pipes 315Km 466 ii) Pipeline in Unserved & New 355K settlement/Area 1422Km 2235 m 559 112K iii) Grid Transmission Line 162Km 1656 m 145 7 Cost of SCADA 100 200 Pilot Study in Selected Water Distribution Zone Depend on 8 for Improved Performance and Level of Outcomes Service 20 of Pilot Study Sub Total 12783 7285 Total 20068

The Initial cost (in Million Rupees) of these two proposed alternative stage wise is as under.

Alternate One Stage 1 Stage 2 Total

8874 6838 15712

Alternate Two Stage 1 Stage 2 Total

12783 7285 20086

According to the above initial cost estimate, the alternative one seem to be less costly whereas alternative two is more reliable and sustainable.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 39 5.0 KEY FINDINGS OF SANITATION /STORMWATER SYSTEM

5.1 EXISTING SANITATION/STORMWATER SYSTEM

The specific components of the existing sanitation/storm water system serving the study area are: i. Open/Covered Drains, ii. Sewers Pipes iii. Pumping Stations iv. WWTP v. Final Discharge Locations/Receiving Bodies vi. Irrigation Canals

The existing sanitation/storm water systems serving the study area are mostly the combined systems that convey domestic, commercial and industrial wastewater along with surface runoffs during rain events. The flows are mostly conveyed by open or covered drains except only a few areas being served by underground sewers. With the exception of the heavily urbanized areas, drains serve as the primary, secondary and tertiary (collection) conveyance and collection segments through most of the study area. The cross-section of the primary and secondary drains are mostly rectangular and trapezoidal in limited cases, with a minor side slope and mostly constructed in brick masonry with internal face plastered with cement sand mortar.

About 70 percent of these drains have top width of less than 1m, 16 percent with a top width between 1 to 2m, 8 percent between 2 to 4m and 6 percent having top width greater than 4m. Approximately 10 percent of the primary and secondary drains are structurally damaged and are in need of rehabilitation. Field investigations underlined that desilting and cleaning of drains has totally been neglected for years. This has not only resulted clogging of drains but have also caused encroachments along the banks and even covering on top by slab in the commercial areas.

Underground sewer pipes are used to convey flows mostly in urban areas of the study. The diameter of these sewer pipes range in size from 225mm to 1350 mm. Most of the primary (trunk) conveyance pipes are clogged. The secondary and tertiary level sewers overflow to nearby drains or canals. Trunk sewers that were built to convey flows from the tertiary / secondary system segments; are mostly clogged and their manholes, after being used as a repository for solid waste, are not currently physically visible on the ground. Most of such sewerage system is currently out of use due to their continuous neglect and poor maintenance.

None of the three existing wastewater treatment plants (WWTP) within the study area is in operation. Resultantly all flows are being directly discharged into rivers, irrigation canals, khawars or agricultural land, and thereby contributing to a severe environmental and public health hazards.

The three small pumping stations to cater for disposal of the liquid waste from different slum areas are not properly designed or constructed with their current status of poor performance. The current outfall discharge points of the sewers and drains do not have any permanent design structure and are connected to the receiving bodies through haphazard kacha sections. Ultimately the main receiving bodies are i) two rivers flowing across or along the periphery of the study area – Bara River and Shah Alam River or Budhnai Nullah, a tributary of Shah Alam River and ii) five irrigation canals that pass through the study area. Discharge into the irrigation canals eventually ends up on agricultural land and thus exacerbates the environmental and public health crisis. An overview of the major drains and the discharge locations are illustrated in Figure 5-1.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 40

Figure 5 -1 Overview of Existing Sanitation /storm water system

5.2 PROPOSED ALTERNATIVES

Topography of the area led to divide the project area in four drainage districts or zones. Most of the thickly populated areas have their slopes towards the natural streams such as Bara River, Budhnai Nallah and Shah Alam River. The area, as per its topography has been dived into four logical drainage districts as shown in Figure 5-2. Details for improvements are provided in section-8 of this report. Waste water flows from each of the drainage district have been calculated for the year 2022 and 2032. Capacity of existing drains and new proposed conduit/sewers have been calculated using Manning’s equation and storm flow calculation are based using Rational formula. Improvements in the existing drain and construction of new drain are based on combined total flows (waste water generated & storm flows).

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 41

Figure 5 -2 Location of Proposed Sanitary/Drainage Districts

The estimated dry weather flow from each of the four main independent districts for the year 2032 considering population projections is given in Table 5-1.

Table 5 -1 Dry Weather Flow Generation from Different Districts

Avg. Dry Peak Dry Sr Name of district to proposed Population Weather Flow Weather Flow . # WWTP site (Person) m3/sec m3/sec 1 District – I to WWTP Site D 1,763,542 3.64 8.86 2 District – II to WWTP Site R 513,342 1.22 3.45 3 District – III to WWTP Site P 162,371 0.37 0.98 4 District – IV to WWTP Site H 550,345 1.25 3.04

In order to facilitate the disposal of this flow, two alternatives are proposed under this project as discussed below:

Alternative-1 comprises of four drainage districts with independent waste water treatment plant site. Bifurcation of main drains is proposed by diverting the dry weather flow into new conduit/sewer, but storm flow will be still through their relevant main existing drains for final disposal. However there would be an exception for the Dalazak Road main drain which will be diverted toward Budhnai nallah instead of its original route towards Shah Alam River. Improvements to main drains are proposed for carrying out the domestic wastewater and storm flow. At the diversion point of the drain, a gated distribution structure is proposed to maintain flow towards both side in storm event and one side all around dry weather.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 42 5.2.1 Proposed District- I

This drainage district will be the largest serving the most populated area of the project. Existing main drains in this district are Shahi Khatta, Dalazak road drain, Muhammad Zai drain and G.T road drain. Mostly the old city area and part of cantonment area will be srved by this drain district. Location of district with main existing drains and proposed collection system is provided in Figure 5-3. The existing WWTP of the Charsaddah road will be relocated at Site –D.

Figure 5 -3 Proposed District - I

5.2.2 Proposed District - II

This drainage district will cover Ring road drain and its branches and Kohat road drains. Presently flow from this area is disposed into Bara River. Existing treatment plant of the Ring Road will be extended on the same site under alternate I. However, under alternative II it is proposed to be abandoned completely. Location of district with main existing drains and proposed collection system is provided in Figure 5-4.

5.2.3 Proposed District - III

This district comprise of mostly rural UCs and the planned area of University campus is also included in this district .Proposed WWTP site –P is near Kabul river canal . Location of district with small existing drains and proposed collection system is provided in Figure 5-5.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 43

Figure 5 -4 Proposed District - II

Figure 5 -5 Proposed District - III

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 44 5.2.4 Proposed District - IV

In this district, main drains of of University road Tehkal Bala, Airport Tehkal Payan and Gollf club drains will be included.The dry weather flow from two drains is proposed to be diverted towards newly proposed site for treatment ,while a separate sewer line is proposed in the catchment area of Golf club drain which will be pumped into conduit near treatment plant site-H .Existing WWTP at Warsak road is proposed to be relocated at site –H. Location of district with main existing drains and proposed collection system is provided in Figure 5-6.

Figure 5 -6 Proposed District - IV

Alternative-2 suggests abandoning of the existing WWTP at site R (Hazar Khawani). Dry weather flow from drainage district –II is proposed to be diverted along the Ring Road toward south west for having its connection with the proposed conduit on Dalazak road. Storm flow of Ring road (Jabba) drain will be carried out by the existing drain on its original route. In this case, required land on one side of the site-D becomes insufficient for construction of larger WWTP. Therefore a piece of land on the other side of Dalazak road is needed for the construction of WWTP in phase II. In this alternative, Site-D would comprise of two portions designated as DI (same as D in alternative I &II) and DII on other side of road. All other proposed improvements are the same as in alternative –1.

In addition to the above mentioned new constructions, improvement work in the existing drainage system is also proposed. Key point for improvements to existing infrastructure components include:

• All existing drains need to be cleaned to improve their carrying capacity. In the absence of original design data, the capacity has been calculated based on survey data therefore after cleaning the drains their cross –section and longitudinal profile shall be resurveyed for future record and to authenticate the flow capacity of the drain.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 45 • Rehabilitation/repair to existing drains: all damaged portion of the drains shall be repaired /rehabilitated to reinstate their efficient performance. • Kacha (unlined) drains need to be lined in brickwork or RCC/PCC. • Secondary and tertiary drains to be covered on top with inlets for rain storm. Covering will have provision for desilting /cleaning and maintenance. • Provision for construction of new tertiary drains, wherever needed. • The most important: Restriction/removal of encroachment on /along drains. Main drains shall have all along a roadway provision for vehicular movements required for their proper maintenance and repairs on one bank and at least walkway along the other bank to also restrict subsequent encroachments. • Laws need to be strictly enforced to ensure proper future development and sustainability of infrastructure. • The above statements are also equally applicable to all canals passing through the existing inhabited area likely to be planned in the future. • Separate sewer lines are also proposed in some areas and would be connected to the main conduits. • For the areas not covered by the main drainage districts, provision have been made for required infrastructure improvement. • A mass awareness campaign needs to be launched to motivate communities to avoid their in vogue most common undesired practices of solid waste disposal into the drains and irrigation canals which is the biggest source of their blockage.

5.3 WASTEWATER TREATMENT PLANTS

Provision of drains and underground sewers along the streets and roads to dispose of sewage away from the urban areas is equally significant in creating a clean and healthy environment in the city. Peshawar abounds in natural streams and manmade irrigation channels flowing through the city and its suburbs currently being used for the disposal of raw sewage generated in the city, thereby polluting city environment. Master Plan of Peshawar recognizes this aspect of the urban environmental planning and proposes sewage treatment plants at appropriate locations in the project area for minimizing pollutants in the sewage before discharging in Budhnai Nallah, Shah Alam river and Bara River which are currently the ultimate recipients of the sewage generated in the Peshawar city.

Sewage treatment is a step by step removal of pollutants contained in the sewage until the required effluent discharge standards are met. In Pakistan, National Environmental Quality Standards (NEQS) defines the standards to be met for discharging sewage in the natural water bodies with Biochemical Oxygen Demand (BOD), Chemical oxygen Demand (COD) and Total Suspended Solids (TSS) as the priority parameters governing the municipal sewage with discharge limits of 80 mg/l, 150 mg/l and 150 mg/l respectively. Every civic agency in the country is legally bound to comply with the National Environmental Quality Standards (NEQS) under the Environmental Protection Act applicable in the country as well as the project area considered in the Master Plan.

Master Plan considered several sewage treatment technologies for Peshawar currently practiced in the world; Activated Sludge Process, Oxidation Ditches, Aerated lagoons, Trickling Filters, Upflow Anaerobic Sludge Blanket Reactor (UASB), Waste Stabilization Ponds and hybrid Anaerobic Ponds with Trickling Filters. The study screens and narrows down these technologies to one as the most feasible treatment technology to meet the requirement of Peshawar. Prior to the selection of the treatment technology the study develops technology selection criteria based on the guiding principal “Least cost, low or no power consumption with simplistic operations without compromise on the effluent standards” and evaluates each technology on the basis of the criteria. Based on the criteria

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 46 the study suggests “Waste Stabilization Ponds” as the most feasible sewage treatment technology for Peshawar because of the following key benefits:

1. Cost: Waste Stabilization Ponds are cheaper in capital and operational cost and can deliver the treated sewage of the required effluent standards 2. Land: Large land is available at affordable cost at the proposed sites for the construction of sewage treatment plants based on waste stabilization technology 3. Electricity Requirement: Electricity requirement is almost zero, thus waste stabilization ponds would remain operational during the period of daily power outages 4. Ease of Operations: Lack of electromechanical equipment makes the operations of waste stabilization simple thus requiring lesser operational competence to run the plant 5. Low Sludge production: Sludge produced in Waste Stabilization Ponds is small compared to other technologies thus saving expenses on sludge treatment and disposal. Requires desludging every 3-4 years

Subsequent to the technology selection, the study identifies four potential sites for sewage treatment plants based on waste stabilization ponds to cover the treatment requirement of the entire sewage generated in the city upto the year 2032. The selection of sewage treatment plant sites has mainly been governed by the sewerage system configuration adopted for Peshawar in the Master Plan. However, each proposed site has been subjected to environmental and technical evaluation based on the criteria generally followed for siting sewage plant sites. The key elements of evaluation as follows;

I. Fairly isolated from the built up areas and potential areas of future development with provision of adequate space around the plant site to serve as buffer for the protection of human environment mainly from plant odor and eliminating potential of groundwater contamination. II. Area of special significance such as habitat of endangered species, wetlands, critical ecosystems or areas of historical significance are not part of the plant site and if any remain unaffected by the plant site. III. Availability of adequate area to meet the projected demand of 2032 at affordable cost with flat / mild slope topography, proximity to the sewerage network and water body for the acceptance of treated sewage, accessibility form the city arterial roads and does not fall in the flood zone.

Based on the above mentioned criteria, the following sewage treatment sites are considered feasible:

Site P - located in the North of the project area in the vacant land available between the villages Lakarai Kaneeza and Bashirabad in UC Palosi to treat the sewage flows from the Sewage District III upto the year 2032. The treated sewage would be discharged in Budhni Nallah.

Site H - located in the East of the project area in the vacant land available between the villages Haji town and Faqir Kalay in UC Hassan Ghari-I across the Budhni Nallah to treat the sewage flows from the Sewage District IV upto the year 2032. The treated sewage would be discharged in Budhni Nallah.

Site R- located in Peshawar in the South - East of the project area sandwitched between the Ring Road and left bank of Bara River to treat the sewage flows from the Sewage District III upto the year 2032. The treated sewage would be discharge in Bara River.

Site D - located in the East of Peshawar outside the project area in the vacant land available between the villages Muhammad Zai, GulloZai & Yaseenabad, Budhni to treat the sewage flows from the Sewage District I upto the year 2032. The treated sewage would be discharged in Shah Alam River. Location of these sites is presented in the Figure 5-7.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 47

Figure 5 -7 Existing WWTPs and Proposed Sites for Alternatives 1&2

The city of Peshawar has also three existing sewage treatment plants located on Warasak Road, Charsadda Road and Ring Road. Evaluation of the existing plant sites for future utilization has been a significant component of the Master Plan. These plants were built in the past and none of these plants is currently operational and are in an abandoned state. The study subjected the existing plant sites to environmental and technical evaluation on the basis of the above mentioned criteria for siting sewage treatment plants by which Warsak Road and Charsadda Road sewage treatment plant sites fail to qualify being surrounded by built areas leaving no space around them to act as buffer for the protection of human environment. As a result, Warsak Road and Charsadda Road Sewage Treatment Plant sites have not been recommended for any future use under the Master Plan. However, Ring Road Sewage Treatment Plant is surrounded by sparse population and has adequate vacant space around the existing plant site for accommodating large sized plant envisaged under the Master Plant at Site R. The existing Ring Road Sewage Treatment Site has therefore been recommended for future utilization under the Master Plan for siting Sewage Treatment Plant R.

The proposed sewage treatment plants at Sites (P, H, R and D) have been planned and sized to serve the sewage treatment requirements of their respective districts up to the year 2032. Implementation of the plants has been planned in two phases (Phase I - upto the year 2022 and Phase II - upto the year 2032). The study proposes to acquire land for each plant site for the planning horizon 2032 at the very outset of the implementation phase for development in a phased manner in future proportionate to the increase in the sewage flows from the city. Extension of the plants beyond 2032 has also been considered and the study proposes the conversion of the plants to Aerated lagoons to treat additional flows within the available land acquired for waste stabilization ponds in order to keep the plants sizes manageable.

5.4 COST ESTIMATES

Cost of all the proposed Sewage Treatment Plants, based on the Market Rates Schedule (MRS) applicable for Peshawar, is given below:

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 48 Table 5 -2 Cost of WWTPs (Including cost of land in Phase I) Cost (Rs. Millions) # Description of WWTP site Phase I Phase II Total (2013 -22) (2022 - 2032) 1 Site P 621.20 97.80 719.00

2 Site H 2417.95 302.10 2720.05

3 Site R 1995.20 282.25 2277.45

4 Site D 6106.90 874.50 6981.35

Overall cost of all Sewage 11141.25 1556.65 12697.90 Treatment Plants (P, H, R & D)

Total cost of two alternatives has been prepared for proposed construction. Alternative-1 has a total construction cost Rs. 23,632.99 million and that of Alternative-2 Rs.22,926.78 Million. Finding alternative-2 as more economical its phase wise total cost is presented in the table below:

Table 5 -3 Phase Wise Summary of Costs for Alternative-II Sr No. Cost Pak. Rs. Millions Name of Work Phase-I (2022) Phase-II (2032)

Development of Infrastructure in District-1 & 2 1 including construction cost of WWTP 11565.85 625.78

Development of Infrastructure in District-3 2 including construction cost of WWTP 857.1 97.8

Development of Infrastructure in District-4 3 including construction cost of WWTP 3198.93 308.01

Rehabilitation, covering slab and construction of 4 damaged portions in study area 1,286.27 -

Construction of Public Toilets in study area 5 21.83 - Rehabilitation of Under Capacity Small Drains in 6 different UCs of study area 434.70 -

7 Cost of Machinery proposed for O&M 296 - Contingencies and Price escalation @ 15% for phase 2604.7 1031.59 8 I and 100% for phase II on the cost estimated on current rates Consultancy Detailed Design and Supervision @ 9 10% for phase I and 20% for phase II 1400.6 206.32 TOTAL (PKR) 21665.97 * 2269.5 * Also includes Land Cost worth Rs. 3359.0 Million as well.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 49 5.5 IMPLEMENTATION PLAN

All improvements in different drainage districts and construction of new WWTPs are proposed to be carried out in the Phase I (2022). Phase I schedule is illustrated in Figure 5-8.

Schedule of activities Year-1 Year-2 Year-3 Year-4 Year-5

Sr.# Name Activity Remarks 1 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 2 3 4 ------q q q q q q q q q q q q q q q q q q q q Improvement & development Works of 1 District -I area including Rehabilitation of Existing Infrastructure and construction of WWTP at site- D Improvement & development Works of 2 District -II area including Rehabilitation of Existing Infrastructure and construction of WWTP at site- R Improvement & development Works of 3 District -III area including Rehabilitation of Existing Infrastructure and construction of WWTP at site- P Improvement & development Works of 4 District -IV area including Rehabilitation of Existing Infrastructure and construction of WWTP at site- H

Detail Design Phase Construction Phase

Figure 5-8 Activity Schedule for Implementation Plan

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 50 6.0 KEY FINDINGS OF SOLID WASTE MANAGEMENT SYSTEM

6.1 EXISTING SOLID WASTE MANAGEMENT SYSTEM

The Municipal Corporation Peshawar (MCP), Peshawar Development Authority (PDA) and the Cantonment Board provide waste management services. Public sector services are provided to residential area, commercial areas and institutions by way of secondary collection. However, these services are not provided to industrial areas or for construction and demolition activities. Waste management in rural areas is the responsibility of the District Council while currently also such activities are being looked after by the beneficiaries themselves without any support so far by the District Council.

6.1.1 MCP Collection System

The MCP provides primary & secondary collection and downstream service to residential areas, commercial areas and institutions in the city area. A door to door collection service is not provided.

The system in narrow streets (less than 3.6 m width) is different to that in wide streets (above 3.6m width). In the narrow streets, including walled city, the residents throw waste on to the streets, where it accumulates in heaps which are subsequently collected by MCP sweepers using hand carts and taken to filth depots or 7m3 containers. In wide streets, larger heaps of solid waste accumulate in and around 7m3 steel containers.

The waste in street side heaps is collected by tractor trolleys and 7m3 steel containers of waste are collected by Multi-loader. The waste from filth depots is taken to dumping sites with the help of dumper or open body trucks and tractor trolleys.

6.1.2 PDA Collection System (Hayatabad)

For primary collection, the PDA provides door to door waste collection service to the residents. Private sector is also mostly involved in such collection through most usual use of the donkey-carts. These cart owners obtain their income by selling recyclables collected from the waste. Generally, the donkey carts take the waste directly to a disposal site within Hayatabad.

For secondary collection, the waste in street side heaps is collected by tractor trolleys and 1.1m3 steel containers of waste are collected by compactor trucks. Filth depots are emptied manually onto dumper trucks and trolleys drawn by tractors.

6.1.3 Cantonment Board Collection System

Primary collection is provided by cantonment staff using handcarts. The collected waste is deposited in community waste bins on the sides of roads. Secondary collection is provided by a contractor. The contractor use compactor trucks, dumpers and tractor trolleys for transporting waste from concrete waste bins to tipping site at Regi Lalma.

6.1.4 Street Sweeping

Street sweeping is used to collect litter, dust and debris from streets. The main streets are swept daily. Other streets are cleaned on alternate days or twice a week, and occasionally or not at all. Some waste, particularly silt and sludge etc. are thrown to the open drains. The sanitary workers (katta-coolies) are assigned the particular lengths of drains to be cleaned. The waste collected from the drains is usually placed on the banks of these drains for drying which afterward is collected by tractor trolleys or handcarts.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 51 6.2 PRIVATE WASTE MANAGEMENT ACTIVITIES

6.2.1 Slaughter House Waste

Slaughter houses generate animal products for market and surplus material comprising intestines, paunch material and dung. Intestines are recycled while the paunch material and animal dung are normally washed down to the nearest drains.

6.2.2 Industrial Wastes

There are two small industrial estates within the study area i.e, the one on Kohat Road and the other in Hayatabad. Types of industries include marble, chemicals, and food processing.

Most residual material generated by these industries gets recycled via private services. Only small proportion remains as waste to be disposed of. The waste causing most nuisances is the fine powder generated in large quantities by the marble industry. It is mixed with water used for cooling process for disposal and discharged to drains. Settled dust is extracted and dumped on the side of the drains and finally transported to distant low lying areas for final disposal.

6.2.3 Demolition and Construction Waste (D&C Waste)

Collection and disposal of D&C waste is the responsibility of the generators. The MCP Cantonment and PDA receive a security fee to ensure compliance of rules. If the generators fail to comply with the rules, MCP can use this money to dispose of their generated waste. As the MCP is deficient in collection vehicles, D&C waste commonly remains at construction and demolition sites. It is estimated that about 80% of this material is reused or recycled in different ways by either generators or collectors.

6.2.4 Waste Disposal

All waste is disposed in uncontrolled and unmanaged dump sites. MCP vehicles dump waste adjacent to the unused sewage treatment plant beside the Ring Road near Hazar Khwani and in a depression near Landi Akhun Ahmed. PDA dumps waste in a depression in Hayatabad Phase VII. Cantonment Board vehicles dump waste at Regi Lalma where trenches are dug and covered when filled.

6.3 WASTE QUANTITIES AND CHARACTERISTICS

6.3.1 Existing Waste generation Rate and Physical Composition

Field investigations were performed to determine per capita generation rate, in residential, commercial and industrial areas and for institutional and demolition and construction wastes. These investigations show that the current average generation rate is 0.546 kg/capita/day and the total generation of solid waste is 925 tons of solid waste per day. With raise in living standard and increase in population it is estimated increase to 0.59 kg/capita/day or 1507 tons/day up to year 2032. More than 75% of the solid waste is generated by residential areas whereas about 12% waste is generated by demolition and construction activities.

Residential waste comprises mainly organic materials (70% at source and 65% at dump site). The organic proportion is higher at the source than at the dump site, which indicates the recovery of organic materials for animal food. Physical composition shows that on an average biodegradable content is 65% and combustible portion makes 25% of the city wastes which indicates that composting and RDF extraction can be adopted as final treatment options. The proportion of plastic bags in source waste is lower than in residual waste at the dump site. In contrast, the proportions of recyclable material such as food, paper and board, glass and metals in source waste are higher than in residual waste at the dump sites.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 52 6.3.2 Future Projections of Waste Quantities

With growth in population and rise in the living standard, the waste generation rate is expected to rise, which is in accordance with the international experience. Considering the expected population increase, the average waste generation rate is likely to increase to 0.59 kg/capita/day in year 2032. Provisional estimates for waste management system components are that 90% of the residual waste will be collected. The estimated generation of solid waste in 2022 will be 851 tons per year whereas this quantity will increase to 1085 tons per year by the year 2032.

6.4 PROPOSED ALTERNATIVES FOR SOLID WASTE COLLECTION

6.4.1 Primary Collection Alternatives Different alternative to be used for Primary Collection included

i. Containerized Hand Cart ii. Mini Dumper iii. Donkey Cart All these alternatives have been recommended to be used in different situations.

6.4.2 Arrangements for Narrow Street Areas

For areas with Narrow Streets (less than 3.6 m), 7m3 containers are proposed to be placed on wide streets at the periphery of narrow streets areas. Waste will be collected with the help of mini dumpers and hand carts and unloaded in these containers. The containers will be lifted by hoist truck and transferred to the final treatment and disposal site.

6.4.3 Arrangements for Wide Street Areas

In Wide Street (more than 3.6 m) areas, 1.1 m3 containers placed at strategic location are recommended to be used. Maximum distance between any two containers should not exceed 200 meters. These containers will be collected by 7 m3 Compactor truck and transferred to the disposal site.

6.4.4 Transfer Station Two transfer stations are proposed in case if there is no site available at the northern side of the city. The waste from the northern side will be shifted to the transfer station and then transported to the final disposal site which could be either near Ahmad Khel village or else suitable site.

6.4.5 Rural Waste Management In rural areas solid waste collection and transportation will remain by and large, the responsibility of the generators. Treatment technologies such as installation of biogas plants and composting at individual and collective levels, will help in mitigating the relevant negative environmental impacts.

6.4.6 Waste Reduction including reuse and recycling (3Rs) Waste reduction is the first step of minimizing the environmental negative impacts and management cost. To reduce the waste amount it is necessary to enhance the activities like

• Not to purchase unnecessary items. It wastes not only your money but also the precious natural resource • Not to purchase disposal items or shoppers except when direly needed • Encourage reuse of materials

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 53 6.5 PROPOSED ALTERNATIVES FOR TREATMENT AND DISPOSAL

Up till now, open dumping of solid waste has been resorted to as the major disposal method in Peshawar. However, there is an urgent need to stop this practice and to adopt scientifically proven technologies to reduce, recycle and treat and safe disposal of solid wastes. Keeping in view the Physical Composition of waste reaching the final disposal site, Composting, Refuse Derived Fuel (RDF) extraction and Sanitary Landfilling are found to be technically feasible options. These options have been evaluated on the basis of capital and annual recurring costs with the following combinations.

Option -1: Combination of Composting and Sanitary Landfilling Option -2: Combination of RDF and Sanitary Landfilling Option -3: Combination of RDF, Composting and Sanitary Landfilling Option -4: Sanitary Landfill

In Peshawar, composition of solid waste shows high percentage of bio-degradable wastes (64%). Landfilling of this waste will cause higher biological activity which will generate methane and carbon dioxide, which is an environmental hazard if not properly captured and utilized. Therefore we must minimize the waste going to landfill by segregating the recyclables wastes, composting the bio- degradable, and extraction of RDF etc. Landfilling should be used only as the last step in the waste processing chain and only rejects should be landfilled in a scientific method.

Option-1 The Physical composition of solid wastes shows 64.5% Putrescibles which can be converted to compost. Practically it may not be possible to segregate whole of the Putrescibles. A conservative value of 30% is adopted for this option. The rest of 70 % will be landfilled. Accordingly during Phase-I (2013 to 2022), the composting plant will handle 180–230 tons of waste/day while overall 1,444,782 m3 of waste will be taken care by landfilling. During Phase- II (2023-2032), the composting plant will handle 237–293 tons of waste/ day while overall 3,151,178 m3 of waste will be required to be taken care by sanitary landfill.

Option-2 According to the physical composition of Peshawar solid waste, 27.5% are combustibles which can be converted to RDF. To be on the conservative side, 20% of the waste is estimated to be converted to RDF. The rest of 80% waste will go to landfill. Accordingly during Phase-I (2013 to 2022), the RDF plant will convert 120-153 tons of waste to pellets and 1,651,179 m3 of waste will need to be landfilled. During Phase- II (2023-2032), the RDF plant will convert 158-195 tons of waste to pellets and 3,601,347 m3 of waste will need to be landfilled.

Option-3 In this option both the processes of RDF conversion and preparation of Compost will be utilized. Application of RDF will be adopted before the waste stream is taken to the plant separating compostable component. With this strategy, conservatively 15% of waste is estimated to be converted to RDF and 30% to compost. The rest of 55 % will be landfilled. Accordingly during phase I (2013-2022), the RDF plant will convert 90-115 tons of waste/day to Pellets, 180-230 tons/day will be composted and 1,135,186m3 of waste will need to be landfilled. During phase II (2023-2032), the RDF plant will convert 119-146 tons of waste/day to Pellets, 237-293 tons/day will be composted and 2,475,926 m3 of waste will need to be landfilled.

Option-4 With adoption of this option 100% of the residual wastes collected will be landfilled. Accordingly during phase I (2013-2022), 2,063,974m3 of waste will need to be landfilled. During phase II (2023- 2032), 4,501,683 m3 of waste will need to be landfilled.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 54 6.6 COST ESTIMATES

For the evaluation of the four options, their physical requirements, capital costs and annualized costs have been worked out as detailed below:

Option-1: Composting + Sanitary Landfilling For this option a composting plant dealing with 600-750 tons/day of collected waste in phase-1 will need to be installed. This will need an area of 11 acres. Besides that landfill area of about 65 acres for both phase-I and phase II will be required.

Option-2: RDF + Sanitary Landfilling For this option RDF plant dealing with 600-750 tons/day of collected waste in phase-1 will need to be installed. This will need an area of 4 acres. Besides that landfill area of about 74 acres for phase-I and II will be required.

Option- 3: RDF + Composting + Sanitary Landfilling For this option RDF + composting plant dealing with 600-750 tons/day of collected waste in phase-1 will need to be installed. This will need an area of 12 acres. Besides that landfill area of about 52 acres for phase-I and phase II will be required.

Option-4: Sanitary Landfilling For this option landfill area of about 91 acres for phase-I and phase II will be required.

For the capital and annual cost calculations, data has been obtained from operational plants in Lahore. To be on conservative side, the prices of RDF and compost have been taken lower than the market rates. Based on such source of information, a brief of figures related to the capital and annual costs of all the four options have been given in Table 6-1 which also reflect the net loss and profit with respect to the annual cost in each case. Option 3 is the most economical option both with respect to its capital and annual costs besides its additional advantage of comparatively less area requirement. This will require a total area of 64 acres for the period up to 2032 (52 acre for land filling and 12 acres for composting-cum-RDF plant).

Option 3 (RDF + Composting + Sanitary Landfilling) is also comparatively more feasible on the other criteria as given in Table 6-2.

Table 6 -1 Comparison of Treatment and Disposal Options on the basis of Cost Option Treatment Capital Cost Annualized Annual Net Annual Options (Rs.) Cost (Rs) Income Loss / Profit (Rs.) (Rs.) 1 Composting Plant 675,935,000 154,860,000 136,875,000 Loss Sanitary landfill 1,264,000,000 9,194,000 27,179,000 Total 1,939,935,000 164,054,000 2 RDF Plant 767,865,000 146,610,000 146,000,000 Loss Sanitary Landfill 1,512,000,000 22,100,000 22,710,000 Total 2,279,865,000 168,710,000

3 RDF + Composting 714,435,000 172,285,000 188,887,500 Sanitary Landfill 974,000,000 6,725,000 Profit 9,877,500 Total 1,688,435,000 179,010,000

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 55 4 RDF+ Composting 0 0 Sanitary Landfilling 1,988,000,000 36,950,000 - Loss Total 1,988,000,000 36,950,000 36,950,000

Table 6 -2 Evaluation of Final Treatment & Disposal Options of Solid Waste Option 1 Option 2 Option 3 Option 4 Sr. Evaluation Sanitary Composting + No Criteria Sanitary Sanitary Landfilling+ RDF+ Sanitary Landfilling +RDF Landfilling Composting Landfilling 1 Implementation Implementable Implementable Implementable Implementable 2 Reliability Reliable Reliable Reliable Reliable Ease of Requires efficient Requires efficient Requires efficient Relatively easy to 3 Operation & skilled workers skilled workers skilled workers operate Maintenance Economical 4 Not- Sustainable Not- Sustainable Sustainable Not- Sustainable Sustainability Institutional 5 Training required Training required Training required Training required Issues Environmental 6 More Favorable More Favorable More Favorable Favorable Impacts 7 Social Impacts More Favorable More Favorable More Favorable Less Favorable

6.7 PROPOSED SITES FOR TREATMENT AND DISPOSAL

A survey was undertaken by NDC staff in the periphery of Peshawar for final selection of the sites for treatment and disposal of solid wastes. The evaluation of ten different sites on various relevant parameters is given in Table 6-3 and their location shown in Figure 6-1.

Out of these ten number sites, the site-1 near Ahmad Khel is being acquired. This site will be enough to cater the needs for the city up to year 2022. At least one more site on the northern side of the city (with priority of site-2 in UC Shahi Bala) will need its acquisition to fulfill needs up to year 2032. Both the sites will be utilized in parallel to cater for requirement of their proportionate respective dependent areas.

A conceptual layout plan for the site near Ahmad Khel is given in Figure 6-2 and a map showing buffer zone at the Ahmed Khel site is shown in Figure 6-3.

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 56

Figure 6 -1 Potential sites for final treatment and disposal of solid waste in Peshawar

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 57 Table 6 -3 Assessment of Potential Sites For Final Disposal Of Solid Waste (Sanitary Landfilling/Composting) Site No. 1 2 3 4 5 Site near Ahmad Khel along Site in UC Shahi Bala near Sheikh Site near Regi Lalma Town along Hazar Khwani site along STP Site in Village Mosazai and Surizai Sr. Site Selection Criteria Warsak Gravity Canal Yaseen Town Warsak Gravity Canal No. of Pak-EPA Adequacy/ Adequacy/ Adequacy/ Adequacy/ Adequacy/ Situation Situation Situation Situation Situation suitability suitability suitability suitability suitability Adequate land area to meet projected needs for a Large Area about 46 1 11 Hectares More than 81 Hectares More than 12 Hectares Large area useful life of at least 20  Hectares     years Man-made depressions Plain and partially 2 Topography with 6 to 18 meter undulated with man- Mostly undulated Undulated Plain area

depth  made depressions     Purely barren land partially being used as 3 Present use of this site Use for making Bricks Purely barren Land Under cultivation Purely agricultural land  borrow pits for     proposed Ring Road Seasonally high water table level of groundwater to be below the proposed base Low of landfill (minimum 1.2 m More than 5 meters Adequately low Adequately low Being used for open 4 separation distance). 6-12 m from the bottom of (3-6 meters) (6 meters) dumping Permeability of soils (10-6      existing ditches. cm/sec). It should not be a groundwater recharge area. Buffer zone of no- 5 development around Available Adequately available Presently available Partially available Present

landfill site exists      The book, “Integrated Solid Waste Landfill site to be 10 km Management by away from Airport. George However EPA guideline Tchobanoglous” further suggest that suggest a distance of 3 About 10 km away from At a distance 11 km from At a distance 10 km from 6 permission of Civil Km from the Airport Airport (Meets the airport. airport. 7 km

Aviation Authority (CAA) and accordingly this  criteria)  (Meets the criteria)  (Meets the criteria)   may be sought in case of site falls within the site selection having permissive limits, being distance less than 10 km exactly located at distance of 3 km from the Peshawar Airport. No housing scheme within No significant housing Small houses and 7 No housing scheme No housing scheme Not present 300 meters. nearby    commercial area nearby.   8 Land Cost Relatively Low cost Low cost Relatively Low cost MCP property Relatively High cost      2.5 km from Ring About 500 meter from About 9 km from Jamrud Road along Hazar 9 Distance from arterial About 1.5 km from Proposed Northern Road/Board Bazar along Along Ring Road Khwani Branch road ring road  Bypass  Warsak Gravity Canal   (Road to be  constructed) 10 Security Situation No Security Risk No Security Risk No Security Risk No Security Risk No security Risk      Selection Priority 1 2 3 4 5

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 58 Table 6 -4 Assessment of Potential Sites For Final Disposal Of Solid Waste (Sanitary Landfilling/Composting) Site No. 6 7 8 9 10 Land acquired by Municipal corporation near Site near Sangu Village Site Near Achini Bala Site Near Sheikhan Village Site near Sheikh Muhammadi village Sr. Site Selection Criteria Garhi Baghbanan Adequacy/ Adequacy/ Adequacy/ Adequacy/ Adequacy/ No. of Pak-EPA Situation Situation Situation Situation Situation suitability suitability suitability suitability suitability Adequate land area to meet projected needs for 1 About 4.5 ha Large Area Large area Large area Large area a useful life of at least 20      years Plain area with some 2 Topography Plain area Plain Area Plain Area Plain Area     undulations  Barren land masonry Agricultural land mostly 3 Present use of this site Agricultural land Agricultural land Agricultural land boundary wall     covered by Graveyard  Seasonally high water table level of groundwater to be below the proposed base of landfill (minimum 4 1.2 m separation distance). GW 3-6 m 12-18 meter 6-12 meter 12-18 meter 12-18 meter

Permeability of soils (10-6      cm/sec). It should not be a groundwater recharge area. Buffer zone of no- 5 development around No develop-ment Present Present Present Present

landfill site exists      Landfill site to be 10 km away from Airport. However EPA guideline further suggest that 16 km from airport. 6 permission of Civil About 6 km About 2.5 km 7 km 5 km

Aviation Authority (CAA)      may be sought in case of site selection having distance less than 10 km No housing scheme within 7 No housing scheme Not present Not present Not present Not present 300 meters.      Owned by Municipal 8 Land Cost Low cost High Cost Low cost Low cost Corp      9 Distance from arterial About 11.5 km from 500 meters from Ring Ring Road along Garhi 4 km from Bara Road 5 km from Bara road 3.5 km road Baghbanan Road   Road    Owned by Municipal High Security Risk 10 Security Situation No Security Risk High Security Risk area High Security Risk area Corp  area     Selection Priority 6 Not recommended Not recommended Not recommended Not recommended

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 59

Figure 6 -2 Conceptual layout of Treatment and Disposal of Solid Waste at Ahmed Khel site

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 60

Figure 6 -3 Map Showing Buffer Zone around Ahmed Khel site

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 61 6.8 OVERALL CAPITAL AND ANNUALIZED COTS

Overall capital and annualized costs of the project are presented in table below

Table 6-5 Overall Capital and Annualized Costs 1 Capital cost Cost of collection vehicles and equipment 455,752,000 Cost of Landfill vehicles and infrastructure 767,600,000 Cost of Compost + RDF Plant 714,435,000 Cost of Land (64 acres) 1,024,000,000 Total Capital Cost 2,961,787,000 Capital cost excluding compost +RDF Plant 2247,352,000 2 Annualized Cost excluding Composting + RDF Plant Collection Vehicles and Equipment 297,256,500 Sanitary Landfilling 6,725,000 Staff Cost for year 2022 (2014 prices) 451,240,000 Total Annualized Cost 755,221,500

6.9 IMPLEMENTATION

The schedule for the implementation of the Master Plan is presented in table below.

Table 6-6 Time Schedule For Implementation Sr. Activity Year 2014 Year 2015 Year 2016 Year 2019 Year 2022 No. 1 Land Acquisition

2 Detailed design Purchase of vehicles and 3 equipment Transfer of Staff to 4 WSSP Recruitment of 5 Additional Staff Private sector 6 involvement

Draft Executive Summary – Consolidation of Key Findings of Volume 1-3 - Deliverable # 24 April, 2014 62

USAID-FUNDED PESHAWAR MASTER PLANNING PROJECT Planning and Engineering Services for Master Plan in Peshawar Khyber Pakhtunkhwa: Drinking Water, Sanitation/Storm Water and Solid Waste Services ADDRESS: House No: 15D/A-1, Circular Road, University Town, Peshawar Tel/Fax: 091-5852300 Email: [email protected]