part 3 mwanza report final final v5

PROJECT FORMULATION REPORT

PART 3 - MWANZA

FINAL

TA2009019 R0 PPF

Project Formulation for scaling up the Lake Victoria Water and Sanitation Initiative

The technical assistance operation is financed under the EU ACP Water Project Preparation Facility

August 2012

WS Atkins International Ltd in association with Matrix Development Consultants

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European Investment Bank Project Formulation for scaling up the Lake Victoria Water and Sanitation Initiative Project Formulation Report - Mwanza

5099279/70/Mwanza Report - Final

Notice

This document and its contents have been prepared and are intended solely for the European Investment Bank solely for the purpose of presenting our Initial Findings Report to the Project Formulation Study for Scaling up the Lake Victoria Water and Sanitation Initiative. It may not be used by any person for any other purpose other than that specified without the express written permission of WS Atkins International Limited (“Atkins”) and Matrix Development Consultants Ltd. Any liability arising out of use by a third party of this document for purposes not wholly connected with the above shall be the responsibility of that party who shall indemnify WS Atkins International Limited (“Atkins”) and Matrix Development Consultants Ltd against all claims costs damages and losses arising out of such use.

The authors take full responsibility for the contents of this report. The opinions expressed do not necessarily reflect the view of the European Union or the European Investment Bank.

Document History

JOB NUMBER: 5099279 DOCUMENT REF: 5099279/70/Mwanza Report v3

Revision Purpose Description Originated Checked Reviewed Authorised Date

0 Draft / Unreviewed for information only RS

1 Draft for client review CH DH MW PS 27.05.11

2 Separate volume

3 Draft for issue to EIB for joint mission

RS CH MJW/MK PS 15.09.11

4 Final Draft RS CH MJW PS 28.02.12

5 Final RS CH MJW PS 17.08.12



Table of Contents

3. Mwanza 1 3.1. Introduction 1 3.2. Social Assessment 3 3.2.1. Overview 3 3.2.2. Socio-economic and Environmental Context 5 3.2.3. Water Supply Context 8 3.2.4. Health and Sanitation Context 9 3.2.5. Policy and Legal Framework for Institutional Performance 11 3.2.6. Stakeholder Analysis and Stakeholder Roles in Water and Sanitation 12 3.3. The Urban Development Context 14 3.3.1. Baseline Population 14 3.3.2. Urban Structure 16 3.3.3. Population Projections 18 3.3.4. Planning Culture 21 3.3.5. Development Scenario for Water and Sanitation Planning 22 3.3.6. Land Requirements 2011-31 24 3.4. Water Demand Projection 27 3.4.1. Development Scenario for Water & Sanitation Planning 27 3.4.2. Water Demand 27 3.5. Water Supply 29 3.5.1. Background 29 3.5.2. Institutional Structure 29 3.5.3. System Performance 29 3.5.4. Water Sources 35 3.5.5. Quality and Treatment 36 3.5.6. Pumping 38 3.5.7. Distribution 40 3.5.8. Operations and Maintenance 44 3.5.9. Planned Developments 44 3.5.10. Future Development Needs 45 3.5.11. New Water Source 51 3.5.12. Summary of Interventions 56 3.6. Wastewater 58 3.6.1. Introduction 58 3.6.2. Sewer Network 58 3.6.3. Planned Developments 60 3.6.4. Sewage Treatment 63 3.6.5. New Trunk Sewer, Sewerage, and Treatment Plant for Nyakato and Igoma 65 3.6.6. Other Development Needs 69 3.6.7. Sewer Connections 69 3.7. Sanitation 71 3.7.1. Current Situation 71 3.7.2. Future Development Plans 75 3.7.3. Future Development Options 76 3.7.4. Sanitation Cost Estimate 85 3.8. Urban Drainage 86



3.8.1. General 86 3.8.2. Existing Urban Drainage Network 86 3.8.3. Planned Developments 86 3.8.4. Development Needs 87 3.9. Solid Waste 88 3.9.1. Introduction 88 3.9.2. Collection Systems 88 3.9.3. Collection Infrastructure 90 3.9.4. Disposal Systems 91 3.9.5. Hazardous Waste 93 3.9.6. Planned Developments 95 3.9.7. Proposals for Improvements to Solid Waste Management Systems 95 3.9.8. Further Studies and Pilot Projects 98 3.9.9. Overview of Possible Interventions 99 3.10. Institutional Assessment 101 3.10.1. Mwanza Urban Water Supply and Sewerage Authority (MWAUWASA) 101 3.10.2. Institutional Organisation and Capacity Building at MWAUWASA 102 3.10.3. Institutional Capacity 102 3.10.4. Training Needs Assessment 107 3.10.5. Institutional Capacity 107 3.10.6. Operational Challenges 108 3.10.7. Training and Staff Growth Costs 110 3.11. Financial Analysis 113 3.11.1. Introduction 113 3.11.2. Cost of Providing WATSAN Services 113 3.11.3. Tariffs and Cost Recovery Levels – MWAUWASA 114 3.11.4. Non Revenue Water (NRW) 115 3.11.5. Financial Performance Indicators 115 3.12. Environmental Policy and Legislation 118 3.12.1. Policy and Legal Framework in the Water and Sanitation Sector 118 3.12.2. Provision for Compensation and Resettlement 119 3.12.3. Institutional Framework in the Water and Sanitation Sector 120 3.13. Environmental and Social Impact Analysis 121 3.13.1. Introduction 121 3.13.2. Potential Environmental Impacts and Mitigation Measures 123 3.13.3. Potential social impacts (negative and positive) and mitigation measures 126 3.13.4. Enhancing Environmental and Social Outcomes of Interventions 127 3.13.5. Social Risks and Effects on the Project 130 Appendix 3.1 – Capri Point Intake and Treatment Plant 134 Appendix 3.2 – Ilemela Waste Stabilisation Ponds 137 Appendix 3.3 – Preliminary Urban Inequality Survey Data for Mwanza 140 Appendix 3.4 – School Water, Sanitation and Hygiene Mapping Report -

Mwanza Municipality 141 Appendix 3.5 – Collated School Data 145



Acronyms and Abbreviations ADF African Development Fund

AFD Agence Française de Développement

AfDB African Development Bank

AGR Annual Growth Rate

AWF Africa Water Facility

BoQ Bill of Quantities

CBD Central Business District

CBO Community Based Organisation

CDM Clean Development Mechanism

COWSO Community Owned Water Supply Organisation

CP Collection Period

CR Current Ratio

CSP Country Strategy Paper

CTI Percentage Contribution to Investment

DEWAT Decentralised Wastewater Treatment Tank

DER Debt Equity Ratio

DMM Delegated Management Model

DP Development Partners

DSC Debt Service Coverage Ratio

DWF Dry Weather Flow

EAC East African Community

EACAC East African Community Audit Commission

EACCCP East African Community Climate Change Policy

EIRR Economic Internal Rate of Return

EIB European Investment Bank

ESMP Environmental and Social Management Plan

ETA Extraordinary Tariff Adjustment

EWURA / EUWRA

Energy and Water Utilities Regulatory Authority

FOs Field Offices

ha hectare

IA Implementing Agency

GoB Government of Burundi

GEF Global Environment Facility

GoK Government of Kenya

GoT Government of Tanzania

GIZ (GTZ) German Technical Cooperation

GWA Gender and Women’s Alliance

ILO International Labour Organisation

JICA Japan International Cooperation Agency

KfW German Government Development Bank

KISWAMP Kisumu Integrated Sustainable Waste Management Programme

KIWASCO Kisumu Water and Sewerage Company

KMC Kisumu Municipal Council

KPIs Key Performance Indicators

KWFT Kenya Women Finance Trust

KWSDP Kenya Water Sector Development Programme

Lcd Litres per capita per day

LGA Local Government Authority

LTAP Long Term Action Plan

LVB Lake Victoria Basin

LVBC Lake Victoria Basin Commission

LVEMP Lake Victoria Environmental Management Programme

LVSWSB Lake Victoria South Water Services Board

LVWATSAN Lake Victoria Water and Sanitation Initiative

MCC Mwanza City Council

M&E Monitoring and Evaluation

MDGs Millennium Development Goals

MIG Medium Income Group

MTP Medium Term Programme

MoU Memorandum of Understanding

MSF Multi Stakeholder Forum

NBS National Bureau of Statistics

NSGRP National Strategy for Growth and Poverty Reduction

mASL Metres above sea level

MoPH&S Min. of Public Health and Sanitation

MWAUWASA Mwanza Urban Water and Sewerage Authority

MWI / MoWI Ministry of Water and Irrigation

NA Not Applicable

NGO Non-Governmental Organisation

Partner States

The 5 member states of the East African Community, namely Burundi, Kenya, Rwanda, Tanzania & Uganda

PEDP Primary Education Development Programme

O&M Operation & Maintenance



OR Operating Ratio

PAP Project Affected Person

RoT The United Republic of Tanzania

RE Return On Equity

RPG Regional Public Good

RPSC Regional Policy Steering Committee

RR Return On Net Fixed Assets

RRTA Regular Tariff Adjustment

RSF Rapid Sand Filter

SME Small and Medium Enterprise

SIDA Swedish International Development Cooperation Agency

SANA Sustainable Aid in Africa

SPI Staff Productivity Index

STAP Short Term Action Plan

STI Short Term Interventions

SWAP Sector Wide Approach to Planning

ToR Terms of Reference

UFW Unaccounted for Water

UA Unit of Account

UNEP United Nations Environment Program

UNFCCC UN Framework Convention on Climate Change

UNHABITAT United Nations Human Settlements Programme

UOC Unit Operational Cost

USAID The United States Agency for International Development

USD United States Dollar

WASREB Water Services Regulatory Board

WASSIP Water Supply and Sanitation Service Improvement Project

WATSAN Water and Sanitation

WB World Bank

WHO World Health Organisation

WR Working Ratio

WSB Water Service Boards

WSDP Water Sector Development Programme

WSP Water and Sanitation Programme

WSTF Water Services Trust Fund

WTW Water Treatment Works



References

1. The United Republic of Tanzania (2010) - Water Sector Status Report 2010, Ministry of Water and Irrigation

2. The United Republic Of Tanzania (2006) - Ministry of Water Mkukuta Based MDG Costing For The Water And Sanitation Sector - Final Report - Dar Es Salaam – April 2006

3. The United Republic Of Tanzania (2006) - National Water Sector Development Strategy 2006 to 2015

4. WASREB (2010) - IMPACT: A performance Report of Kenya’s Water Services Sub-Sector, Issue No. 3, October 2010.

5. GoK (2007) - Kenya Vision 2030, the Popular Version, July 2007

6. GoK (2010) - Medium Term Expenditure Framework 2011/12 - 2013/14

7. Environment, Water And Irrigation Sector Report 2010, January 2011

8. MWAUASA (2010) - Business Plan, July 2010 - June 2013, July, 2010

9. KIWASCO (2010) - KIWASCO, Water Demand Management Policy and Strategy, 26 April 2010

10. WASREB (undated) - Tariff Guidelines

11. World Bank (2010) - Tanzania: Public Expenditure Review (PER) of the Water Sector, June 2010

12. Report “Mwanza Urban Water Supply & Sewerage Authority, Improvement of Water Supply in Mwanza City, Final detailed Design Report” Don Consult ,believed to be issued in January 2012

13. Report “Mwanza Water and Sanitation Project Impact Study” dated June 2004, Volume 1 Report and Volume 2 Annexes; C Lotti and GKW

14. Final Design Report, Mwanza Water Supply Project Phase II – Sewerage, Undated soft copy believed to be 2009; Poyry, C Lotti and Interconsult


5099279/70/Mwanza Report - Final Page 1

3. Mwanza

3.1. Introduction Mwanza lies along the southern shores of Lake Victoria on the North West of the United Republic of Tanzania. The population of the city is estimated to be 617,000, of which 84% are supplied with water and 8% are using sewerage services from MWAUWASA.

The city of Mwanza covers an area of 1,337 km2 of which 900 km2 or 67.3% is Lake Victoria. The remaining land area covers approximately 437 km2 (32.7%). The city covers about 3.8% of the total area of Mwanza region.

The city is characterised by gently undulating granites and granodiorite physiography with isolated hill masses and rock inselbergs which is why one is greeted at the entrance to the city by "Welcome to Mwanza, the rocky city". It is also characterised by well-drained sandy loamy soil generated from coarse grained cretaceous rock. The vegetation cover is typical savannah with scattered tall trees and tall grass.

Mwanza City comprises two Districts, namely Nyamagana and Ilemela. Administratively, the city is run by the councillors under the leadership of the Lord Mayor. However, the day-to-day administration of the city is by the City Director, assisted by heads of departments and sections.

Many people in Mwanza live in unplanned settlements. These settlements, apart from lacking basic facilities like roads, schools and water, are located on very steep rocky hills where providing basic sanitation is very difficult.

Mwanza City lies at an altitude of 1,134 metres above sea level. The city experiences between 700 and 1,000 mm of rainfall per year falling in two fairly distinct seasons; between the months of October and December and between February and May.

PROJECT TITLE

FIGURE NUM BER & T ITLE CLIENT

DATE FIGURE CREATED

Woodcote GroveAshley RoadEpsomSurreyKT185BWENGLAND

Fax + 44 (0) 01372 740055Tel. + 44 (01372) 726140

EuropeanInvestmentBank

Project formulation for scalingup the Lake Victoria Waterand Sanitation Initiative

Figure 3.1Mwanza Overview

LEGEND

September2011

0 3 6 9 121.5Kilometers



3.2. Social Assessment

3.2.1. Overview

3.2.1.1. Social context

Mwanza’s current population is estimated by the City Council to be approximately 617,000. The region is a major industrial centre and also a leading producer of cotton (a major cash crop export). Fishing and the rearing of livestock are also major economic activities. The majority of economically active people are self-employed. Despite this, the Mwanza region is among the poorest in Tanzania. Mwanza region has an overall low level of economic performance when measured by per capita gross regional product: it ranks 10th amongst 12 regions.

There are 1,185 primary schools 258 secondary schools, 8 colleges and 3 universities in Mwanza region.

There is a high incidence of waterborne or related diseases and vectors such as malaria, schistosomiasis, enteric worms, typhoid, diarrhoea, skin diseases and cholera.

Major stakeholders with an interest in water supply and sanitation issues include Mwanza Urban Water and Sewerage Authority (MWAUWASA), the Regional Administrative Secretary, Mwanza City Council (MCC) and the Lake Victoria Basin Commission (LVBC).

This section of the Report was prepared before the data from the Urban Inequality Survey was available. This is now included in Appendix 3.3.

3.2.1.2. Positive and negative impacts of the proposed project interventions

It is anticipated that this ‘large towns’ phase of the LVWATSAN Initiative will have a tangible impact on public health (including improving maternal health and reducing under-five mortality), through the provision of increased access to clean water, improvement of wastewater treatment facilities, provision of adequate sanitation facilities, improved urban drainage and solid waste collection and treatment. Improving sewage treatment facilities and sewage coverage will prevent further pollution of the Lake, and have a direct impact on the quality of its water and ecosystems. Improved drainage would contribute to reduced incidence of malaria (by eliminating breeding habitats for malaria-carrying mosquitoes), as well as other waterborne diseases, while efficient solid waste disposal systems would also have a positive impact on public health by discouraging disease-spreading vermin and preventing entry of toxic leachates into soils and water sources. The combined beneficial effects of these interventions are associated with greater productivity and output, and therefore with alleviation of poverty and hunger. Given that poverty and environmental well-being are inversely linked, the implication is that overall environmental conservation and protection will be enhanced.

Specific positive social impacts would include:

Decreased incidence of waterborne diseases;

Less waste of productive time spent in search of water;

Decreased cost of treatment for waterborne diseases as well as decreased travel frequency to health facilities;

Reduction in household expenditure on water;

Improved hygiene standards;

Increased population with access to sanitation facilities / status;

Year round access to water for households;

Constructed water supply systems operated and maintained by the community being served; and



Increased number of women working for water sector institutions and involved in decision making.

To address gender inequities, project interventions should focus on women’s and men’s involvement in the planning, construction, operation, maintenance and management of domestic water supply, irrigation, sanitation or environmental protection. Project interventions should also give due consideration to internal culture and staffing issues, for example recruitment, promotion and training opportunities for female and male staff, sexual discrimination and harassment, and issues such as child care, paternity or maternity leave, and safe travel arrangements

3.2.1.3. Objectives of the Environmental and Social Impact Assessment (ESIA)

The objectives of the ESIA were to:

Establish the baseline situation (this section);

Identify the positive and negative impacts related to the project components and the risks relevant to each component during construction and operation (Section 3.13);

Identify and propose mitigation and enhancement measures (Section 3.13).

The ESIA built on existing assessments undertaken for the LTAP with a particular focus on social aspects, with additional data collection and analysis focused on assessing project impacts on the poor and women. The ESIA included actions to ensure gender considerations impact on project planning and implementation, and on the operation and maintenance of project facilities, where appropriate.

The principal stages of the ESIA were:

Setting the context – identifying other relevant plans, policies and programmes relevant to the one being assessed;

Collecting baseline data for the study area;

Setting objectives (particularly social) for the ESIA, against which the plan will be tested;

Testing the plan options (outline design) against the objectives and identifying significant impacts;

Refining alternative options (preliminary) and identify mitigation measures in light of assessment;

Reporting on the overall impacts of the plan; and

Developing a strategy for monitoring the actual impacts of the plan following implementation.

3.2.1.4. Project Area and Network

Mwanza is not only the most populous region in Tanzania, but also has the highest population density at 150 people per km2 (the average for Tanzania being 39 people per km2 excluding the Dar es Salaam region). The high population density aggravates the already serious pressure on land and on food security in the Mwanza region.

As noted earlier Mwanza City is situated along the shores of Lake Victoria and is geographically defined by the joint administrative boundaries of Ilemela and Nyamagana Districts. The two districts contain twenty one urban and rural/peri-urban wards. They are under the jurisdiction of Mwanza Municipal Council (MCC



3.2.2. Socio-economic and Environmental Context

3.2.2.1. Population

Based on the growth rates of wards in Mwanza City the total population by 2011 was estimated at 617,369.

3.2.2.2. Demographics, Poverty and Food Insecurity

The Mwanza region is among the poorest in Tanzania, due to its very high population density leading to serious pressure on land (the entire Mwanza region is characterized by a high risk of desertification and suffers severe localized land degradation and over-stocking of cattle per capita) and food insecurity. The average household size is believed to be about 6.4 people/ household, which is higher than the national average of 5.3. This may be due to a low level of family planning awareness, high fertility in the female group, and a high incidence of polygamy.

There is a considerable variation in agricultural and demographic characteristics in the Mwanza region. The region is not self-sufficient with respect to food production. Shortages of food are addressed by bringing in food from external sources. With an increasing population dependent on agriculture for its livelihood, the general strategy for meeting food self-sufficiency in the region is intensification of farming practices. Agricultural production could be enhanced by development of small irrigation farming using rain water harvesting or exploitation of the lake waters.

3.2.2.3. Employment

Most employed people work in the service sector, while those who are self-employed are involved in petty trade, tilling land, micro-fishing activities etc. Approximately 50% of people are employed (employed and self-employed). The average per capita income is approximately US$ 21 per month. (MCC overview 2004/2005).

There are relatively few formal sector wage earning job opportunities in the Mwanza region, and despite a fishing related economic boom, urban and rural incomes have declined significantly. Although Mwanza is described as the industrial headquarters of North West Tanzania, industry is concentrated in only two wards. There are few studies that provide statistical information about the distribution of the region’s labour force, but Kadonya (2002) reports that the fishing industry employs only 1% of the population in Mwanza and that most of the region’s labour force is employed in the informal sector.

The informal economy in Mwanza, despite playing a vital role in maintaining livelihoods in the region, does little to contribute to the fiscal or service requirements of local government. As a result those that work in the informal sector are seldom consulted with respect to the development of business related legislation and are often targeted by municipal authorities. There have been several attempts to remove informal and small scale manufacturers from the Central Business District (CBD), forcing them to relocate to peri-urban and rural locations where they are further disadvantaged by the poor transport and communications infrastructure. The failure of many of these small manufacturers to register and pay tax has led to conflict with municipal authorities, who regularly close them down to stop tax evasion.

3.2.2.4. Economic Activities

i) Agriculture

Mwanza is the main region for the production of cotton, one of the major cash crops for export. Major food crops in the region are maize, cassava, sorghum, millet, sweet potatoes, paddy and legumes. Maize, cassava and sweet potatoes constitute about 71% of all food crops grown in the region. Apart from cotton, paddy and maize are sometimes treated as cash crops. The region is normally unable to feed itself due to persistent droughts. This could be addressed by introducing irrigation schemes, using water from the lake and from the ponds found in numerous river valleys in the region. Currently, irrigation is carried out in very small area, about 6.4% of the total land that could be irrigated in the region.



ii) Livestock

Livestock represents the third most significant economic activity for the majority of people in Mwanza and Mwanza is second only to Shinyanga in terms of livestock numbers, with approximately 2,890,000 cattle, sheep, goats, pigs and donkeys.

iii) Fisheries

Fishing on Lake Victoria is one of the most important activities for the people of Mwanza, particularly those living along or close to the lakeshore and those living on the numerous islands of Lake Victoria. According to the March 2006 census, the region had a total of 56,321 fishermen with 208,079 fishnets, 3,455 special fishnets for “dagaa” (Restrineobola argentius) and 2,264,792 fish hooks. There are seven fish processing factories, which process an average of about 60,000 tonnes per year. The factories include Mwanza Fishing Industries Ltd, Nile Perch Fisheries Ltd, Omega Fish Ltd., Tanzania Fish Processors Ltd, Vicfish Ltd, Tanzania Fish Development Co and Tan Perch.

iv) Trade and Companies

Mwanza is second only to Dar es Salaam in terms of trade and industries. There are over 18,095 registered trade/industrial businesses in Mwanza region, which include wholesalers and retailers buying and selling construction and industrial equipment and materials, pharmaceuticals, fuel, jewellery, textiles, fish, agricultural equipment and so on.

Mwanza region has 125 large and medium companies, including fish processing (8), steel (3), food processing and confectionery (3), breweries (2), beverages (2), construction (35), transport (15), ginneries (for cotton) (16), hotels (30), fish gear (1), oil (3), printing and publishing (6) and fishnet (1).

3.2.2.5. Gender Equity

The National Water Policy requires sensitivity to gender issues with the goal of ensuring active and effective participation of women and men in rural water supply programmes. In the rural areas women bear the burden of searching for water and play a pivotal role (one that is seldom reflected in institutional arrangements) in the development and management of rural water supply and sanitation services.

No gender analysis has been done in the project area. However, MWAUWASA has undertaken a gender assessment that shows a significant bias towards the employment of men (see Table 3.1).



Table 3.1 - Employment of men and women at MWAUWASA

Most women in Mwanza who work are engaged in the informal sector. For example 2,000 food vending businesses were identified in previous studies. Every day practices in these businesses in relation to water are frequently unhygienic. As the number of women involved in these businesses is extremely high, women represent potential agents of change if they can be sensitised and empowered to demand and / or create an improved water and sanitation situation.

3.2.2.6. HIV/AIDS

HIV/AIDs is an important factor in development because of its impact on men and women of working age. There were demanding targets set for reducing the incidence of HIV/AIDS in Tanzania.

Reducing HIV/AIDS requires improved delivery of both water and sanitation services, and infrastructure development, and people living with HIV/AIDS should be specifically accommodated.



3.2.2.7. Health

Health problems in the Mwanza region have their roots in poverty, aggravated by poor diet, insufficient and unsanitary water supplies, low standards of communal hygiene, and general lack of knowledge of basic personal health care. These conditions result in the predominance of respiratory, intestinal and skin infections.

The National Health Policy notes that the government is committed to a strategy of providing primary health care as the best way of improving people’s health and promoting development. The main emphasis is upon prevention of diseases and the promotion of healthy living habits. Comprehensive health services are at present within reach of nearly over half the population. The plans are to continue to concentrate on community participation health services provision. Waterborne diseases are common (Table 3.2).

Table 3.2 - Community Health and Safety – Water Borne Diseases

Disease 2003 2004 2005 2006 2007 2008 2009 2010

Malaria 27,472 34,394 49,154 50,205 42,417 36,631 61,866

Schistosomiasis 15,459 104,731 347,426 203,348 91,471 179,676 92,622

Worms 22,175 11,259 2,660 3,328 4,820 3,475 1,224

Typhoid fever 141 607 710 132 507 987 717

Skin Diseases 665 60 319 429 34 82 73

Cholera 0 0 0 0 0 0 266 26

Source: Sekeutoure Mwanza Regional hospital

(Note: information on diarrhoea is not available in regional offices and Information on cholera for 2003-2008 is also unavailable; therefore it is recommended that prior to the implementation of the project data on occurrence of diarrhoea should be gathered from the hospital and other local health centres and dispensaries).

3.2.3. Water Supply Context

3.2.3.1. Overview

Lake Victoria is the major source for the piped water system which serves about 90% of the Mwanza City population. However, parts of the city are not served and parts of the city can suffer from severe water shortages. Non-piped sources are often of poor quality. A significant proportion of the population is served by non-piped sources such as shallow, medium and deep wells (which may dry up in the dry season), rivers, traditional water sources and rainwater run-off; such sources are of very poor quality.

The projected water demand for the city is about 60,000 m3/day and installed pumping capacity is about 105,000 m3/day. The installed capacity was reached after completion of the new project (Water Supply Programme Regional Centres Phase I) in November 2008. This capacity was designed to serve the projected water demand of up to the year 2015 (estimated at about 80,000 m3/day).

3.2.3.2. Squatter Areas

In Mwanza City there are a number of low income areas; Igogo, Kirumba, Kitangiri, Isamilo, Mabatini and Igoma. In these areas the population has constructed houses in rocky areas because it is cheap and people do not have to buy land. Most low income citizens see these places as essential to their survival; however, the provision of water facilities in these areas is a significant problem. Technically installing piped water services is a challenge, while at the same time very few people can afford to have piped water. Those who can afford a water connection often sell water to other people.

3.2.3.3. Disadvantaged Groups

The MWAUWASA credit policy stipulates that as access to quality water services is a basic need and right for all human beings, and all residents of Mwanza City including



disadvantaged groups will have access to water services as stipulated in the National Water Policy.

3.2.4. Health and Sanitation Context

3.2.4.1. Introduction

The existing sewerage system serves about 35,000 people and the total number of connections is 1,957. The system covers about 9% of the area supplied by the piped water service area and comprises sewers and stabilization ponds.

3.2.4.2. Public Toilets

Public toilets (which are sometimes combined latrines and bathing facilities) are located at Mkuyuni Market, Tanganyika Bus stand, in the city centre, Makoroboi, at the regional offices, Kirumba the central bus station, Buzuruga and Nyegezi bus stand, Mlangommoja, near the Central Police Station and Nyegezi-Bohongwa daladala stand. Although MCC is responsible for building and operating the public toilets in Mwanza it outsources operating responsibilities to the private sector.

The monthly rent fee varies between locations depending on population and the site of the facility. The contract period also varies from area to area. Customers pay a fee for the use of the toilet or bathing; prices range from TSh 100-200 for toilets and Tsh 200-300 for bathing.

3.2.4.3. Hospital Sanitation Facilities

Three of the hospitals in Mwanza City (Butimba Nyamagana District, Sekeutoure regional hospital and Bugando medical centre) were reviewed with respect to health and hygiene aspects of sanitation facilities. In all three hospitals facilities were dirty, unhygienic and not fit for use in a health facility. The pictures below illustrate the state of the sanitation facilities in the hospitals.

In their current condition, the hospital toilets may contribute to health problems and require significant improvement in terms of infrastructure and cleanliness.



3.2.4.4. School Water, Sanitation and Hygiene

SNV carried out a comprehensive mapping survey of all primary schools in the Municipality, including public and private schools in 2009. Key data are shown in Tables 3.3, 3.4, 3.5 and 3.6.

Table 3.3 - Number of schools and pupils in the study district

No. of schools No. of pupils

Private Public Total Girls Boys Total

B- Pre& Primary 16 66 82 31,603 30,755 62,358

C- primary 3 87 90 37,029 36,069 73,098

Total 19 153 172 68,632 66,824 135.456

Source: SNV baseline survey

Table 3.4 - Latrine numbers, ratios and shortage

No. pupils

Actual no. DHs

Pupils per DH

Required DHs

Shortage

Girls 68,632 1,024 67.0 3,432 2,408

Boys 66,824 975 68.5 2,673 1,698

Total 135,456 1,999 135.5 6,105 4,106


There is a significant shortage of latrines for boys and particularly girls; when considering improvements the needs of girls should be the first priority.

Table 3.5 - Latrine status

Nos. Categorization

Number of Schools

Latrine numbers

Meeting minimum standard 10

Halfway to minimum standard 36

Less than 1000 pupils per DH 74

101- 200 pupils per DH 39

Over 200 pupils per DH 9

No latrines 4

Type of latrine

Dry compost 0

VIP 11

Pit latrine with slab 122

Pour flush 39

Traditional pit latrine 0

Others 0


Data in Table 3.5 indicate that most of the latrines do not meet the minimum hygiene standards. Also the ratios indicate overcrowding. The level of service is quite low in all cases; there is a clear need for increased school sanitation facilities.



Table 3.6 - Hand washing facilities

Categorization Number of schools

Type of facility

Wash basin 7

Stand pipe 24

Fixed container 12

None 129

Water for hand washing

Enough 27

Insufficient 17

None 128

Soap available Yes 4

No 168


Hand washing is uncommon and the use of soap even less so. Without proper hand washing facilities and practices there is reduced benefit in providing facilities. The promotion of improved hygiene and sanitation for schools can be enhanced through education and improving awareness of the dangers of poor sanitation.

3.2.4.5. Perceived Need for Improvements to Sanitation

Measures to improve sanitation suggested by residents include increased access to the sewer network and drainage facilities, maintenance of sewers, proper solid waste management, and addressing corruption within service providers.

3.2.5. Policy and Legal Framework for Institutional Performance

3.2.5.1. National Water Policy

The National Water Policy, the National Water Sector Development Strategy, the Water Sector Development Programme and the Water Supply and Sanitation Act No. 12 of 2009 govern the activities of water supply and sanitation in the water sector in Tanzania. The first three provide the details of the policy and strategy guidelines and the fourth the legal requirements. Water sector institutional strengthening and capacity building is one of the components of the Water Sector Development Programme (WSDP). The capacity building programme sub-component aims to strengthen the competency of water sector institutions, including with respect to legal aspects.

3.2.5.2. Credit Policy and Water Sector City By-Laws

In Mwanza, the MWAUWASA credit policy and water sector city by-laws govern the use of water and water sources. The MWAUWASA policy has the following objectives:

To guide the credit management process by outlining credit standards and terms of credit;

To create an enabling environment that will enhance willingness to pay by customers and thus reduce follow up and recovery costs;

To ensure stable liquidity conditions and the reduction of accounts receivable ratio to less than 3 months;

To enhance transparency and leadership support through regular reporting;

To outline measures to improve revenue collection efficiency; and

To continue improving the relationship between the authorities, customers and other stakeholders.

MCC has also enacted by-laws to establish and maintain water sources in villages.



3.2.6. Stakeholder Analysis and Stakeholder Roles in Water and Sanitation

3.2.6.1. Introduction

Stakeholders/actors are the persons or organisations that can claim legitimate interest in water and sanitation services or are affected by them, benefit from them or can influence the services. The stakeholders in the water and sewerage services sector in Mwanza are described below.

3.2.6.2. Mwanza Urban Water and Sewerage Authority (MWAUWASA)

Mwanza Urban Water and Sewerage Authority (MWAUWASA) has overall responsibility for Mwanza urban water, providing water supply and sewerage services in the Districts of Nyamagana and Ilemela in Mwanza City as well as Kisesa Township in Magu District. MWAUWASA is fully owned by the Government of Tanzania and is a category ‘A’ Authority; and as such is supposed to meet all its operational costs by full cost recovery. It was established in July 1996 under the Water Works Ordinance Cap 281 (as amended), initially as a semi-autonomous body and then as fully autonomous from January, 1998. MWAUWASA operates according to Water Works Ordinance, Water Works Rules, Water Works Regulations and Memorandum of Understanding (MoU), Operation Guidelines and EWURA conditions.

3.2.6.3. Regional Administrative Secretary

The regional administrative secretary is the overseer of Government agencies within the region.

3.2.6.4. Mwanza City Council (MCC)

MCC is tasked with building capacity to provide services that meet the requirements of residents using available resources, taking into consideration environmental issues and promoting good governance through community participation. Activities in Mwanza City are channelled through the MCC. The City Director is also a board member of MWAUWASA. The city has its own byelaws for establishment and preservation of water and water sources.

Administratively, the City Council is run by the Councillors under the leadership of the Lord Mayor. However, day-to-day administration is undertaken by the City Director, assisted by heads of departments and sections. At ward level there are Ward Executive Officers (WEO) who are managed by the City Director.

The City has nine departments: Engineering, Urban Planning, Economic and Trade, Community Development, Health, Finance, Manpower Development, Cooperative and Agriculture and Education and Culture. There are also two advisory units to the City Director namely, Internal Auditing and Legal Services.

3.2.6.5. Lake Victoria Basin Commission (LVBC)

LVBC is a specialised institution of the EAC that is responsible for coordinating the sustainable development agenda of the Lake Victoria Basin. The establishment of the Commission has been sequential and based on study outputs and step-wise building of the institution.

3.2.6.6. Lake Victoria Region Local Authority Cooperation (LVRLAC)

LVRLAC is a regional body with a specific niche role to engage Local Authorities and communities around the lake, in environmental protection, poverty reduction and sustainable development in the Lake Victoria basin. LVRLAC uses its strategic position to reach out to a wide grassroots base and build networks at various levels. Network activities are coordinated by a Regional Secretariat established and based in Entebbe, Uganda and Country level sub-secretariats in Kampala (Uganda), Kisumu (Kenya) and Mwanza (Tanzania).



3.2.6.7. Consumers

These are the clients being offered the service. Target households are diverse (e.g. high income to low income). Institutions are also a category of consumers that require water and sewerage services.

3.2.6.8. Azania Bank Ltd

Azania Bank has provided US$ 500,000 to Mwanza City Council to fund the only active project for a resettlement and redevelopment scheme in Mwanza City. The purpose of the loan is to resettle low income households from the lakeside to serviced, well planned, titled plots, inland but near to the lake, in phases, and then to allow the Municipality to develop and sell lakefront property to low, middle and high income residents, as well as businesses. The overall project will involve providing financing to MCC to create around 2,400 serviced plots in the resettlement area (with the balance of municipal finance provided by Azania Bank). The loan was disbursed in February, 2010.

3.2.6.9. The Promoters

The key stakeholders are MWAUWASA and the Regional Administrative Secretary since they are the promoters and the key decision makers in regard to water and sanitation infrastructure development and also service delivery. They need to be well briefed for the project to be implemented smoothly.



3.3. The Urban Development Context

3.3.1. Baseline Population

Table 3.7 gives three sources of the baseline population.

National Census 2002 436,556.

Draft City Master Plan for 2008 556,734

National Bureau of Statistics for 2011 617,369

These figures refer to the total population – urban, peri-urban and rural – within the 20 wards that comprise the Mwanza City Council area.

Table 3.7 - Mwanza - Baseline Population

Source Year Population Notes

1 National Census 2002 436,556 - Obtained from NBS, Mwanza office

2 Master Plan 2008-28

2008 556,734 - Table 9.1, p.146 - Source NBS, August 2008. - Represents average AGR 4.1% 2002-08

3 National Bureau of Statistics projection

2011 617,369 - Obtained from NBS, Mwanza office. - Represents average AGR 3.9% 2002-11

* AGR = annual growth rate

The census prior to the 2002 Census was held in 1988. It is now intended to follow a regular 10-year cycle, with the next census due in 2012. Estimates of the 2011 population are therefore based on assumptions about the average annual growth rate (AGR) over the past 9 years.

There is a lack of consistent information on historical growth rates and their application for generating current and future population estimates. For example, the Master Plan reports that for the inter-census period 1988-2002, the population of Mwanza grew at an average 3.2% AGR, compared with the national AGR of 2.9%, indicating significant in-migration into the Mwanza region. It also refers to in-migration at 8% (per annum?), but it is unclear if this is supposed to indicate an AGR of 11.2% (8.0 + 3.2) or 10.9% (8.0 + 2.9).

Don Consult Ltd (DCL), consultants for the detailed engineering design of Mwanza water supply and sewerage, used the 2002 Census data for Mwanza with the addition of Kisesa ward. Kisesa is an urban centre lying just outside the eastern boundary of the city in Magu District whose economy is linked to the social and economic activities of Mwanza. A Mwanza City Council (MCC) source reported that it may be incorporated into the Mwanza city boundary in mid-2011.

DCL used 1988-2002 individual ward growth rates to generate projections to a 2010 baseline (805,342) and then to 2032 (4,130,754). However the methodology is considered suspect in that it assumes that wards that grew fast during the 1988-2002 period continue to grow at the same rate to 2032. It is more likely that high growth wards near the city centre will show a fall in AGR as they approach saturation, while increased growth rates will seen in outlying wards as development spills over onto vacant land. We therefore consider the DCL population projections to be unreliable and these have not been used.

For the purposes of this study, the National Bureau of Statistics (NBS) projected figure of 617,369 (not including Kisesa) is used as the 2011 baseline population, which represents an average 3.9% AGR over the period 2002-11.



Figure 3.2 – MCC Ward Boundaries



3.3.2. Urban Structure

Figure 3.3 illustrates the broad structure of the town at present. The City Council estimates that about 70% of households live in informal/unplanned settlements. Figure 3.4 shows the urban footprint, illustrated by the grey area, (based on high resolution aerial photography, 2005). The current piped water delivery is superimposed on the plan shown in Figure 3.4, each blue dot representing a MWAUWASA customer property.

The main feature is the shape of the urban footprint, which radiates out along three axes: north towards the airport; east along the road to Kisesa and Musoma; and south along the road to Shinyanga. This pattern is mainly determined by land form, the three main roads following low ground along river valleys, with hilly ground in between. Main employment centres are located in the CBD, at port-based locations along the shore and at the Igoma industrial zone, along the eastern road to Kisesa.

The three-pronged urban footprint has become increasingly blurred over recent decades due to the rapid growth of informal settlements. These have encroached onto the higher land, often occupying steep slopes that are unsuitable for development. This is especially noticeable on hills near the centre of city, as these offer good locations for low-income households close to employment opportunities and other services in and around the CBD.

The city therefore has higher cost housing located on low ground, with large-scale low-income housing on higher ground – this is an inversion of the typical pattern where higher income groups tend to live on the ‘healthy’ hills looking down on low-income groups on the lower ground.

PROJECT TITLE

FIGURE NUMBER & TITLE

CLIENT

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Mirongo

Nyerere RD

Rufiji Rd

Uhuru Rd

Kenyatta Rd

Mako

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Valle

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Balew

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Station

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Pamb

a Rd

Wuzburg

Rd

Liberty St

Rwag

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Ridep St

Lumu

mba S

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Posta Rd

Nkhu

ruma

Capri

point

St

Lake Rd

Missio

n St

Nera St

Machemba Rd

Unguja St

Mkanyenye St

Fairway St

Miti Mirefu St

Sukuma St

Bantu St

Umoja St

Idi Mting

wa St

Mtakuja St

Kleruu St

Karuta St

Kimati

St

Mlezi St

Usumau St

Regio

nal D

rive

Temple Walk

Bugando Hill Rd

Uzinz

a St

Azimio St

Market St

Selem

ani S

t

Mirongo St

Independence Rd

Nkomo Rd

Seth

Benja

mini

Teng

e St

Gong

oni S

t

Vitun

guu S

t

Court Rd

Riverside St

Kilom

bero

St

Nyamaghani St

Kisha

mapa

nda S

tWHO

TTCL

BankBank

Pool

Bank

AMREF

Market

Mosque

MosqueMadras

Mosque

Garden

Chapel

Mosque

Temple TempleTemple Mosque

MosqueMosqueMosque

Mosque

Mosque

Clinic

Church

Welfare

NurseryLibrary

Library

Cemetery

CemeteryCemetery

NBC BankBOT Hotel

Royal Pub

Cathedral

Jamatkhan

SDA churchPolice FFU

Dispensary

SDA Church

Dispensary

SDA ChurchDispensary

High Court

Yatch Club

Lake Hotel

Dispensary

Post Office

Play Ground

Police Line

Police Line

Aspen HotelNatta Hotel

Aide Action

Play ground

Play Ground

DC's OfficeGandhi hall

Pamba House

Post Office

Sa nane Jet

Mwanza Club

Play Ground

NSSF Office

Annex HotelPost Office

Police post

Pump Station

Fire Station

Tennis Court

Deluxe HotelHindu Temple

Hindu Temple

Avenue Hotel

Kamanga Ferry

Tilapia Hotel

Labour Office

Liberty Hotel

Petrol Station

Nursing School

Welfare Office

Police Railway

Petrol Station

Petrol Station

Petrol Station

Small Industry

Petrol Station

Nursery School

Caritas Office

Petrol Station

Nursery School

Petrol Station

Anglican Church

Anglican Church

Open University

Railway Station

Lutheran Church

Sisters Convent

Sisters Convent

Botanical Garden

Community Centre

New Mwanza Hotel

Port Head Office

Sekouore Hospital

Surveys & MappingMwanza North Port

Nyamagana Stadium

Veterinary Office

Hindu Crematorium

Ismailia Cemetery

Basketball Ground

Mwadeco Bus Stand

Pentecostal Church

UNICEF Zone Office

Bishop's Residence

Mwanza Sports clubImmigration Office

Agriculture Office

Sahara Play Ground

Mwananchi Hospital

Tanzania Red Cross

Mlango Mmoja Market

Bank Staff Quarters

Poor Clara"s church

Mwanza Girls Hostel

Christmas Tree Hotel

Hindu Union Hospital

Nyakahoja Dispensary Lake Secondary School

Lake Secondary School

Mwanza Institute Club

Public Works division

Town Bus & Taxi Stand

Children Right CentreNyanza Primary School

Mbugani Primary School

Kuleana Children Right

Mirongo primary School

Regional Police Office

Railway Traffic Office

Central Police Station

Regional Police Office

BOT Training Institute

Inspector of Water TRCPetrol Service Station

Petrol Service Station

Bugando Medical Centre

Maria Sister's Convent

Tanganyika Bus Service

Pamba Secondary School

Petrol Service Station

Catholic Relief Service

District Water Division

Natural Resource Office

Milimani Primary School

Bugalika Primary School

Mwanza Secondary School

Regional Medical Stores

Tanzania Teachers Union

Petrol & Service Station

Nyamagana Primary School

Assemblies of God ChurchSt Joseph Girls Seminary

Nyakahoja Primary School

Thaqaafa Secondary School

Nyakabungo Primary school

Regional Medical Officers

City Council Headquarters

Lake primary English Medium

Nyanza Transport Department

The Agha Khan Medical Centre

The Agha Khan Nursery School

Victoria International school

Bugando Medical Centre Hostel

Regional Commissioner's Office

Veterinary Investigation Centre

Weight & Measures Office Mwanza

Regional Commissioner's Residence

RFA & Star TV Transmission Station

ITV & Radio One Transmission Station

National Institute for Medical Research

BOT Training Institute and Conference Centre

DATE

¯

Woodcote GroveAshley RoadEpsomSurreyKT185BWENGLANDFax + 44 (0) 01372 740055Tel. + 44 (01372) 726140

0 160 320 480 64080 Meters

European Investment Bank

September 2011

Project formulation for scaling up the LakeVictoria Water and Sanitation Initiative

F

LEGEND

igure 3.3 - MWAUWASA Urban Structure (existing waste service area)

SCALE BAR



Fig 3.4 – Urban footprint and customer connections

3.3.3. Population Projections

Table 3.8 shows population projections to the year 2031, based on the 2002 Census figure. The projections to 2028 are sourced from the NBS, and are the same as used in the Draft Mwanza City Master Plan. The 2031 figure is extrapolated using the 2.8% AGR in 2023-28, giving a target population of just over 1 million, representing a 20-year increase of more than 500,000.

Table 3.8 - Population Projection 2008-2031

2011 ¹ 2013 2018 2023 2028 2031 ²

1 Population 617,369 658,736 763,969 866,886 997,267 1,084,670

2 Period Increase 60,635 102,002 105,233 102,917 130,381 87,403

3 Cumulative increase

-- 102,002 207,235 310,152 440,533 527,936

4 Average AGR ³ 3.3%> 3.0%> 2.6%> 2.8%> 2.8%>

¹ 2011 data from NBS 2002-28 projections

² 2031 data extrapolated from NBS 2028 figure

³ Annual growth rate – back-calculated based on NBS projections

Source: NBS

The average AGRs in row 4 have been back-calculated from the given NBS population figures. No explanation is available for the growth rates used (the Mwanza NBS office said they were “provided by Central Office”) or their variation: while a gradual reduction would be expected over a near 30-year period, the increase from 2.6% in 2018-23 to 2.8% in 2023-38 seems improbable.



The UN Global Report on Human Settlements 2009 (GRHS) gives country-specific estimates of urban population AGRs for 10-years bands: 2000-10, 2010-20 and 2010-30 (Table B.2, p.238). The respective figures for Tanzania are 4.20%, 4.10% and 3.80%, which are significantly higher than those used by NBS and incorporated into the Master Plan.

The GRHS AGR estimates would result in a 2031 population of more than 1.5 million, about 35% higher than the corresponding NBS figure – with commensurate implications for the planning and delivery of infrastructure and other urban services.

3.3.3.1. Mwanza City Master Plan 2008-28

The draft Master Plan has been prepared by the City Council in collaboration with the Ministry of Lands, Housing and Human Settlements Development in Dar es Salaam. The document is dated June 2008, but it remains in draft form. It is understood that MCC was mainly responsible for data preparation and analysis of existing conditions, while the Ministry has prepared most of the strategic recommendations, based on national planning principles and standards.

Land Use

Table 3.9 gives the 2007 breakdown of land use. It highlights the large area of undeveloped land within the city administrative boundary that is reserved for future development. Much of this land is currently under small scale cultivation.

Table 3.9 - Land Use Breakdown 2007

Use Area (ha) Percentage

1 Planned residential 2,842 6.5

2 Unplanned residential 2,900 6.6

3 Institutional 4,723 10.8

4 Industrial 1,357 3.1

5 Commercial 888 2.0

6 Open space & recreation 1,000 2.3

7 Waste disposal (oxidation ponds, refuse sites) 642 1.5

8 Difficult areas (rock, swamp, hills) 1,196 2.7

9 Circulation (roads, airport, parking) 6,935 17.9

10 Village land reserved for future development 21,227 48.6

Total 43,700 100.0

Source: Master Plan

Land Use Planning Problems

The Master Plan lists the main land use planning problems:

Proliferation of unplanned settlements - especially environmental degradation caused by removal of vegetation which is aggravated by mining of rock for building, poor sanitation provision and solid waste disposal;

Mining & quarrying - much is uncontrolled, resulting in degradation of the environment and dereliction;

Urban agriculture - increasing use of pesticides polluting land and water systems; and

Industrial waste - entering water systems.

Population

The Master Plan uses the NBS data 2008-28 given in Tables 3.7 and 3.8 above. This projects a population just under 1 million in 2028, an increase of 440,000 over 2008.

Housing



The Master Plan states that residential land covered 5,742 ha in 2007, or 13% of the total MCC land area, divided equally between planned and unplanned development (Table 8.3 of the Plan). It reports that in 2006 there were 49,000 units in unplanned areas, representing 75% of the housing stock, and accommodating about 75% of the city’s population.

This suggests an average of 7.9 persons per household ([514,000 x 0.75] / 49,000). This proportion seems rather high: taking the stated average household size of 5.3, 49,000 units represent a population of 260,000, a little over 50% of the NBS 2006 population. While there may be a variation in household size between planned and unplanned areas, it is unlikely to be of such a scale to make the 75% figure correct.

The main unplanned settlements are listed as:

1. Bugando 8. Isamilo

2. Mabatini 9. Kitangiri

3. Igogo 10. Kiloleli

4. Mkuyuni 11. Igoma

5. Butimba 12. Mhandu

6. Nyakabungo 13. Maswa

7. Mkolani

The Master Plan explains the growth in unplanned areas: they “provide not only cheap housing but also plots for housing construction”, highlighting the gap between demand and supply of formal housing plots (p.131).

The main low density areas (by implication high-cost housing areas) are listed as:

1. Capri Point 5. Bugando Hill

2. Ilemela (near Lake) 6. Nyabato

3. Bwira 7. Kiseke

4. Isamilo

City Development Concept

The City Development Concept is a planning model developed by the Ministry of Lands, Housing and Human Settlements Development. This sets out a hierarchy of planning areas that build up from housing clusters to planning districts (see Table 3.10).

Housing Policy

Master Plan Section 10.5.4 proposes the upgrading of all existing planned and unplanned settlements “which are not on hilly areas.” This continues the current Squatter Settlement Regularisation programme under which existing occupiers/property owners are granted land title and basic utilities are provided. It is proposed to relocate settlements on hilly areas, but it is questionable if this is realistic, given other pressures to increase the housing stock.

Table 3.10 - City Development Concept Hierarchy of Planning Areas

1 Housing Cluster - 50-60 plots

- 250-300 population

2 Neighbourhood Unit - 10 housing clusters = 65 ha

- 550 plots = 8.5 plots/ha gross density

- 2,500-5,000 population

3 Community Unit - 6-8 neighbourhood units

- 17,500-20,000 population

4 Planning District - 8-16 community units

- 150,000-320,000 population

New planned development areas will follow the City Development Concept (10.5.5). Plots are to be provided in three categories: High, medium and low-density (which equate to low, medium and high income groups) on a 6:3:1 ratio, with planned plot sizes:

High density: 400 – 800 m²



Medium density: 800 – 1,200 m²

Low density: 1,200 – 2,400 m²

It is noted that these plot sizes are very high for an urban context, even by generous African standards. They are inconsistent with the objective of sustainable urban development, as represented by the concept of the compact city. There are two major problems:

Availability of suitable land: There is finite limited supply, and these large plot sizes will mean a given area of land will accommodate a relatively small population.

Infrastructure costs: Large plots mean long runs of infrastructure networks (water supply, drainage, roads, power line etc) which add significantly to the cost of service delivery – costs which ultimately have to be borne by individual households.

The land requirement calculations carried out for this study therefore propose significantly smaller average plots sizes, explained further below.

Land Requirements

The Master Plan calculates that the projected population increase of 440,000 will require 178 neighbourhood units (assuming household size of 5.3), giving a total gross residential land requirement of 11,570 ha.

NB The calculation of required number of plots and net residential land in Tables 10.16 & 10.17 is incorrect: Table 10.16 takes the 2028 additional households from Table 10.15 but fails to equate households with plots – so divides the households by 5 to give a notional total plot requirement of 17,816, compared with the correct figure of 89,080. The correct net residential land requirement in Table 10.17 should be in the order of 9,600 ha, and not 1,923 ha as given.

Institutional Capability

The Master Plan addresses institutional capability when listing reasons for the poor performance in housing plot delivery as follows:

Bureaucratic government land acquisition and allocation procedures;

The lack of sufficient number of surveyed plots and serviced land;

Ineffective building regulations and construction codes;

Lack of community awareness on planning and building standards;

Lack of housing finance institutions; and

The comparatively cheap and simple procedure for land acquisition on unplanned areas.

It also states: “It is obvious from the extent of spontaneous settlements that the capacity to manage land is very limited.”

3.3.4. Planning Culture

The Master Plan analysis of institutional capability may be valid, but it is also harsh. There appears to be a genuine awareness within MCC of the pace of urban growth, the resulting scale of housing need and of the actions required to address these. So the comments need to be set against impressive initiatives to formalise and upgrade existing unplanned settlements, and to deliver new planned housing areas.

There is strong central government direction, as is evident from the Ministerial contribution to the Master Plan. This seems to work, unlike in Kisumu, where it is seen as interference. The City Development Concept is arguably a rather mechanical tool, and its incorporation into the Master Plan does not get much beyond stylised diagrams. But at least it provides a theoretical and technical structure for strategic city planning.

The most impressive aspect of the MCC operation is the understanding of the pace and scale of urban growth, and of the resulting need to deliver new housing plots, in particular to provide the bulk of plots for low income households, and to formalise/upgrade the vast areas of unplanned settlement. Many African cities face similar problems, but few show the same level of application and results that are found in Mwanza.



The Town Planning Department operations are clearly limited by weak resources: Technical support staff, office space and equipment/materials. Proficient senior staff lack the necessary technical support staff to allow them to address the full range of development problems and especially strategic issues. They get drawn into detailed review of individual planning and building regulation applications, with members of the public continually interrupting the Urban Planning Officer in his private office.

There is a surprising lack of documentation (maps, data, reports etc) relating to the district or city-wide scale. The only maps available seem to be very detailed layout plans (approx. 1:1,000 scale) of new planned development areas, but no maps/diagrams to summarise proposed planned development areas. This suggests that most day-to-day work is of a highly detailed nature. This is important and has its place; but it lacks the strategic perspective that is required to address important issues about overall city development.

3.3.5. Development Scenario for Water and Sanitation Planning

MCC’s long-term development programme provides a sound basis for water and sanitation planning. Urban population increase will be accommodated in two ways:

Increasing the population density of existing urban areas – through increased multi-storey development and sub-division of plots in planned and unplanned areas; and

New planned development areas.

Table 3.11 shows the current status of each development area, and the number of plots. The process for planned development areas follows a number of clear steps:

Identification: Area identified for planned development based on suitability of site for large-scale residential development.

Layout plan: Detailed layout plan prepared by the Town Planning Department.

Survey/setting out: Layout plan set out on-site by Survey Department to demarcate the proposed development on the ground – identifies existing occupiers affected by the proposed development.

Valuation/compensation: Existing occupiers compensated through allocation of a new plot and/or cash settlement, depending on how much land they occupy and how they are affected by the proposed layout.

Plot allocation: New plots allocated in response to applications and development starts on-site.

Table 3.12 gives the status of formalisation of unplanned settlements – no population or plot figures are available. These are shown on Figure 3.5.



Green boundary=Informal settlements being upgraded Red boundary=New planned areas

Figure 3.5 – Planned Development Areas and Informal Settlements to be Upgraded



Table 3.11 Planned Development Areas

Area Identification Layout Plan Preparation

Survey / Setting

out

Valuation/ Compensation

Plot Allocation

No. Plots

Buswelu 1,500

Kishili In process 9,000

Igoma In process 3,000

Nyamongholo 2,000

Mahina 500

Luchelele In process 2,000

allocated 16,000

Buhongwa In process 3,000

Monzhe In process In process 2,800

Nyabahegi In process* 3,000

Fumagila In process* 3,000

Total no. plots 43,800

* Actual number not known – so assumed number of plots

Table 3.12 - Formalisation of Unplanned Settlements

Mkolani CROs issued*

Buhongwa CROs being issued

Igoma Planning complete; CROs not yet issued

Mahina Planning complete; CROs not yet issued

Buswelu Planning complete; CROs not yet issued

Kishili Identified; no technical work to date

Igombe Identified; no technical work to date

* CRO = Certificate of Right of Occupation

3.3.6. Land Requirements 2011-31

Table 3.13 estimates the increasing population density in existing urban areas to 2031. A subjective assessment has been made of the additional population that will be absorbed into each ward (absorption factor) over the period 2011-31, based on the characteristics of each ward. The existing urban area does not extend into Sangabuye and Bugogwa wards, so these have no absorption factor.

This calculation suggests the existing urban areas will absorb an additional 24% population over the period 2011-31. This is considered a fairly conservative estimate, and actual population increase will need to be kept under regular review (more frequently than the 10-year census interval) to update land requirements.



Table 3.13 - Population absorption 2011-31 through densification by ward

Wards 2011

(source NBS) Absorption

factor

Absorbed Population

2031

Plots (@ 5.3p/plot)

Sangabuye 11,128 - - -

Bugogwa 34,240 - - -

Ilemela 30,803 30% 9,241 1,744

Pasiansi 32,367 20% 6,473 1,221

Kirumba 28,279 20% 5,656 1,067

Kitangiri 18,802 20% 3,760 710

Nyamanaro 56,323 20% 11,265 2,125

Buswelu 14,120 30% 4,236 799

Isamilo 23,504 30% 7,051 1,330

Nyamagana 7,541 30% 2,262 427

Mirongo 6,918 30% 2,075 392

Mbugani 48,577 30% 14,573 2,750

Pamba 30,223 30% 9,067 1,711

Igogo 37,733 20% 7,547 1,424

Mkuyuni 17,229 20% 3,446 650

Butimba 40,911 20% 8,182 1,544

Nyakato 109,285 30% 32,786 6,186

Igoma 37,456 30% 11,237 2,120

Buhongwa 12,391 30% 3,717 701

Mkolani 19,540 30% 5,862 1,106

Total 617,370 24% 148,436 28,007

Table 3.14 - Potential absorption and development in pipeline

NBS/

Master Plan GRHS Difference

Population increase 2011-31 492,766 829,661 336,895

Absorption in existing urban area 149,363 172,461 23,098

Development in pipeline 232,140 232,140 -

Balance to be accommodated in peri-urban areas 111,263 425,060 313,797

Table 3.15 - Additional Land Requirements 2031 for population in peri-urban areas

Plot category Area m²

Share 2011-31 Hholds = plots

(@ 5.3 p/hh) Net res area (ha)

Gross res area (ha)

- High density 250 60% 66,758 12,596 315 630

- Medium density 400 30% 33,379 6,298 252 467

- Low density 1,000 10% 11,126 2,099 210 362

111,263 20,993 777 1,458

- High density 250 60% 255,036 48,120 1,203 2,406

- Medium density 400 30% 127,518 24,060 962 1,782

- Low density 1,000 10% 42,506 8,020 802 1,383

425,060 80,200 2,967 5,571



Tables 3.14 and 3.15 calculate land requirements for the period 2011-31, based on the projected population increase. The shaded sections show the comparative data derived using the GRHS growth rates.

Table 3.14 shows the projected absorption of additional population in the existing urban area and developments in the pipeline – the balance (bottom row) represents to be accommodated in new planned residential areas..

Table 3.15 converts this into physical land requirements.

- It follows the three Master Plan demand categories (high, medium and low density) in the ratio 6:3:1.

- The average plot sizes are significantly smaller than those in current practice and as proposed in the Master Plan – but they are essential to promote the concept of the compact city, so as to ensure efficient use of land and cost-effective delivery of infrastructure networks.

- The household size uses the national average figure of 5.3 p/hh – this also needs to be kept under regular review as any variation will increase or reduce the demand for plots/land.

- The last two columns give net and gross residential areas. Net residential area is the land required for housing plots alone. Gross residential area allows for local roads, shops, community facilities, open space, schools, clinics etc. The efficiency factor varies from 0.5 for high density housing to 0.58 for low density. This excludes major infrastructure (e.g. trunk/main roads) and large-scale institutional and employment developments.

The figure of 43,800 plots in the pipeline (see Table 3.11) compares with current demand for additional plots generated by population increase of 3,240 plots per year (from Table 3.14: 2011-31 population increase less absorption in existing urban area divided by 20 years divided by 5.3 p/hh). So pipeline projects meet the demand for about the next 13 years, with 60% being classed as high density (= low cost) plots. This is by any measure an exceptional performance.

The higher GRHS population growth rates would impact on land requirement. The amount of land required to accommodate additional population in peri-urban areas over the period 2011-31 would increase by a factor of 2.8, with a commensurate increased demand for infrastructure and other urban services.

This would have significant implications for the cost of urban expansion and the phasing of implementation – it is therefore essential that actual population growth is monitored closely to ensure that the planning and delivery of urban facilities matches actual growth, so as to avoid significant over or under-supply.



3.4. Water Demand Projection

3.4.1. Development Scenario for Water & Sanitation Planning

It is not possible to state with any certainty which particular estimated AGR or resulting population projections will be correct. This study therefore uses the Feasibility Study projections as the basis for its subsequent review and analysis of proposed water and sanitation facilities, but the variation from the GRHS data is noted.

It is therefore essential that population growth is monitored regularly over the coming years and the true rate of population increase ascertained, so that the planning and delivery of urban facilities matches actual population growth and avoids significant over or under-supply.

Table 3.16 sets out the estimated 2031 urban water demand, based on a projected population of 1,084,670. Three customer categories are given (low, medium and high income) in the same 6:3:1 proportions used to calculate land requirements, with corresponding average daily consumption rates, defined in terms of litres per capita per day (lcd). This indicates a total 2031 demand of 96,500 m³ per day, or an additional 47,000 m³ per day to meet population growth 2011-31. Note these figures exclude Kisesa area.

The shaded rows illustrate the potential impact of the GRHS population growth rates on water demand – total demand would increase by about 35%, and demand generated by population increase 2011-31 would increase by 68%.

Table 3.16 - Water Demand - 2031

Total pop @ 2031 Pop increase 2011-31

Customer category Share Consumption*

(lcd) Population

Water demand (m³/day)

Population Water

demand (m³/day)

- Low income 60% 60 650,802 39,048 316,762 19,006

- Medium income 30% 110 325,401 35,794 158,381 17,422

- High income 10% 200 108,467 21,693 52,794 10,559

1,084,670 96,536 527,936 46,986

- Low income 60% 60 925,512 55,531 497,797 29,868

- Medium income 30% 110 462,756 50,903 248,898 27,379

- High income 10% 200 154,252 30,850 82,966 16,593

1,542,519 137,284 829,661 73,840

3.4.2. Water Demand

Table 3.17 sets out the estimated 2031 urban water demand, based on a projected population of 1,145,600 including the ward of Kisesa, which receives its water from the current city system. Three customer categories are given (low, medium and high income) in the same 6:3:1 proportions used to calculate land requirements, with corresponding average daily consumption rates, defined in terms of litres per capita per day (lcd). This indicates a total 2031 domestic demand of 102,000 m³ per day, or an additional 50,000 m³ per day to meet population growth 2011-31. When considered with historical data for the other categories of demand the total 2031 requirement is approximately 155,000 m3/day.



Table 3.17 - Water Demand Projection - 2031

Total pop @ 2031

Customer category Share

Consumption* (lcd) Population

Water demand (m³/day)

- Low income 60% 60 651,000 39,060

- Medium income 30% 110 325,600 35,816

- High income 10% 200 108,500 21,700

+ Kisesa 60,500 5,381

89 1,145,600 101,957

Commercial 10.0% 10,196

Institutional 13.0% 13,254

Industrial 15.0% 15,294

123 140,701

Supply Requirement 1.1 154,771

Figure 3.6 – Demand Projection and Plant Capacity, Mwanza

The current capacity of the existing treatment plant fed by the intake at Capri Point (105,000 m3/day) will be adequate to meet the water demands of the city until around 2018, thereafter a new source will need to be developed.

40000

60000

80000

100000

120000

140000

160000

180000

200000

220000

2011 2013 2015 2017 2019 2021 2023 2025 2027 2029 2031

m3/d

Demand Projection

Demand projection (UN)

Capri point (105)

plus New Source (+50)



3.5. Water Supply

3.5.1. Background

The water and sewerage systems for Mwanza have experienced significant investment during the last decade with support from the European Union, KfW and under Tanzania’s Water Sector Development Programme (WSDP). Improvements to the water supply system include expansion of the Capri Point intake on Lake Victoria and the construction of a modern direct filtration treatment plant designed to produce 105,000 m3/day. At the same time four new service reservoirs were constructed, three distribution booster stations were expanded and improved, and the principal distribution main network was reinforced.

A Non-Revenue Water pilot project was carried out in 2009 together with a number of other studies aimed at enhancing the performance of MWAUWASA and the water system. Designs for further expansion of the network are being prepared under a consultancy assignment as part of the WSDP. However, the works are not funded under Phase 1 and funding for Phase 2 is not yet identified. MWAUWASA are currently implementing a Non-Revenue Water reduction initiative.

3.5.2. Institutional Structure

Water and sewerage services within the Mwanza metropolitan area are provided by MWAUWASA, one of twenty urban water and sewerage authorities within Tanzania. MWAUWASA is a semi-autonomous body reporting to the Ministry of Water and Irrigation in Dar es Salaam. Responsibility for provision of water and sanitation services outside the formal network lies with the City Council.

3.5.3. System Performance

The data in this section is taken from MWAUWASA’s annual report for 2009/2010 and their EUWRA reporting database reports for January 2011.

The Annual Report claims that Mwanza has a population of approximately 749,7001 inhabitants. Out of this reported population, 674,730 benefit from water services i.e. 90% coverage. Revenue collection rose to TSh 7 billion in 2009/10; 28.3% higher than the revenue collected in the previous year.

The Water Supply Scheme is operated in Five Zones, namely Makongoro East (Zone E-East), Makongoro West (Zone E-West), Nyakato and Kisesa (Zone G), Mkuyuni (Zone F), and Central (Zone A). Each zone is headed by a major service reservoir to which water is re-pumped from the network.

The Capri Point Intake and Water Treatment Plant were designed to meet an average flow of 80,500 m3/day and peak flow of 105,000 m3/day.

The principal assets of MWAUWASA are shown on Figure 3.7 and the service area boundary and extent of the current network on Figures 3.8 and 3.9 respectively.

1 Note that this report considers the 2011 population as 617,369

Nyashishi

Mal

aya

ILEMELA

Kish

a

Semba

Nyafula

Mirongo

PASIANSI

Nyamalele

Kab

usun

gu

KIR

UM

BA

Kimilabenga

Kanyelele

Semba

Main PS

KisesaBooster PS

LucheleleMain PS

NyegeziBooster PS

BugandoBooster PS

IsamiloBooster PS

Capri PointMain PS MabatiniBooster PS

KiloleliBooster PS

NyamanoroBooster PSNyamanoroBooster PS

Chacula BarafuMain PS

BwiruCoCrnerBooster PS

Igoma

Kisesa

Nyegezi

Isamilo

Pasiansi

Kitangiri

Nyanshana

Bugando ST

Nyegezi_JWTZ

Nyegezi_SAUTI

Capri Point_Rd

PROJECT TITLE

FIGURE NUMBER & TITLE CLIENT

DATE FIGURE CREATED


Fax + 44 (0) 01372 740055Tel. + 44 (01372) 726140



Figure �.� - Principal MWAUWASA Asset Locations

LEGEND

0 2.5 5 7.5 101.25

Kilometers

May2011

Clean Water Treatment Plant

Existing clean water distribution system

Rivers

Operational waste water service area (Feb 2011)

Waste water stabilisation ponds

Anaerobic pond at Ilmela wastewater treatment plant

Kawekamo Reservoir

Capri Point Intake

Capri Point reservoir and treatment works

Igombe Intake

Kitangiri Reservoir

Sept 2011

NYAKATO

MKUYUNI

MK EAST

MK WEST

Central

PROJECT TITLE


DATE FIGURE CREATED


Fax + 44 (0) 01372 740055Tel. + 44 (01372) 726140



Figure �.�Existing Water Service Area

LEGEND

0 3 6 9 121.5

Kilometers

��2011

Treatment Plant

PumpStation

Reservoirs

Water Meters

Water_Kiosks

Existing Pipes

Clean Water Service Area

Central zone

Makongoro East zone

Makongoro West zone

Mkuyuni zone

Nyakato zone

Sept 2011

Figure 3.8 Existing MWAUWASA Clean Water Service Area

Igoma

Kisesa

Nyegezi

Isamilo

KawekamoIbungilo

Pasiansi

Kitangiri

Nyanshana

Bugando ST

Nyegezi_JWTZ

Nyegezi_SAUTI

Capri Point_Rd

PROJECT TITLE


DATE FIGURE CREATED


Fax + 44 (0) 01372 740055Tel. + 44 (01372) 726140



Figure ��MWAUWASA CleanWater Distribution Network

LEGEND

0 2.5 5 7.5 101.25

Kilometers

May201�

Treatment Plant

PumpStation

Reservoirs

Existing Pipes

Elevation Contours (m)1135 - 1155

1155 - 1170

1170 - 1190

1190 - 1205

1205 - 1220

1220 - 1235

1235 - 1255

1255 - 1280

1280 - 1330

1330+

Sept 2011



Table 3.18 - Performance Data from Annual Report

2009/10

m3/yr

Average Daily

m3/day

Quantity of water produced at the Capri source 21,471,667 58,826

Quantity of treated water into supply per annum 19,324,600 52,944

Quantity of water billed 11,176,188 30,620

Quantity of water not billed 8,148,412 22,324

Overall unaccounted for water – reported 46.9%.

Overall unaccounted for water – actual 42.2%

Percentage of consumers with 24 hour supplies 90%

Average Hours of supply 22.3 hrs

There is a significant difference between the average production when pumping from Capri Point reported as 75-85,000 m3/day depending upon the selection of pumps used and the annual report figures, which indicate the average daily pumping rate is about 53,000 m3/day. The actual pumped figure is lower because of the frequent mains power outages and the Authority’s reluctance to use the installed standby generating capacity because of the fuel costs (consumption is approximately 250 l/h of diesel), and because MWAUWASA are able to meet the daily demand during the periods when there is power. The average figure implies production (pumping) for an average of around 16 hours per day.

Data from MWAUWASA’s monthly report to Regulator EUWRA for Jan 2011 indicates:

Table 3.19 - Data from MWAUWASA’s monthly report to Regulator EUWRA for Jan 2011

Per month Per day

Total Abstraction m3 1,956,936 63,127

Input into Distribution Network m3 1,956,936 63,127

Corrected Input (allow 5% plant losses) m3 1,859,089 59,971

Estimated Demand m3 3,106,410 103,547

Estimated Billable Water m3 1,565,549 50,502

Length of Mains km 518

Storage Capacity m3 36,817

No. of leaks Repaired No. 66

Estimated Technical (Physical) Water Losses

% 20

Unaccounted for Water (UFW) % 49

No. of Connections

Service Hours

Area 1 – Makongoro – Zone E 11,851 17

Area 2 – Nyakato – Zone G 10,791 17

Area 3 – Mkuyuni – Zone F 7,790 20

Area 4 – Central – Zone A 3,631 24

Area 5 – Kisesa – Zone H 232 12

Total 34,295 18.4

Connections with 24 hr supply 10.6%

Population (MWAUWASA figures) 749,700

Population within Supply Area 674,730 (90%)

PROJECT TITLE


DATE FIGURE CREATED


Fax + 44 (0) 01372 740055Tel. + 44 (01372) 726140



Figure �.��MWAUWASA Customers

LEGEND

May2011

1) The population footprint shown in this figure is based on high resolution aerial photography captured in 2005. It approximates the urban area around Mwanza.2) Customer data shown is this figure was provided by MAUWASA GIS, Feb 2011.

Clean Water Customer Connections

Large Industrial Clean Water Connections

Population footprint

Note:

Sept 2011



MWAUWASA report that 4,152 new water customers were connected to the system in 2009/2010 to make a total of 31,467 registered customer connections at the end of the reporting period (note – this has since risen to around 34,000), of these around 28,000 are active accounts – which with an average occupancy of about 5 suggests that approximately 170,000 benefit from direct service connections (although many more may benefit from someone else’s connection). Some 400,000+ therefore probably get water from unofficial connections, kiosks/standpipes and informal sources.

MWAUWASA’s network does extend into some of the informal areas where it comprises long snaking HDPE spaghetti type connections often laid on the surface where they are vulnerable to damage and exhibit high leakage. This problem is further aggravated in the high pressure supply areas. Apart from laying completely new networks in rock areas where burying pipes can be very impractical, there is often little alternative to this arrangement, although greater care could be taken in protecting the pipes in trafficked areas.

3.5.3.1. Tariffs

The current tariff structure has been in place since 31st July 2006 and is as follows.

Table 3.20 - Water and Sewage Tariff Structure

Type of connection Blocks m3 Tariff Tsh/m3

Kiosks N/A 300

Domestic

1st block ≤ 10 415

2nd block 10 – 25 440

3rd block >25 470

Institutional N/A 470

Commercial N/A 675

Industrial N/A 800

Sewage N/A 50% of water use

3.5.4. Water Sources

Lake Victoria is the sole source of water supply for municipal piped water in Mwanza City. People in the peri-urban and rural areas tend to rely on shallow wells or streams. Lake water is pumped from an intake at the end of Capri Point peninsular to Capri Point Water Treatment Plant, a high specification treatment plant commissioned only around two years ago. The plant produces all the treated water put into distribution and is designed to meet a peak demand of 105,000 m3/day. The site also provides treated water storage for the gravity fed pipe network supplying the centre of the city.

Chakula Barafu and Luchelele are small intakes also drawing from the lake although they generally remain as the standby to be used when power outages affect the main plant. Chakula Barafu provides emergency water supply to the main hospital at Bugando and the centre of city whereas Luchelele is in the south near Nyegezi tank. No treatment is provided apart from disinfection. A third intake in the north beyond Igombe is not yet equipped with pumping plant.

Based upon an assessment of the development patterns of the city and projected population and water demand figures the existing source will be adequate for the city until 2018. MWAUWASA needs therefore to be considering expanding its source capacity. Space restrictions at the existing treatment plant mean that there is no scope for increasing capacity there and the shortage of land in the city centre generally suggests that the next source should be away from the centre either to the north or south of the city. The source will have to be Lake Victoria since there do not appear to be any other options with enough potential to become a major source for the city. It is thought unlikely that water quality issues would affect the choice of site at a strategic level although locally it may have an impact on intake siting.



Lake Victoria at Capri Point

3.5.4.1. Other Sources

The fringe areas of MWAUWASA’s supply area are semi-urban and even rural areas. MWAUWASA’s intention is to extend their piped supply to as many people as practical and economic to do so. The responsibility to supply those people beyond the reach of the pipe supply falls to the City Council and they have been undertaking a programme of constructing shallow wells and fitting them with hand-pumps. Details of the works undertaken and the number of people served are being sought from the Council’s Water Engineer. When the level of development in these area warrants, the city’s network should be expanded into serve these areas.

3.5.5. Quality and Treatment

Water is pumped to the treatment plant via three raw water mains. The plant is a direct filtration plant, with the raw water being dosed with a coagulant and coagulant aid before entering a flocculation chamber and passing to rapid gravity filters. Water then flows to a contact tank and into treated water storage before gravitating into distribution, with some booster pumping within the system. The plant is located at the site of a simple disinfection facility which was used prior to this plant being constructed. The plant is relatively complex, apparently fully automated and its future successful operation will be dependent on proper maintenance and speedy replacement or repair of any failed equipment.

In more detail the process comprises:

Three raw water mains combined in a 900 mm manifold where calcium hypochlorite and alum are dosed, for pre-chlorination and coagulation. There is also provision for by-passing treatment, dosing only calcium hypochlorite;

Water enters a flocculation chamber where a polymer coagulant aid is dosed. It then flows to the filter inlet channel;

Flow passes through the rapid gravity filters and the filtered water is chlorinated using calcium hypochlorite. It then flows into the contact tank, and also the clean water backwash water tank. At the exit from the contact tank there is provision for dosing lime, but there are problems with the lime dosing system as noted below;

Flow then passes to the new treated water storage tank and to distribution. There are two older tanks but these are not used effectively (see box below).

Backwashing uses air and water, with dirty backwash water flowing to a tank from which supernatant is recycled, and sludge goes to lagoons for drying.

There are four chemical dosing systems:



– Alum is dissolved in tanks and dosed using three diaphragm chemical dosing pumps. However only two were in position as one had been taken to replace a broken hypochlorite doing pump. The covers to the two dissolving tanks are mild steel, have badly corroded and have been removed.

– Polymer is dosed using three small progressive cavity pumps. There is a proprietary packaged plant for making up the polymer solution.

– Lime can in theory be dosed using three progressive cavity pumps. However we were told that in practice it was not possible to dose lime as the lime did not reach the dosing point. Carrier water is not used. However the lines can be flushed with water. It is not immediately clear what the problem is. It may be that the velocity in the lines is too low and lime settles out and blocks them. However, the pH of the treated water was 8.3 at the time of our visit and thus no lime dosing was needed. There could be more of an issue if the alum dose is raised at times of poor water quality as this will lower pH.

– Calcium hypochlorite is dissolved in two tanks and dosed using three diaphragm pumps. The on-line chlorine monitor has failed and chlorine dose is manually checked. Given the stable nature of the raw water this should not be an issue – but it may be seen as an indication of future problems associated with a high technology plant.

There does appear to be a problem with spares: At the time of a visit in 2010 there were no spare diaphragms or pumps on site, but it was said spares had been ordered, also some of the switches were damaged and had not been replaced. It is considered that it is only a matter of time before there are problems dosing alum or chlorine.

At the time of the visit the turbidity of the raw water was recorded at 6.6 NTU, and the treated water was 0.32 NTU. The colour of the raw water is not monitored continuously but at our request a test was done on filtered water; this was reported as giving a value of 125 oH, an improbably high value. We were told that the quality of the raw water measured by turbidity varied over the range 5 to 30 NTU, with the high values after heavy rain or high wind causing currents.

The process itself appeared generally appropriate. It may be that at times of poor water quality the solids load on the filters would mean frequent backwashing was required. This is not currently identified as an issue however, with washing done daily. It appears that the filters are operated at lower than design loadings, particularly at times of heavy rain which will lead to reduced demand, off-setting the impact of any deterioration in raw water quality. There is the possibility that the design throughput may not be achievable at times of poor water quality, but there is nothing yet to suggest this is an issue. MWAUWASA may wish to attempt a full flow test at a convenient time to ascertain any possible issues.

Capri Point Treatment Plant – Filters



The drawings produced by the plant designers show a location for pre-treatment and provide a layout for this. It appears that some provision has been made for addition of future pre-treatment in the pipework, but this was not reviewed in detail.

As noted above the process appears appropriate but there are concerns over the suitability of such a high-tech plant in such a remote location and its maintenance requirements.

In terms of quality the plant was producing water of very low turbidity. Data was seen for microbiological analyses of water sampled from the distribution network for December 2010 and January 2011. Of the 34 samples 24 had no coliforms present, eight had low levels of coliforms but no faecal coliforms, and two had faecal coliforms present. The quality data seen was very limited but it appears that, although there were some bacteriological failures, the quality of water in distribution was reasonable.

MWAUWASA report that there are problems with the outlet flowmeters not reading accurately either due to excessive turbulence or air in the pipe. Again further investigation is required to ascertain the cause but unless it is resolved the meters will continue to give erroneous readings. It was also reported that the ‘old’ circular reservoir at Capri Point Treatment Works was not being fully utilised after the inlet pipes were disconnected during the works construction. The storage at the plant provides a vital buffer between the plant and the distribution system to counter demand fluctuations and therefore it is important that all of the storage available is available. MAUUWASA’s acting MD stated that the outlet arrangements had been modified to improve the operation of the tank (this is discussed further in the boxes below).

3.5.6. Pumping

The water supply system for Mwanza is totally dependent upon pumping. The Capri Point intake on Lake Victoria pumps all of the city’s water to the high level treatment plant, from where it gravitates into the city and, where as necessary it is boosted onward to the service reservoirs.

Currently there is considerable excess capacity at the intake with five large pumps and only one smaller trim pump; the single trim pump makes balancing supply and demand challenging particularly as the plant’s design means that the raw water storage at the plant is not used effectively.

The largest water supply pumping requirement in Mwanza is at the raw water intake. The raw water inlets comprise two pipes running into the lake. The older, supplying the sump from which the older part of the station pumps was reported to be a 900 mm diameter pipe (nominal capacity of 2,300 m3/hr at a velocity of 1 m/sec); the newer was a 1,100 diameter pipe (nominal capacity of 3,420 m3/hr at a velocity of 1 m/sec). The end of the older pipe appeared to be around 40m into the lake, and the newer one around 80 m. Water quality appeared reasonable.

The raw water passes to two inlet chambers, one serving each half of the station. At the chambers flow is fed via coarse hand raked screens to sumps. One sump serves each pump, although the chamber serving the old part of the station has a spare sump.

The older half of the pump station contains two large (1,500 m3/hr) and one small (400 m3/hr) pumps and the newer half contains three large pumps (1,500 m3/hr). The floor of the new pump station is a little below ground level to cater for the situation if lake water levels drop.

Table 3.21 - Details of Capri Point Intake Pumps

Intake Pumps No of Pumps Duty

m3/hr x m

Delivery

Old 1 400 x 85 Capri Point Treatment

Plant 2 1500 x 85

New 3 1500 x 85



At the time of our visits one large and one small pump were working. This was because of power problems at a booster reducing demand. Normal procedure was stated to be to run two large pumps continuously and a small pump for 50% of the time.

There are three rising mains to the works: two of 600 mm, and one of 350 mm, all ductile iron. Assuming a velocity of 2 m/sec, which although relatively high is not an unreasonable velocity for the short and large mains, the capacity of the raw water mains would be 4,765 m3/hr or 114,300 m3/day. This suggests that the raw water system should be adequate to deliver the stated water treatment works (WTW) capacity of 105,000 m3/day.

It is difficult to envisage any further expansion of the treatment works, given both space limitations and possibly deteriorating raw water quality, and the current capacity appears to align with treatment works capacity.

Capri Point New Intake Pumps

One possible improvement would be to provide an additional small capacity pump. The current pumping availability is five large and one small pump. The small pump is used to fine tune the flow to the works. If it were to fail then it would be necessary to start and stop a large pump, meaning very large step changes in flows, which is not good from a process point of view. It would appear worthwhile to provide another pump either similar to the existing small pump, to reduce the spare part inventory needed, or to provide a new pump of approximately 750 m3/hr, to increase operational flexibility. There appears to be space in the older part of the pump station to install such a pump, with a plinth already constructed. However the vacuum priming system is located on the plinth and would need to be re-located.

All of the pumps at the intake experience serious pressure transient (surge) problems.

3.5.6.1. Booster Stations

The booster stations house large pumps, and the impact of the pumps upon the rest of the network could be problematical. It is reported that MWAUWASA are unable to run all of the booster stations simultaneously as suction pressures drop excessively. This could be because:

The network on the suction side is undersized and large headlosses occur; or

The treatment plant is not producing sufficient water to maintain the suction pressures (or cannot respond quickly enough to the change in demand that occurs when the boosters are switched on).

To better understand this problem would require more investigation and field testing; however, the hydraulic model of the network indicates that headlosses between Capri Point and the centre of the city (where the network splits into the three radial arms) should be



around 6 m which should not be a concern. This suggests that the capacity of the main trunk mains is adequate if all are functioning properly.

Table 3.22 - Details of Major Booster Stations

Booster No of Pumps Dutym3/hr x m

Service Reservoir

Mabatini 3 680 x 140 Nyanshana 2 850 x 160 Kisesa/Igumo

Kanayabwiru 3 690 x 85 Kitangiri

Kawekamo Nyegezi 3 670 x 89 Nyegezi

Surge Problems at the Intake

MWAUWASA have experienced problems with pressure transients at Capri Point Pumping Station resulting in damage to the pump non-return valves. Operations staff are disinclined to use the three new pumps because of this. It was reported that the reflux (check valves) on the deliveries from the three new pumps have been damaged by water hammer. The valves originally installed were damaged during commissioning and replaced. The original valves were of a form of rubber diaphragm valve; the replacements are conventional angle check valves, damped and weighted for slow closing.

The intake pumping station comprises two parts, old and new, with individual DN600 rising mains both with surge protection air vessels. The pumping arrangements were upgraded by Degremont as part of a treatment plant expansion design and build contract. There is a third smaller (DN350) rising main complimenting the two larger mains and all three mains are cross connected outside the pumping stations.

The latest pump non-return valves are fitted with damped balance arms to prevent slamming but this may stop them shutting quickly enough to prevent damage to the pumps (their primary purpose). The short length of the rising main mean that reflected pressure waves take only one second to return and therefore valves need to react very quickly.

The two 600mm diameter rising mains both are fitted with 6 m3 pressure vessels; the old station’s vessel is positioned after the pumps whereas the new pumping station has the vessel before the pumps. The ‘old’ station’s vessel has a non-return valve with a bypass on its feed pipe but the vessel at the new station is a just a straight pipe with no hydraulic controls. The P&ID for the pump station shows a non-return valve and bypass on the new vessel but this has not been installed. Within the documentation found there was no evidence of any surge analysis of the pumping system. The absence of the non return valve and bypass means that the air vessel will be less effective at damping the transient which will therefore continue to oscillate for longer. The hydraulic controls on the vessel for the old pumping station are the originals and need to be inspected for proper function.

Both vessels appear to have automatically controlled compressors to maintain the air volume but the operatives reported that they controlled the compressors manually.

The precise reason for the damaged non-return valves is unclear although it is clear that the surge protection devices installed are not preventing the generation of surge pressures. The valves currently installed are not the most suitable for surge protection – nozzle check valves are more effective and they must shut in less than 1 second if the pumps are to be protected.

Recommendations

Carry out a detailed transient analysis of the rising main;

Replace the existing check valves with nozzle type; and

Install a non-return valve and bypass on the air vessel in the new pumping station and check function of similar arrangement at the old pump station (it is old and may need replacing).

3.5.7. Distribution

Five pipes supply the distribution system from Capri Point Treatment Plant via the centre of the city. This has come about as a result of the staged development of the intake and treatment plant over the last 50 years or so. The principal network of pipes then radiates from the city centre along the three major roads of the city; to Shinyanga, Musoma and the



Airport. At strategic points along each road, booster stations lift water to service reservoirs situated in the hills above the city from where it gravitates to consumers. Although the city centre is fed by gravity from Capri Point a large proportion of supplies are pumped through the three main boosters at Mabatini, Nygezi and Kanyabwiru to the principal service reservoirs at Nyanshana, Nygezi, Kitangiri and Kawekamo. These tanks then command large areas of the city by gravity.

The individual booster pumps are relatively large, the largest pumping over 20,000 m3/day, which is one fifth of the total supply. Operation of these boosters will therefore have a significant impact on the hydraulic regime of the main pipe network.

From the main service reservoirs water gravitates around the city although expansion of the network has not kept pace with the city’s development. Investment and construction difficulties mean that the coverage of the secondary networks is quite limited and significant expansion will be necessary to increase the number of consumers.

The networks have not been extended to meet the informal settlements situated above the service reservoirs and this needs to be a priority for future investments. A programme of over 150 km of new mains is currently under design. There are a number of small boosters and tanks located around the network, most of which are no longer in use, their function having been superseded by the new service reservoirs.

A detailed hydraulic model for the network was prepared by C Lotti in 2005 but it is not currently being used by MWAUWASA staff probably because they are unfamiliar with the software or hydraulic modelling techniques used.

Anecdotal evidence received from discussions with operatives raises concerns about whether the current system can be operated fully at peak flows. Reported concerns suggest that not all of the booster station can be operated at the same time because of inadequate suction pressures when they all operate: this needs further investigation. Unreliable mains power supplies also limit the system’s ability to deliver design flows.

Kawekamo Reservoir

3.5.7.1. Storage

Prior to the recent water expansion project funded by the EU the only reservoirs of significant size were the two at Capri Point. Other ‘small’ tanks were sited around the city but these offer little real storage. The EU project funded four new service reservoirs as indicated in the Table 3.23. Some smaller older tanks are still in use in parts of the network.

The service reservoirs are in generally good condition being only a few years old but some of the pipework inside the tank is poorly detailed with pipe thrusts not adequately catered for in the pipe design, resulting in some improvised uncoated steel support brackets being used to restrain thrust across the flange adaptors. Some of the instrumentation (battery / solar



powered) is giving problems and one of the reading devices was reported as having gone to head office for repair. The new service reservoirs wisely all have space for duplicate tanks to allow for expansion if required.

Table 3.23 - Major Service Reservoirs - Mwanza

Reservoir Reservoir

TWL approx

Capacity m3

Booster

Capri Point 1206 5,000 Intake / Plant

Nyanshana 1309 13,000 Mabatini

Kitangiri 1259 2,000 Kanayabwiru

Kawekamo 1257 5,000 Kanayabwiru

Nyegezi 1253 5,000 Nyegezi

30,000



Capri Point Reservoirs and Flowmeters

It was reported that the second service reservoir at Capri Point is not in proper use. It appears that when the new treatment plant was constructed it was decided not to provide a supply to the second reservoir but to allow the tank to ‘float’ on its outlet pipe. The justification for this is unclear (or why MWAUWASA would agree to it). Although hydraulically the reservoir will respond as intended, the water within the reservoir does not get circulated properly and could become stagnant, resulting in quality issues within the network.

The flow from the new contact tank under the filters is discharged either into the old rectangular reservoir or directly into the new DN600 outlet pipe via a small chamber. The original feed to the circular tank was from the old rising mains which are now disconnected. (Note the Ag MD reported that provision had been made to cross connect tank outlet mains which would enable the circular tank to be used). This raises concerns about the quality of the water in the circular tank which may become stagnant through a lack of circulation.

Unfortunately, the small chamber after the contact tank causes excessive turbulence in the pipes and because of the pipework arrangement adopted, neither the DN1000 outlet to the rectangular reservoir nor the DN600 outlet pipe are guaranteed to be full. This not only restricts their capacity but also results in air entrainment which is affecting the performance of the electromagnetic flow meters. These operational problems result from the designs which sited pipes at too high an elevation so when tank levels drop, the pipes are not full.

The solution would appear to be to move the 600mm diameter outlet pipe to a more stable flow location probably from one of the two existing reservoirs and to review the hydraulics of the reservoir arrangement to try to ensure pipe full conditions in the 1000 mm diameter pipe without the loss of storage capacity. A dwarf wall around the 1000mm diameter inlet within the rectangular tank would ensure that the 1000 mm diameter flowmeter remained full. Note it would also measure the total output of the plant. This will probably result in the contact tank being used to feed the two reservoirs (through the 1000 mm diameter pipe) with all of the outlets (5) then originating from the reservoirs.

It would appear to be relatively straight forward to incorporate the storage available from the circular tank and so remodelling of the 600 mm diameter outlet pipework is needed to improve the operation of the outlet flowmeters. Reintroduction of this reservoir could be achieved at the same time.

Recommendations

Re site the 600 mm diameter main from the small distribution chamber to one of the older tanks;

Construct a dwarf wall within the rectangular tank to ensure pipe full conditions in the 1000 mm diameter main;

Modify the inlet arrangement to the circular tank to allow flow from the rectangular tank; and

Flow test all outlet pipes.

3.5.7.2. Unserved Areas

MWAUWASA has reported that their most pressing problem is getting water to those properties constructed above the level of the service reservoirs (because extension of the network in the fast developing areas of the city are already covered by designs being prepared under WSDP). MWAUWASA has identified six areas in this category: Capri Point, Nyegezi, Kitangiri, Nyabungu, Nyasaka and Bugando Area.

Originally, it was reported that these areas were ‘informal’ unplanned areas but in reality some of the areas are formal and surveyed, and some of the properties are low density high quality residences. By not serving these areas MWAUWASA is losing out on revenue as well as subjecting residents of these areas to hardship. Some higher density (informal) areas are also included, particularly in Bugarika and Kitangiri.

In addition, water supplies are needed in the Igombe area to the north of the airport. This is the site of an existing MWAUWASA intake (yet to be equipped) and there are no plans to provided full treatment at this stage. The area is rural in nature but the Council has plans to develop the area.



3.5.8. Operations and Maintenance

High specification control equipment has been installed at all pumping and booster stations (and the treatment plant). There is already evidence of problems with maintaining the plant and some parts have already failed. The plant is generally working well but the use of such equipment raises the issue of how it will be maintained. MWAUWASA needs to assess the value of retaining their own technicians in-house or perhaps outsourcing the maintenance to specialist locally represented companies.

3.5.8.1. Non-Revenue Water

In calculations prepared previously by MWAUWASA, process losses at Capri Point Treatment Plant were included as Non-Revenue Water. It is normal to ignore such loses since it is not water available for sale. If treated water into supply is considered then the NRW for the year 2009/10 calculates as 42.2%. An indicative water balance based upon average daily flows is given below; in the absence of supporting data certain assumptions are made.

Table 3.24 - Water Balance for Mwanza – m3/day

System Input Volume (Treated Water)

52,944

Authorised Consumption

34,022

Billed Authorised Consumption

30,620 Revenue Water

30,620 57.8%

Unbilled Authorised Consumption

3,402

Non-Revenue Water

22,324 42.2%

Water Losses

18,922

Apparent Losses

7,569

Real Losses 11,353

Note: Assumes 10% of authorised consumption is unbilled and 40% of losses are ‘apparent’

3.5.8.2. NRW Reduction Programme

A NRW assessment was undertaken in 2009 with the assistance of consultant Poyry. The study identified three pilot areas for detailed investigations. The radial nature of the distribution system makes identifying DMAs complex and often a number of meters are needed to capture all inflows/outflows to each area. The DMAs chosen for pilot areas were Kirumba, Shinyanga Rd and Nyakato. Kirumba was pre-dominantly residential, Nyakato industrial and Shinyanga Road mixed development.

Although the figures varied between the DMAs the studies indicated that physical losses were between 30 – 40% of system input and commercial losses around 10%. Focussed repair work reduced physical losses to around 10% of system input showing the significant improvement possible through a targeted approach.

The investigations uncovered a large number of leaks of which around 34% arose from leakage from the pipes themselves the rest came from fittings and previous (inadequate) repairs. There was also a high percentage of old or inaccurate consumer meters; only 26% of the 145 meters tested passed all tests and under-registration was a serious issue.

MWAUWASA need to replace their aging stock of consumer meters and require replacement meters and a stock of new connections and spare parts and maybe a calibration rig. A mains replacement programme is also required to replace those mains with the worse leakage. MWAUWASA should maintain a detailed database of repairs carried out to allow prioritisation of mains for replacement based on actual data.

3.5.9. Planned Developments

Under Phase 1 of the Water Sector Development Programme of Tanzania, a consultant, Don Consult, has been preparing detailed designs to extend the distribution network into new areas as shown on Figure 3.11. Don Consult Ltd is at the detailed design stage with draft designs, design reports and cost estimates and these were issued in December 2011.



Proposed improvements are confined to extending the distribution system and were limited to 100 km of pipe by the consultants Terms of Reference (diameters were 300 to 100 mm). No increase in source, treatment capacity or any reinforcement of the principal distribution network is proposed under that assignment.

The informal areas are not a priority for MWAUWASA for commercial reasons however they are an important part of society and should receive adequate water supplies. Although MWAUWASA already supply some informal areas these are the areas that can be reached within the hydraulic constraints of the existing networks. However a large number of people live outside those constraints (i.e. above the reservoirs) and therefore are unserved.

Following discussion with the technical staff of MWAUWASA, the preferred solution to these high level informal areas is a small dedicated tank; if space is not available then short duration pumped scheme using pumps sited at the reservoirs are proposed. Schemes will allow for individual connections, kiosks or possibly managed standposts. Individual consumers and kiosks will be required to have storage thereby avoiding the need for a service reservoir/tank within the network. Pumps could be selected to avoid over-pressurisation of the networks and the duration of pumping will be based upon demand but is likely to be for a few hours per day. Mains power would be required at the reservoirs/pump stations. Kiosks should continue the current practice of being community managed.

3.5.10. Future Development Needs

3.5.10.1. Operational Issues

Some operational problems limit operation of the water system and prevent the plant from working at full capacity. These issues need to be addressed as a matter of priority before demand reaches a level at which full capacity is required. Issues include the surge problems at the intake pumping station, the flow restrictions at the outlet of the treatment plant and making better use of the available reservoir capacity at Capri Point. Re-modelling the zoning within the distribution network is also a priority to reduce excessive supply pressures.

3.5.10.2. New Water Source

In addition, a new water source will be required before 2019. The indications are that the next source will also be Lake Victoria, since no other obvious sources exist. Space limitations at Capri Point require that a new location is found. Ideally, this needs to be sited in either the north or the south of the city to optimise on the existing pipeline capacity. Due to the relatively short time until demand matches supplies, planning of the new source should start as soon as practical. Studies for the source will need to assess issues related to:

Population and water demand;

Land availability;

Water quality and process requirements;

Hydraulic capacity of the network; and

PROJECT TITLE


DATE FIGURE CREATED


Fax + 44 (0) 01372 740055Tel. + 44 (01372) 726140



Figure �.��Development of CleanWater Proposals

LEGEND

0 3 6 9 121.5

Kilometers

May 2011

Treatment Plant

PumpStation

Reservoirs

Existing Pipes

New pipes proposed construction 2010 (MAUWASA)

New pipes (in the MWAUWASA long term development plan)

Note: the proposals shown in this figure are subject to confirmation from Don Consult Designs

Sept 2011



Economics of pumping.

It is anticipated that development of the city will occur to the north and south of the city.

However a second source in the south possibly at the existing Luchelele intake appears preferable because:

High levels of development at present (around half the 2031 population) will live in the southern wards;

The amount of pumping should be less; and

The topography is more suited for siting service reservoirs and treatment works.

An outline feasibility study is included in section 3.5.11. MWAUWASA already has some plans to commence preliminary studies of their own and are awaiting Board approval of the budget.

3.5.10.3. Expanded Distribution Network

WSDP Network Designs

MWAUWASA has commissioned detailed designs for extensions to the water distribution system under the WSDP. Details of these were received and have been reviewed under this project following meetings with the design consultant. The methodology and philosophy used to design the network extensions is unclear from the design documentation and is questioned by this study. The proposals include new reservoirs and pumping stations but the ‘zoning’ justification for these is not explained and is therefore uncertain. Because of this a thorough design review is recommended before construction of these designs proceeds. It is also important that the population and demand projections are reassessed as they adopted high growth rates of over 6% year on year.

The estimated total cost for the water system as designed is €20.0 million for some 100 km of new and replacement mains. The works are now proposed for funding under this project as Phase 2 of the WSDP is not yet financed. In the event that funding for the full programme cannot be identified MWAUWASA have prioritised areas as given in Table 3.25.

Table 3.25 - Water Network Expansion – Priority Areas

Priority Areas Included (part) Estimated Cost

MEUR

1 Miscellaneous Items, valve replacement etc 2.2

1 Ilemela, Kitangiri, Kirumba, Nyamanoro, Nyasaka 3.4

2 Nyegezi, Buhongwa 2.2

3 Mkonali, Butimba, Luchelele 2.0

4 Nyakato, Mabatini, Igoma, Kisesa 8.1

5 Bugarika 2.1

Total 20.0

Note: Table covers ‘designed areas only and excludes ‘high’ areas and areas to the north of the airport i.e. Igombe and Mhouze

Areas Sited Above Reservoirs

It is also proposed that new water networks should be constructed for the areas above the service reservoirs, as indicated in the Table 3.26. Because the areas are relatively small, reservoirs or water towers are proposed to provide local storage since all schemes will rely on pumped supplies.

One area, Nyasaka, is large and a reasonably sized reservoir is proposed. At Capri Point it is suggested that supplies are pumped on a restricted basis of around a few hours per day. Storage will be provided for individual premises and kiosks, since land for a reservoir will be particularly difficult and the area is hardly large enough to warrant such provision.



MWAUWASA is also conscious of the need to expand the service area to take account of current development trends. The city is expanding to the north, east and south along the main communication links. The area around Igombe to the north of the airport is earmarked for development and has no supply at present. The two options appear to be:

i. Expansion of the existing Igombe intake with a treatment plant and reservoir; or

ii. Connection to the municipal supply either by gravity from Kawekamo or Kitangiri or perhaps pumping direct from Kanayabwiru booster station together with a local supply reservoir (this assumes that the next source development occurs in the south rather than the north).

This requires further study which can be incorporated with the investigations into the preferred site for the new source.

Properties sited above Kitangiri Reservoir



Table 3.26 - Water Supply Summary – Mwanza Unserved

Area To be

Supplied From Storage Needed

Housing Densities

Estimated Population

2031

Estimated Demand

2031

Pumping Rate

Tanks size Length of mains

required

Preliminary Cost

Estimate

m3/day l/s (for hrs) m3 km €m

Kitangiri Pumping from Kitangiri Res (1259 TWL)

Yes – small tank / water tower

H, M, L 5,000 600 28 l/s (6 hrs) 150 5 0.5

Nyasaka Pumping from Mabatini rising main (300mm)

Yes – New Reservoir need on highest ground

M, L 20,000 3,000 70 l/s

(12 hrs) 1500 20 1.5

Nyabungu Pumping from Nyanshana

Yes – small tank / water tower

H 2,000 300 28 l/s (3 hrs) 150 2 0.3

Capri Point

Pumping from Capri Point Treatment Plant (1205 TWL)

No – short duration pumping to on-site storage

L 500 70 7 l/s (3 hrs) 0 1 0.1

Bugarika

Pumping from Bugando Res (1245 TWL) or direct pumping from Mabatini PS

Yes – Water Tower (possible site already secured)

H, M 25,000 3,000 70 l/s

(12 hrs) 150 10 1.0

Nyegezi

Pumping from Nyegezi Tank or Nyanza Glass Quarters Tank (1254 TWL)

Yes – Water Tower

M, L 10,000 1,500 35 l/s

(12 hrs) 150 10 1.0

Note: Design assumptions and cost estimates require confirmation 4.4

Igoma

Kisesa

Nyegezi

Isamilo

KawekamoIbungilo

Pasiansi

Kitangiri

Nyanshana

Bugando ST

Nyegezi_JWTZ

Nyegezi_SAUTI

Capri Point_Rd

2) Nyasaka

6) Nyegezi

5) Bugarika

1) Kitangiri

3) Nyakabungu

4) Capri Point

PROJECT TITLE


DATE FIGURE CREATED


Fax + 44 (0) 01372 740055Tel. + 44 (01372) 726140



Figure ��Informal Supply Areas

LEGEND

0 1 2 3 40.5

Kilometers

M��2011

PumpStation

ReservoirsExisting PipesAreas Above Resources for DevelopmentMwanza Population Footprint

Elevation Contours (m)1135 - 11551155 - 11701170 - 1190

1190 - 12051205 - 12201220 - 12351235 - 1255

1255 - 12801280 - 13301330+

Note: The population footprint shown in thisfigure is based on high resolution aerialphotography captured in 2005. It approximatesthe urban area around Mwanza.

3D view of Areasabove Resourcesfor Development

E

Igombe

Sept 2011



3.5.11. New Water Source

3.5.11.1. Background

MWAUWASA are almost totally dependent upon the existing water source at Capri Point for water supplies to the city. The theoretical capacity of the plant at peak flow is 105,000 m3/day, which is considered adequate to meet the city’s demand for water until 2018. Capri Point, conveniently, is sited directly above the CBD. The distribution network radiates from the CBD along the city’s principal roads. It should be noted that the design capacity of the plant is 85,000 m3/day and the plant may not be able to operate at peak flow for long periods.

The demand for water in 2031 is projected to be 154,768 m3/day so to meet this demand the existing source will need supplementing by an additional 50,000 m3/day. However, to plan a plant for precisely this flow would be short-sighted as the longer term demands of the city also need to be considered. Therefore it is suggested that the Authority considers a second intake and treatment plant of ultimate capacity 100,000 m3/day to be built in two phases of 50,000 m3/day each. The construction of Phase 2 can be timed to meet the actual rise in demand.

3.5.11.2. New Source Location

The city is growing quickly and expanding in all directions. Development has historically occurred along to the three main transportation corridors of the Shinyanga, Musoma and Airport Roads but now extensive infilling is occurring presenting MWAUWASA with an increasing number of problems to serve all the new areas.

There is little scope for expanding water facilities near the centre of Mwanza due to land constraints and decreasing lake water quality close to the town; so the new source would best be sited in a suitable location either in the north beyond the airport or in the south around Nyegezi away from the densest development. The plant would then supply its immediate environs whilst Capri Point will continue to serve the city centre and the opposite side of the city to the new source.

3.5.11.3. Population

To ascertain where the population growth will be highest the city’s wards, listed in Table 3.27, were assigned to north, south or central (inc. east) categories as follows. Note the population includes Kisesa. Table 3.27 - Estimated population growth by ward

Wards

Projected 2031 Population

Pop Totals by Area

Pop Totals by Area %

Central

Buswelu 41,906

291,999 25%

Nyamagana 9,803

Mirongo 8,993

Mbugani 63,150

Pamba 39,290

Nyakato 68,396

Kisesa 60,460

North

Sangabuye 41,128

373,732 33%

Bugogwa 79,080

Ilemela 60,044

Pasiansi 38,840

Kirumba 33,935

Kitangiri 22,562

Nyamanaro 67,588

Isamilo 30,555



Wards

Projected 2031 Population

Pop Totals by Area

Pop Totals by Area %

South Igogo 45,280

479,869

42%

Mkuyuni 20,675

Butimba 49,093

Nyakato 68,396

Igoma 140,602

Buhongwa 44,530

Mkolani 111,294

Total 1,145,600 1,145,600 100%

From this data the largest proportion of the population will be living in the south in 2031 - 42%.

3.5.11.4. Demand

When the demand for water is considered the picture changes slightly as the majority of the ‘other’ demands, commercial, institutional and industrial occur in the central area. The situation becomes more balanced but still with the large proportion in the south. It is considered likely that these development trends will continue for the foreseeable future. The distribution of demand in 2031 is projected to be:

Table 3.28 - Estimated 2031 water demand by city area Area 2031 Water Demand

m3/day

Proportion

North 54,706 35%

Central 43,053 28%

South 57,009 37%

Total 154,768

Positioning the new source in the area of highest demand (the south) is likely to prove more cost effective in the longer term since the pumping requirements are likely to be less.

3.5.11.5. Water Quality

Another factor to consider in locating the new source is water quality. A new source in the south will draw water from the Gulf of Mwanza and this may result in a slight deterioration in water quality compared to the more open lake water to the north of the city. MWAUWASA plan to undertake a lake water sampling programme to determine if there is an appreciable difference in water quality at the possible intake locations but since treatment is proposed this is unlikely to prove a decisive factor in site selection. Two additional factors to be considered when finally selecting the intake site are:

The possible location of waste stabilisation effluent treatment ponds on University land in the south;

The impact of any leachates from the solid waste dumpsite getting into the lake.

Neither issue is expected to have a significant impact upon the proposed works but need to be kept in mind during the final site selection process.

3.5.11.6. Site Selection

It follows that the best location for the new source from demand considerations, would be somewhere in the southern area of the city. A particular additional advantage of a new source in the south is that the land elevations are generally higher allowing the possibility that water could, if required, gravitate back towards the town centre without additional pumping. This makes sense economically but also means that should Capri Point be unable



to supply water for any reason, MWAUWASA could still deliver water to all parts of the city from its southern source providing a valuable operational safeguard. It is also likely that supplies to the north will require less pumping from Capri Point because the ground levels are generally lower than the southern area, whereas flows to the city centre from a northern plant would likely require re-pumping.

Therefore under the proposed Phase 1 development Capri Point would feed the northern and central areas and some of the southern area. The new source would supplement supplies in the south. Under Phase 2 supplies from the south would reach further north towards into the city centre. The preferred location in the south is in the Luchelele area due to the convenient access to the lake shore and apparent availability of suitable land for the treatment plant.

3.5.11.7. Igombe Source

The area of the city north of the airport is earmarked for formalising by the council and is expected to develop in the next 5 - 10 years. MWAUWASA already have an intake in the area but it is yet to be equipped. Ultimately the area can be fed by gravity from either Kawekamo or Kitangiri tank, or possibly by pumping from Kanyabwiru pump station to a localised reservoir but as yet there is no great demand to warrant a large investment in infrastructure. So in the immediate future MWAUASA could consider equipping the Igombe intake and feeding a small service reservoir with untreated (but disinfected) water. Generally, the lake water quality is marginal on whether treatment is required so for the nature of the likely development in this areas disinfected only water should be acceptable.

The recommendation needs to be revisited following the completion of MWAUWASA water quality sampling programme.

3.5.11.8. Site Options

Two alternative sites have been identified for a new intake and treatment plant to the south of the city both in the general location of Luchelele. The decision on which is selected will probably ultimately depend on the ease of land acquisition.

The preferred option (1) is sited on land just north of the existing Luchelele intake. The land is unoccupied and belongs to the fisheries department and the prisons service. There are two possible locations for the intake within this option and a number of potential sites for the treatment plant as shown in Figure 3.13. Siting the reservoir is more challenging as it needs to be near the hill top to attain the right elevation and gravity outlet.

Figure 3.13 - Location of proposed new intake and treatment works – Option 1



The second possibility (option 2) is further south with the treatment plant and reservoir located on land owned by the University. Again, alternatives exist for the intake and treatment plan but the challenge will be siting the service reservoir.

Figure 3.14 - Location of proposed new intake and treatment works – Option 2

3.5.11.9. Scheme Preliminary Design

Intake

The design of the intake will follow the precedent set with the new works at Capri Point with a 1200 mm diameter abstraction pipe laid offshore coming to an intake sump with penstocks and fine screens. The pipe diameter has been selected to minimise losses upstream of the inlet sump. Pumps will either be in a dry well or have a vertical spindle to a motor floor above. The pumps will lift flow to the inlet works at the new treatment plant through a DN700 rising main.

Water Treatment

Although the proposed position of the new intake is to the south of the city and further down the Gulf of Mwanza, there is no evidence or real concern that the water quality will be noticeably inferior. As with any lake intake site, the intake pipeline will need to extend far enough from the shore to ensure a good flow of water around the intake. This will avoid the possible build up of algae and reduce the likelihood of silt caused by turbulence at the shoreline. If this can be achieved then, as with other locations around the lake, the need for treatment is marginal and direct filtration without clarification should be adequate, as it is at Capri Point.

Like Capri Point it is recommended that space is provided for the possible inclusion of a clarification stage in case the water quality deteriorates in the future. An area of 2.5-3.0 ha will be required for the ultimate plant capacity of 100,000 m3/day, although MWAUWASA may wish to take a longer term view and secure enough space now for a larger capacity.

Provision must be made for the treatment of the filter backwash water with sludge settling tanks and drying beds. Supernatant could possibly be recycled to the inlet of the works.

Storage should be provided at the treatment plant in the form of a clear water tank to provide contact time for the disinfectant; this should be a minimum of 30 minutes storage or 2,000m3 at Phase 1.



Pumping / Transmission

From the treatment plant water should be pumped through an appropriately sized transmission main (Phase 1 –700 mm diameter) to a main service reservoir sited to command the distribution area.

Storage

The elevation of the main service reservoir should be similar to the tanks at Capri Point, i.e. at an elevation of around 1205 – 1210m to allow gravity flow to the city centre. The site for the reservoir and the route of the outlet main must be carefully selected to ensure that gravity flow can be maintained to the city. Ideally the tank should hold around 4 hours of storage at 10,000 m3 in Phase 1.

Distribution

Water should be able to gravitate to many areas from the new service reservoir. Higher areas will still need to be fed from Nyegezi which can still be filled from Nyegezi Booster Station. Existing distribution mains along the Shinyanga road can be used to take flow in the reverse direction back towards the city centre providing they are in good condition. To determine the full extent of the distribution improvements a computer model simulation will be required, however, because of the number of pipes already laid along the Shinyanga road the necessary investment in new distribution mains will be limited.

3.5.11.10. Outline Costing

The preliminary cost estimate for the main scheme components of Phase 1 is:

Table 3.29 - Preliminary Cost Estimate for Mwanza New Source – Phase 1 Item Description Cost Estimate

€ million

Intake Capacity 55,000 m3/day 1.0

Treatment Plant Output 50,000 m3/day 10.0

Service Reservoirs 10,000 m3 3.0

Transmission 6 km 700 mm diameter 8.0

Distribution 10 km 800 mm diameter say 12.0

Total 34.0



3.5.12. Summary of Interventions

The following table summarises the possible interventions to improve the water supply situation in Mwanza.

Table 3.30 - Possible Interventions in Mwanza – Water Supply

Item Remarks Estimated Cost € million

Operational problems

Surge problems at Capri Point Pump Station

Surge pressures are not being prevented by the surge suppression equipment and are damaging the pumping plant - needs full investigation and analysis – will require replacement plant at pump station

0.2

Flowmeters at Capri Point not registering accurate flows

Problems believed to arise over air entrapment within the pipe or turbulent flow conditions – needs further investigation to ascertain solution

0.2

Remodel outlet pipework to use existing circular tank at Capri Point

Need to fully utilise the available storage at Capri Point – needs further investigation to ascertain cause of problem.

0.2

Inadequate suction problems at some booster stations

Unclear whether this is operational or due to inadequate capacity – requires some modelling of the distribution network – base model exists

0.1

Air locks were reported to be a problem in parts of the network – Nyanshana Tank reported as having to operate air valves in order to supply ‘high’ areas

Unclear of the cause of this reported problem – but it is an unnecessary handicap to the efficient operation of the network – requires further investigation. Could be due to the fact that the reservoirs are not filled

0.1

Provide a second small pump at the intake to allow better balancing between intake flow and system demand

Will need some rearrangement of the ‘old’ pumping station. There is a ‘spare’ plinth but the priming system will need to be moved to accommodate a new pump

0.1

Maintenance

Supply of materials, pipes, fittings, replacement valves, etc

MWAUWASA have inadequate stocks of materials and the stores need to be stocked if maintenance issue to be addressed

0.5

Supply of consumer meters

MWAUWASA’s stock of consumer meters is old, many over 10 years old; a large stock is required to enable a sensible meter replacement policy to be adopted. 60% between 5 and 10 years

0.2

Capital Projects

Expand distribution network

Funding for Don Consult designed extensions to the network including design review of hydraulics

20.0

Develop and new water source to the south of Mwanza

Outline Feasibility undertaken under this study – full study required to confirm proposals. Ultimate capacity 100 Mld

34.0

Supplies to settlements located above the service reservoirs - six areas under consideration, Capri Point. Nyegezi, Kitangiri, Nyabungu,

Need to construct local pumped schemes possibly direct pumping not requiring central storage including managed kiosks/shops and individual connections all providing their own storage

4.4



Item Remarks Estimated Cost € million

Nyasaka and Bugando Area

Supplies to Igombe Gravity / pumped from Kawekamo / Kitangiri tank

3.0

Capacity

Need Waste Control Unit MWAUWASA need expertise, equipment, etc and technical assistance to establish an effective WCU. Help with implementing NRW strategy and establishing DMAs etc

1.5

MWAUWASA need better offices and facilities

New offices being constructed from own revenues – scheduled for 1 year from September 2010

0.5

Technical Assistance

Feasibility Study for new source for Mwanza

Lake Victoria source, identify sites, water quality, treatment process and distribution

0.5

Assistant with Set-up of WCU including undertaking network modelling, GIS database records, waste control DMAs etc

2 years programme of TA

1.0

TOTAL COST (MEUR) 66.5

Note: Prices are indicative; they include engineering, supervision and contingencies ex. VAT.



3.6. Wastewater

3.6.1. Introduction

Mwanza is in the process of expanding its sewerage system, investing in constructing both sewage treatment works and extensions to the sewer network. Additional extensions to the existing sewer network and a new eastern sewage treatment plant are planned for the Igoma area under the WSDP, although funding was not identified for implementation.

3.6.2. Sewer Network

The existing sewer network prior to the current expansions served principally the central business area of Mwanza. Flows drain by gravity to a Central Pump Station for boosting to Ilemela WWTP to the north.

The recently completed sewerage contract included for the construction of new sewers in the Kirumba area to the north-west of the centre and in Mwanza south covering parts of Igogo. Both these new areas drain to new pump stations which pump into the existing network and drain to Central Pump Station. The contract reportedly included for house connections but there have been problems getting people to connect as individuals are responsible for the cost of works within their own boundary.

The existing treatment plant at Ilemela was also expanded and rehabilitated. An additional extension to the sewer network including design of a new treatment plant at Igoma has just been designed under a separate WSDP contract.

It was reported that many industries are not connected to the sewerage system. Some industries have apparently installed small pre-treatment units. These are reported to be of limited impact and the closeness of the industries to the lakeshore leads to discharges of raw or semi- treated wastewater directly into the lake. The industrial effluent generation in Mwanza is estimated to be about 6,500 m3 per day. Most garages lack oil and grease traps, hence oil and grease are washed off into the lake especially during heavy rains. Some fish processing industries discharge residues and waste into the lake. Some industrial discharges are outside the limits for discharge into the sewers.

The control of industrial discharges calls for proper regulation and enforcement of environmental protection legislation, with industries compelled to pre-treat and discharge their effluent into the sewerage network, however, it would be advisable to include for specialist industrial wastewater process support to the industries to try and identify ‘benefits’ to the owners as encouragement for them to undertake improvements.

3.6.2.1. Existing Sewer Network

The network serving the central area of Mwanza was constructed between 1969 and 1972, and was rehabilitated in 2001. It is reported to have a total length of about 30.4 km (27.3 km originally constructed and the rest added by the water and sewerage company). The sewer network consists of uPVC, concrete and steel pipes (pipes of 150 to 750 mm diameter). It serves only the central business district and immediate surrounding areas. The system covers approximately 8% (35,000 people) of the city water supplied area. The number of sewerage connections is reported to be approximately 2,000.

All sewage flows are by gravity to the pumping station in the city centre (Central Pumping Station). At the pumping station, the flow passes through coarse and fine screens and two constant velocity grit removal channels before passing through a flume into the pump wet wells. The existing pumping plant is reported to have been installed in 2002. The pump station has three dry vertically installed KSB pumps (dry well installation). The pumps are rated at capacity of 85 l/s at a head of 80 m. At the time of visit two pumps (duty and standby) were reported to be in good working condition. One pump had been disconnected for repairs.

Sewage from the Central Pumping Station (CPS) is transferred via a 400 mm diameter ductile iron rising main and 750 mm diameter concrete sewer pipe which gravitates to the



Ilemela sewage treatment plant located some 5 km north of the city centre. The treated effluent is drained to Lake Victoria.

According to the final design report for Mwanza sewerage, prepared by Poyry, the measured capacity of one pump (at CPS) is 41.2 l/s (3,560 m3/day) at 70 m head. This, however, contradicts observations on site. It was reported that the daily flow into the pumping station is 2,500-2,800 m3/day Dry Weather Flow (DWF). The pumps run for about 9 – 10 hours per day. There is no flow measuring device at the pumping station hence it is difficult to determine the flow into the pumping station. The flow figure quoted above was derived by Poyry and confirmed through discussions with the Sewerage Engineer (MWAUWASA).

3.6.2.2. Works Being Implemented Under the Ongoing Sewerage Contract

The design study for the works under the sewerage contract was conducted under the project titled “Mwanza Water Supply Project Phase II Sewerage” by Poyry / C Lotti & Associati / Inter-Consult Joint Venture. The final design report for the works was submitted in August 2007. The construction works started in January 2010 and at the time of the site data collection exercise (mid 2011) the works were in progress.

The works are being supervised by C Lotti & Associati S.P.A. in association with Poyry Environment Gmbh (Tender No. 5 – 2008/2009). The contractor for the works is a Joint Venture of Jos Hansen & Soehne GmbH/JR International Bau GmbH. The contract was originally scheduled to be completed in January 2011 but was delayed for about 8 months due to funding problems. The contract was scheduled to be completed in July 2011.

The project is estimated to increase the Mwanza sewerage system coverage to 15%. The main components of the works being undertaken are as follows:

i. Construction of Sewer network in the northern scheme:

a. Construction of approximately 24.3 km of collectors, interceptors, and branch lines of 200 to 300 mm diameter uPVC sewers and approximately 880 circular prefabricated manholes. The construction work for the sewer network and the manholes had been completed. However the system had not yet been commissioned;

b. Construction of approximately 4,000 house connections. It was reported that only 700 house connections had been made in this area. Anecdotal information revealed that more house connections were to be constructed;

c. Construction of Kirumba Pumping Station along Kirumba Road near Mwaloni area. The pump station had been constructed and the pumping equipment installed; and

d. Construction of a Transmission Main from Kirumba Pumping Station to an existing manhole near the central pumping station. This too had been completed.

The areas being served by the northern scheme network include, Kirumba, Kitangiri, Mwaloni and Nyamanoro. Sewage will be collected from all the above areas via gravity flow and pumped to the existing Central Pumping Station.

ii. Construction of Sewer network system southern scheme:

a. Construction of approximately 1.9 km of collectors, interceptors, and branch lines 200 to 300 mm diameter PVC pipes and 101 circular prefabricated manholes. The construction works had started by the time of the visit;

b. Construction of approximately 300 house connections. These works had not yet started;

c. Construction of Mwanza South Pumping Station opposite Mwanza South Railway station along Shinyanga Road. The pumping station had been constructed and plant installed; and

d. Construction of the Transmission Main from Mwanza South Pumping Station. This too had been done.



The areas being served by the southern scheme network include Igogo and the industries in the area. Sewage will be collected from the above areas via gravity flow and pumped to the existing Central Pumping Station.

It should also be noted that, as reported, the effluent from the fish processing industries south of the CBD does not meet the quality standards required for discharge into the main sewer. As a consequence effluent is discharged into Lake Victoria. This is a totally unacceptable outcome and MWAUWASA are urged to engage the industries concerned together with NEMC to find an acceptable solution to this problem and to ensure that these discharges cease as soon as practicably possible.

iii. Modification and expansion of the wastewater stabilization ponds at Ilemela.

iv. Construction of approximately 5,000 house connections. However during the data collection exercise, it was revealed that due to financial constraints, only 1,600 house connections will be constructed.

v. Rehabilitation works at the Central Pumping Station. Again it was reported during the data collection exercise that the works to be undertaken at the pumping station will comprise:

a. Rehabilitation of the existing screens; and

b. Replacement of two or three pumps of similar capacity as the existing depending on the availability of funds.

One major observation during the data collection exercise was that no overflow ponds had been allowed at the pumping stations. Overflow channels had been constructed to direct sewage into the lake in the event of system failure.

3.6.3. Planned Developments There are planned developments of the sewer network. Some of these are designed and have draft contract documents prepared, and others are still under consideration.

A consultant (Don Consult/CEC) has been engaged to map the planned expansion of Mwanza sewerage under the project dubbed ‘Water Supply & Sewerage in Mwanza and Improvement of Water Supply in Magu, Nansio, Misungwi, Ngudu, Sengerema and Geita Townships’. The design study is being conducted by Don Consult Ltd (Tanzania) in joint venture with CEC Engineering Centre (Amman – Jordan). A preliminary design report to this effect was submitted in September 2010. Proposed and existing wastewater assets are shown in Figure 3.15.

3.6.3.1. Network Extensions - North of Town

The consultant Don Consult has designed 54 km of new sewers and extensions to the Mwanza Sewer network in the Ilemela, Lumala, Kiseke and Pasiansi areas of the town. Atkins has been supplied with the draft contract documents, including drawings, for the proposed extensions, but design calculations and flow calculations have not been seen. The design includes two lift stations to pump flows to the existing works. The design does not include house connections.

The areas proposed to be served lie to the north and east of the city centre mainly to the east of the road to the airport, although a small part of the area to be sewered lies in Ilemela between the airport road and the Lake. The main area to be served lies directly to the east of the treatment plant.

One area proposed to be sewered runs south east along the route of the Pasiansi River, extending into the Isenga hills. Most of this area appears to discharge into the existing 600mm sewer immediately upstream of the Ilemela WWTP, but this needs to be checked on the drawings. The rest of this area drains towards the airport road in the vicinity of the WWTP, but flows north along the airport road to a new pump station, LS1, located approximately 1 km north of the WWTP, from where it is pumped back to Ilemela WWTP.

The LS1 pump station also collects flows from most of Ilemela and the Kiseke area.



The northernmost part of Ilemela is shown as draining to pump station LS2, located approximately 1km west of the airport terminal, about 300m from the Lake. This pump station pumps to a gravity sewer draining to pump station LS1.

Although supporting calculations have not been seen it appears from the sewer sizes that the works proposed allow for future extension eastwards at a later date.

The draft contract documents include details of pump stations LS1 and LS2. The capacity of pump station LS2 is 1,900 m3/day, with two duty pumps of 950 m3/day. The capacity of pump station LS1 is 12,960 m3/day, with three duty pumps of 4,320 m3/day. It should be noted that this appears to be way above the design capacity of Ilemela treatment plant.

3.6.3.2. Other Planned Extensions

The design study also proposes the construction of a new wastewater treatment plant (waste stabilization ponds system) at Igoma. The proposed site for this plant was visited during the site data collection and study exercise.

Following discussions with MWAUWASA it was noted that plans are in place to extend the sewer network further based on 3 main drainage basins. The need for extending the sewerage system to these areas was confirmed through visits to the affected areas. The complete list of proposed interventions is as follows:

Ilemela (north)

i. Construction of sewer network in Mabatini area, part of which can drain to the Central Pumping Station by gravity.

Igoma (east)

ii. Construction of a pump station at Buzuruga. This pump station will drain the main developments along the Musoma road including Buzuruga, Nyakato, Mecco, Isegenke and part of the industrial area. Industries such as Coca-Cola, Serengeti Breweries and areas such as Busuwelu, Igoma and Kisesa will drain to the proposed treatment works by gravity. Sewage will be pumped to the proposed sewage treatment plant at Igoma. This will also involve development of the sewer network to serve the above areas.

iii. Construction of a sewage treatment plant at Igoma. This is discussed below. The proposed site for this plant was visited. It was observed that land is available for the development. No major developments had taken place in the area and the land is fairly flat making it suitable for development of waste stabilization ponds. There used to be a treatment plant owned by Mwanza Textile (MWATEX) and serving the industries in the vicinity. However the plant collapsed due to lack of maintenance. At the time of the visit, the sewer conveying flow to the works was overflowing, discharging raw sewage into the environment without pre-treatment. A sewage river had formed out of this practice and raw sewage was being used for irrigation by small scale holders. Odour and smell nuisance was evident.

St Augustine (south)

iv. Construction of a pump station at Nyegezi – Luchelele. This pump station will serve Nyegezi and Mukorani. Sewage will be pumped to the proposed treatment works at St. Augustine’s University. The development will also entail construction of the sewer network to serve these areas.

v. Construction of a sewage treatment plant at St. Augustine’s University. The land belongs to the university. MWAUWASA stated that the university was willing to part with the piece of land for the development. It was stated that negotiations were underway to acquire the land. The place is sparsely inhabited and fairly flat hence suitable for development of waste stabilization ponds. Preliminary studies and designs need to be undertaken as a matter of urgency to determine the size of land required for construction of treatment works (future year) to enable acquisition of adequate land.

WWTP

WWTP

WWTP

Pump Staion

Pump Staion PS2

Pump Staion PS1

Pump Staion PS1

Pump Staion PS3

Pump Staion PS22

Pump Staion PS31

Pump Staion PS12

Pump Station PS2

Pump Staion PS 11

WWTP (Alternative 2)

Pump Staion PS21, PS 32

ILEMELA

Mirongo

PASIANSI

Semba

Malaya

KIR

UM

BA

Nyamalele

Nyakurunduma

Semba

PROJECT TITLE


DATE FIGURE CREATED


Fax + 44 (0) 01372 740055Tel. + 44 (01372) 726140



Figure �� - MWAUWASAproposed and existingwastewater assets

LEGEND

0 1 2 3 40.5

Kilometers

May 2011

Waste water service area status (Feb 2011)Existing

Phase 1 (construction complete, not operational)

Phase 1 (house connections under construction)

Phase 1 (proposed completion 2015)

Phase 2 (proposed completion 2025)

Existing Pump Stations (Feb 2011)

Rivers

Existing Sewers

Waste stabilisation ponds

Proposed new assets

Proposed new sewers

Sept 2011



3.6.4. Sewage Treatment

There is currently one significant municipal sewage treatment works, at Ilemela, located to the north of Mwanza near to the airport (adjacent to more waste stabilisation ponds owned by the brewery). This is currently being re-constructed under the on-going sewerage construction contract. The process is essentially as described in Section 4.3 of the Final Design Report Mwanza Water Supply Project Phase II – Sewerage. It is designed to increase the capacity of the works to 5,750 m3/day and comprises:

A simple inlet works with a flow measurement flume, with a 200 mm throat, and a hand raked screen. There is also a small 300 mm diameter overflow/by-pass pipe to a river channel (and hence to the lake).

A channel conveying flow to three anaerobic lagoons operated in parallel, with flow diverted to each. The depth of the anaerobic ponds was said to be 3 m; the design report says 3.75 m. The ponds are lined with a plastic liner which apparently covers the entire pond and is run up the sides onto the banks between the ponds. This differs from the Design Report which envisaged a layer of clay to line the ponds. In one of the facultative ponds the liner had risen to the surface in two positions. This is presumably because of gas production below the liner. Rising membranes are unacceptable and this should be permanently addressed (some valves have been added to allow the worst bubbles to be bled). It is common to provide some form of venting system to allow gas forming under the liner to escape, but this does not appear to have been the case here.

The outflow from the three anaerobic ponds is combined and flows to a flow splitting arrangement which divides flow to four facultative ponds. Flow from all four of these ponds flows to the first of six maturation ponds, operated in series, with flow discharging from the final pond to the Lake.

There are also reception/settling tanks for septic and cess wastes, with the supernatant taken to the lagoons and the sludge to drying beds.

Construction work on the site was completed in mid 2011.

Ilemela Ponds – air bubble under membrane (in foreground)

Based on the flows measured at the inlet works, flow currently varies between less than 10 l/s when there is no pumped flow to around 120 l/s when the pumped flow is arriving at the works. At the time of the visit only one pump was being used, suggesting a pumped flow of approximately 110 l/s. Although the pump curves for the installed pumps were not seen, this flow is not inconsistent with a duty point of 85 l/s for two pumps operating. If two pumps were to be operated the peak flow would be approximately 180 l/s, which would flood the flume at the works inlet which was only designed for 137 l/s. The problem appears to be that



the design of the inlet works was based on a pump flow of 40 l/s, less than half of the actual flow.

Pump running hours are recorded at the pump station. Typically, a pump is run for around 9 to 10 hours/day. Assuming a flow of 120 l/s at the works this equates to a daily flow of 3,900 to 4,350 m3/day (including infiltration). This compares to a design flow of 5,750 m3/day. Flows will be higher during the rainy season than those seen.

It seems that:

There is spare treatment capacity at the ponds of around 1,800 m3/day, equivalent to a population of around 22,500, assuming a sewage flow of 80 l/h/day. The current sewage contract includes for around 9,000 house connections. So if implemented this would more than take up the spare capacity in the waste stabilisation ponds.

The hydraulic design of the waste stabilisation ponds particularly the inlet works appears inadequate.

If the above analysis is correct then the flume at the wastewater treatment works needs to be increased in capacity, principally by increasing throat width to around 300 mm and increasing the depth of the flume. The hydraulics of the whole works should be checked to ensure the works can handle higher flows.

More treatment capacity is required as the ponds which could be at capacity within two or three years, if connections are made as planned. However, the actual rate of sewer connection may well be lower than planned, given the relative unwillingness of people to pay for sewerage. MWAUWASA charge a fixed TSh 5,000 fee for connection to the sewerage network but the householder is responsible for providing and installing the connection pipe from the house to the sewer – making the connection expensive and discouraging customer take-up.

The old (existing) inlet screen and flume at Ilemela has been abandoned in order to provide more head for flow to the new anaerobic ponds. The flow measurement flume in the abandoned inlet works is of the order of 300 mm; this appears more appropriate.

The rehabilitated Ilemela plant has 26 sludge new drying beds – resulting from a design decision that drying beds should have capacity for one year’s sludge – this is seemingly an excessive number.

3.6.4.1. Impact of Proposed Sewers on Ilemela Treatment Plant

Whilst Atkins has not seen the design calculations for the extensions to the sewer network designed by Don Consult, it is quite apparent that the anticipated flows, based on the sewer sizes and the capacities of the two proposed pump stations would soon lead to over-loading of the existing Ilemela sewage treatment works.

The design capacity of the works is 5,750 m3/day and the recent sewerage contracts are likely to utilise most of the spare capacity if all the connections are made. The capacity of the LS1 pump station is 12,960 m3/day, and some other flow may gravitate to the treatment works; thus it is likely that flows would be too high to be treated at the existing plant. This is true even if it took some years for flows to develop as the existing sewer network appears to be such that the capacity of the works will be reached. It would therefore appear wrong to construct any significant extensions to the sewer network without addressing the issue of treatment capacity.

It would appear that more treatment capacity is required in the area of Ilemela. The options appear to be to expand capacity at or adjacent to the existing works, possibly amalgamation with the neighbouring brewery plant, to construct a new treatment plant, or some combination of these. Whilst no flow projections have been seen, the capacity of the existing water treatment plant is approximately 100,000 m3/day, compared to current wastewater treatment capacity of 5,750 m3/day. Wastewater treatment capacity would be increased to 18,250 m3/day if the new 12,500 m3/day plant was constructed at Igoma. A reasonable increase in capacity at Ilemela would appear to be of the order of 12,500 m3/day, to be similar to the likely mid-term flows from the Don Consult sewerage works. Provision for doubling this to 25,000 m3/day would also appear appropriate.



Figure 3.16 – Area for Expansion of Ilemela WSP

It is noted that the 2004 Poyry/GKW “Mwanza Water and Sanitation Project Impact Study” (Sections 7.1.3 and 7.3.1.2 of Volume 1) anticipated a treatment capacity of 8,002 m3/day in 2015 increasing to 13,595 m3/day in 2025. The report apparently details how the proposed 2025 works would be fitted within the available land.

However, the works as designed and recently constructed are based on a subsequent Final Design Report by Poyry, C Lotti and Interconsult. The works as designed have a capacity of 5,750 m3/day. This is far less than in the earlier report and appears too low. The Report provides no details of any future expansion.

It would appear appropriate to identify the options for increasing treatment capacity at Ilemela or in the near vicinity and to ensure that sufficient land is available prior to committing to any expansion of the sewer network. MWAUWASA has indicated that there is additional land available for expansion, although this is currently occupied by informal dwellings, and it’s is also noted that there are more ponds on an adjacent site belonging to a brewery, which could offer scope for shared facilities. This needs to be explored further.

3.6.5. New Trunk Sewer, Sewerage, and Treatment Plant for Nyakato and Igoma

3.6.5.1. Existing Wastewater Facilities

Atkins has examined the possibility of taking forward the proposals for a new WWTP at Igoma to serve the eastern part of the Mwanza urban area, Nyakato and Igoma, located along Nyerere Road and its eastern continuation as part of a priority programme for Mwanza. This area includes the main industrial area of Mwanza including; Coca Cola; Pepsi Cola; an Oil Mill; Serengeti Brewery; Mwanza Textiles; Nile Perch Fisheries; an abattoir; and a mattress factory. In addition there is extensive domestic and commercial development along the main road and in the adjacent areas.

As noted earlier, there are some existing facilities which serve the industrial area. These comprise a sewer running from the Coca Cola plant, reportedly serving other industries, to a lagoon treatment plant in a river plain to the east of Mwanza at Igoma. However the condition of the sewer appears poor, with waste overflowing from chambers, and the lagoons no longer operational. Based on a site visit it appears that the waste is used by the local farmers to irrigate the rice and other crops grown in the area.

No information has been seen on the quantity or quality of wastewater in the industrial sewer.

Area ear-marked for expansion of WSP

Ilemela WSP

Brewery WSP



3.6.5.2. Planned Developments

Don Consult

The most recent proposal is that in a January 2012 Don Consult report referenced above (#12). This envisioned the construction of a lagoon-based sewage treatment plant at Igoma. The report assumes that all the properties in the areas of Nyakato and Igoma will be served by septic tanks, and the plant was proposed to treat septic sludge tankered to the works, with no incoming sewer proposed.

The works proposed comprises two streams, each with a reception/settling tank followed by anaerobic and facultative ponds, and polishing in constructed wetlands, effectively reed beds. All flow was to be received by tankers.

Given that there already is a (partly defunct) trade sewer in the area it would appear wholly inappropriate not to make provision for diverting this flow to the new works.

We note that Don Consult is projecting very large contributing populations to the proposed Igoma plant, increasing from 290,000 in 2012 to 1.86 million in 2032. These figures appear excessive.

Another issue is to what extent it is considered desirable to use sewerage systems based on septic tanks for the entire area. Given the practical difficulties associated with maintaining the tankers required, and the relatively high population density, and the clear need for an industrial sewer, it is likely that the solution proposed is both uneconomic and is likely to lead to problems with septic tank and soak-away operation. It is unclear why Don Consult opted for the system proposed.

C Lotti etc

This report envisioned the sewerage and sewage treatment for the Igoma and Nyakato areas not being provided until (their) Phase 3, after 2025. Thus no outline design was done for the treatment works although domestic flows and lengths of sewer were provided.

The concept for the sewer network appears to be to have a gravity sewer running eastwards from the vicinity of Mwanza Textiles, and two pump stations to the west, the first serving approximately half the population as far west as almost to the River Nyakurunduma, and the second serving the remaining population in the rest of the proposed service area, extending further west to the outskirts of Mwanza.

The proposal appears deficient in that the natural location for pump stations is at low level, and it would be more logical to have a large pump station at the River Nyakurunduma serving an area running westwards for approximately 500 m and eastwards for approximately 2 km, in both instances to the top of the adjacent hill. This would be the natural solution and we have assumed that this would in fact be what should be implemented. Additionally the pump station at the western end would have a short rising main to the gravity sewer flowing east to the pump station at the River Nyakurunduma.

The Lotti report makes no allowance for industrial flows, apparently on the basis that they will be treated by the industries; however we consider this unrealistic, and would assume that they would discharge into the main trunk sewer. Lotti project a sewered population of 89,000 by 2025, a fraction of that assumed by Don Consult, although the two numbers are not precisely comparable.

Lotti did not propose an outline design for the Igoma WWTP, although a cost estimate was prepared. It appears that this was based on unit costs per area of pond, with some additional allowance for land acquisition and mechanical and electrical works. Additional allowances are added for engineering and contingencies. The per capita investment for treatment appears to be approximately 45 Euros/head, which we believe, although low, is not unreasonable.

The Table 3.31 below, copied from Lotti’s Report, sets out Lotti’s assumptions on sewer lengths and flows for Nyakato and Igomo. In addition two pump stations are assumed.



Table 3.31 - Future development of sewerage of northern part I (Nyakato and Igoma) C. Lotti Design Year - 2025

Nyakato Igoma Total

Sewer length (km) 60.0 36.2 96.2

Connection rate (%) 98 98 98

Connected population (c) 55,000 34,000 89,000

Maximum hour discharge (l/s) 226.5 155 382

Maximum day discharge (l/s) 141.1 95.1 236.2

Maximum month discharge (l/s) 131.4 88.5 219.9

Average day discharge (l/s) 121.7 81.9 203.6

Annual discharge (Mm³/a) 3.8 2.6 6.4

The 2025 annual discharge of 6,400,000 m3/year is a daily flow of 17,534 m3/day.

The investment proposed by Lotti for 2025 is summarised below, with all costs in MEUR.

Table 3.32 – Cost Estimate C. Lotti

Item Cost (MEUR)

Sewerage costs including rising mains and house connections 6.5

Sewage Pumping Stations 0.5

Sewage Treatment including land acquisition 3.5

Total 10.5

Overall the Lotti proposals appear reasonable, except that there is no allowance for the industrial flows, as far as can be seen from the documents provided.

3.6.5.3. Proposed Programme of Works

In general Atkins considers that the Lotti proposals provide a reasonable basis on which to proceed. However it is believed essential to cater for industrial flows, and any proposal should be flexible enough to cater for some future uncertainty.

Poyry et al Demand Projections

The 2009 report by Poyry et al estimated that total industrial water consumption in Mwanza 2010 would be 3,380 m3/day, of which around half was in the Igogo zone. This suggests an upper bound of around 1,700 m3/day in the Igoma area.

The domestic demand proposed by Poyry is an average of 17,591 m3/day in 2025. Institutional and commercial demands are stated by the 2009 report to be around 20% of domestic, and would therefore be approximately 3,500 m3/day.

Current Water usage

Data on water usage in Zone G, which MWAUWASA stated was the area concerned, was provided by MWAUWASA for the month of December 2011. This is provided below.

Table 3.33 – Water Usage – Igoma Area

Class of User Data from

MWAUWASA m3/month m3/day

Beverage plants 62,745 2,024

Other industries 35,335 1,140

Commercial 24,075 777

Domestic 161,322 5,204

Institutions 23,034 743

Water Kiosks 2,381 77

Temporary (construction) 909 29

Total 309,801 9,994



Atkins was not provided with support to these figures and whilst they appear reasonable it would be prudent to check wastewater production with the major industries. It can be seen that the industrial demands totalled 3,164 m3/day, around twice that implied by the 2009 Poyry report. Institutional and commercial flow is approximately 29% of the domestic, which is in line with Poyry’s assumptions. The domestic flow, of 5,204 m3/day in 2011, or slightly more if water kiosks are included, is approximately 30% of that projected by Poyry for 2025.

Suggested Future Demands and Waste Flows

Comparison of the December 2011 actual demands with Poyry’s projections suggests that the industrial demand is significantly higher and the domestic demand is lower, although we would expect a significant increase by 2025. Overall we suggest that the Poyry projections be accepted, but with an industrial demand of 3,400 m3/day. Compared to the data provided by MWAUWASA the industrial flows appear a little low, and Atkins consider the domestic flows high, but, given the uncertainties inherent in projecting demands, the overall projection appears reasonable.

Thus Atkins considers the total average demand in 2025 based on Poyry’s report and assuming a doubling in industrial flows would be approximately 24,491 m3/day.

After allowing for return to sewer (85%) and infiltration (25%) then the average flow would be 26,021 m3/day. This flow would require a 800 mm sewer laid at a gradient of 1 in 500, which would have a capacity of approximately 46,000 m3/day when running full. This equates to a peak flow factor of around 1.8, which is considered reasonable.

Outline of Suggested Works

Atkins would therefore propose a trunk sewer capacity of 46,000 m3/day, assuming a 2025 average flow of 24,491 m3/day. This capacity would be provided from the vicinity of the Textile plant to the treatment works.

To the east of the textile plant there would be a pumping station located on Nyerere Road where the River Nyakurunduma crosses, fed by trunk sewers from the east and west. These would need to be designed but it would seem that a 300 or 400 mm pipe would be adequate to the east and a 600 mm pipe to the west. The planned capacity of the pump station would be approximately 20,000 m3/day, of which maybe one third would initially be installed. There would be a 450 mm rising main running eastward to discharge at the top of the hill adjacent to the textile plant, into the trunk sewer.

Lotti assumed a total length of 96.2 km of sewer in 2025, including trunk mains. This would represent approximately 90 km of other sewer. Without an assessment of possible routes that would require more detail than could be done in the time available it is not possible to comment on the reasonableness or otherwise of this figure. In the short term it is suggested that an allowance be made for 25 km of sewer additional to the trunk system, but this figure is an allowance and is not based on an engineering assessment.

Atkins suggest a reasonable treatment plant capacity is 12,500 m3/day, which will cater for existing industrial flows and a significant domestic and commercial flow, which in practice will most likely take several years to develop. Provision should be made for doubling the capacity in the future to match trunk sewer capacity. Atkins viewed the proposed location for the treatment plant. We were told that it was on government owned land that will be transferred to the city. It appears to be good quality farming land and using it for sewage treatment will require proper consideration of the current use and possibly appropriate compensation. It may also be advantageous to provide facilities for use of the effluent in irrigation. A suitable outfall will be needed.

We note that the strength of the waste that will be discharged to the treatment works is unknown. However Atkins considers it reasonable to design on an assumed strength similar to that of the waste received at the existing Mwanza plant. If the assumptions on sewage strength prove to be significantly wrong then this will need to be addressed when the works are extended. The lack of information on loads should not be used to delay the design of the works, but does mean that some flexibility needs to be built in. There is an abattoir in the catchment and the strength of waste from this plant needs to be closely monitored, and pre-treatment provided if needed.



Atkins considers that the above represents a reasonable basis for a programme of works for the period 2012 to 2017. There is inevitably uncertainty about the extent to which connections will be made to a new network, but the suggested investment is underpinned by the significant existing industrial flows which should ensure that the lower portion of the trunk sewer and the waste stabilisation ponds will function satisfactorily.

The next major phase of works would be to extend the sewer network westwards, requiring a further pump station nearer to Mwanza, and possibly an extension to the treatment works at Igoma.

3.6.5.4. Sequence of Works

The proposed expansion of the sewerage networks requires a considerable investment in new capital works. In the event that funds are limited, at least initially, it is important to prioritise the two main schemes. The main network expansions proposed for construction cover two principal areas; those draining to Ilemela and those draining to Igoma. Although both systems have been planned and designed neither is in an acceptable form to progress to construction as described elsewhere in this report. The uncertainties surrounding the scope to expand Ilemela WWTP including the need to resettle the people currently occupying the land suggest that this scheme may take longer to finalise than the Igoma scheme. The scheme also drains areas of reasonable quality housing currently reliant on sceptic tanks. Whilst the longer term desire is to install piped sewerage, septic tanks are perfectly acceptable if properly constructed and service.

It is considered that construction of a new treatment plant at Igoma will have a greater benefit, particularly on the environment, because, in addition to taking domestic flows it will also treat industrial effluents currently discharged untreated into an open watercourse.

Table 3.34 - Sewerage Expansion – Priority Areas

Priority Areas Included (part) Estimated Cost

MEUR

1 Construction of Igoma WWTP and sewerage networks 14.1

2 Expansion of Ilemela WWTP and sewerage networks 18.3

Total 32.4


3.6.6. Other Development Needs

The absence of a suitable sewerage master plan is a significant shortcoming. Based on what has been seen, development of the sewerage system requires co-ordination to ensure the sewer network aligns with the available and planned sewage treatment capacity. A Master Plan needs to be developed, and should be considered as part of the works that are being designed at the moment. The plan should integrate the needs identified into capital investment planning.

It was noted that a lot of attention was being put into developing a sewerage network with minimal effort on assuring house connections are constructed. It should be noted that the rate at which house connections are made translates into revenue and hence the viability of the project.

Based on the findings of the data collection and study exercise in Mwanza, the need for expansion of the sewer network to un-served areas is pressing. The city is rapidly growing, causing strain on the available systems. The proposed extensions to the sewer network under design by Don Consult will, when constructed, lead to the existing sewage treatment works at Ilemela becoming overloaded.

3.6.7. Sewer Connections

The main problem with persuading individuals to connect to newly constructed sewers, is that people who have already invested in septic/latrine tanks at their houses are not keen to



invest further to connect to the municipal network (unless their current arrangements are problematical). All regulations are in place for enforcement in the Public Health Act but there’s great reluctance to use it as it would be unpopular for the reasons given.

Encouragement and assistance would appear to be the answer. The best solution would probably be for the utility to make the connection as part of the construction works with householders only paying the formal connection charge of about TSh 5,000.

No. of connection needed 3000

Cost per connection €200

Cost €0.6 million

Provision will be required for this from within the sewerage budget.

Table 3.35 - Possible Interventions in Mwanza Sewerage

Item Remarks Estimated Cost€ million

Expand sewer network to cover Ilemela, Lumala, Kiseke and part of Pasiansi Include for house connections and pumping stations.

Studies and designs are underway for the proposed sewer network in this area. However, financing for construction has not been identified. The total area be covered by the proposed expansion is approximately 750 ha and the approximate total length of sewers is 54 km.

14.4

Extension of Ilemela WSP. Proposed sewerage system expansion in Ilemela and environs will increase the load to the ponds hence they will need to be extended.

4.3

Design and construct sewer network in Mabatini and Isamilo including for house connection and pumping station.

The sewer network for Mabatini area including parts of Isamilo will be pumped to the central pumping station. The approximate total area to be sewered is 45 ha and the total length of sewers is approximated at 3.2 km.

0.9

Design for the sewer network to serve the proposed Igoma waste stabilisation ponds including house connections and one pumping station. The cost includes for the first phase construction of the Igoma ponds.

The areas to be considered for sewerage system include; those adjacent to Musoma Road from Mabatini to Igoma. The development will also involve design of a proposed pump station at the Nyakurunduma river. The design already done for the proposed treatment plant will need to be re-worked.

12

Design studies for the proposed sewage treatment plant at St Augustine’s University grounds and the sewer network to serve the Treatment plant including for house connections and pumping stations.

The area was visited during the field data collection exercise and preliminary observations revealed that it is ideal for setting up a waste treatment plant. The studies will determine its suitability including undertaking designs and propose mechanism for land acquisition. The areas to be served by the plant based on preliminary observations include; Nyegezi, Mukorani and the areas surrounding the university. The development will also see construction of a pump station at Nyegezi-Luchelele next to the fisheries and laboratory institute in Nyegezi. The cost of land acquisition is included.

0.8

Sewerage Master Plan study 0.5





3.7. Sanitation

3.7.1. Current Situation

3.7.1.1. Networks

MWAUWASA has sewer network infrastructure, pumping stations and treatment lagoons covering the centre of the city as described in the previous section. They also possess a number of new network maintenance machines in excellent condition. However, the majority of the city relies on forms of on-site sanitation.

3.7.1.2. Public Toilets

Public toilets were not inspected during the site visit but the subject has been covered extensively by previous studies. Both the Poyry study and the more recent Don Consult/CEC report proposed extensive construction of latrine blocks at schools, health centres and other public places. The biggest problem appears to be ensuring that new latrines have running water connections to ensure improved hygiene. Most existing communal blocks are in poor condition and do not have a water connection.

3.7.1.3. Latrines and Septic Tanks

Atkins was informed that 70% of the population are in informal and low income areas, which are unserved by sewer networks. Note; many of the very wealthier areas are also still unserved. The majority of the population is therefore using on-site sanitation, in the form of latrines or septic tanks. The split between these is yet to be established. By-laws require new properties for have adequate sewage disposal facilities usually septic tanks.

From observations in the informal areas, it is apparent that most houses have latrines or septic tanks, with large and deep septic tanks being constructed wherever there is space often above ground. Sometimes these are shared between several houses.

Private tanker

Some open defecation was witnessed in very high density areas (defecation directly into an open drain), but in all but the highest density areas we would assume the existence of latrines and septic tanks. In the medium density parts of the city septic tanks are the rule. These appear to be expensive and elaborate if there is room, with ventilation pipes, and piped connections from the pour flush toilet. The tanks may not have bottoms, which will allow some soak-away (but not much, as a layer of solids and slime builds up). Problems are reported in areas with high water tables.



A private tanker operator was interviewed, who quoted emptying prices of 100,000 to 120,000 TSh, depending on the distance travelled. The official (regulated) prices charged by the City Council are 35,000 TSh for domestic locations, 50,000 for commercial and 100,000 for industrial (per trip). The tankers are 6 or 12 m3 trucks and appear to be new and in good condition. Judging from conversations, they are not currently overworked. Workload increases during the rainy season, presumably when soil infiltration and evaporation capacity drop and groundwater levels rise.

One resident interviewed had constructed a septic tank in a part of a hill which was totally inaccessible by trucks. He had no plans for emptying, saying that he hoped by the time it needed digging out the government would have a solution for their sanitation. City Council workers interviewed said that people emptied their latrines and septic tanks during the rains (flushing them down to the bottom of the hills.

Outhouse with above ground septic tank. Note this site has no means of vehicle access

Cheap (plastic sheeting) outhouse with exposed cesspool

The sites visited did not really present a sanitation problem. Medium density housing and septic tanks in sandy soil, which are accessible by trucks, and where people are not using groundwater, seems to be an eminently reasonable solution that people are readily implementing themselves.

Better surface water drainage would prevent erosion of the roads and tracks (which makes access difficult, and does present a health risk if tankers, fire trucks, ambulances etc cannot access the houses).

Sanitation infrastructure is not adequate in the higher density parts of the informal areas, where shallow soil and lack of space means the septic tanks are small and quickly overflow into open channels and gutters, which are also sometimes the pathways to access houses.

Note that the higher density informal settlements correspond to the steeper less accessible terrain. This appears to be because large plots are not really viable on steep terrain and the steep terrain is cheap to acquire and therefore gets acquired by the poorest, who only require small blocks. It is also possible that some of the hills were not actually subdivided or owned by anyone, leading to chaotic and dense settlement.



Dense, steep, informal settlements in Mwanza

Flatter terrain is more expensive and attractive to richer people, and may therefore be sold in larger plots. Flatter terrain is also much more likely to be formalised by the council than the steep terrain, and to have formal existing owners who manage the subdivision process.

Exposed pipes Leaking pipes

A large number of residents in the informal areas are connected to the water supply, which explains the need for septic tanks. MWAUWASA staff reported that many of the kiosks constructed to serve informal areas have closed down due to lack of business.

One kiosk operator we spoke to reported that their revenues were around 2,000 TSh per day, and their rent to MWAUWASA was 30,000 TSh per month, making the business bring in about half the national minimum wage (60,000 TSh / month). This suggests that ability or willingness to pay for domestic water connections were either severely under estimated, or those connections were made at a discount compared to



the price used in the ability / willingness to pay studies. Observations of these connections were that they are very long, very shallow tubes of black PE, which are leaking inordinate amounts of water everywhere. Since all of the houses have meters at the door, the leakage is attributable to MWAUWASA.

Meters are immediately before the tap – all the leakage risk is held by MWAUWASA

Regarding ability to pay, the houses built in informal areas clearly represent an important investment. Some are mud brick, but most involve cement bricks and foundations, and corrugated iron roofs. The septic tanks being constructed were large (2.5 m deep x 2 m x 2 m) and fabricated using cement bricks and mortar (see below):

Septic tank under construction

Some houses have rendering, are painted and have balconies. In all of the informal areas visited a lot of construction was in evidence and on the streets, shops were in existence and being constructed, presumably to take advantage of the disposable income of the residents. These included hairdressers, bars, hotels, general stores, schools and mosques, and indicate prosperous suburbs on the rise. The cost of



getting building materials to the more inaccessible areas is also reportedly high. These have to be brought up by hand where no roads or paths exist. This might also explain the smaller houses and plots in the steeper areas, compared to the flatter ones.

3.7.1.4. Eco-San

No eco-sans were seen and the Council and MWAUWASA staff were not aware of any. It was known what they were, as they had been seen in Arusha and Dar-Es-Salaam. There were positive reports also from Bukoba where eco-san had reportedly been piloted (but no evidence found). The reports of these pilots were that they required extensive communication campaigns to build up support for their use. It is worth noting that eco-san will be most effective where there is space for the sludge to dry or be used, and the means to transport it away to other locations. None of these conditions apply in the high density parts of the city, where eco-san could be considered. Also, eco-san is particularly useful if water is in short supply. Given the prevalence of piped water, most residents may prefer a water-borne / flush type system.

3.7.1.5. Sludge

Septage is emptied by the tankers at the landfill site Buhongwa, and in future will be emptied at the Ilemela treatment lagoons. Apparently private tankers will still be required to go to the landfill site (the reasons for this were unclear). Where there are sludge drying beds and the vision is that farmers will collect and use the dried sludge.

3.7.2. Future Development Plans

One of the main issues for the future is resettlement and formalisation of the informal areas.

From our investigations, it can be gathered the City Council has no definitive plans for sanitation infrastructure in the informal areas although they are coming under increasing pressure from the residents to provide a solution. There is an on-going project to “formalise” the informal areas, by surveying them and issuing land titles but progress is slow due to inadequate funding. Provision has been made within the development plans of MWAUWASA for some pilot communal sludge and/or condominium schemes.

The City Council informed Atkins that:

Estimates indicate that there were 49,000 informal dwellings;

Of these, 12,000 have been surveyed and formalised;

The project target is 15,000;

It is uncertain how many of the remaining 34,000 plots are suitable for title, but plots which are very “congested” will be offered strata title or resettlement;

MCC plans to develop “satellite cities” where resettlement can occur;

There are plans to acquire 3,000 plots of 12 x 20 m (i.e. 72 ha without accounting for roads or public land) at Bujungwa north of the airport as part of the resettlement offer for congested informal areas; and

Resettlement has not been formally discussed with residents in the ear-marked areas.

Apparently, the Tanzania Land Act (1999) stipulates minimum conditions for land title, including a plot size of 120 m2 and access to a road (6 m wide). Some ‘local’ exceptions to these rules were mentioned by other MCC staff and apparently plots smaller than 120m2 are being titled as part of the formalisation process.



Given this “rule”, “congested” informal areas (which correspond to the poorest, and least accessible) may not be formalised. Residents will have two choices; accept a share of a larger plot (something like strata title), or re-settle elsewhere. There is a third (and perhaps most likely) possibility, which is that everything will remain as it is for an indefinite period.

The viability of resettlement eventually depends on the alternative offered, and the cost of public transport to the existing workplaces (and time cost). Public transport in dala-dalas does not seem to be too expensive at 300 TSh. per trip (regardless of distance). However, given the minimum wage is around 60,000 TSh. per month (about € 30), people are earning 2,000-2,500 TSh. per day, and 600 TSh. on transport represents a 20-30% drop in disposable income. The resettlement compensation would clearly have to outweigh this, keeping in mind a steady income is probably worth more than a lump sum in an African context (as the lump sum will be shared or consumed quickly on pressing needs, rather than invested). If resettlement offered an opportunity to increase disposable income (for example; by subdivision and renting of the new property), it might be accepted.

It would be prudent to assume it is only possible to connect people who are titled, and that the titled plots will not be the poorest people, but will be middle class people. This offers advantages in terms of cost recovery and public land for infrastructure, but is not considered to be genuinely ‘pro poor’ by EIB/UNHABITAT.

Building pro-poor infrastructure may not account for market dynamics. If sound infrastructure is provided, the value of served properties rises and poor people who live in these newly valued properties may be displaced by landlords looking for higher returns. In that case poor people will tend to move to or congregate in less well served areas. If poor standard infrastructure is provided the poor areas may well just remain poor.

The Poyry report also proposed extensive construction of communal latrine facilities at schools, markets, community health centres and other public places and it is proposed that this should go ahead provided that water connections (and some agreement over bill payment) can be reached.

3.7.3. Future Development Options

3.7.3.1. Main Problems

Investigations have confirmed that the principal sanitation problems needing to be addressed in Mwanza are:

i. Totally inadequate provision in most schools and some other public places such as market and health centres.

ii. Problems in the low income informal residential areas because of the difficult physical conditions prevalent; the Low Income Areas (LIA) situated in the rocky inaccessible hills where conventional latrine construction (holes in the ground) is often impossible. Residents resort to constructing above ground pits (made from rocks and mud) to overcome the problem but there is no access to facilitate pit emptying and sludge removal. When pits require emptying the contents are spread around or dumped in any available spot. (Hygiene awareness seems generally good within the LIAs; it is the provision of adequate facilities that are lacking).

Both problems are significant and will only be solved by investment in appropriate infrastructure.

3.7.3.2. Regulation of Sector

Both the Utility and the Health Department of the Municipal Council are afforded roles in the provision of sanitation services. Two Acts of Parliament from 2009, the Water



Act and the Public Health Act appear slightly contradictory in that they allocate responsibilities for sanitation services to both utilities and councils respectively; in Mwanza however, good cooperation between the council and MWAUWASA means there are no problems with service provision in this regard.

The Public Health Act of 2009 is the prime legislation pertaining to hygiene/open defecation etc. and in addition the council has its own by-laws. Both outlaw most practices normally considered unacceptable but actual enforcement is rarely carried out.

The present regulations for emptying septic tanks/latrines require that, in theory, all requests for pit emptying services should come through the council and this applies to council and privately owned exhausters. The Utility takes direct requests but this is acceptable to the council.

It is reported that the Ministry of Health is preparing guidelines for the design and organisation of sanitation projects but these are not yet available.

3.7.3.3. On-Site Options for Low Income Areas

The present responsibilities for sludge collection in low income areas and its transport, treatment and disposal are shared between the city council and the water utility that handles and treats sludge at Buhongwa and Ilemela waste ponds respectively.

There are some formalised, hilly and rocky zones with quite small plot sizes (i.e. poor areas) which have a sanitation problem which poses a threat to public health (and the environment). The solution to these locations may end up being off-site or communal septic tanks (at the bottom of the hill, near truck access). Various solutions are considered below.

Access Tracks in Low Income Areas

Domestic Installations

In line with the Project Sanitation Strategy on-site facilities for individual properties does not offer an opportunity for investment under this project. In the places that on-site can work, people tend to be able to afford to provide their own facilities; however, there may still be scope for the provision of technical advice and assistance.



Investments which would improve the lot of the informal settlements and improve their on-site service are access roads and surface drainage. This would enable better sludge truck access and also help alleviate the soil saturation problem which stops septic tanks working in the wet season (increasing costs by getting trucks in for unnecessary trips).

Funding facilities for some individual householders is likely to be problematic and may cause conflict.

Presently there doesn’t appear to be any microcredit providers for sanitation/toilets (e.g. for VIPs, poor flush) - local NGO ‘KADETFU’ provide this facility in Bukoba but not Mwanza.

Effluent Only Networks

An alternative would be to construct “effluent only” networks to be attached to existing septic tanks. These networks, used in suburban America and Australia, make use of both septic tanks and a shallow, small-bore network to a carry liquid effluent where ground conditions do not permit infiltration and evaporation. Where housing density in Mwanza is increasing and limiting infiltration capacity of houses with existing septic tanks, an effluent-only network (leading to decentralised treatment, irrigation, or the sewer network) is unlikely to be a worthwhile investment as it would leave the problem of sludge disposal.

Note that ‘willingness to pay’ for this seemingly “unnecessary” investment may be limited, and given that the existing septic tanks are actually soakaways (have no bottoms and have perforated walls), the actual flow rates into the effluent network could be hard to estimate. They would mainly be useful during the rainy season, when rising water levels reduce infiltration and require extra call-outs for sludge trucks.

Sludge Removal Pipes

One option is to adopt the sludge pipe concept promoted by Poyry where, pipes are laid, above ground where necessary, to collect latrine sludge in inaccessible areas. Sludge (whilst still reasonably fluid) is manually deposited in inspection chambers at regular intervals along the pipe. It then flows under gravity to a point where communal septic tanks can collect and store sludge for later collection and treatment.

Access Tracks in Low Income Areas



Utility Staircase

Another option is to construct a combination stair/path/drain (a “utility staircase”) which connects the steep informal areas to the flat land below, where residents go to connect to transport links to work (or walk). This addresses a number of problems:

i. Access is improved, particularly for the infirm, old and pregnant. It also reduces the cost of bringing in building materials and saves a small amount of time each day.

ii. The path clearly defines public land, and is the ideal location for a semi-open channel (covered by pavers) to carry wastewater out. Wastewater cannot be removed by buried pipes, unless drilled through solid granite. Pipes will therefore be on the surface and would need to be ferrous to limit breakage.

iii. The path could also carry other utilities, such as water supply. Currently most houses in the informal areas, including the hilly ones, have piped water supply delivered though PE pipes snaking for hundreds of meters over rocks, exposed and leaking, sometimes lying in the open sewers which run down to the flat. Note that the path could present an opportunity to carry out a NRW reduction exercise and risk transfer from MWAUWASA to residents at the same time (by installing large diameter HPDE pipe and meter boxes and connections in the path).

The open channel is preferred because initially, people unused to flush toilets will probably use them as a semi-garbage bin and any pipes will quickly block. It is not anticipated that MWAUWASA will be highly responsive to these areas, and so residents should be able to unblock their own sewers should the need arise. An open channel facilitates this and makes blockage less likely in the first place.

The idea of an open channel does go against standard practice for shallow sewers, which rely on pipe pressure build up to move solids along in waves. An open channel was discussed with local sewer operators and there are a number of reasons why they may be more appropriate:

The channel should be carefully designed in an ovoid-shape to ensure that liquids are concentrated in the bottom and will move solids. The steep slopes mean that liquids could “run away” from the solids for a given flush, and so care should be taken both to reduce velocities to the extent possible, but also ensure that a constant scouring occurs, pushing solids along.

Above Ground Sewer Pipes

The final technical solution considered for improving sanitation in the steep informal areas is localised collection ‘lateral’ systems directly connecting household toilets to a collecting pipe (or channel) terminating in a communal septic tank at the foot of the hill (assuming that there is no sewer nearby). The collector pipes will need to be laid at



surface level along the routes of the existing, very steep, access pathways and could go hand in hand with upgrading the pathways (which could be ‘formalised’ by the council’s planning department as part of the operation).

It is considered that the main collector systems should be laid by contractors – consideration can be given to delegating the lateral construction to the community but this must be properly supervised (and suitable material used which could be provided through the project). House connections should be made to all toilets during construction to ensure areas are not left unconnected.

The pipes and/or channels can feed into a communal septic tank, or the sewer network if this is close by. Note in some places enough land may exist for reed-bed treatment of effluent and local reuse of septage as fertiliser. Communal bio-gas could be an optional add-on.

Conclusions

The advantage of these measures is that the sanitation problem is solved by a long term solution, so public health and the environment are improved. Well being of residents is improved in other ways (access, time, security). Residents could participate in construction effort to reduce cost.

The preferred option is the construction of above ground sewer pipes as they should be a more flexible solution to implement. The extent of the direct connections will need to be resolved with the community during the detailed planning phase.

The idea of individuals manually transferring the contents of their pit to the collector sewer is not favoured as people object to handling fresh wastes and the council consider it an added health risk although this may be the only solution for the less accessible properties. So the intent will be to connect as many toilets to the pipe as possible. In particularly difficult areas this could include the construction of shared communal facilities if acceptable and space can be found.

The cost of the “utility staircase” appears to be prohibitively high although it is possible that the project may be justifiable on economic grounds, if rationalisation of the water network with corresponding leakage reductions is taken into account.

Land availability for the staircase and communal septic tanks may be issues.

Preliminary Cost Estimate

A preliminary assessment for the above ground sewer pipes suggests the following investment will be required:

Length 500m

Properties connected 100

People served 1000

Cost €40,000

Cost per person €40

Population to be served 150,000

Cost €6 million

3.7.3.4. Management, Operations and Maintenance

These small systems should be managed by MWAUWASA and the communal tank emptied by them because they have the technical capacity and resources to do so. MWAUWASA should consider delegating operational tasks to a CBO or other organisation for day to day management and security.

The concept of a CBO (or private company) managing the small collection network, or perhaps a number of them, develops the DMM model (trialled in Kisumu) for water supply. The CBO pays a fee to MWAUWASA (or the council) for technical support



and emptying services and charges the customers directly. This method would overcome the problem of billing customers for sewerage who don’t have connections – it may also be possible to set charges more appropriately for the type of housing if necessary and could even be a micro-finance type arrangement for people who would struggle to meet normal charges. Ultimately it must be affordable if the investment in facilities is to be worthwhile and sustainable.

MWAUWASA has 3 new large exhauster vehicles and tend to take the bigger loads, council and private operators do the others. Waterlogged areas should be a priority for sewers as septic tanks need frequent emptying – this has not been raised before and may affect the priorities in the PFS.

Disposal of sludge after treatment is a problem – cultural considerations mean that people are reluctant to consider its use as fertiliser. Normally sludge will accumulate in the ponds until moved to landfill at some future date.

Previous attempts to trial proposed solutions for the informal/unplanned areas were not done due to lack of funds towards the end of the EU/KfW funded project.

Consideration has also been given to providing communal facilities in the hills but the problem is to find suitable land with any sort of reasonable access for the facilities. The alternative preferred solution is to bring the wastes down to the bottom either by pipe or some sort of channel or pipe - and store in communal septic tank until waste can be tankered away. Communal tanks will have to be on flatter land near the road i.e. prime development land, so council and community involvement is essential to secure sites.

3.7.3.5. Potential for ‘Infrastructure Led Upgrading’

The council would prefer to relocate everyone away from the hills but recognise that this is very unlikely to happen since the compensation required would be massive and although they say they have areas where people can be relocated these would need be developed for infrastructure/utilities first, again requiring finance – they are also well away from the city centre. The City Director, Mr Kabwe, said that he feels that sanitation facilities should be provided in the informal areas now, where possible, as major changes to these areas are unlikely even in the short to medium term.

The council has started mapping some areas to identify plots and buildings for formalisation of these. The problem is providing access to the properties, since the slopes are so steep that direct access is impossible. The possibility of formalising access for foot traffic along existing routes which could be formalised and would not involve significant compensation along which service corridors could be established was discussed. The idea was well received and it was noted that this would combine the ILU and utility stairway concepts. It is possible that with assistance the communities could construct stone paths along the route of which the collector system could run.

The City Director also made a commitment to support the project in terms of settling up a co-ordination team to help deliver solutions within a ‘project’ type timescale. It is likely that some funding would need to be provided to support the council in this. The biggest problem is likely to be where compensation is required to establish rights of way through any existing structures. The council are keen to service these areas because they believe property improvements will follow.

3.7.3.6. School Sanitation

The position relating to school sanitation is described locally as a situation in crisis. There appears to be some 170+ schools in Mwanza and less than 10% have facilities assessed as meeting ‘minimum’ standards (SNV - 2009). MWAUWASA confirm that some 80% actually have piped water connections (data received showing some 140 schools with connections). The City Council is responsible for paying the water bills



and, apparently, they generally pay. The key findings from SNV’s survey are presented in Appendix 3.4.

The council has also prepared a list of schools within the city. Some anomalies remain to be resolved between the lists provided by the Council, SNV and Don Consult under the WSDP. All three data sources are compared in Appendix 3.5.

Finance for the construction of new toilet facilities in schools is very hard to obtain with most spending going into school classrooms rather than sanitation facilities. Many schools share sites following sub-division of large schools into a number of smaller ones and often they still share latrine facilities. Most existing facilities tend to be basic pit latrines in poor unhygienic condition. Inadequate toilet provision results in long queues at class break times.

The existing facilities are usually managed by schools themselves although there is no fundamental reason why this service cannot be privatised as with other public facilities.

Parents may be asked for a contribution for maintenance of sanitation facilities although care must be taken to ensure that this doesn’t become divisive with facilities available to all.

It is strongly recommended that any facilities constructed under this project should, as a minimum, utilise pour flush technology and therefore require a water connection (wherever possible). Continued reliance on latrines is hardly a step forward!

SNV’s figures suggest that the primary school population is split roughly 50:50 between boys and girls although this will need to be assessed for each school during implementation. It is important that boy’s facilities are provided with suitable urinals for ease of use and to limit overall cost of facilities.

There is strong pressure from many quarters in Mwanza for something to be done about the sanitation in schools but no funds are currently available. This item needs to be properly funded if real improvements are to be made.

The following approach is recommended:

i. Consultant to work with Council to revisit every school, reassess facilities and needs, confirm pupil numbers, identify suitable water connection/source

ii. Revisit design criteria taking into account actual experience and usage data,

iii. Prepare outline design for facilities,

iv. Selected Contractor to construct facilities.

A preliminary assessment suggests that the following facilities will be required:

No of Schools 170+

No of Pupils 135,000

Pupils per toilet 30

No. of toilets required 4500

No of toilets per block 8

No. of blocks that would be required if all schools had new facilities

562

Actual requirement - say build 1 x boys and 1 x girls at 75% of schools; i.e.(2 blocks at 128 schools)

256

Cost per toilet block €20,000

Cost €5.1 million



New School Toilet Block

3.7.3.7. Public Facilities - Other Locations

The recent studies (and designs) by Don Consult concluded that additional ‘public’ facilities should be provided at the following locations:

i. Markets – 5 no. Nyamanoro, Kirumba, Mabatini, Nyakato and National

ii. Health Centres – 5 no. Butimba, Makongoro Clinic, Igoma Dispensary, Bugarika Dispensary and Luhanga Dispensary

Proposals were generally for WCs but at two health centres VIPs were proposed due to the absence of a piped water supply – this decision needs to be revisited to see if this problem can be overcome. A similar approach to that proposed for school sanitation is proposed although smaller blocks may be suitable.

No. of toilet blocks 20

Cost per toilet block €20,000

Cost €0.4 million

3.7.3.8. Use of CBOs in the Provision of Sanitation Services

Registered CBOs only work in solid waste collection not sanitation. Private companies are engaged in running public toilet facilities. Such appointments are advertised and tendered in accordance with prevailing procurement regulations.

A company will compete for and win a contract with the Council to run specified toilet facilities, usually a public toilet block; they will also receive a license permitting them to operate as a service provider.

The company’s incentive in competing for a contract is the opportunity to make profits for themselves, however they also have to pay the Council fees under their contract.

The competition process is reportedly fair, transparent and above board; and complies with the Procurement Act.

3.7.3.9. NGOs

There doesn’t appear to be any NGO actively working in sanitation in Mwanza at the current time although a number, with sanitation experience, are present in the City.



‘Plan International’ were reported to be working in the sector – but this is currently only on small water supply schemes in some rural wards. Their project does include hygiene awareness campaigns which are managed on their behalf by a local NGO, Green Hope.

SNV also have a local office and undertook some capacity building for UNHabitat during the first stage of LVWATSAN and the schools survey. They are also cooperating with DUNEA on a WASH programme for Mwanza and a change management project directly with MWAUWASA.

A number of other international NGOs have also expressed interest in supporting sanitation improvements in Mwanza, some, possibly with access to funding.

3.7.3.10. Council Facilities and Requirements

The council has opinions on what is acceptable for on-site/communal facilities but do not have standard designs as such. There are internal guidelines for the design of septic tanks for instance and consultants have produced designs for facilities.

Septic tanks designs receive approval as part of the building permit process.

Communal facilities exist at some markets and health centres, run by private companies/individuals not CBOs.

3.7.3.11. Implementation

Organisation

MWAUWASA would be happy for a third party such as an NGO stepping in to take charge of latrine and hygiene awareness, demand creation and training/organisation of private contractors and credit/subsidy schemes if these are required. However it is now clear that much of the sanitation implementation will have to be undertaken by engineers as the challenge is how to get pipes up the hill. There will need to be Council liaison and extensive community consultation which may be assisted by an NGO.

It appears that considerable time effort and money has been expended previously on hygiene promotion and awareness campaigns and the real problem, now, is a lack of adequate facilities to allow people to implement what they have learnt.

Procurement process

As an ear-marked project under WSDP the IFIs can impose their own procurement procedures as long as they are not in breach of legislation. MWAUWASA prefer this approach incorporating an IFI audit of the procurement process with procurement decision being made by the ‘project’ rather than the Ministry in Dar (i.e. the same as the KfW/EU project).

Scoping out the early the early works for Mwanza

Despite the critical assessment made of the WSDP designs prepared to date MWAUWASA felt that it should be possible to identify some distribution mains which could proceed with little risk (small diameter secondary mains and replacement mains for instance), similarly, analysis and contracts for the operation improvements can also be fast tracked. The schools sanitation programme and low income areas collection sewers could also start reasonably quickly as these will be designed as the works proceed. Contracts can be prepared on a schedule of rates basis rather than against formal designs. A potential stumbling block will be where the council is required to compensate landowners for either access for pipes/stairways or for the collection tanks. Because of the influence that the overall system (master) planning will have upon design, it is proposed that both tasks be undertaken by the scheme consultant.



3.7.4. Sanitation Cost Estimate

3.7.4.1. Preliminary Estimate

A summary of the preliminary cost estimates is shown below.

Item MEUR

School Sanitation 5.1

Other Public Facilities 0.4

Low Income Areas 6.0

Sub-total 11.5

Engineering and Contingency 1.6

Total 13.1

3.7.4.2. Subsidising Sanitation Costs

It appears that the suggestion of a sanitation charge added to the normal water/wastewater bill would be unacceptable to the Regulator. Utilities can only charge customers for the services they provide to that customer and cross subsidies are not permitted. With the proposed community schemes a charge can be levied to cover the cost of emptying which will be passed to householders – many of whom will have water connections and hence receive bills. Alternatively, if CBOs or private companies are engaged in operation of the system then they can be charged a ‘fee’ against which they can charge users.



3.8. Urban Drainage

3.8.1. General

This section of the report details the findings of the site visit in Mwanza regarding storm water drainage. As noted for Kisumu little or no studies have been undertaken in regard to storm water drainage in Mwanza. No documents were available for review and thus the documented findings are based on discussions held with the City Engineer of MCC. It should be noted that during the site data collection exercise, little time was available for field visits and for the Council to prepare adequately for the discussions. The information presented in this report was provided as a summary received at a later date. It may thus not be conclusive, though it represents the council’s appreciation of the problems at hand.

The recent road network development in Mwanza city has seen extensive development of the storm water drainage facilities within the city. The city terrain is highly rugged and this is one of the main challenges faced in relation to storm water management.

3.8.2. Existing Urban Drainage Network

The current storm water infrastructure coverage is less than 40% of the municipality. The existing structures appeared to be in good state and most of them were constructed recently. However, vegetation has started to grow in some of these and if proper maintenance practices are not employed blockages and dilapidation may begin.

It is recommended that proper maintenance practices be employed. There are several main drains into the lake and these follow the main valleys in the city. Road drains have also been provided. The road side drains empty the storm water into the main valley drains and then into the lake. From the inventory of structures provided by the Council, the length and numbers of the existing structures is as summarized below:

Table 3.38 - Inventory of Existing Urban Drainage Structures (MCC)

Item Existing Structure Unit Est. Total

1 Line ditches Kilometres 50

2 Culverts Metres 100

3 Drifts Numbers 50

4 Bridges Numbers 10


From the summary presented by the Council, following are the proposed interventions:

i. Construction of approximately 50 kilometres of new drains. These will comprise of both lined and earth drains.

ii. Construction of approximately 800 metres of culverts of sizes varying from 600 to 1,200 mm diameter.

iii. Construction of approximately 150 drifts within the city at the low lying sections on road crossings.

iv. Construction of approximately 50 new bridges. The bridges are to have spans of between 10 to 50 metres.



3.8.4. Development Needs

The possible interventions for Mwanza storm water drainage based on the proposed development needs presented above are summarized below. The costs presented were obtained from the council. Some mark-ups for engineering costs and provision for contingencies have been allowed.

Table 3.39 - Possible Interventions in Mwanza Urban Drainage

Item Remarks Estimated Cost

€ million

Construct line ditches This intervention will involve construction of approximately 50 km of new line ditches

5.7

Construct Culverts The intervention will involve construction of approximately 800 m of culverts of varying sizes from 600 to 1,200 mm diameter. In some sections, Box culverts of dimensions up to 3x2 metre twin culverts will be required. The size and type of what structure will be provided at what section, will be determined after undertaking detailed designs, cost of which are factored in this cost estimate

0.3

Construct Drifts This intervention will see construction of approximately 150 drifts

0.3

Construct Bridges This intervention will see construction of approximately 50 bridges of varying spans in Mwanza City

9.3



The total cost of the proposed intervention for Mwanza Storm water drainage improvements is € 6,300,000. This excludes the cost of constructing the proposed 50 bridges whose total cost is approximately € 9,300,000. The funding for the bridges is considered to fall under road works and not storm water drainage. The costs presented above are conceptual, and detailed studies need be undertaken to determine the actual numbers in order to arrive at a more realistic cost estimate for the proposed intervention based on need and feasibility of the proposals.



3.9. Solid Waste

3.9.1. Introduction

Currently waste management services are undertaken by a number of different means. Waste collection and disposal, under local law, is the responsibility of the Council’s Health Department. However, in 2000, the City Council passed a by-law to outsource waste collection services. As a result, small concessions have been let for each ward within Mwanza with the five Central Business District (CBD) wards being serviced by specialised private contractors, 17 wards being serviced by Community Based Organisations (CBOs) and the remaining four rural wards managing waste themselves – with waste being burnt, buried or used as manure on agricultural plots.

The Council undertake some waste collection and is responsible for the operation of the city’s only current disposal facility, a dumpsite located to the south near the village of Buhongwa.

Approximately 314 tonnes of waste are produced daily by Mwanza, but, thanks to scavenging and recycling initiatives during waste collection, the amount of material delivered to the dumpsite is around 280 tonnes per day. However, there are no weighing facilities in Mwanza and as such waste quantities are based on a volumetric estimation. In addition, waste composition is also unknown.

Whilst a number of documents report the River Mirongo to be heavily polluted with solid waste, it appears that, following a visual inspection and discussions with the Head of the Mwanza City Health Department, that the river does not contain excessive amounts of solid waste. Rather, it is polluted by sewage washed into the river during storms – mainly from unformalised hillside settlements and poorly managed latrines. Whilst there is evidence of solid waste in the river, its mouth appeared to be relatively clean and people were also seen to be picking plastic bottles out, presumably for recycling.

Mirongo River adjacent to the MWAUWASA Pumping Station

3.9.2. Collection Systems

The private companies responsible for collecting waste from the CBD are required by the Council to collect waste and also haul the material to the dumpsite for disposal. There is one company operating in each of the five CBD wards. It is currently unclear what the



collection charges are for the CBD wards but it is understood that these are comparatively high as this is the affluent and business centric part of Mwanza.

The CBOs collect directly from the waste producers in fourteen of the remaining wards. Households pay TSh 800 per month for a weekly collection of wastes. Commercial properties are charged more depending on their land use type (e.g. café, shop, industrial, etc) and charges vary from between TSh 2,000 to TSh 20,000 per month for a weekly collection. CBOs deliver the waste they collect to a central collection point from where the Council collects the waste either in an enclosed skip container or by using a front end shovel loader (wheel loader) to scoop the material off the ground and into a tipper truck. It is understood that the Council offers some support to the CBOs with items such as clothing and equipment (brushes, hand forks, etc) and also with collecting fees.

Image of Typical Centralised Waste Area and Skip

As part of the waste collection services, the private companies and CBOs are also responsible for street and public open space cleaning within their wards. They are paid depending on the amount of road/ open space they clean and the current rate for CBOs is TSh 1,000 per 300 m2 of road/ space. Average invoices from CBOs for street cleaning services to the Council are around TSh 800,000 per month but are obviously dependant on the size of the ward and length of roads within it.

Both the CBOs and private contractors undertake some recycling of materials such as plastics and metals (ferrous and non-ferrous) before disposal to the dumpsite. It is unclear what revenue they get for the recyclate but observations suggest that the revenues are not high, as stockpiles of plastic bottles can be seen around the city.

There are four rural wards where no formal waste collection takes place and waste is either buried, burnt or composted.



Stockpile of Plastic Bottles

The Council is also responsible for the collection of waste from some larger institutions such as hospitals and government buildings. These collections are generally made using tipper trucks or side-loader trucks. Wastes are collected and delivered to the dumpsite for disposal.

Waste Collection from Bugando Hospital

3.9.3. Collection Infrastructure

The Council operate a fleet of collection vehicles comprising:

4 ‘side-loader’ tipper trucks;

2 skip loaders (IVECO) – only one currently working;

1 compactor (for compacting infill/ soil in open collection areas);

1 shovel loader (Komatsu) – not operational;

1 shovel loader (O&K) – operational;



1 wheeled backhoe excavator – not operational; and

1 tractor with front loader and ‘sweeper’ attachment.

In addition, there are 30 enclosed skips (used at waste collection points) although an increasing number of these are becoming too damaged to use and/ or repair.

In general, all the equipment (with the exception of the O&K shovel loader) is old and in a poor state of repair. Breakdowns are a regular occurrence and mean the collection service is inefficient.

Due to only one skip loader truck being operational, it is unlikely that more than five skips per day are emptied and transferred to the dumpsite for disposal.

Examples of Mwanza Council Waste Collection Plant

The CBOs use handcarts to undertake the routine collection services from around the ward. Individual waste producers are responsible for storing the waste material in containers (sacks, plastic boxes, etc) which are then collected/ emptied into the hand carts before delivery to the central waste collection points.

It is not clear exactly what plant the private contractors use for waste collection but it is likely to include some form of tipper truck to transfer the waste to the dumpsite.

3.9.4. Disposal Systems

The current dumpsite is located to the south of the village of Kagera approximately 15 km (15-20 minutes) south of the CBD. The site occupies a land area of 99 ha and includes treatment lagoons for wastewater from septic tanks. There is no weighbridge at the site. Vehicles entering the site are logged and registered and their payload is estimated based on the size (volume) of the truck.



Mwanza Council Dumpsite

The dumpsite has no basal lining or leachate and gas collection and management systems in place and material is deposited directly onto natural ground (soil). To the south of the site is a river which is approximately 300 m from the site boundary, separated by a buffer of fields. Immediately to the north of the site is a hill that is environmentally sensitive and is protected from development. The dumpsite slopes from the gatehouse towards the river at the south.

The site has no boundary fence and, as a result, there are a number of scavengers that sort through the waste extracting plastics, metals and polystyrene for sale to the recyclate market. A significant number of animals and scavenging birds are also present on the site.



Birds and Animals Scavenging on the Dumpsite

The landfill has been poorly developed loosely following the principles of ‘cells’. The cells appear to be around 10-12 metres in length/ width with waste placed at a shallow depth of around 1.5 to 2 metres – in a land raise. When a cell is ‘full’ soil is excavated from elsewhere on the site and used to cover the waste. Waste is not compacted with anything other than the waste trucks and the shovel loader during ‘covering’ operations. The cells are not combined and are divided by access roads measuring about 3 metres in width. This leads to the dumpsite having a significant area footprint with large areas of unused land.

It was observed that there were a number of open fires on the dumpsite. These appear to be started by the scavengers as a way of burning the waste material to leave the valuable metals behind to assist in the picking process. However, it is also apparent, following discussions with the Bugando Hospital, that the general waste delivered to the dumpsite from the hospital is also burnt on site with diesel supplied by the hospital. It is understood that this on-site burning of hospital general waste is a measure proposed by the Infection Prevention Control unit to ensure destruction of the waste.

The liquid wastes received at the site are emptied into treatment lagoons. It is understood that these lagoons are lined but the lining material and its integrity is unknown. The quality of effluent from the lagoons is not controlled or monitored, and the efficiency of the water purification is not known.

3.9.5. Hazardous Waste

Hazardous waste arisings are understood to be relatively low in Mwanza. In general hazardous wastes are only produced by hospitals and healthcare related functions. Under Law, it is a requirement of all hospitals to have on-site incinerators for burning the sharps and pathological waste and placenta pits (if necessary). Often the smaller hospitals and clinics use small scale burners (e.g. De Montford) whilst the larger hospitals have diesel fired incinerators. In both cases, these plant are often poorly maintained and operated and have little or no flue gas treatment systems in place leading to harmful emissions to air. The ash from the incinerators/ burners is usually buried or stockpiled on site although occasionally it seems that some of this ends up at the dumpsite.



Medical Waste Incinerator at Aga Khan Hospital, Mwanza

Medical Waste Incinerator at Bugando Hospital, Mwanza

Expired medicines and pills are managed by a centralised government body that arranges and oversees their destruction.

It should be noted though that, as elsewhere in the world, the levels of electrical waste (e-waste) generated is on the increase in Mwanza. At present there are no formal channels for e-waste recycling and as a result most e-waste ends up at the dumpsite. E-waste can be a valuable waste stream as electronic goods often contain many precious metals (gold, silver, etc) as well as many recyclable plastic components. However, conversely, they can also contain many toxic and harmful chemicals such as cadmium and lead that can cause significant environmental damage if not disposed of in a controlled manner.




It is proposed that in the near future the city will be divided into two Councils:

Ilemela Council (North of the city); and

Nyamagana Council (South of the city).

As a result an additional dumpsite will be required for the newly formed Ilemela Council to use. The current proposed location is unclear but it is understood to likely be in Bugogwa ward.

The division of the city is planned not to affect the current waste collection operations and the existing contracts with private companies and CBOs will continue to exist. However, it is possible that where Wards are split between the two councils there may be some issues with accountability and invoicing.

3.9.7. Proposals for Improvements to Solid Waste Management Systems

3.9.7.1. Waste Collection

It seems that the current waste collection system from each of the wards works relatively well. The streets are, in general, relatively clear of waste and debris. In addition, the CBOs are able to access and collect solid waste from the steep hill sides where unplanned settlements are located. However, deployment of more centralised waste collection points may offer efficiencies in collection and reduce the CBOs needing to transfer waste over comparatively long distances.

Most of the existing collection points are areas of open ground with no containment. They are often located at street corners or market areas, etc. Some of the skips are placed onto small concrete pads (although in most cases the concrete is crumbling).

Whilst these systems are simple and low maintenance they each have inherent operational problems.

Dumping waste directly onto open ground means that a shovel loader is required to pick up the waste and transfer it into the side-loader collection trucks. Each time this operation is done more of the underlying soil is excavated and hauled to the landfill. When the hole deepens, the Council dump more soil in to the hole to create a level ground and so the process starts again. This type of almost uncontrolled stock piling leads to littering, the potential for soil and ground water pollution and the spread of disease.

Using the skips creates less littering and waste spreading around the collection area but the skips are comparatively expensive to buy and maintain. In addition, only one skip can be carried at a time by the collection vehicle. It is also harder to deposit the collected waste into the skip as the carts/ wheelbarrows cannot empty directly. Instead the waste is lifted or shovelled into the skip container.

It is evident that the Council’s existing fleet of waste collection vehicles is in dire need of upgrading and replacement. Perhaps most critical is the need for the skip loaders and compaction truck to be operational, as these would have the most significant benefits to the current efficiency of collection operations and enable containers to be emptied more regularly, thus reducing littering and pollution to ground and water.

3.9.7.2. Waste Collection Improvement Options

Improvement options for waste collection include the following:

Constructing Concrete Slabs in All Centralised Waste Collection Areas

In areas that were previously open ground the slabs should be constructed with protruding steel ‘runners’ in the top face of the floor slab. These will mitigate damage from the shovel loader bucket when scraping up waste and should help prolong the operational life of the site. In addition, concrete ‘push walls’ should be constructed around three sides of the slab. The push walls will probably need to be around 1.5 – 1.8 m in height. The concrete slab and



push walls will need to be reinforced with steel. The slab will also need to be at a slight gradient to enable water to freely drain. To facilitate recycling it would be possible to create two storage bays on the slab (each with push walls) to enable source segregation of recyclates and residual waste. The concrete slab should have an area of around 25 m2 as a minimum to enable safe operation of the wheel loader. It could be possible to use ‘alpha-blocks’ or similar locally constructed blocks as the push-walls. These will enable flexibility in the sizing and orientation of bays.

Procure New/Additional Enclosed Skip Containers with a Nominal Capacity of 10.7 m3 (14 yd3) These should replace the existing damaged and un-repairable skips and also enable more than one skip to be located at places where high waste generation occurs (e.g. near markets, etc).

Procure and Deploy 4.6 m3 (6 yd3) Dumpsters Instead of Skips

These are smaller and manoeuvrable by hand and can be collected by a compaction bodied collection vehicle, thus increasing the payload and enabling more than one central waste collection area to be serviced before needing to go to the dumpsite. Additionally, dumpsters would facilitate the segregation of materials at source and due to their relatively small land take (~3 m2) additional units can be easily deployed if necessary.

Example of Front End Loader Waste Collection Vehicle

Procuring new collection vehicles will greatly improve collection efficiency and reliability. The possibility of procuring a fleet of trucks with locally available maintenance and spare parts will be cheaper and easier to run than some of the more remote manufacturers. The specific number and type of truck will depend on the type of waste storage systems selected (i.e. either continued use of skips and open stockpile areas or dumpsters). Procuring trucks can be expensive and leads to a requirement to maintain and operate a fleet, which also needs to be considered at the financing stage.

As an alternative means of increasing collection capacity, it is possible to contract the private sector to supply (and potentially operate) waste collection vehicles to work for, or in conjunction with, the City Council fleet. This reduces the need for the Council to have a significant capital outlay and can be undertaken quickly, through drawing up a simple contract of works.

3.9.7.3. Disposal

The existing dumpsite needs significant improvements to reduce the environmental impact that disposal of waste has at the site. Some improvements are operational, whilst others may require significant investment.



The current dumpsite covers a large area and combines solid waste disposal with liquid septic waste treatment. Security and access to the site are not well controlled and families operate as scavengers on the site.

Currently the Council has no means of accurately measuring and recording waste arisings. Waste that arrives at the dumpsite is logged and recorded by vehicle type and nominal volume capacity, and a weight attributed to that.

At present no landfill gas management systems are in place at the site and as a result landfill gas vents passively. Installing landfill gas systems is not possible in existing cells as the shallow nature of the waste means that ‘vertical’ gas wells will not be effective and ‘lateral’ systems should have been installed prior to waste deposition.

3.9.7.4. Waste Disposal Improvement Options

A number of improvement options exist for waste disposal. As discussed above, these comprise of operational improvements and both minor and major capital works improvements including the following:

Operational Improvements

Open fires on the dumpsite should not be tolerated. They pose a significant danger to the environment and human health and could lead to an explosion if there is an escape of landfill gas. The lighting of general waste from the hospitals should be stopped immediately. Any fire should be covered immediately with soil/ cover material.

Scavenging on the dumpsite should be formalised and managed. The act of scavenging not only creates employment and income for the community but also prolongs the life of the Council’s dumpsite by reducing the void space in the waste. However, animal and bird scavengers should be discouraged.

A shovel loader should be kept on site to enable daily cover to be applied and to compact and spread waste in the cells. In addition, the loader can be used to put out fires, maintain haul roads and construct new cells, etc. Budget funds will need to be allocated to cover operational and maintenance costs of the loader.

Water quality in the river to the south of the existing dumpsite should be regularly monitored to check for contamination.

Minor Capital Works

Security fencing should be erected around the perimeter of the existing site to prevent unauthorised scavengers and animals from accessing the site. The fencing should be checked daily to ensure its integrity. Material choice for the fence will be important. If metal sheeting or wire mesh fencing is chosen then it is possible that it could be stolen; a more expensive option being a concrete block work wall.

Whilst the practice of recording waste quantities by volume estimations (and subsequent conversion to weight) is proven and well established, it is hard for any Council or contractor to develop a waste management strategy and system without a robust knowledge and understanding of waste quantities managed. Therefore, the installation of a weighbridge at the entrance to the existing dumpsite would enable better data recording and future decision making in waste management systems. We understand that the Council is already looking to install a weighbridge at the site due to be installed in 2011/12.

Major Capital Works

A lined cell (with leachate and gas management systems) should be constructed for containment of hospital and industrial wastes. This will contain potential contamination and chemicals in the waste stream, reducing the risk to soil and groundwater contamination and also the risks posed to the scavengers. Waste deposited in this cell should be covered immediately.

The existing site could be rehabilitated to install a liner, leachate management system and potentially also some form of gas management system in engineered cells. Rehabilitation of the site into an engineered landfill would be expensive and take time but the dumpsite would pose significantly less environmental risk and have a prolonged operational life.



Remediation works would need to be done in phases. The first phase would be to remove all the waste to the higher ground and install a liner in the excavated part. The liner should have low permeability and could be HDPE although a locally sourced clay material could be cheaper and less complicated to install. Leachate collection ponds should also be installed in the south of the site with the leachate collection pipework feeding into it. Side bunds should be constructed and also lined. Once the basal and side lining and leachate and gas management systems are installed the stockpiled waste can then be replaced in the lined area in managed ‘cells’. The cells should be at a depth of around 10 m to enable sufficient gas capture and allow for settlement as the waste degrades. The remainder of the site can then be gradually lined, etc in phases as and when necessary.

Construction of a new engineered sanitary dumpsite for the proposed Ilemela Council is also necessary. The dumpsite should be engineered from the outset with basal and wall linings and leachate and gas management control systems in place. In addition, detailed site selection should be done to ensure that the landfill is not located adjacent to any environmentally sensitive receptors, has good vehicular access and is of a suitable size to manage the waste quantities proposed. Proximity to the airport should also be considered when selecting the site location.

3.9.7.5. Hazardous Waste Disposal

Currently there are no hazardous waste management collection or disposal methods in place. However, some recovery of metals takes place on an ad hoc basis – for example lead from vehicle batteries is extracted and recycled. However, the quantities recovered are small and the practices used primitive and unregulated. Poorly managed hazardous waste and e-waste can cause significant environmental damage.

Many of the existing medical waste incinerators/ burners operational in Mwanza are in poor operational condition. However, it is a responsibility of the hospitals/ clinics to ensure that these are maintained and replaced as and when necessary. Bugando hospital is looking to replace their large diesel fired incinerator in the next few years.

Hazardous Waste Disposal Improvement Options

Improvement options exist for hazardous waste disposal and include the following:

Construction of a suitably engineered hazardous waste dumpsite cell at each of the two dumpsites (existing and proposed); and

Construction of an e-waste recycling facility within Mwanza City to recover plastics, precious metals and ensure that remaining hazardous materials are probably segregated and managed. This would help to create a market for recyclates within Mwanza and within the wider East Africa region.

3.9.8. Further Studies and Pilot Projects

It is evident that more work needs to be done to gain a more accurate picture of waste composition and quantities generated by Mwanza. A compositional study could be done relatively cheaply and easily, perhaps at the council vehicle depot/yard where scavengers will not pick off all the recyclate. This will enable the Council to identify priority materials to be targeted for recycling or recovery or for better management in general. This could then lead to the development of a waste management strategy for the Council which would focus on waste collection, storage, treatment and disposal and how to promote and educate waste awareness across the city.

New/ additional centralised waste collection areas should be identified to reduce the distances that waste is transferred from point of generation to point of storage. This will increase collection efficiency and enable better general site management to occur (concrete pads, new skip containers, etc).

Further studies may need to be done to investigate the possibilities of contracting private companies to undertake some or all of the Council’s collection services. This will help to reduce the Council’s financial burden relating to vehicles, equipment and crew.



Currently little formalised composting is undertaken in Mwanza. Composting happens on an ad hoc basis in the rural wards but it is understood that significant levels of organic waste are produced at the markets. If this were collected separately it may be possible to undertake some form of windrow composting operation to produce a soil conditioner for resale and use by the agricultural industry. A small composting pad could possibly be constructed at the dump sites. However, in order to assess the feasibility of centralised composting it is important to get a better handle on waste composition and quantities arising in Mwanza.

3.9.9. Overview of Possible Interventions

Table 3.40 below provides an overview of the possible interventions that could be undertaken in Mwanza. They have been split, in broad terms, into Operational, Supply, Capital Projects, Grants and Capacity Building.



Table 3.40 - Possible Interventions in Mwanza Solid Waste

Item Remarks Estimated Cost

€ million Operational Study into potential to let a

contract for waste collection services

Council have insufficient number of trucks to undertake waste collection

0.3

Develop working plans to improve landfill operation and ensure regular monitoring of groundwater and water quality in the adjacent river

0.4

Supply Skip loader and skip containers to increase waste collection capacity. Alternative option of compactor truck and dumpsters to increase collection capacity

Number of additional skips and/ or dumpsters to be determined based on further studies of waste generation

0.8

Capital Projects

Install a weighbridge to record data

Requires design and engineering – understood that Council have plans to install a new weighbridge in 2011/12 but uncertain of how they will pay for it

0.7*

Construct a lined landfill cell to manage industrial and hospital wastes

Would help to reduce contamination into groundwater and contain leachate produced

4.0**

Rehabilitate existing dumpsite and install liners and gas/ leachate management systems and construct new landfill cells

7.0**

Construct new sanitary dumpsite for the Ilemela Council. Design and engineering of the facility.

21.0**

Develop a WEEE recycling and reprocessing facility in Mwanza

3.0

Construct a dedicated lined hazardous waste landfill cell at the proposed new landfill facility and existing dumpsite

4.0**

Grants Provide grants to the Council to procure new vehicles and containers

0.7

Undertake a feasibility study into development of formalised composting plant

0.3

Capacity Building

Technical support in the site selection exercise to identify optimum location for new dumpsite Ilemela

0.6

Technical support to identify new/ additional centralised waste collection areas

0.6

TOTAL COST (MEUR) 43.4Note: Prices are indicative; they include engineering, supervision and contingencies ex. VAT. *These costs include provisions for design and civil engineering works and assume a surface mounted weighbridge **These costs are estimates as precise waste quantities are not known and therefore the precise size of cell cannot be determined and no ground investigation work has been undertaken



3.10. Institutional Assessment

3.10.1. Mwanza Urban Water Supply and Sewerage Authority (MWAUWASA)

MWAUWASA was established through conversion of what used to be a government water service provider under the Regional Water Engineer in the Ministry of Water. In 1996, the idea was mooted to start regional water authorities with the aim of liberalising water and sewerage services from government control to improve on service delivery. MWAUWASA was commissioned in 1998 under the Ministry of Water, to which it reports regularly.

The operations of this Utility Authority are governed through a Memorandum of Understanding (MoU) with the Ministry of Water. The Ministry MoU regulates the provision of water to the residents of the city, and another MOU with Energy and Water Utility Regulatory Authority (EWURA) regulates tariffs and arbitrates in cases of disputes. The main objective of MWAUWASA therefore is to fulfil government policy of providing potable water and efficient sewerage services to the residents of Mwanza purely as a commercial entity.

The functions of MWAUWASA include:

Abstraction and treatment of water;

Distribution of water to consumers in Mwanza and its surrounding peri-urban centres;

Managing the operations and maintenance of production and distribution infrastructure including liquid waste treatment and disposal;

Regular monthly reading of meters and billing for the water consumed;

Receiving payments and account for revenues from services provided;

Meet all operation and maintenance expenses including staff remuneration from the revenues generated; and

Invest where necessary in expansion of water production infrastructure.

The Board of Directors which is appointed by the Minister of Water in consultation with the Regional Administrations is charged with providing policy direction for effective and efficient management of the services to be provided by MWAUWASA. The Board of Directors also provide the vital linkage with both the Regional Administration and the Central Government. The composition of the Board of Directors includes the following stakeholders:

Chairperson of the Board;

The Regional Secretary;

The City Director;

Ministry of Water representative;

Large Consumers’ representative;

Domestic Consumers’ representative;

Commercial Consumers’ representative;

Councillor’s representative;

Women’s representative; and

Managing Director of MWAUWASA who is also the Secretary to the Board.



3.10.2. Institutional Organisation and Capacity Building at MWAUWASA

3.10.2.1. Legal Mandate

MWAUWASA is fully owned by the Government of The United Republic of Tanzania as a water authority under the Ministry responsible for water. It was established in July 1996 by a ministerial decision to establish semi-autonomous water authorities and formalised by Act No. 8 of 1997. It became fully autonomous in January 1998 operating under the Board of Directors. The main objective for establishing MWAUWASA was to supply reliable, affordable and sustainable clean water to the residents of Mwanza City (including Kisesa Township) and to manage disposal of sewerage services.

Day-to-day management of the Authority is the responsibility of the Managing Director and four departmental managers according to the new organisational structure. These include the Technical Manager, the Commercial Manager, the Finance Manager and the Administrative and Human Resource Manager.

In its current Business Plan MWAUWASA has stated the following as its vision:

“To be a model in the provision of safe water and sewerage services in Tanzania”

The mission statement is similarly focused and is stated as:

“Provision of reliable, adequate and sustainable safe water and disposal of wastewater in an environmentally friendly manner to Mwanza City at optimum cost”

Although MWAUWASA is fully autonomous, and is currently falling into category “A” of water and sewerage utility service providers, its activities are regulated by statutory bodies established by the Government of Tanzania to ensure transparency, accountability and equity in governance.

First, abstraction of water is subject to conditions laid down by Energy and Water Utilities Regulatory Authority (EWURA). This includes approval and license issue by the Lake Victoria Basin Office. Apart from regulating the amounts abstracted, the Lake Victoria Basin Office ensures that effluent water discharged back to the lake meets internationally acceptable environmental standards. In addition, to approving and licensing water abstraction, EWURA approves tariffs obtaining at any one time. This is to ensure that pro-poor water provision policy is constantly adhered to. It is therefore a requirement that MWAUWASA submits its monthly reports to EWURA for purposes of monitoring and control.

As a category “A” fully autonomous authority MWAUWASA is expected among other targets, to meet all its operation and maintenance expenses and part of its investment costs (10% of Operating Income).

3.10.3. Institutional Capacity

MWAUWASA has undergone institutional transformation in the recent past. In addition to having an elaborate business plan, it has also revised its organisation structure to achieve efficiency and effectiveness in service delivery. The main rationale for institutional restructuring has been to rationalise the scheme of service to the level that supports the business nature of the Authority. As will be discussed below, this has resulted in improvement of service and performance results in many areas.

There are a total of approximately 140 staff members in the establishment of MWAUWASA. The senior professional staff members in the different departments have attained impressive academic professional training.

3.10.3.1. Managing Director’s Office

The current Managing Director is currently holding the office in acting position after the previous incumbent was, in February 2011, relieved of his services by the Permanent Secretary on advice of the Board of Directors.



The Managing Director is guided in fulfilling his functions by the Board of Directors who has the ultimate responsibility from the Ministry of Water and Irrigation to supply potable water to the residents and other customers in Mwanza.

The following operational service delivery departments report directly to the Managing Director and are headed by Managers:

Technical Department;

Commercial Department;

Finance Department; and

Administration and Human Resources Department.

In addition there are several Assistant Managers heading minor sections but are reporting directly to the Managing Director. These include:

Public Relations;

Legal Services;

Internal Audit;

Planning and Quality Assurance;

Procurement Management; and

Management Information System.

This brings a total of ten functional lines reporting directly to the Managing Director. In our opinion, the current structure places heavy responsibility on the Managing Director to the extent that this could render that position inefficient. In the long run this is bound to cause a major bottleneck in the management process. Other than functions that are advisory in nature like Legal, Internal Audit and Public Relations, others such as Planning and Quality Assurance, Procurement Management and Management Information Systems can be delegated appropriately to release the Managing Director to provide necessary advice to the Board of Directors and quality management direction to all the service delivery departments.

Having said that, the management style was appreciated of the current Managing Director who has established Operational Committees of Heads of main Departments to deal with issues such as staff discipline and general management follow up. Chairmen of such Operational Committees, who are invariably heads of department, report regularly to the Managing Director on issues discussed and progress made.

3.10.3.2. Technical Department

The Technical Department has a total of five sections all headed by graduates as follows:

Infrastructure Development 2 Engineers

Water Network Operations 1 Engineer

Water Quality Control 1 Engineer

Plant and Production 2 Engineers

Sanitation Operations 1 Senior Technician (Engineer resigned)

The Technician levels are filled with personnel (15 in number) who are trained at technical training colleges within Tanzania. Similarly there are many artisans who are also well trained.

MWAUWASA has planned to divide Mwanza into four operational zones with fully established management offices to bring services closer to the customers. Three of these zones are already established and operational in Nyegezi, Nyakato and Kiseke. Initially these operational zone offices are headed by technicians. Ultimately, the zone offices will be headed by engineers (currently undergoing professional/academic training in local Universities) and supported by qualified and experienced technicians.



3.10.3.3. Commercial Department

The Commercial Department was established out of what was originally the Business Department MWAUWASA in 2008. The aim was to make the commercial activities more effective by enhancing marketing of services, customer care, billing, revenue collection and management of debts. The objective was to make water service provision a purely commercial business service offered to the customers of Mwanza. Besides the Commercial Department, Finance, Administration and Human Resources Departments were also created.

The department has four sections all of which are headed by graduates with relevant professional qualifications. The sections include:

Sales and Billing;

Marketing and Customer Services;

Credit Control; and

Zone Operations.

This grade of senior management staff is supported by a number of well qualified staff in the relevant disciplines which enable them perform their functions.

Sales and Billing

This section is headed by a graduate. Other staff members are reported to hold appropriate qualifications. The functions of sales and billing section include:

Regular, timely and proper meter reading;

Posting the readings;

Producing monthly bills and statements;

Ensuring customers get their monthly bills; and

Enforcing collection of current payments due.

To ensure that customers receive their monthly bills and that payments are made promptly, the Sales and Billing Section has instituted a system of hand delivery of monthly bills to customers’ premises. This has improved collection efficiency ratio approximately 98% during the past FY. Currently there are approximately 34,000 metered customers connected to water supply. Simplistic analysis with a household size of five people, translates this to a population of approximately 170,000. Considering that some connections are for large and industrial consumers, the actual number of persons served could be less. So for a population of 617,000, this is less than 30% of the total population of Mwanza enjoying services of potable water.

The designation of former meter readers has been changed to Sales Assistants. This is informed by the fact that this grade of staff is in the front line and has regular contact with the customers during meter reading and while distributing the monthly bills. The new designation empowers them to also be proactive in matters and issues affecting the delivery of water as a service offered by MWAUWASA.

Marketing and Customer Services

The head of this section has appropriate qualifications in marketing and customer relations and is supported by a team of staff with commensurate professional training. This section has the following functions:

Market the services of MWAUWASA to the potential customers, especially where new developments are taking place;

Ensure plans have been made to expand water supply network to cover the new customers especially the big customers;

Receive complaints from customers and from general public and customers with regard to services provided;

Attend to all the complaints received;



Monitor and control leakages through 24 hour patrolling of the distribution lines; and

Train leaders of the community to sensitise residents to report any leakages immediately these are noticed.

The aim of this section is to increase the number of consumers with legal connections and to ensure that issues arising from water service delivery and sewerage management are handled effectively. Illegal connections identified through scouting of the network will be first handled by this section to get these formalised before any drastic action is taken. Additional functions of the Marketing and Customers Services Section will be to check and repair meters and replace regularly when necessary. This will help to reduce under-billing and/or over-billing, thus increase turnover and willingness to pay that will ultimately increase revenue collection.

Credit Control

The section is headed by an Enforcement Officer with appropriate qualification. One of the main functions of this section is to ensure that all customers in arrears of payment actually pay. The billing section ensures that customers get their bills promptly at the end of the month. Payments are expected within fifteen days in the subsequent month. Credit Control follows non payment by sending reminders through demand notes giving a time frame to pay. Where the customer fails to pay within the stipulated time the section enforces payment. Disconnection is the last resort. A new meter management policy has been introduced which requires attaching red seals to disconnected meters and blue seals for functioning meters.

Separating the payment enforcement function from sales and billing function has removed the negative image which was attached to the act of disconnection. Whereas previously the meter readers were also required to enforce payment through disconnections, this was seen as portraying the disconnection squad negatively, especially when the same team was also responsible for meter reading and hand-delivering of bills. To make the function of the enforcement staff more acceptable, those who effect meter disconnections are now known as Credit Control Assistants.

Currently MWAUWASA is preparing a credit policy proposal to be tabled with EWURA which if passed will provide a grace period to creditors. The customers will be charged interest on outstanding balances beyond the grace period.

MWAUWASA has plans to use one or a combination of the following methods to enhance payment collection from customers:

Outsource debt collection to qualified private sector, preferably companies with sufficient experience in debt collection; or

Use an internal team to whom the function of debt collection has been fully delegated; or

Disconnect customers from sewerage service when they are in default of paying for water.

Zone Operations

In addition to the Zonal Network Supervisor from the Technical Department, the Commercial Department has also deployed staff especially from Sales and Billing and Credit Control sections to provide easy contact. One of the reasons constraining customers from paying for the services is the fact that much time is spent queuing to make payments at the Cash Office at the Head Office. MWAUWASA has established three Zonal Operations Offices at Nyegezi, Nyakato and Kiseke to reduce congestions at Finance Office. This has encouraged more customers to pay their utility bills thus enhancing collection of payment.

3.10.3.4. Finance Department

This department is headed by a Finance Manager who has an appropriate professional qualification. Created out of the original Business Department, the Finance Department comprises the following sections:



Revenue Accounting; and

Expenditure Accounting.

The efficiency of the Finance Department is reflected by the fact that accounts receivable ratio have been reduced to three months as at 30th June 2010. Previously accounts receivable remained outstanding for six months.

The Finance Department now uses Smart Billing Manager operating system built on an Access database. This enables the department to produce all bills timely for distribution and subsequent collection of payment. In 2008 average payment collected was 300 million TSh per month against a billing of 400 million TSh per month. In 2009 this had improved to an average of 600 million TSh collected per month against a billing of 650 million TSh per month.

3.10.3.5. Administrative and Human Resources Department

This department is headed by an Administrative & Human Resources Manager with an appropriate university degree. It was created from the original Business Department and comprises of the following sections which are manned by Assistant Managers:

Human Resources;

Administration and Transport; and

Supplies and Stores.

Human Resources

The section is headed by an Assistant Manager qualified in human resources. Its functions include managing all issues related to personnel such as recruitment of support staff, payroll and remuneration management, leave and off-duty management, disciplinary and termination issues, facilitating annual staff performance appraisal and organising staff training and development.

Staff appointments are not all done by the Human Resources section. The position of the Managing Director is filled through a process whereby the Board of Director selects three suitably qualified persons whose names are forwarded with recommendations to the Permanent Secretary in the Ministry of Water who appoints one. In this process the Board of Directors may engage the services of Human Resources section to do the secretarial duties to prepare dossiers to be forwarded to the Permanent Secretary.

The Board of Directors selects the Department Heads and Heads of Sections and other skilled manpower directly or may outsource the selection process to qualified human resources consultants. The Board of Directors may also choose to delegate the selection Heads of Departments and Sections and other skilled manpower to a special Human Resources Committee. In this case the support of the Human Resources Section will be fully involved in the selection process such as advertisement, short listing and preliminary elimination based on non-compliance with the basic requirements for the positions.

The selection of subordinate skilled and unskilled personnel has been delegated fully to the Managing Director provided a specific request to recruit has been approved by the Board of Directors in advance.

Administration and Transport

This section is managed by an Assistant Manager who has the requisite professional qualification in administration. The section deals with issues such as office logistics, records and archives, deployment and supervision of administrative support staff and overall security both in office and plant/machinery. The head of this section ensures that the organisation runs smoothly.

Supplies and Stores

The section is headed by an Assistant Manager and handles only stores required for the daily running of the office. Stores required from the technical operations are managed by the Procurement section directly under the Managing Director.



Consolidating the functions of supplies and procurement will enhance management of materials and release the Managing Director from direct oversight of procurement. We nevertheless recognise the importance of procurement in water supply business due to high value of equipment and materials required to provide the services. We therefore suggest having a Procurement and Supplies Department headed by a graduate and comprising of two sections of Procurement and Supplies each headed by an Assistant Manager with requisite qualification. This arrangement will still separate the two functions to enhance transparency.

3.10.4. Training Needs Assessment

MWAUWASA has a staff capacity of about 255. These are categorised into professional, skilled, semi-skilled and unskilled cadres. The majority of staff fall within the grade of skilled, semi-skilled and unskilled and include technicians, artisans and handymen. As noted earlier most are male, with only 55 being female.

A questionnaire administered to 35 of MWAUWASA staff members revealed the following trends among the staff:

General Duration of Employment

35.5% of the respondents indicated they have been in employment for between six and ten years while 25.7% have been in employment for over 10 years. This indicates a fairly stable personnel with confidence in the employer.

Positions in the Organisation

42.8% of the respondents are in the middle management while 31.4% are in the ranks of support staff. Only 7.1% of the respondents are in the senior management positions. This is a normal distribution of personnel considering the nature of service delivered which requires technical knowhow with large measure of responsibility on the one hand and fairly large grade required to perform fairly regular tasks such as meter reading, logging, inspection and distribution of monthly water and sewerage bills. 8.7% chose not to respond to this question.

Levels of Education

The staff component at MWAUWASA is fairly well qualified with 50% having attained either Proficiency Certificates or Diplomas in the appropriate areas they are employed to work in. This is a very impressive record and is linked to selection process and the policy to upgrade staff qualifications which is pursued by the organisation. Part of the staff in middle management which includes Assistant Managers and Supervisors has attained undergraduate qualifications (26.5%). Currently the most of the heads of department have attained a Masters degree plan to enrol for the Masters as soon as possible. Only very few members of staff have other qualifications, for example one person holds a PhD.

Job Descriptions Issued

65.7% of the respondents have been issued job descriptions for the job they are employed to perform. We did not probe whether the job descriptions reflect actual jobs they do on daily basis. 25.7% of the respondents indicated they do not have any job descriptions. 8.6% chose not to respond to this question.

3.10.5. Institutional Capacity

The current MWAUWASA business plan requires that staff members are exposed sufficiently in their areas of work so as to increase their efficiency. The staff categories from Assistant Managers upwards are well trained professionally and have achieved appropriate degrees or are in the process of pursuing academic qualification. The organisation encourages management staff to pursue academic/professional courses. The staff members are given study leaves for that purpose. Because of the policy of encouraging personal growth, most senior staff members seem motivated to work and give their best.



3.10.6. Operational Challenges

The problem currently is with the lower grade of staff who have not shown much initiative towards personal professional growth. Having been subjected to patronage from powers that be, most of the staff in this category require extra effort to get them to attend courses that will first improve their attitude to work and enhance their productivity. According to management, the characteristics of the majority of staff in this category include:

Unfriendly demeanour towards customers. They have not yet accepted the fact that service to the customers is the reason for their continued existence in the payroll of MWAUWASA.

Resistance towards change. The attitude of “this how we have done it” has remained stuck in the minds of most of the staff in this category. They have not accepted that water supply and sewerage services are currently provided as a commercial venture. The mentality of what an individual can benefit from a situation which has arisen, like default in payment of services, has been a major concern to the current management.

To address these and other issues that affect the staff performance, MWAUWASA has developed a capacity building road map which highlights the following areas of focus:

Improving Human Resources Performance; and

Improving Customer Services.

An assessment of training needs during this assignment produced the following areas of training need listed in priority according to scores2:

Table 3.41 - List of Identified Training Needs – MWAUWASA Staff

Areas of Training Need Rank in Priority

Responses in Percentages % that did not respond

Need Much

Need Some

Need Little

Need None

Don’t Know

Budget Preparation Skills 1 58.8 29.4 - - - 11.8%

Budget Management and Monitoring Techniques

2 50.0 35.3 8.8 - - 5.9%

Plant Operation Skills - 23.5 8.8 26.5 8.8 5.7 26.7%

Static Plant/Assest Manage’t Skills

- 23.5 17.6 11.8 14.7 11.8 20.7%

Quaity Control Skills - 17.6 38.2 5.9 14.7 2.9 20.7%

Leak Detection and Correction Techniques

- 41.1 17.6 14.7 5.9 2.9 17.8%

Network Operation and Management Skills

- 5.9 20.6 11.8 8.8 2.9 50%

Unaccounted for Water/Non Revenue Water Management

4 61.8 17.6 2.9 - 2.9 14.8%

Meter Management Skills - 29.4 29.4 11.8 5.9 2.9 20.6%

Network Survey Skills - 35.3 14.7 11.8 5.9 8.8 23.5%

Customers Care Techniques - 35.3 23.5 8.8 - - 32.4%

Billing and Data Base Management Skills

- 29.4 14.7 17.6 8.8 2.9 17.4%

Accounting Procedures - 26.5 8.8 26.5 8.8 2.9 26.5%

Procurement Procedures - 50.0 14.7 8.8 5.9 - 20.6%

Inventry Mangement and Control Techniques

- 29.4 11.8 26.5 8.8 2.9 20.6%

Tariff Setting - 50.0 14.7 8.8 - 2.9 26.2%

Revenue Management Skills - 38.2 20.6 17.6 2.9 - 20.7%

2 A questionnaire was administered to a total of 35 members of staff representing all the Departments.



Areas of Training Need Rank in Priority

Responses in Percentages % that did not respond

Need Much

Need Some

Need Little

Need None

Don’t Know

Strategic Planning Techniques

3 47.0 35.3 8.8 - - 8.9%

Business Plan Preparation and Mangement Techniques

6 50.0 20.6 5.9 5.9 - 17.6%

Montoring and Evaluation - 41.1 17.6 14.7 2.9 2.9 20.8%

Change Management Skills 7 44.1 23.5 14.7 2.9 5.9 8.9%

Basic Computer Application Skills

5 50.0 23.8 2.9 8.8 - 14.5%

The need that came up at the top of this training needs assessment is training on Budget Preparation skills. This is followed closely by training on Budget Management and Monitoring Techniques. Exposure on skills in Strategic Planning Techniques comes third but is very closely linked to budgeting and budget management. The cross cutting topic here is basic computer application skills.

Other areas of training and capacity building needs that were highlighted by the key informants include:

Well designed exchange visits to other utilities outside the country that are performing better and from which the staff can learn;

Interpersonal relationship training;

Different styles of management and leadership especially for senior and middle management grades;

Short courses to update staff on new state of the art in their different fields:

Water and sanitation engineering;

Accounting systems and packages;

Human resources management concepts; and

Staff performance appraisal, monitoring and evaluation.

In addition to the above MWAUWASA has listed areas of quick wins that will help kick start performance improvement. These are listed in the Business Plan and include:

Human Resources

Improve organisation set up;

Enhance proper placement of staff along the lines of the improved organisation set up;

Improve remuneration by reviewing staff salaries scales and incentive packages and then adjust for staff accordingly;

Provide staff training in identified areas of need to improve skills, knowledge and attitude to work; and

Improve work environment by completing construction of and moving into the new office block.

Customer Relations

Establish performance standards and guidelines for all staff detailing the importance of and how to relate to customers;

Replace all old distribution pipes and extend network;

Improve marketing services and marketing approaches to increase service coverage; and



Improve documentation of customers’ relations feedback and institutionalise how to use these for management purposes.

Leadership

Enhance communication with and between staff. “Let the right hand know what the left hand is doing”;

Enhance disciplinary procedures for erring staff;

Update employees’ job description to include all relevant functions they currently perform; and

Improve staff and other management records.

3.10.7. Training and Staff Growth Costs

Being a state corporation, some training costs are carried by the Government of the Republic of Tanzania under its staff development programme. MWAUWASA also has a budget to sponsor staff for training either for professional/academic achievement or for short technical and managerial courses.

The basic requirement for any staff to get sponsorship is a minimum of three years exemplary service with MWAUWASA. A staff member with any type of dossier in their files may not be considered for sponsorship by MWAUWASA or for nomination for Government sponsorship. The staff must take the first initiative to ask for sponsorship and the training required must be in line with overall institutional capacity needs.

So far most of the training courses both technical and managerial have been obtained in Tanzania. Institutes such as Rwegarulila Water Institute in Dar es Salaam come in handy for training of water technicians at all levels in all relevant areas. Other training institutions include:

Dar es Salaam Institute of Technology;

Mbeya Institute of Technology; and

University of Dar es Salaam.

The senior management indicated that there is a possibility of organising short courses to be delivered in Mwanza by the training institutions to save on cost of transporting several staff long distances. Such courses can be designed to provide hands-on (on-the-job) training especially for water technicians and artisans including staff in the Commercial Department dealing with block mapping, meter reading, logging and distribution of monthly bills.

3.10.7.1. Staff Emoluments

MWAUWASA has adopted a policy whereby staff are given incentives depending on the total revenue generated in the previous year. 30% of net surplus generated in any one year can be shared out to staff as bonuses. This has encouraged all staff to be frugal in the use of finances and in ensuring that revenue due every year is collected promptly.

3.10.7.2. Low-Regret/Low-Risk Fast-Track Interventions

The following suggestions should be considered by MWAUWASA management to improve efficiency in delivery of services:

Direct Responsibilities of Managing Director

The current number of functional lines reporting directly to the Managing Director should be restructured. This will be a management decision that will not have cost implications but will enhance and streamline reporting line thus relieving the Managing Director of some direct responsibilities that can be dealt with at lower levels in the organisation hierarchy. As suggested above, the following functions can be delegated:

Planning and Quality Assurance to be included under Planning, Designing and Project Implementation in the Technical Department;



Procurement Management to be elevated to a full department of Procurement and Logistics headed by a Manager and responsible for processing procurement for both technical and office administration requirements. The Procurement Manager will be supported by Procurement Officers and Supplies Officers; and

Management Information Systems should be included under Administration and Human Resources Manager and charged with the responsibility to generate management information for the whole organisation.

Customers Awareness Campaigns

The current level of awareness among the residents of Mwanza on the need to support MWAUWASA in its endeavour to provide quality service in both water supply and sewerage management is still low. This is because most residents still perceive the utility as a government service and will evade paying with impunity. Using the existing Zonal Offices, MWAUWASA should embark on a systematic public awareness creation and customer’s sensitisation on its functions and the services it provides. Emphasis should be on the need for all customers to get connected legally and to pay for the services they have received.

Short Courses for Staff

The following courses have been identified as necessary to improve efficiency in service delivery. They can be offered at minimal cost to the organisation and staggered to allow for smooth continuation of service delivery:

Customer Care and Public Relations Training. The target for this course will ideally include all staff members in the Commercial Department with special emphasis on Marketing and Customers Care, Credit Control and Zonal Operation staff who have daily or regular contact with customers.

Network Surveillance and Leak Detection Training. There are state of the art equipment that can be used to detect leaks in the network. Once these are acquired, all the sales, marketing and control officers must be trained on how to use the equipment. Besides, MWAUWASA has acquired GIS and GPS equipment. All the relevant staff must be exposed to the use of these as soon as possible. The third component of this course will include repairs and maintenance skills for meters and pipes network. In addition to purchasing leak detectors, we propose purchase and installation of meter servicing facility.

Courses arising from Training Needs Assessment. Following the training needs assessment survey some topics came up as priority for training. We propose that these are offered when resources are available especially to the senior management:

– Budget preparation skills

– Budget management and monitoring techniques

– Strategic planning techniques

– Management of Unaccounted for Water/Non Revenue Water skills

– Basic computer application skills

– Business plan preparation and management techniques

– Change management skills

Other Courses

These include:

A well designed exchange visit to other utilities outside the country that are performing better and form which the staff can learn;

Interpersonal relationship training. Although this might sound similar to the public relations course, it is different in that it will emphasis psychological aspects of relationship, especially in work place. It will highlight how different dynamics can influence work; and



Different styles of management and leadership especially for senior and middle management.

These recommendations support the proposals within the technical section of this report for additional assistance in some of the higher skilled areas of water operations, particularly on network mapping and modelling, leakage control and management and through the provision of management information systems; all vital areas to improve if MWAUWASA are to develop into a high performing organisation.



3.11. Financial Analysis

3.11.1. Introduction

This section uses ratio analysis as a tool to analyse MWAUWASA’s operational and financial positions. The ratio indicators presented here provide information on efficiency and operational performance, credit-worthiness, liquidity and profitability of the utility and hence provides some insight into the financial conditions of the utility. The ratios reflect respective financial year (FY) performance based on the latest information provided to the Study Team.

3.11.2. Cost of Providing WATSAN Services

The latest FY 2009/10 audited figures for MWAUWASA water and sanitation costs, transparently and willingly provided by the Authority, are shown in Table 3.42 below. Figures are given in both Tsh and € equivalent3.

Table 3.42 - MWAUWASA Costs

Source: Tanzania National Audit Office

Working Ratio (WR) and Operating Ratio (OR)

As Table 3.42 shows, in 2009/10 FY MWAUWASA has a positive net operating income but only because of inclusion of deferred income of € 615,000 otherwise it would not have funded total O &M expenditures. Hence at 0.87 and 1.12 MWAUWASA’s WR and OR respectively are outside the range of developing country utilities’ ideal ratios of 0.68 and 0.82. It should be noted that these are not good enough for the EWURA/MOWI performance target figures of 0.49 and 0.64 respectively. Compared to 2008/9,

3 Rate of €1 = Tsh 1964.22 as of June 2010

Personnel Expenditures 1,984.29 1,010.22 25.33 General Admin Expenditures 1,252.07 637.44 15.98 Operating Expenditures 2,842.29 1,447.03 36.28 Total Operating Expenses 6,078.65 3,094.69 77.58 Total O & M Expenditures 6,078.65 3,094.69 77.58 Depreciation Allowance 1,756.27 894.13 22.42 Total Expenditures 7,834.92 3,988.82 100.00

Billed Water Volume (m3 million) 21.50 - - Billed Revenues 6,635.70 3,378.29 84.69 Deffered Income 1,208.30 615.16 15.42 Other Income 347.25 176.79 4.43 Total Income 8,191.25 4,170.23 104.55 Of which Grants - - - Operating Income 6,982.95 3,555.08 89.13 Net Operating Income 904.30 460.39 11.54 WROR

Personnel Costs per m3

Personnel Costs in Operating ExpensesUnit Operational Cost (UOC)Staff Productivity Index (SPI)

0.87 1.12

0.33

MWAUASA2009/10

Tsh. million € ‘000 % of total expenditures

80.14

0.05



MWAUWASA’s WR improved from 0.95 mainly due to much higher relative revenues in 2009/10 but the OR worsened from 0.85 because of higher depreciation allowance.

Unit Operational Cost (UOC)

At 21.5 m3 of water sold in 2009/10 MWAUWASA sold almost 10 times the amount of water sold by KIWASCO. Reflecting higher volumes of water sold; at € 0.07 UOC for MWAUWASA is quite good.

Personnel Costs per Unit of Water

Similar to UOC, in June 2010 MWAUWASA had a staff complement of 24 management-level, 74 professional, and 22 clerical and 135 blue-collar workers making a total of 252. Personnel costs for MWAUWASA are also relatively low. With personnel costs at just over € 1 million, the cost per unit of water sold was only € 0.05.

Staff Productivity Index (SPI)

MWAUWASA reports that as of end of June 2010 it had had 31,467 connections comprising 29,011 domestic, 516 industrial, 540 institutional, 1,320 commercial and 120 kiosks. The performance target for SPI is 7. In 2009/10 MWAUWASA had a figure of 8 just above the target but this was an improvement from the figure of 8.4 in 2008/9.

3.11.3. Tariffs and Cost Recovery Levels – MWAUWASA Current Tariffs

The current tariff structure charged by MWAUWASA has been in place since 31st July 2006. In June 2010 the average domestic tariff for water was Tsh 442.5 per m3 (€ 0.23/m3). This compares favourably to the OUC of € 0.07.

The tariffs are due for review and indeed it is stated that “MWAUWASA will gradually increase tariffs to attain full cost recovery tariffs that will enable the Authority to recover her operating expenses (including Interest on Loans and earn sufficient surplus as Return on Investments (Recommended: 10% of Net Assets Employed), but avoid monopoly returns” (MWAUWASA, 2010:15). MWAUWASA will ensure that tariffs in force are capable of recovering operating expenditure, recommended return on investments (ROI), interest cost on debts (if any), provision for assets renewal (depreciation).

Proposed Tariff, Affordability Constraints and Social Acceptability

It is understood that plans are being finalised to prepare tariffs review application and submit to EWURA for approval to take effect from July 2011. Indeed in its Business Plan for July 2010 to June 2013 such an increase is taken into account with effect from July 2011.

According to the MWAUWASA Business Plan, “due to the dictate of marginal cost as regards to operation and maintenance, the current water and sewerage tariffs will be reviewed to cater for smooth running of MWAUWASA to achieve full cost recovery” MWAUWASA, 2010:34). For example, current and proposed tariffs for water are as shown in Table 3.43 below.

Table 3.43 - MWAUWASA - Current and Proposed Average Water Tariffs

Source: MWAUWASA, 2010

2011/2012 2012/2013(Jun-Jul) (Jun –Jul)

Kiosk 300 300 350 350 400Domestic 442 442 620 708 770Institutions 470 470 710 815 900Commercial 675 675 1010 1200 1350Industrial 800 800 1280 1550 1750

Kiosk 0.15 0.15 0.18 0.18 0.2Domestic 0.23 0.23 0.32 0.36 0.39Institutions 0.24 0.24 0.36 0.41 0.46Commercial 0.34 0.34 0.51 0.61 0.69Industrial 0.41 0.41 0.65 0.79 0.89

Tsh/m3

Euro[1]/m3

2009/20102010/2011 (Jul-Dec)

2010/2011 (Jan-Jun)



The urban poor for example, are served through kiosks and/or stand pipes and those who completely cannot afford to pay for water are provided with “free water” service on application and certification by their respective local authorities. Nevertheless, given the proposed marginal increase for water obtained from kiosks, the needs and income limitations of low-income customers appear to have been considered when designing services and setting the proposed tariffs.

3.11.4. Non Revenue Water (NRW)

MWAUWASA gets most of its water revenues from domestic consumption, which provides just over half of revenues, shown in Table 3.44 below.

Table 3.44 - MWAUWASA - Composition of Water Sales – November 2010


Section 3.5.3 discusses the water balance in Mwanza and shows that only 58% of the water produced is actually billed. Non Revenue Water is obtained from the amount of water produced minus the water billed. This takes into account pipe bursts, water theft, water meter theft and new project pumps and water used in network tests. The performance target for NRW is 30%. There is obviously much to be done to reduce these losses.

As discussed in Section 3.5.5 there is a technical problem with the water meter at the Capri Point. The outlet (production water) of the purification works is out of order and the raw water meter reading from the lake intake is used. The water loss over the works is quantified by using pump curves, which is only an approximation.

As Table 3.44 shows, the collection efficiency of what is billed is quite high. Hence reduction of the 42% NRW must be a critical part of revenue enhancement programme for the Authority since moving even 10% of these losses into billed water would greatly enhance revenues since all the consumers are metered. As part of a revenue enhancement programme there would be need for urgent replacement of meters. About 60% of the meters are due for replacement as they are over seven years old.

3.11.5. Financial Performance Indicators Accounts Receivable/Collection Period (CP)

At the end of FY 2009/10 MWAUWASA carried a lot of trade and other receivables comprising sundry debtors, debtor’s loaned fittings and also a massive Tsh 1.8 billion in carried over receivables from the previous year for receivables to stand at € 935,000. Hence at 3.3 the CP is not too high but can be reduced further.

Domestic 29,111 614,003 337.82 171.99 54.20% 341.15 173.68 99.40%

Industrial 518 155,000 129.48 65.92 20.80% 135.49 68.98 104.20%

Institution 542 135,743 75.19 38.28 12.00% 74.36 37.86 88.90%

Commercial 1,338 95,733 76.95 39.18 12.30% 89.47 45.55 104.10%

Kiosk 141 9,859 3.16 1.61 0.50% 3.78 1.92 84.80%TOTAL 31,650 1,010,338 622.60 316.97 100% 644.25 327.99 99.50%

% Sales Category

Total Collection

(Tsh. million)

% Collection Efficiency

Total Sales (€ '000)

Total Collections

(€ '000)

Category Customers (#)

Total Consumption

(m3)

Total Sales (TSh. million)



Table 3.45 - MWAUWASA Revenues and Financial Ratio


Percentage Contribution to Investment (CTI)

MWAUWASA has an ambitious investment programme detailed in its Business Plan comprising €580,400 in 2011, €585,000 in 2012 and €489,000 in 2013 from internally-generated funds and a further total of 6.96 from external funds. Figures in Euros for the 3-year plan are given in Table 3.46 below.

Table 3.46 - MWAUWASA , 2011 – 2013 Capital Expenditure Proposals


For MWAUWASA the CTI was 46% and the investment over net fix assets in 2009/10 was only 1%. With depreciation allowance of € 895,000 per year and net income of € 904,000 it should be able to fund an average € 550,000 every year from internally-generated funds.

Tsh. million € ‘000Billed Revenues 6,635.70 3,378.29 Total Income 8,191.25 4,170.23 Of which Grants - - Operating Income 6,982.95 3,555.08 Net Operating Income 904.30 460.39 Accounts Receivable 1,835.68 934.56 Total Fixed Assets 38,787.75 19,747.15 Debt Service Charges - - New Capital Expenses 408.60 208.02 Total Shareholders Equity 42,165.50 21,466.79 Current Assets 3,871.06 1,970.79 Debt - - Current Liabilities 493.31 251.15 Ratios - CP (months)CTI (%)New Investments/Fixed Assets (%)DSCDERCRRR (%)RE

3.32

2.14

0.007.8

45.18

2.33

1.05 -

MWAUASA 2009/10 FY

E u r o s‘0 0 0

W a te r N e tw o rk R e p la c e m e n t 1 4 2O f f ic e F u r n itu r e 3 1H o u s e h o ld F u r n itu r e 4L a n d 1 4 9C o m p u te r a n d R e la te d A s s e ts 1 0 9M o to r V e h ic le & C y c le s 2 1 7B u ild in g s 4 8 3P la n t & M a c h in e ry 2 7W a te r M e te r s 4 6 9S e w e r a g e N e tw o r k S tr u c tu r e s 2 2S u b - T o ta l 1 ,6 5 3

E x t e r n a lly F u n d e d P ip e s & f it t in g s 4 ,9 1 6 P la n t 1 9 5C a rs a n d m a c h in e s 4 4 4E q u ip m e n ts (L a b o r a to r y ) 1 7B u ild in g s (p u m p s ta t io n s ) 5 6W a s te w a te r P o n d s 1 ,3 3 1S u b T o ta l 6 ,9 5 9T o t a l 8 ,6 1 2

In t e r n a l ly f u n d e d



The externally funded capital expenses averaging € 2.4 million per year would however be more difficult to fund and would need some degree of external guarantee.

Debt Service Coverage Ratio (DSC)

In 2009/10 MWAUWASA did not hold any debts apart from nominal overdraft and bank charges. As discussed in (a) above, MWAUWASA should be able to service debts for capital expenses up to at least € 900,000 every year.

Debt Equity Ratio (DER)

As mentioned above, there are no commercial debts held by MWAUWASA.

Current Ratio (CR)

At 7.8 MWAUWASA has a CR that is quite good. Since CR should be observed in conjunction with CP, we saw above that at 3.3 CP was not bad but could be improved upon.

Return on Net Fixed Assets (RR)

As a measure of productivity of fixed assets in use, expressed as the ratio between net operating income and net fixed assets in 2009/201 MWAUWASA reported an RR of 2.3%. Given MWAUWASA’s relatively high value of fixed assets, the RR although quite low can be increased through generation of more revenues and thus net operating income.

Return on Equity (RE)

Similar to MWAUWASA’s low RR, the RE is rather low at 2.14.

Current Levels of Grants and Government Budget Support

Much like KIWASCO, MWAUWASA is able to meet operating expenses from operating revenues as well as adding some capital assets from operating profits. Though there were no reported grants from the Government in 2009/10 the Authority managed to add € 208,000 in new capital equipment from its own operating profits though there was a sizeable € 615,000 in deferred income added to the 2009/10 accounts.

With a clear planning vision in its horizon, according to its Business Plan 2010 –2012 (MWAUWASA, 2010:64) it plans to add Tsh 14.8 billion (€ 7.54 million), Tsh 1.15 billion (€ 584,300) and Tsh 0.96 billion (€ 487,500) in the FYs ending June 2011, June 2012 and June 2013 respectively. With its net annual income in excess it would appear that MWAUWASA would be able to finance these external sources of funding that would indeed be additional revenue creating assets.



3.12. Environmental Policy and Legislation

3.12.1. Policy and Legal Framework in the Water and Sanitation Sector

In Tanzania, environmental protection is given considerable attention in national legislation and regulatory instruments relating to water resources and supply.

The National Environmental Policy of 1997 provides the framework for mainstreaming environmental and social considerations into decision making in Tanzania. With regard to the water, sewerage and sanitation sector, the Policy supports the objective of providing clean and safe water within easy reach, to satisfy other needs, to protect water sources and prevent environmental pollution. The main principles for environmental management in the Environmental Management Act of 2004 (EMA) include the ‘precautionary principle’ and the ‘polluter pays principle’. The Environmental (Impact Assessment and Audit) Regulations, 2005, require all ongoing projects listed under the Third Schedule of the Act and First Schedule of the Regulations to conduct environmental audits. Water supply and waste treatment and disposal (municipal solid waste and municipal sewage) fall under these Schedules.

The National Environment Management Council (NEMC) is developing standards for water effluent quality, air emissions, soil contamination and waste oil disposal. In line with the polluter pays principle, these standards will specify requirements for discharge licences and applicable fees.

The National Water Policy emphasises the need for the protection and conservation of water sources, and underscores the interaction between water and the environment. Specifically it promotes the polluter pays principle, recognises the necessity of causing the least detrimental effect to the natural environment, and the need for determination of water flows for the environment (in order to maintain a healthy and viable riverine and estuary ecosystems based on best available scientific information). The Water Resources Management Act of 2009 stipulates the need for protecting biodiversity, particularly in aquatic ecosystems, and for preventing and controlling pollution and the degradation of water resources, and endorses the precautionary and polluter pays principles. It requires Strategic Environmental Assessments or Environmental Impact Assessments to be undertaken for major water projects in accordance with Regulations provided under EMA. For trade effluents, consent to discharge into receiving waters is required. The Water Supply and Sanitation Act makes it an offence to pollute water that may be carried into a waterworks. The Energy and Water Utilities Regulatory Authority (EWURA) Act of 2001 endorses the need to protect and preserve the environment. EWURA is responsible for regulating and monitoring environmental and health and safety issues with respect to the water and sewerage authorities.

The Tanzania Bureau of Standards specifies standards for municipal and industrial wastewaters, drinking water, air quality (vehicular) and acoustics (environmental noise).

Other pieces of legislation which may be relevant with regard to potential environmental impacts of the proposed project and its components include:

Public Health (Sewerage and Drainage) Ordinance Cap.336;

Water Utilization (Control and Regulation) Act No.42 of 1974 and with Amendments of 1981 and Act No.8 of 1997;

Occupational Health and Safety Act No.5 of 2003;

Wildlife Conservation Act No.12 of 1974;

Fisheries Act No. 22 of 2003;

Forest Act No. 14 of 2002; and

Protected Public Places and Recreation Areas Act (1969).



3.12.2. Provision for Compensation and Resettlement

A Resettlement Policy Framework (RPF) was prepared in 2006 by the Ministry of Water for the Water Sector Development Programme, but provides guidelines that can be applied to all water sector projects. The RPF is essentially based on the World Bank Operational Procedure 4.12 for Involuntary Resettlement. It requires that:

Involuntary resettlement and land acquisition will be avoided where feasible, or minimised, by exploring all viable alternatives.

Where involuntary resettlement and land acquisition is unavoidable, resettlement and compensation activities will be conceived and executed as sustainable development programs, providing sufficient investment resources to give the persons displaced by the project the opportunity to share project benefits. Displaced and compensated persons will be meaningfully consulted and will have opportunities to participate in planning and implementing resettlement and compensation programs.

Displaced and compensated persons will be assisted in their efforts to improve their livelihood and standards of living or at least to restore them, in real terms, to pre-displacement levels or levels prevailing prior to the beginning of the project implementation, whichever is higher.

The policy covers direct economic and social impacts resulting from projects caused by the involuntary taking of land resulting in i) relocation or loss of shelter; ii) loss of assets or access to assets; or iii) loss of income sources or means of livelihood, whether or not the affected persons must move to another location. It also covers involuntary restriction of access to legally designated parks and protected areas resulting in adverse impacts on the livelihoods of the displaced persons.

In the absence of a formal Resettlement Policy, the following legal instruments provide the legal framework for compensation and resettlement in Tanzania:

The Land Act (1999);

The Land Regulations (2001);

The Village Land Act (1999);

The Local Government (District Authorities) Act ;

The Local Government (Urban Authorities) Act;

Land Acquisition Act (1967);

Town and Country Planning Ordinance cap 378; and

Local by-laws.

Land in Tanzania is vested in the President as trustee on behalf of all. The National Land Policy requires full and fair compensation to be paid to any person whose right of occupancy or recognised long standing occupation or customary use of land is revoked or otherwise interfered with to their detriment by the State under the Land Act of 1999.

The Land Act of 1999 (Section 34) also states that where a right of occupancy includes land which is occupied by persons under customary law, and those persons are to be moved or relocated, they must be compensated for loss of interest in the land and for other losses. They also have the right to reap crops that are sown before any notice for vacating that land is given. The Land Act (Section 156) requires that with regard to communal right of way in respect of wayleave, compensation shall be paid to any person for use of land, who is in lawful or actual occupation of that land, for any damage caused to crops or buildings and for the land and materials taken or used for the works.

Requirements for the assessment of compensation are provided in the Land (Assessment of the Value of Land for Compensation) Regulations of 2001. Valuation must be done by a qualified and authorised valuer.



3.12.3. Institutional Framework in the Water and Sanitation Sector

Various institutions are involved at various stages in the environmental and social impact assessment process.

NEMC has the overall responsibility for environmental regulation, and is therefore responsible for monitoring environmental impacts of water supply and sewage / industrial wastewater. EMA requires that each city, municipality, district, town council appoints an Environmental Management Officer (EMO) and an Environmental Management Committee (EMC). The EMO's responsibilities include the monitoring of the preparation, review and approval of EIAs of local investments and projects. The EMO should report to the Director of the Environment. Environmental management officers and committees should be appointed at the kitongoji, ward, mtaa and village levels.

The main parties involved in carrying out resettlement and/or compensation processes for this project are MWAUWASA, the District Councils, District Lands Officers, Ward Councils and Village Councils. These institutions are well experienced in national procedures for compensation and resettlement.



3.13. Environmental and Social Impact Analysis

3.13.1. Introduction

The Lake Victoria Region Water and Sanitation Initiative, which is spearheaded by UN-HABITAT, aims to assist the East African regional governments in achieving the Millennium Development Goals for water and sanitation through four specific objectives:

Promoting pro-poor water and sanitation investments in the secondary urban centres in the Lake Victoria Region;

Supporting development of institutional and human resource capacities at local and regional levels for the sustainable delivery of improved water and sanitation services;

Facilitating realisation of upstream water sector reforms at the local level in the participating urban centres; and

Reducing the environmental impact of urbanisation in the Lake Victoria Basin.4

It is anticipated that the second phase of the LVWATSAN Initiative will have a tangible impact on public health (including improving maternal health and reducing under-five mortality), through the provision of increased access to clean water, improvement of wastewater treatment facilities, provision of adequate sanitation facilities, improved urban drainage and solid waste collection and treatment. Improving sewage treatment facilities and sewage coverage will prevent further pollution of the Lake, and have a direct impact on the quality of its water and therefore the Lake ecosystems. Improved drainage would contribute to reduced incidence of malaria (by eliminating breeding habitats for malaria-carrying mosquitoes), as well as other waterborne diseases, while efficient solid waste disposal systems would also have a positive impact on public health by discouraging disease-spreading vermin and preventing entry of toxic leachates into soils and water sources. The combined effects of these interventions are associated with greater productivity and output, and therefore with alleviation of poverty and hunger. Given that poverty and environmental well-being are inversely linked, the implication is that overall environmental conservation and protection will be enhanced.

However, the actual interventions proposed under Phase 2 of the LVWATSAN Initiative (see Table 3.47) may themselves pose a number of detrimental environmental and social risks, during construction and/or operation. Potential environmental impacts (negative and positive) and associated mitigation measures are discussed in Section 3.13.2 and potential negative and positive social impacts and mitigation measures are discussed in Section 3.13.3.

4 United Nations Human Settlements Programme (2010); Lake Victoria Water and Sanitation Initiative - Overview of

the Pro-poor Approaches for Improved Access to Affordable Water and Sanitation Initiative of UN-HABITAT.



Table 3.47 - Proposed Mwanza interventions

Discipline Category Item

Water Ops

Surge problems at Capri Point Pump Station

Flowmeters at Capri Point not registering accurate flows

Remodel outlet pipework to use existing circular tank at Capri Point

Inadequate suction problems at some booster stations

Provide a second small pump at the intake to allow better balancing between intake flow and system demand

Air locks were reported to be a problem in parts of the network – Nyanshana Tank reported as having to operate air valves in order to supply ‘high’ areas

Need Waste Control Unit

Assistant with Set-up of WCU including undertaking network modelling, GIS database records, waste control DMAs etc

Supply of materials, pipes, fittings, replacement valves, etc

Supply of consumer meters

Water Capital Project

Expand distribution network

Supplies to settlements located above the service reservoirs Six areas under consideration, Capri Point. Nyegezi, Kitangiri, Nyabungu, Nyasaka and Bugando Area

Supplies to Igombe

Develop new Water Source

Feasibility Study for new source for Mwanza

MWAUWASA need better offices and facilities

Sewerage Capital

Projects

Expand sewer network to cover Ilemela, Lumala, Kiseke and part of Pasiansi Include for house connections and pumping stations.

Capacity check of Ilemela WSP and expansions thereto.

Sewerage Master Plan study

Design and construct sewer network in Mabatini and Isamilo including for house connection and pumping station.

Design for sewer network to serve the proposed Igoma waste stabilisation ponds including house connections and pumping stations. The cost includes for the construction of Igoma ponds.

Design studies for the proposed sewage treatment plant at St Augustine’s University grounds and the sewer network to serve the Treatment plant

Sanitation Capital Project

Provision for properties near to a sewer

Provision for properties far from sewer

Urban Drainage

Capital Project

Construct line ditches

Construct Culverts

Construct Drifts

Construct Bridges

Solid Waste Technical

Assistance

Study into potential to let a contract for waste collection services

Develop working plans to improve landfill operation and ensure regular monitoring of groundwater and water quality in the adjacent river

Undertake a feasibility study into development of formalised composting plant

Technical support in the site selection exercise to identify optimum location for new dumpsite Ilemela

Technical support to identify new/ additional centralised waste collection areas



Solid Waste Ops

Skip loader and skip containers to increase waste collection capacity - Alternative option of compactor truck and dumpsters to increase collection capacity

Provide grants to the Council to procure new vehicles and containers

Solid Waste Capital Project

Install a weighbridge to record data

Construct a lined landfill cell to manage industrial and hospital wastes

Rehabilitate existing dumpsite and install liners and gas/ leachate management systems and construct new landfill cells

Construct new sanitary dumpsite for the Ilemela Council. Design and engineering of the facility.

Develop a WEEE recycling and reprocessing facility in Mwanza

Construct a dedicated lined hazardous waste landfill cell at the proposed new landfill facility and existing dumpsite

All Capacity Building

Capacity Building

3.13.2. Potential Environmental Impacts and Mitigation Measures

3.13.2.1. General Negative Environmental Impacts

There may be a number of general environmental impacts associated with construction and operational stages of the proposed project interventions. These include:

Erosion in and around excavation areas (in construction areas and also areas where borrow pits for construction materials are established); sloping and bare land is particularly prone to erosion, which may lead to loss of soil productivity and capability;

Siltation downstream from erosion areas, particularly during periods of intense rainfall; siltation can cause significant ecological impacts by reducing light penetration and growth of important food chain species, and the blanketing of bottom dwelling plant and animal species (leading to mortality);

In addition to siltation, chemical pollution of water may also occur (e.g. derived from spills of petroleum products and cementitious materials),

Air pollution (and associated health impacts) may occur due to the presence of airborne dusts (e.g. from bare areas and the passage of vehicles / plant) and smoke (e.g. from burning materials and diesel engines);

Noise pollution from construction and operational plant;

Losses of, or changes in, biodiversity in areas where land is temporarily or permanently cleared (e.g. pipelines, access roads, construction sites, borrow pit areas, labour camps etc); land clearance by fire may aggravate the loss of biodiversity due to the increased risk of uncontrolled expansion;

Introduction of alien fauna or flora species (e.g. from the transport of construction plant from one area to another);

Ponding and the creation of stagnant water in excavated areas, which may increase the breeding of problematic species (e.g. mosquitoes) and increase the risk of cholera, typhoid and dysentery for people bathing in or drinking such water;

Increased local resource use (e.g. harvesting of wood and hunting) by workers brought into the area to undertake construction and operational activities; and

Discharge of partially or untreated sewage and wastes from temporary labour camps.



It is reasonable to assume that with appropriate planning and implementation of standard mitigation measures the risk and extent of such impacts can be effectively minimised.

3.13.2.2. Water Supply

Most of the proposed interventions for the Capri Point Treatment Works involve mechanical solutions (replacement of pumps and meters, etc), which will not have major environmental repercussions, but rather will improve operational conditions that will in turn improve the quality and supply of water. Installing flowmeters will assist in monitoring the amount of water consumed and wasted, and this then comprises an important aspect in conservation of water resources. Moreover, leaks and overflows will be more easily detected - in the former case preventing contamination of water supplied through leaking pipes.

The installation of distribution pipes to settlements above the service reservoirs as well as establishing local pumped schemes with provision for local storage will result in some erosion, both during and after construction works. This can be managed by ensuring that construction is done during the dry season and by creating terraces and catch water drains to stop erosion particularly on steep rocky hillsides.

The proposed feasibility study for a new water source for Mwanza will include investigation of another potential source on Lake Victoria, and identification of sites, establishment of water quality, necessary treatment and distribution of water. In accordance with the Environmental Management Act of 2004, an EIA will have to be carried out during the feasibility study. The main environmental impacts related to the new water treatment works will arise from the disposal of solid waste (residuals, sludge, filtration membranes, spent media, etc), wastewater (filter backwash), and storage and use of chemicals used for treatment and disinfection (e.g. aluminium chemicals, ammonia and chlorine). In the absence of waste management guidelines, waste disposal should comply with international best practice, while the handling and storage of treatment chemicals must comply with manufacturer’s recommendations, international best practice and standard operating procedures (which should be in place for all treatment facilities). Water quality must comply with national guidelines issued by the Ministry of Water/EWURA. MWAUASA may have to obtain a water abstraction licence for the new source.

3.13.2.3. Sanitation

Improving sanitation and access to sanitation will undoubtedly contribute to improved environmental quality. In addition to connections to a sewer, proposed interventions include construction of latrines, communal facilities and septic tanks.

In constructing pit latrines, consideration must be given to soil types in the proposed location, water table fluctuations (particularly during the rains), and proximity to water sources. In Mwanza, the location of houses on the rocky outcrops makes the construction of pit latrines unfeasible and access by exhausters impossible. Therefore consideration may have to be given to communal above ground sealed septic tanks into which sewage from a number of houses will collect, and located such that exhausters can gain access. Septic tanks must be designed bearing in mind the number of people they will each serve. If it is possible to separate grey water from foul water, then the septic tanks will require less frequent emptying; this may be possible for new houses on a communal basis (grey water would have to pass through a sieve, silt trap and oil separator before entering a storage tank or being discharged through – for example – French drains on to land), but it may be too expensive or complicated to change the pipe work in existing houses to implement this option. Septic tanks should be designed so that overflow or effluent will comply with national guidelines.

3.13.2.4. Sewerage

The main environmental considerations in designing the proposed sewerage interventions would be catering for additional domestic loads, but also addressing current and potential industrial sewage loads, so that the system can adequately treat all sewage. The urban drainage component proposed under this project will help to ensure that storm water does not contribute to excessive loading of the sewage system. During operation, the main issues will be: disposal of liquid effluent, disposal of solid waste (for example sludge, and



solids and silt accumulating in the sewers and screens); air emissions (e.g. methane gas) and odours.

Industries disposing of liquid effluent into the sewer (especially industries at Nyakato that will feed into the rehabilitated Igoma WSP) must comply with the national water quality guidelines for discharge into sewers. If this is regulated, then treatment of industrial wastewater will be easier; however, NEMC does not have the capacity to monitor offenders. MWAUWASA should report all offenders to NEMC so that the latter can take appropriate action.

At Igoma, there are two permanent houses that will be affected by the rehabilitation works, and a number of cultivated fields. According to MWAUWASA staff, the owners of the houses and the crops are aware of the planned works and that the land belongs to MWAUWASA. However, in accordance with development partners’ resettlement policies and Tanzanian land laws, a compensation and resettlement plan will have to be prepared and subsequently implemented for this site.

At Ilemela, MWAUWASA tests the water quality of all the stabilization ponds at the inlets and outlets on a weekly basis, and the results are sent to Maji, and EWURA.

Sludge from the Ilemela WSP was previously given to members of the local community and used for land application. However, now that it has been expanded, the site will produce much more sludge which will be taken to Buhongwa dumpsite for disposal. The site should first test the sludge for toxic substances and heavy metals to ensure that it does not pose a risk to public health and the environment.

Plans to expand Ilemela WSP to accept more flow is likely to involve expansion on an area previously ear-marked by MWAUWASA for this purpose. This land has subsequently been occupied illegally by squatters and these people will need to be resettled.

Expansion of the sewer network to cover Ilemela, Lumala, Kiseke and part of Pasiansi; Mabatini and Isamilo; Buzuruga, Nyakato (including industries at Nyakato), Mecco and Isegenke; and Nyegezi and Mukorani (which will be served by the proposed St Augustine’s treatment plant) would have impacts typical of construction projects such as disturbance to traffic and the public, some soil erosion, dust and noise emissions. Most will be temporary impacts, but measures should be taken to address erosion during and after construction, especially in steep terrain, by reducing the speed of runoff through for example terracing and installing catch water drains.

To accept more flow Ilemela WSP will need to be expanded either on to adjacent land which is allocated for the purpose but currently occupied by squatters or onto a new site probably beyond the airport. This is likely to raise some problems which will need to be resolved prior to implementation.

It has been proposed that a Sewerage Master Plan be developed. It would be appropriate to carry out an SEA to feed into that Master Plan.

For the proposed sewage treatment plant at St Augustine’s University grounds, the land will first have to be acquired from the University. Currently the area where the stabilization ponds are expected to be located is an empty field. University staff and students are cultivating rice, maize, cassava and millet in adjacent fields. Compensation will therefore have to be paid for the land, but not for any crops or properties.

3.13.2.5. Urban Drainage

The urban drainage component comprises construction of line ditches, culverts, drifts and bridges to enable unhindered flow of storm water. This will contribute to improved public health, by eliminating the accumulation of water, which is linked to several water-borne diseases such as malaria, typhoid and cholera.

During construction of new lined drains, and rehabilitation of existing ones, there will be some disturbance to motorised and pedestrian traffic, although this would be temporary. Dredged material and litter from the drains, as well as construction debris (e.g. damaged slabs) will have to be disposed of in an acceptable manner, either through land application



or at approved dumpsites. Dredged material that is applied to land will need to be tested before application.

3.13.2.6. Solid Waste

The proposals to develop a new sanitary dumpsite at Ilemela, a new lined landfill site for hospital and industrial waste, a new lined landfill for hazardous waste, and rehabilitating the existing site at Buhongwa will have to address a number of issues. Firstly, for new sites, land will have to be acquired in a suitable area where the landfills and dumpsite can be sited. During site selection, extensive public consultations should be held to identify public concerns that would need to be addressed, and to ensure acceptability of the sites. Attention will have to be paid to wind direction (to avoid odour nuisance to neighbouring communities), soil types, natural drainage systems and proximity to water sources, and proximity to residential areas and educational institutions. If the sites are privately owned or have people residing on them, compensation and resettlement plans will have to be drawn up and implemented. Management of the landfills and dumpsites is critical to ensure that leachates do not enter into water sources, which will entail regular monitoring. It must also be ensured that emissions of landfill gases are controlled or captured, and that the sites are properly secured with buffer zones to improve aesthetics. In addition, employee health and safety needs to be ensured, which means that all employees at the dumpsite must be properly trained in handling the various types of waste. In accordance with EMA (2004), an EIA will have to be undertaken for each landfill site and the new dumpsite in order to assess the potential impacts and propose appropriate mitigation.

The proposed composting plant will also require an EIA study to be undertaken to assess potential impacts and recommend measures for mitigation.

There are a number of issues that also need to be considered for waste collection services and collection centres. Collection services must be scheduled and the public must be aware of collection days and times. Collection centres should provide receptacles for different types of waste. Waste and leachates should not be allowed to enter storm water drains. Waste collection vehicles must be covered. Persons handling waste at the collection points should be provided with appropriate personal protection equipment.

3.13.3. Potential social impacts (negative and positive) and mitigation measures

3.13.3.1. Positive Social Impacts

Positive social impacts arising from proposed project interventions and related indicators are summarised in Table 3.48.

Table 3.48 - Positive social impacts and indicators

Aspect Positive Impact

Impact Indicators

Health Improved health

Reduced child mortality children aged 1-5 Improved life expectancy Reduction of preventable water borne diseases e.g. cholera, and diarrhoea Reduction of child mortality rate

Water supply Safe drinking water

Access to clean, high quality and affordable drinking water Reliable supply Number of meters connected Number of yard taps

Economic strategy

Improved livelihoods

Number of water kiosks, bathrooms and toilets Revenue generation from water sales by both men and women Willingness to pay for new and improved water supply (infrastructure and meters) Employment generation and increased business opportunities Poverty reduction Affordable water prices Savings in time and cost of searching for water and bathing and



Aspect Positive Impact

Impact Indicators

toilet facilities Reduction in the cost of medical services Investments due to trickle effects of water and sanitation Efficient and effective service delivery by the project

Social Integration

Collaboration and participation

Willingness of the people to participate and share costs, facilities and activities related to water and sanitation services Social cohesion through daily dialogue on operations and maintenance of the facilities Security and safety of the infrastructure

Gender and pro-poor strategy

Community involvement and participation. Gender analysis and mainstreaming

Involvement of community (men and women) members in decision making, policy formulation and implementation of the project Taking into account women’s opinions on water and sanitation in the design and choice of technology Effective participation of women and other vulnerable groups in the project Gender sensitive development and inclusion in decision making processes

Sanitation Cleanliness Degree of personal hygiene at home Access to toilets and bathing services Capacity building through awareness creation at community level and school wash programs

3.13.3.2. Negative Social Impacts

Potential negative impacts and proposed mitigation measures are summarised in Table 3.49.

Table 3.49 - Potential negative social impacts and proposed mitigation measures

Aspect Negative Impact Mitigation Measure

Infrastructure development

Demolition of private properties on encroached road reserves that are corridors for piped water networks, sewerage and storm drainage

Proper planning by the Council Clear policy on public road reserves Continuous awareness in respect to public utilities being developed

Demography Increased water and sanitation demand/supply and facilities

Facilitate contingency funds for expansion Plan and charge user fees

Water supply

Contamination of drinking water through storm water, direct collection drains, surface run offs from roads, sludge spillage and septage

Plan designs for water and sanitation appropriately

Occupational health and safety

Risks of drowning, accidents and injuries to the community through open manholes

Monitor the system regularly to identify areas of danger and isolate these areas

Interference with local culture and values

Involve the community in project activities from inception

Increased informal settlements due to the improved services

Adherence to policy and regulatory mechanisms for better control and management of the town Involve the community in project activities through community forums

3.13.4. Enhancing Environmental and Social Outcomes of Interventions

3.13.4.1. Gender Mainstreaming in Project Interventions

Gender is an integral component in development. To address existing gender inequities, project interventions should focus on women’s and men’s involvement in the planning,



construction, operation, maintenance and management of domestic water supply, irrigation, sanitation or environmental protection. Project interventions should also give due consideration to internal culture and staffing issues, for example recruitment, promotion and training opportunities for female and male staff, sexual discrimination and harassment, and issues such as child care, paternity or maternity leave, and safe travel arrangements. Gender mainstreaming activities for participating institutions are summarised in Table 3.50.

To improve gender participation in rural water supply programs will require:

A fair representation of women in village water-user entities;

Rural water supply programs based on what both men and women in rural communities know, want and are able to manage, maintain and pay for; and

Raised awareness, training and empowerment of women to actively participate at all levels in water programs, including decision making, planning, supervision and management.

Table 3.50 - Gender mainstreaming in participating institutions

Category of inquiry Issues to consider Steps to be taken for

organisational change

Policy and action plans - Gender policies - Attention to gender in all policies

Is there a gender policy? When was it developed and

who was involved? Does it use sex-

disaggregated data? Is its implementation being monitored?

If there is no gender policy but a desire to address inequalities between men and women then the action will be: - Develop a gender policy for all the

participating institutions

Influencing policy What is the attitude of senior management staff to gender issues? Who are formal and informal opinion leaders?

Which external agencies or people have an influence on the organisation?

Who are the decision making bodies?

- Assess who are the champions for gender equality and equity

- Engage all relevant and potential staff and management

- Create a participatory and inclusive environment for policy development

Human resources - Gender focal staff - All staff

Is there a designated gender unit/focal person?

What do they do? With what resources? Are other staff members gender-aware?

Is sensitivity to gender included in job descriptions and assessed at job evaluations?

- Have clear ToRs for the unit/focal persons

- Establish training in gender mainstreaming and advocacy as an on-going process with action targets

- Have professional backstopping support

- Involve focal units as an integral part of existing processes and programmes

Financial / time resources - Gender equality initiatives on the ground - Staff capacity building initiatives

Is there funding for capacity building on gender?

Is there funding for gender actions on the ground?

- Allocate budgets for staff capacity building and for actions on the ground

- Allocate time for actions at the operational level

- Develop indicators to monitor progress

Systems procedures and tools

Is attention to gender included in routine systems and procedures (information systems, appraisals, planning and monitoring)?

Have staff been issued with guidelines on gender

- Include gender in systems and procedures

- Develop sex-disaggregated information systems

- Include gender in staff Terms of Reference and interviews

- Have indicators for monitoring



Category of inquiry Issues to consider Steps to be taken for

organisational change

mainstreaming? policy progress in implementing gender

- Develop checklists and guidelines Staffing statistics What are the numbers of men

and women at each level in the organisation and according to roles and sectors?

Check employment and hiring policies

- Have gender sensitive recruitment policies that are not discriminatory, even though gender is not about balancing numbers

- Provide staff access to decision making processes

Women and men’s practical and strategic needs

Does the organisation create a safe and practical environment for women and men e.g., transport, toilets, childcare, and flexibility of working hours?

- Analyse the organisation with respect to its sensitivity to the different needs of women and men

- Look at organisational assets such as equipment, furniture, toilet design and accessibility, etc. Are they suitable for women and men?

Organisational culture How does information flow and to what extent are women and men included in the communication chain?

What are the main shared values? Do they relate to equality? And specifically to gender?

Is decision making centralised or decentralised?

What are the attitudes towards female/male staff?

- Adopt an organisational culture that values women and men’s perspectives equally

- Explicitly state the organisation’s commitments to gender equality in all policies and programmes

- Decentralise decision making to allow both women and men a voice in organisational decision making

Staff perceptions What are the male and female staff perceptions towards gender?

- Conduct gender capacity building and awareness raising programmes, especially where gender is seen as just one of the donor requirements and not an organisational value

Policy and actions Does the organisation have equal opportunity polices? What does the policy cover? How is it promoted and implemented?

- Pay attention to equality within the structure, culture and staffing of organisations as well as in the programmes, policies and procedures

- Assess and evaluate continuously using gender-sensitive indicators to enable a comprehensive review

3.13.4.2. Pro-Poor Strategy

The water supply model of individuals selling water to others as described for squatter areas can be enhanced by MWAUWASA and replicated where an individual owns the water connection and they sell the water to other households i.e. the “kiosk model”. MWAUAWASA should also develop a comprehensive pro-poor strategy for serving all the disadvantaged and poorest groups.

3.13.4.3. Improved Monitoring of Social and Environmental Impacts

Although NEMC may delegate its powers to EWURA to ensure environmental compliance in MWAUWASA’s activities, it does not appear to do so. MWAUWASA currently has a Water Quality Engineer who monitors the quality of water of both Mwanza’s water supply and sewage, at the inlets and outlets. But no person or department is specifically charged with monitoring environmental and social issues. It is therefore recommended that an existing member of MWAUWASA’s staff be appointed to oversee environmental and social impact



monitoring. This person can undergo the necessary training in order to be able to pre-empt or recognize issues of consequence and to be able to deal with them appropriately. Alternatively, as LVSWSB has done, MWAUWASA can hire an Environmental / Social Expert to do this.

3.13.5. Social Risks and Effects on the Project

Table 3.51 illustrates the potential impact of social risks on the project.



Table 3.51 - Social Risks and Potential Impacts on the Project

Component Social Risks Likelihood Severity Mitigation Measures

Overall project - Delay in or abandonment of the project Low Severe - Ensure the project has milestones - Track progress of the project - Designate responsibility for follow up and evaluation - Provide time plan to allow performance evaluation

- Need for major modifications due to beneficiaries demand

Medium Moderate - Involve the community and major institutions in participatory planning

- Reputational damage of the implementing agency

Low High - Open and transparent sourcing of professional implementing agencies

- Lack of users’ acceptance of the project Low Severe - Consult and create awareness of the users’ rights from the start of the project

Water and sanitation - Consumer boycott of the new developments, requirements and conditions

Low Severe - Consult and create awareness of the users’ rights from the start of the project

Economic - Non participation by the community due to high levels of poverty

Moderate Severe - Develop pro-poor strategies

- Exposure to legal action due to non compliance

Moderate High - Create awareness of the operating conditions of the project

- Decreased levels of revenues Low High - Develop user friendly tariffs

Infrastructure - Insecurity and vandalism Low Severe - Create awareness and educate the community to own the project and all its components

Gender balance and service to the poor

- Social exclusion Low High - Community capacity building and gender mainstreaming in the project and continued mapping of the poor

Demography - Frequent migration of people from one area to another in search of better livelihoods and services

Medium High - Continued stakeholders dialogue to plan social facilities i.e. houses, markets



Appendices



Appendix 3.1 – Capri Point Intake and Treatment Plant 1. We first visited the Intake. This appeared generally clean and tidy and well looked after.

2. The raw water inlets comprise two pipes running into the Lake. The older, supplying the sump from which the older part of the station pumps was reported to be a 900 mm diameter pipe (nominal capacity of 2,300 m3/hr at a velocity of 1 m/sec); the newer was a 1,400 diameter pipe (nominal capacity of 5,550 m3/hr at a velocity of 1 m/sec). The new pipe was on a subsequent visit said to be 1,100 mm. The end of the older pipe appeared to be around 40 m into the lake, and the newer one around 80m. Water quality appeared reasonable.

3. The raw water passes to two inlet chambers, one serving each half of the station. At the chambers flow is fed via coarse hand raked screens to sumps, one sump serving each pump, although the chamber serving the old part of the station has an unused sump as there is space for four pumps but only three have been installed.

4. The older half of the pump station contains two large (reported as 1,500 m3/hr) and one small (400 m3/hr) pumps and the newer half contains three large pumps (reported as 1,500 m3/hr). The floor of the new pump station is a little below ground level to cater for the situation when lake water level drops.

5. At the time of my visit one large and one small pump was working, I was told this was because of power problems at a booster reducing demand. Normal procedure was stated to be to run two large pumps continuously and a small pump for 50% of the time.

6. I asked why three large pumps were not run and was told there was insufficient demand,

7. There are three rising mains to the works: two of 600 mm, and one of 350 mm. Assuming a velocity of 2m/sec, a reasonable velocity for the relatively short and large mains, the capacity of the raw water mains would be 4,765 m3/hr or 114,300 m3/day. This suggests that the raw water system should be adequate to deliver the stated WTW capacity of 105,000 m3/day.

8. I asked about water hammer but I was told it was not a problem. At a subsequent visit we were told a different story:

It seems that the staff are disinclined to use the three new pumps because of problems with water hammer.

It was reported that the reflux (check valves) on the deliveries from the three new pumps have been damaged by water hammer. The valves originally installed were damaged during commissioning and replaced. The original valves were of a form of rubber diaphragm valve; the replacements are conventional angle check valves, damped and weighted to slow closing.

Both sides of the pump station have anti-surge pressure vessels of 6 cum. On the older side the pressure vessel is connected to the end of the delivery main with a check valve and a small by-pass to the check valve.

On the new side the vessel is connected to the delivery main immediately upstream of the final pump, prior to the delivery main leaving the building. However there is no sign of any flow restriction or reflux valve: it appears the vessel simply sits on the system.

On the old Pump Station the air vessel is located at the end of the main, with the connection upstream of the pumps. On the new Pump Station the air vessel is downstream of the pumps. Both vessels have a volume of 6m3.

9. This problem of water hammer is a major concern and needs to be addressed.

10. It is difficult to envisage any expansion of the treatment works, given both space limitations and possibly deteriorating raw water quality, and the current capacity appears to align with treatment works capacity.

11. One possible improvement would be to provide an additional small capacity pump. The current pumping availability is five large and one small pump. The small pump is used to fine tune the flow to the works. If it were to fail then it would be necessary to start and stop a large pump, meaning very large step changes in flows, not good from a process point of view. It would appear worthwhile to provide another pump either similar to the existing small pump, to reduce the spare part inventory needed, or to provide a new pump of approximately 750 m3/hr, to increase operational flexibility.



There appears to be space in the older part of the pump station to install such a pump, with a plinth already constructed. However the vacuum priming system is located on the plinth and would need to be re-located.

12. We then visited the treatment works, located at relatively high level on a restricted and rocky site apparently offering little or no opportunity for expansion or addition of additional treatment. However there may well be sufficient space to add a high intensity clarification phase if necessary.

13. The treatment plant is new, commissioned in 2008. It is a Degremont designed plant and this is consistent with the type of filters used.

14. The plant is a direct filtration plant, with the raw water being dosed with a coagulant and a coagulant aid before entering a flocculation chamber and passing to rapid gravity filters. Water then flows to a contact tank and into treated water storage before gravitating into distribution. The plant is located at the site of a simple disinfection facility which was used prior to this plant being constructed.

15. In more detail:

The three raw water mains are combined in a 900 mm manifold where calcium hypochlorite and alum are dosed, for pre-chlorination and coagulation. There is also provision for by-passing treatment, dosing only calcium hypochlorite.

Water enters a flocculation chamber where a polymer coagulant aid is dosed. It then flows to the filter inlet channel

Flow passes through the filters and is chlorinated using calcium hypochlorite. It then flows into the contact tank, or the clean backwash water tank. At the exit from the contact tank there is provision for dosing lime, but see comment below.

Flow then passes to the two treated water storage tanks and to distribution.

Backwashing uses air and water, with dirty backwash water flowing to a tank from which supernatant is recycled, and sludge goes to lagoons for drying.

16. There are four chemical dosing systems:

Alum is dissolved in tanks and dosed using three diaphragm chemical dosing pumps. However only two were in position as one had been taken to replace a broken hypochlorite doing pump. The covers to the two dissolving tanks are mild steel, have badly corroded and have been removed.

Polymer is dosed using three small progressive cavity pumps. There is a package plant to make up the polymer solution;

Lime can in theory be dosed using three progressive cavity pumps. However I was told that in practice it was not possible to dose lime as the lime did not reach the dosing point. I asked if a carrier water was used. It is not. However the lines can be flushed with water. It is unclear what the problem is. It may be that the velocity in the lines is too low and lime settles out and blocks them. However the pH is if anything a little high, 8.3 at the time of my visit. There could be more of an issue if the alum dose is raised at times of poor water quality.

Calcium hypochlorite is dissolved in two tanks and dosed using three diaphragm pumps. The on-line chlorine monitor has failed and chlorine dose is manually checked. Given the stable nature of the raw water this should not be an issue – but it may be seen as an indication of future problems associated with a high technology plant.

There does appear to be a problem with spares: I was told there were no spare diaphragms or pumps on site and spares have to be ordered. It is clearly only a matter of time before there are problems dosing alum or chlorine.

17. At the time of my visit the turbidity of the raw water was recorded at 6.6 NTU, and the treated water was 0.32 NTU. I asked about colour of the raw water and a test was done on filtered water giving a value of 125 oH, an improbably high value. I was told the quality of the water measured by turbidity varied over the range 5 to 30 NTU, with the high values after heavy rain or high wind causing currents.

18. The process appeared generally appropriate. I would imagine that at times of poor water quality the solids load on the filters would mean frequent backwashing was required. This was not identified as an issue however, with washing done daily. It may be that the filters are operating at lower than



design loadings, particularly if poor water quality is associated with heavy rain and reduced demand. There is the possibility that the design throughput may not be achievable at times of poor water quality, but nothing yet to suggest this is an issue.

19. The Degremont drawings show a location for pre-treatment and provide a layout for this. It appears that some provision has been made for addition of future pre-treatment in the pipework, but this was not reviewed in detail.

20. The major issue at present would appear to be the sophisticated nature of the plant and the lack of spares for the chemical dosing systems. Also the backwashing is fully automatic, with valves actuated using compressed air, and although manual control should be possible there is no obvious provision for manual operation, meaning that any failure in the actuators would mean a filter could not be used. There would appear to be a significant risk of plant failure leading to the plant being by-passed either in part or totally, depending upon the nature.

21. As noted above the works is normally operated with raw water delivered by two of the large intake pumps, with the small pump operated for around 12 hours/day. If this small pump were to fail then the balancing flow in excess of that provided by the two large pumps would have to be met by switching in and out a third large pump. This will involve nominal treatment plant throughput switching between a nominal 72,000 m3/day (with two 1500 m3/hr pumps operating) and 108,000 m3/day (with three1,500 m3/hr pumps operating). These figures are based on nominal pump duties and in practice may be a little lower. However the impact of such large changes in flow is likely to be difficult to manage. Because there is no flow balancing in the system the impact is likely to be operation of the filter feed channel overflow until filter rates have been increased. It is not known how long this will be as it will depend on the logic within the filter control system. In addition if the filters were approaching the need for cleaning, then increasing the flow by 50% may well trigger backwashing meaning the overflow may operate until some of the filters are backwashed. From process considerations it would be far better to match raw water pumping to treated water need, using a smaller pump for switching on and off where necessary.

22. There are problems with measuring the treated flows in the five mains delivering treated water from the works to the distribution system, apparently associated with the delivery mains not being full.



Appendix 3.2 – Ilemela Waste Stabilisation Ponds The ponds are still under construction. The process is essentially as described in Section 4.3 of the Final Design Report Mwanza Water Supply Project Phase II – Sewerage.

It comprises:

A simple inlet works with a flow measurement fume and a hand raked screen. There is also a small 300 mm diameter overflow/by-pass.

A channel conveying flow to three anaerobic lagoons operated in parallel, with flow diverted to each. The depth of the anaerobic ponds was said to be 3m: the design report says 3.75m. The ponds are lined with a plastic liner which apparently covers the entire pond and is run up the sides onto the banks between the ponds. This differs from the Design Report which envisaged a layer of clay to line the ponds. In one of the facultative ponds the liner had risen to the surface in two positions. This is presumably because of gas production below the liner. Rising membranes are unacceptable and this should be addressed. It is common to provide some form of venting system to allow gas forming under the liner to escape, but this does not appear to be the case here.

The outflow from the three anaerobic ponds is combined and flows to a flow splitting arrangement which divides flow to four facultative ponds. Flow from all four of these ponds flows to the first of eight maturation ponds, operated in series, with flow discharging from the final pond to the Lake.

There are also reception/settling tanks for septic and cess wastes, with the supernatant taken to the lagoons and the sludge to drying beds.

There are a large number of sludge drying beds.

Work was still proceeding on construction, with completion appearing to be two or three months away.

It does appear odd that the lining is unprotected.

Flows/flume

At the time of my first visit the depth of water in the inlet channel upstream of the flume was indicated as a little over 0.5m, assuming the flume throat is 0.2 m and the invert of the flume is flush with the floor of the channel (i.e. that the depth is to the invert of the flume), the flow would be of the order of 120 l/s, near to the design peak flow of 137 l/s. The following day at around 09:00 the flow was similar. Later at 09:24 the depth was down to 8cm, equivalent to a flow of 8l/s, assuming the flume was not drowned. This flow appeared very clean and presumably was mainly infiltration. It therefore appears that there is a pumped flow of around 110 l/s.

The contract documents specify a Endress & Hauser Khafagiventuri flume QV305 with a design flow of 137 l/s, and I was told this was what was provided. There was no reason to doubt this.

A subsequent check at the pump station revealed that only one pump is operated. The Sewerage Final Design Report states that “The current measured capacity of one pump is about Q = 40 l/s (41.2 l/s) at H = 70 m”. I was told by the sewerage operations manager that one pump has a capacity of 85 l/s. The FDR also states that the power rating of the pump motors is 132kW. Working back, assuming an efficiency of 70% and a head of 70m, this would be flow rate of 135 l/s, far more consistent with what was seen, an apparent pump flow rate of around 110 l/s after allowing for infiltration.

From the manufacturer’s plate on a pump removed from the station details are: KSB SEWATEC 150-500 manufactured in 2002. Design duty of 85 l/s at a head of 80m. LD = 450, n = 1485. “5 M25 715 694/3”

From the GIS data the ground level at the pump station is 1138, and the end of the rising main is at a ground level of 1191, a difference of 53m. After allowing for the different sewer depths the static head is likely to be of the order of 55m. Thus the dynamic head at the duty point will be of the order of 25m. By assuming the dynamic head is proportional to the flow squared, and using the pump curve it will be possible to estimate the flow when on pump is operating. Looking at curves for SEWATEC pumps it appears likely that the flow when a single pump is operating could well be of the order of 110 l/s.

It is clear that the pump capacity is far higher than reported in the FDR. However these pumps are to be rehabilitated or replaced under the ongoing sewage contract.

A local pump company, East Coast Pumps, is looking at the pumps for the current contract. Contact details are Jannie Rossouw, 076 788 8087, [email protected] . He promised to obtain pump curves from KSB and e-mail to us. The impeller from the damaged pump was seen – this is worn and damaged, with two chunks of the impeller missing. He noted that the sumps are large and a great deal of



grit gets into the sump. He suggested installing two Flygt mixers in the sumps to keep solids in suspension. (There are constant velocity grit channels and screens at the inlet to the pump station

Pump running hours are recorded at the pump station. These show typically a pump is run for around 9 to 10 hours/day. Assuming a flow of 120l/s at the works this equates to a daily flow of 3,900 to 4,350 m3/day, including infiltration. This compares to a design flow of 5,750 m3/day. Flows will be higher during the rainy season than those seen at present.

It seems that:

There is spare capacity at present of around 1,800 m3/day, equivalent to a population of around 22,500, assuming a sewage flow of 80 l/hd/day. The current sewage contract includes for 5,000 house connections. So if implemented this would take up the spare capacity in the waste stabilisation ponds.

The hydraulic design of the waste stabilisation ponds appears inadequate. However whilst if smaller pumps were installed in the Central Pump Station then the hydraulics of the plant would be acceptable, this could well lead to problems at the Central Pump Station, particularly during the rains.

If the above analysis is correct then the flume at the wastewater treatment works needs to be increased in capacity, most likely by increasing throat width to around 300 mm and increasing the depth of the flume. The hydraulics of the works should be checked to ensure the works can handle higher flows than designed for.

More treatment capacity is urgently required to be planned as the ponds could be at capacity within two or three years if connections are made as planned. However the actual rate of sewer connection may well be lower than planned, given the relative unwillingness of people to pay for sewerage.

The existing inlet screen and flume has been abandoned in order to provide more head to allow flow to the new anaerobic ponds. The flow measurement flume in the abandoned inlet works is of the order of 300 mm, a little wider than my shoes are long. This appears far more appropriate.

Pond Lining

The use of unprotected plastic-based liner appears inappropriate in the anaerobic and arguably in the facultative ponds. The anaerobic ponds will regularly be de-sludged using a JCB-type rubber-tyred excavator. If there are ‘bubbles’ in the liner this will lead to immediate damage to the liner. Additionally there are risks of the bucket damaging the liner even where it is level, and it is possible that damage will occur from the wheels, there will be repeated traffic in the vicinity of the access ramps which it seems likely will cause ruts and damage, particularly if the lining is damaged and the underlying material gets wet. The facultative ponds will require less frequent de-sludging. One facultative pond has severe lifting of the liner, with liner visible at the surface in two locations.

The pond lining appears questionable for the following reasons:

The liner is exposed above top water level in the lagoons and is vulnerable to vandalism;

There is a lack of venting which can and has led to the formation of ‘bubbles’ in the lining; and

Intuitively the use of unprotected lining in anaerobic ponds which will be regularly de-sludged appears unsatisfactory, but the supplier’ s recommendations should be followed;

Review of Contract Documents

I extracted some information from the contract documents. These show the design of the waste stabilisation ponds and pump stations to be precisely as the Final Design Report. The Kirumba P Stn has a design flow of 61.5 l/s. It has three submersible pumps and a 250 mm rising main.

The Mwanza South P Stn has a design flow of 36.5 l/s. It also has three submersible pumps and a 250 mm rising main.

I did not review the BoQ but was told that the contract provides for 5,000 house connections but that as yet very few have been constructed as MWAWSA have provided few details of what they want.

Additional Land

We were told that MWUWSA own the land to the north of the ponds, an obvious location for an extension or a new treatment plant. Any extension would need to cater for the sewers already designed by Don Consult for the area to the north and west of the ponds.



Sewerage Questions

The key questions are the planned extension of sewers and the rate at which house connections will occur. This is important for the financial viability of MWAUWASA as it will greatly impact on income.



Appendix 3.3 – Preliminary Urban Inequality Survey Data for Mwanza

Us

wel

u -

LIA

co

de:

1908

1019

1

Bu

tim

ba

- L

IA

cod

e: 1

9080

2291

Igo

ma

- L

IA C

od

e 19

0303

291

Ilem

ela

- L

IA

cod

e: 1

9080

7391

Isam

ilo

- L

IA

cod

e: 1

9030

8291

Kir

um

ba

- L

IA

cod

e: 1

9030

9291

Kit

ang

iri -

LIA

co

de:

190

3102

91

Lu

chel

ele

- L

IA

cod

e: 1

9099

9891

Mah

ina

- L

IA c

od

e:

1909

9999

1

Mb

ug

ani

- L

IA

cod

e: 1

9030

7291

Mko

lan

i -

LIA

co

de:

19

0999

791

Nya

kato

- L

IA c

od

e:

1908

0329

1

Nya

man

oro

- L

IA

cod

e: 1

9030

2291

Pam

ba

- L

IA c

od

e:

1903

0429

1

Pas

ian

si -

LIA

co

de:

190

8012

91

Igo

ga

- L

IA c

od

e:

1908

0439

1

Mku

yun

i -

LIA

co

de:

190

3012

91

Ove

rall

Population number 15200 30800 41500 24800 29400 21600 18400 7700 16700 35300 7800 50400 38400 22500 47100 32500 52500 492600

Surface (ha) 554 1168 411 297 154 243 516 63 758 377 185 1133 391 98 307 110 258 7023

Population density (p/km²) 2744 2638 10092 8337 19115 8898 3562 12133 2203 9356 4219 4449 9811 22980 15347 29633 20341 -

Proportion of the LIA population using drinking water from a household connection, public standpipe/kiosk or borehole supplied by a licensed service provider and taking less than 30 minutes to fetch water

10% 49% 36% 28% 44% 17% 46% 18% 52% 33% 38% 40% 52% 27% 40% 24% 33% 36%

Proportion of LIA population having a domestic connection supplied by a licensed service provider

7% 49% 25% 29% 28% 21% 53% 12% 43% 37% 42% 43% 53% 35% 43% 24% 34% 36%

Proportion of domestic connection in the LIAs that are disconnected or do not provide water

0% 3% 0% 4% 0% 19% 10% 17% 0% 0% 8% 7% 4% 4% 7% 0% 3% 4%

Metering ration of domestic connections in LIAs

100 100 100 100 100 88 95 100 100 100 92 98 100 88 100 100 97 98%

Proportion of the LIA population fetching water at a public standpipe or kiosk supplied by a licensed service provider

9% 0% 14% 0% 15% 0% 0% 10% 11% 0% 0% 1% 1% 0% 0% 0% 0% 3%

Number of functioning and non-functioning kiosks or public standpipes supplied by the WSSA located in a LIA

12 7 3 18 0 0 0 9 6 0 3 0 4 0 3 0 0 -

Proportion of the LIA population spending more than 30 minutes to fetch water

44% 6% 12% 24% 19% 23% 5% 28% 8% 3% 7% 13% 7% 9% 11% 3% 1% 11%

Proportion of the LIA population receiving their drinking water from informal service providers

13% 50% 41% 14% 56% 49% 41% 6% 36% 63% 52% 43% 44% 63% 60% 76% 67% 50%

Proportion of the LIA population fetching their drinking water from somebody else`s domestic connection supplied by WSSA

10% 50% 41% 11% 56% 46% 41% 6% 36% 63% 52% 43% 43% 63% 58% 76% 64% -

Price per 20 litre jerry can paid by the people who get their drinking water from ISPs (TZS/20l)

11 40 37 44 75 36 49 50 44 37 29 42 41 43 41 37 33 41

Proportion of the LIA population with access to improved sanitation

11% 64% 68% 30% 55% 59% 79% 34% 65% 74% 60% 71% 67% 75% 66% 65% 63% 63%

Proportion of the LIA population sharing an improved sanitation facility

1% 25% 19% 11% 26% 29% 41% 10% 7% 44% 13% 28% 25% 39% 38% 34% 29% 27%



Appendix 3.4 – School Water, Sanitation and Hygiene Mapping Report - Mwanza Municipality

SNV / Plan / Geodata – November 2009 This is the report of the study into the Water, Sanitation and Hygiene (WASH) situation in schools in Mwanza Municipality (including Ilemela and Nyamagana districts). The study was conducted in two parts. The first is a comprehensive mapping survey of all primary schools in the municipality, including public and privately-owned schools. This quantitative data is complemented by the second component of the study – a qualitative exercise to validate the survey data and collect further narrative information on governance aspects of school WASH. This report contains the findings of both components – survey data is presented in section 2 and qualitative data in section 3. The mapping survey was conducted in October to November, 2009 and the 3 day validation exercise in November 2009. Key Findings: Survey data Number of schools and pupils in the study districts

No. of schools No. of pupils

Private Public Total Girls Boys Total

B – Pre- and Primary 16 66 82 31,603 30,755 62,358

C – Primary 3 87 90 37,029 36,069 73,098

Total 19 153 172 68,632 66,824 135,456

Latrine numbers, ratios and shortages

# pupils actual # DHs pupils per DH required # DHs shortage

Girls 68,632 1024 67.0 3,432 2,408

Boys 66,824 975 68.5 2,673 1,698

Total 135,456 1,999 67.8 6,105 4,106



Latrine status summary

Categorisation number of schools

Latrine numbers

Meeting "minimum standards" 10

Halfway to "minimum standards" 36

less than 100 pupils per DH 74

101-200 pupils per DH 39

over 200 pupils per DH 9

no latrines 4

Type of latrine

Dry compost 0

VIP 11

Pit latrine with slab 122

Pour flush 39

Traditional pit latrine 0

Others 0

National minimum standards are: 20 girls per toilet and 25 boys per toilet. Handwashing facilities summary


Type of facility

Wash basin 7

Stand pipe 24

Fixed container 12

None 129

Water for handwashing Enough 27

Insufficient 17

None 128

Soap available? Yes 4

No 168

Water supply status summary


Type of source

Piped 107

Hand-drilled tube well 2

Shallow well 5

Rainwater harvesting 12

Other / none 42

Location On school premises 135

Outside school premises 37

Functionality Functional 93

Non-functional 79



Overall school WASH status*

Box 1 – Definitions of composite indicators

Category Indicator Calculation Grading

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Latrine numbers score (girls) Max 5

Less than 20 girls per DH = 5 20-40 girls per DH = 4 40-100 girls per DH = 3 100-200 girls per DH = 2 Over 200 girls per DH = 1 No latrine for girls = 0

Latrine numbers score (boys) Max 5

Less than 25 boys per DH = 5 25-50 boys per DH = 4 50-100 boys per DH = 3 100-200 boys per DH = 2 Over 200 boys per DH = 1 No latrine for boys = 0

Latrine numbers score (all) Max 10

Sum of latrine numbers score for girls and for boys

10 = good (A); 8-9 = ok (B); 4-7 = poor (C); 0-3 = very poor (D)


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an

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Latrine type score Max 2

VIP / pour flush / composting = 2 Pit latrine with slab = 1 Traditional pit latrine = 0

Latrine materials score Max 1

Cement/concrete/burnt bricks = 1 Other = 0

Suitable for disabled? Max 1

Yes = 1 No = 0

Privacy for girls Max 2

Yes, and door available = 2 Yes, but no door = 1 Door, but no privacy = 1 Neither = 0

Privacy for boys Max 2

Yes, and door available = 2 Yes, but no door / door but no privacy = 1 Neither = 0

Latrine emptied? Max 1

Yes = 1 No = 0

Latrine standards score Max 9

Sum of all scores for latrine standards 8-9 = good (A); 6-7 = ok (B); 3-5 = poor (C); 0-2 = very poor (D)


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h

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hin

g

Cleansing materials Max 1

Materials present = 1 No materials present = 0

Water for handwashing Max 2

Sufficient water = 2 Insufficient water = 1 No water = 0

Soap available? Max 2

Yes = 2 No = 1

Disposal of hygienic pads? Max 1

Yes = 1 No = 0

Overall School WASH

08 8

16

0 0

16 16

0

46

68

114

0 1

113 114

0

26

13

39

0

1623

39

0 2 1 3 0 2 1 3

0

20

40

60

80

100

120

Pre-school Pre- andPrimary

Primaryonly

All Primary Secondary Private Public Grand Total

School type . Management . Grand Total

no

. of

sch

oo

ls Very Poor

Poor

OK

Good

* The scoring system used in this chart is explained in box 1 below.



Cleanliness Max 2

1 if neither “smelly” nor “soiled” Plus 1 if “dirty” not listed as a problem

Latrine hygiene score Max 8

Sum of all scores for latrine hygiene 7-8 = good (A); 5-6 = ok (B); 3-4 = poor (C); 0-2 = very poor (D)


Wa

ter

Su

pp

ly

Water supply type Max 2

Piped = 2 Other protected = 1 Unprotected / none = 0

Water supply location Max 1

On school premises = 1 Off premises = 0

Water supply functionality Max 1

Functional = 1 Non-functional = 0

Water supply score Max 4

Sum of all scores for water supply 4 = good (A); 3 = ok (B); 1-2 = poor (C); 0 = very poor (D)


Hyg

ien

e ed

uca

tio

n

Hygiene teaching Max 1

Taught = 1 Not taught = 0

Teacher trained in hygiene education Max 1

Yes = 1 No = 0

Teaching materials available Max 1

Yes = 1 No = 0

Hygiene education score Max 3

Sum of all scores for hygiene education 3 = good (A); 2 = ok (B); 1 = poor (C); 0 = very poor (D)


Overall school score

Overall score Max 34

Sum of scores for latrine numbers, latrine standards, latrine hygiene, water supply and hygiene education

30-34 = good (A); 20-29 = ok (B); 10-19 = poor (C); 0-9 = very poor (D)

Key Findings from the Governance and Validation Exercise

Most of the schools receive the capitation funds late, fragmentated and less than what was budgeted for. This challenges the proper implementation of planned activities.

Unclarity on roles and responsibilities (‘unfinished decentralisation’) and lack

of accountability amongst actors on different levels undermines the quality of various infrastructures in schools and thus affects the quality of education.

There is no clear policy on construction of WaSH facilities. Although most of

the schools follow the government designs, they construct latrines and other infrastructure using local constructors and builders because of lack of funds. As a result, most of the structures at the schools are substandard.

Due to immense needs and little funding resources, operation and

maintenance is usually not included in the plans and budgets. School WaSH is not a priority for many actors on different levels. Insufficient awareness of the importance of proper WaSH facilities in schools

amongst communities, teachers, government leaders and pupils (e.g. the failure to see the link between diseases and poor WaSH facilities).


Appendix 3.5 – Collated School Data

Ward Primary Primary 30 8 Secondary 30 8 SNV Primary Schools Assessment need toilets public

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1 Bugogwa Kabangaja Kabangaja 1044 35 4 0 0 2 Bugogwa Bugogwa 1124 0 0 Bugogwa 829 28 3 3 Bugogwa Igogwe Igogwe 803 27 3 0 0 Igogwe C D D D B 10 C 4 Bugogwa 0 0 0 0 Kabangaja C D D D B 9 D 5 Bugogwa Kilabela 0 0 0 0 6 Bugogwa Masemele 0 0 0 0 7 Bugogwa Mhonze 678 0 0 0 0 8 Bugogwa Nyamwilolelwa 761 0 0 0 0 9 Bugogwa 0 0 Shibula 798 27 3

10 Bugogwa Umoja Umoja - Mhonze 735 25 3 0 0 Umoja - Mhonze C D D A B 12 C 11 Buhongwa Buhongwa 1266 0 0 Buhongwa 961 32 4 12 Buhongwa Bulale 0 0 0 0 13 Buhongwa Lwahnima 0 0 0 0 14 Buhongwa 0 0 Rwanhima 582 19 2 15 Buhongwa Sahwa 0 0 0 0 16 Buswelu Bulola Bulola 1178 39 5 0 0 Bulola D B D B A 14 C 17 Buswelu 0 0 Bujingwa 676 23 3 18 Buswelu Buswelu 0 0 Buswelu 1207 40 5 19 Buswelu 0 0 Ibinza 800 27 3 20 Buswelu Nyamadoke Nyamadoke 1025 34 4 0 0 Nyamadoke C D D B B 11 C 21 Buswelu Nyamuhongolo Nyamuhongolo 1025 34 4 0 0 Nyamuhongolo C D D D B 10 C 22 Butimba 1033 Amani 586 20 2 0 0 Amani C B D A B 19 C 23 Butimba Butimba Butimba B 586 20 2 Butimba Day 948 32 4 Butimba B C D D A A 16 C 24 Butimba Iseni A 831 Iseni B 1158 39 5 0 0 Iseni B C B C A B 23 B 25 Butimba Iseni C B 884 0 0 0 0 26 Butimba Messer Eng Med 0 0 0 0 Messer Eng Med B A C B B 25 B 27 Butimba Mkuyuni 741 25 3 0 0 Mkuyuni C D D A A 16 C 28 Butimba Nyabuhogoya 757 25 3 Nyabulogoya 906 30 4 Nyabuhogoya C D D B A 16 C 29 Butimba 0 0 Nyamagana 931 31 4 30 Butimba Nyegezi A 857 0 0 0 0 31 Butimba Tambukareli 0 0 0 0 32 Igogo Azimio A 969 Azimio B 885 30 4 0 0 Azimio B C D D A B 15 C 33 Igogo Azimio B 850 Azimio C 994 33 4 0 0 Azimio C C D D A A 15 C 34 Igogo Azimio C 901 0 0 0 0 35 Igogo Igogo A 1047 Igogo 885 30 4 Igogo 852 28 4 Igogo C D D B B 13 C 36 Igogo 936 Igogo B 885 30 4 0 0 Igogo B C B D C A 17 C 37 Igogo Malulu 1091 Malulu 1242 41 5 0 0 Malulu C B D B B 20 B 38 Igoma 0 0 Mapango 808 27 3 39 Igoma Bujingwa Bujingwa 621 21 3 0 0 Bujingwa C D D C B 12 C 40 Igoma Bukaga Bukaga 566 19 2 0 0 Bukaga C C D C B 13 C 41 Igoma Igoma 0 0 Igoma 789 26 3 42 Igoma Kakobe 0 0 0 0 43 Igoma Kanindo Kanindo 416 14 2 0 0 Kanindo C D D C B 11 C 44 Igoma Kishili 0 0 0 0 45 Igoma Mandela Mandela 1043 35 4 0 0 Mandela D B D A B 15 C 46 Igoma Mtakuja Mtakuja 940 31 4 0 0 Mtakuja C D D C B 11 C 47 Igoma Nyerere Nyerere 900 30 4 0 0 Nyerere C B D D A 13 C 48 Igoma Shamaliwa 0 0 Shamaliwa 921 31 4 49 Ilemela Ilemela A 1020 Ilemela 870 29 4 0 0 Ilemela C D D D A 11 C 50 Ilemela Ilemela B 730 24 3 0 0 Ilemela B C B D D A 16 C 51 Ilemela Jeshini 540 0 0 0 0



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52 Ilemela Kahama 0 0 0 0 53 Ilemela Kiseke 1167 0 0 0 0 54 Ilemela Lukobe Lukobe 572 19 2 Lukobe 648 22 3 Lukobe C D D B B 13 C 55 Ilemela 0 0 Lumala 917 31 4 56 Ilemela Mwambani 0 0 0 0 57 Ilemela Nsumba 632 21 3 0 0 Nsumba C B D C A 18 C 58 Ilemela Sabasaba Sabasaba 721 24 3 0 0 Sabasaba C B C A A 22 B 59 Isamilo Kileleni Kileleni 950 32 4 0 0 Kileleni C D D C A 10 C 60 Isamilo Lake A 774 Lake B 826 28 3 0 0 Lake B D C D B A 11 C 61 Isamilo Lake B 705 0 0 0 0 62 Isamilo Lake C 490 0 0 0 0 63 Isamilo Maendeleo 717 24 3 0 0 Maendeleo C D D B A 12 C 64 Isamilo Makongoro A 420 Makongoro 224 7 1 0 0 Makongoro B D D B B 16 C 65 Isamilo Makongoro B 262 Makongoro B 180 6 1 0 0 Makongoro B B D D B B 16 C 66 Isamilo Nyakabungo 820 Nyakabungo A 909 30 4 0 0 Nyakabungo A C A C A A 25 B 67 Isamilo 832 Nyakabungo B 750 25 3 0 0 Nyakabungo B C D D A A 16 C 68 Isamilo 817 Nyakabungo C 911 30 4 Nyakabungo 671 22 3 Nyakabungo C C B C A A 23 B 69 Isamilo 0 0 Ole Njolay 958 32 4 70 Kirumba Bugungumuki 770 Bugungumuki 880 29 4 0 0 Bugungumuki C B D D A 14 C 71 Kirumba 0 0 Kabuhoro 803 27 3 72 Kirumba Kirumba 1086 0 0 Kirumba 694 23 3 73 Kirumba Tumaini 650 Songambele 1161 39 5 0 0 Songambele C C D A B 13 C 74 Kirumba Tumaini 811 27 3 0 0 Tumaini C A C D B 19 C 75 Kirumba Ziwani 836 28 3 0 0 Ziwani D D D A B 8 D 76 Kitangiri Jiwe Kuu 0 0 0 0 77 Kitangiri Kitangiri A 1115 0 0 0 0 78 Kitangiri Kitangiri B 969 Kitangiri B 975 33 4 0 0 Kitangiri B B D D A A 17 C 79 Kitangiri Kitangiri C 1029 Kitangiri C 1258 42 5 0 0 Kitangiri C B D D A B 16 C 80 Kitangiri Mihama 0 0 Mihama 760 25 3 81 Kitangiri 0 0 Mwinuko 716 24 3 82 Mahina Igelegele Igeregere 901 30 4 Igeregere 566 19 2 Igeregere C D D D A 9 D 83 Mahina Kasota 0 0 0 0 84 Mahina Mahina 0 0 Mahina 1108 37 5 85 Mahina Mhandu Mhandu D 1045 35 4 Mhandu 926 31 4 Mhandu D C D D C B 11 C 86 Mahina Nyakato Nyakato B 913 30 4 0 0 Nyakato B B D D D A 13 C 87 Mahina Nyakato C 876 29 4 0 0 Nyakato C C D D D A 12 C 88 Mahina Nyangulungu 0 0 0 0 89 Mahina Shigunga Shigunga 576 19 2 0 0 Shigunga B D D B A 16 C 90 Mbugani Mabatini A 766 0 0 0 0 91 Mbugani Mabatini B 561 Mabatini B 766 26 3 0 0 Mabatini B C B C A B 22 B 92 Mbugani Mbugani C 1071 36 4 Mbugani 889 30 4 Mbugani C C C D A B 16 C 93 Mbugani 0 0 Mtoni 1022 34 4 94 Mbugani Nyashana 815 Nyashana 1071 36 4 0 0 Nyashana C C D D A 11 C 95 Mbugani Pamba Pamba B 888 30 4 0 0 Pamba B D D D A B 12 C 96 Mbugani Pamba C 756 25 3 0 0 Pamba C C D D A A 15 C 97 Mbugani Victoria 766 26 3 0 0 Victoria C C D A A 17 C 98 Mirongo Mirongo 670 0 0 Mirongo 780 26 3 99 Mirongo Nyanza 505 y Nyanza A 189 6 1 0 0

100 Mirongo 387 y Nyanza B 280 9 1 0 0 Nyanza B A B C A B 26 B 101 Mirongo 466 y Nyanza C 939 31 4 0 0 Nyanza C A B D A A 25 B 102 Mkolani Ibanda Ibanda B 1963 65 8 0 0 Ibanda B B B D D A 19 C 103 Mkolani Luchelele 0 0 Luchelele 704 23 3 104 Mkolani Mkolani 0 0 Mkolani 988 33 4 105 Mkolani 0 0 Nganza 706 24 3 106 Mkolani 0 0 Nsumba 821 27 3 107 Mkolani Nyamalango Nyamalango 666 22 3 0 0 Nyamalango C D D A A 13 C 108 Mkolani Nyamarango B 1000 33 4 0 0 Nyamarango B B B D D A 20 B 109 Mkolani Nyasubi 0 0 0 0 110 Mkolani Sweya 0 0 0 0



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111 Mkuyuni Mkuyuni A 734 0 0 0 0 112 Mkuyuni Mkuyuni B 734 0 0 0 0 113 Mkuyuni Mkuyuni 0 0 0 0 114 Mkuyuni Mkuyuni C 550 Mkuyuni C 763 25 3 Mkuyuni 857 29 4 Mkuyuni C C D D C B 12 C 115 Mkuyuni Mkuyuni D 780 26 3 0 0 Mkuyuni D D D D B A 9 D 116 Mkuyuni Nyakulunduma 1400 Nyakurunduma 1018 34 4 Nyakulunduma 675 23 3 Nyakurunduma D D D C B 8 D 117 Nyakato Buzuruga Buzuruga A 1287 43 5 0 0 Buzuruga A C D D B B 13 C 118 Nyakato Buzuruga C 1114 37 5 0 0 Buzuruga C C D D B B 13 C 119 Nyakato Buzuruga D 990 33 4 0 0 Buzuruga D C D D B B 13 C 120 Nyakato Buzurunga A 1287 43 5 0 0 Buzurunga A C B D D B 12 C 121 Nyakato Gedeli Gedeli A 800 27 3 0 0 Gedeli A C D D B A 15 C 122 Nyakato Gedeli B 1360 45 6 0 0 Gedeli B C B D B B 15 C 123 Nyakato Ibeshi 0 0 0 0 124 Nyakato 0 0 Kangaye 926 31 4 125 Nyakato Muungano Muungano 1384 46 6 0 0 Muungano D D D D B 7 D 126 Nyakato Nundu Nundu D 1277 43 5 Nundu 845 28 4 Nundu D C D D B A 12 C 127 Nyakato Nyambiti 0 0 0 0 128 Nyakato Nyamwilolelwa 0 0 0 0 129 Nyakato Nyasaka 0 0 Nyasaka 834 28 3 130 Nyakato Sima Sima 1190 40 5 0 0 Sima D C D B A 14 C 131 Nyakato Buzuruga D 990 33 4 0 0 132 Nyakato 0 0 0 0 Victoria B D D A B 17 C 133 Nyamagana 0 0 Capripoint 669 22 3 134 Nyamagana Nyamagana A 456 Nyamagana A 435 15 2 0 0 Nyamagana A C A C A B 23 B 135 Nyamagana Nyamagana B 411 Nyamagana B 451 15 2 0 0 Nyamagana B C B C A B 23 B 136 Nyamanoro 841 Bondeni 828 28 3 0 0 Bondeni C B D B A 19 C 137 Nyamanoro 584 Ghana 484 16 2 0 0 Ghana C D D B A 13 C 138 Nyamanoro Hekima 647 Hekima 850 28 4 0 0 139 Nyamanoro Ibungilo Ibungilo 1044 35 4 Ibungilo 881 29 4 Ibungilo C B D A B 17 C 140 Nyamanoro Kiloleli 801 0 0 Kiloleli 846 28 4 141 Nyamanoro 566 Karume 1373 46 6 0 0 Karume C D D B B 13 C 142 Nyamanoro 1174 Kilimahewa 547 18 2 0 0 Kilimahewa C B D A A 20 B 143 Nyamanoro Mkudi Mkudi 1681 56 7 0 0 Mkudi D C D D B 8 D 144 Nyamanoro 0 0 0 0 Montissori B A A A A 33 A 145 Nyamanoro Mwenge 647 0 0 0 0 146 Nyamanoro Nyamanoro 914 0 0 Nyamanoro 869 29 4 147 Pamba Bugando 615 Bugando B 510 17 2 0 0 Bugando B C D D A B 15 C 148 Pamba Bugarika 1091 y 0 0 Bugarika 748 25 3 149 Pamba Mlimani 879 0 0 Mlimani 780 26 3 150 Pamba 816 Mongela 893 30 4 0 0 Mongela C D D A B 16 C 151 Pamba 861 Moringe 923 31 4 0 0 Moringe B D D A B 16 C 152 Pamba 0 0 Mwanza 1733 58 7 153 Pamba 0 0 Pamba 1455 49 6 154 Pamba Pamba A 960 0 0 0 0 155 Pamba Pamba B 837 0 0 0 0 156 Pamba Pamba C 836 0 0 0 0 157 Pamba Sahara 1033 y Sahara 927 31 4 0 0 Sahara D C D A A 13 C 158 Pamba 874 Sokoine 850 28 4 0 0 Sokoine C D D A B 15 C 159 Pasiansi Bwiru 1101 0 0 Bwiru Boys 740 25 3 160 Pasiansi Bwiru B 541 0 0 Bwiru Girls 419 14 2 161 Pasiansi Isenga Isenga B 810 27 3 0 0 Isenga B C B D B A 17 C 162 Pasiansi Isenga C 1080 36 5 0 0 Isenga C D D D D A 7 D 163 Pasiansi Isenga D Isenga D 911 30 4 0 0 Isenga D C C D B B 12 C 164 Pasiansi 0 0 Kitangiri 942 31 4 165 Pasiansi 0 0 Mnarani 828 28 3 166 Pasiansi Pasiansi 1300 0 0 Pasiansi 1044 35 4 167 Sangabuye Chasubi Chasubi 846 28 4 0 0 Chasubi C B D D B 14 C 168 Sangabuye Igombe 1097 0 0 0 0 169 Sangabuye Isesa 0 0 0 0 170 Sangabuye Kabusungu 0 0 0 0



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171 Sangabuye Kayenze 0 0 0 0 172 Sangabuye Nyafula Nyafula 850 28 4 0 0 Nyafula C D D C A 13 C 173 Sangabuye Sangabuye 0 0 Sangabuye 771 26 3

Don Consult extras 174 Jamhuri 879 175 Isege A 1035 176 Isege C 1009 177 Ziwani 805 178 Songambele 1085 179 Miebeni 533 180 Serengeti 575 y 181 Victoria 594 y

Totals 60679 79127 2638 330 43547 1452 181

Phil Sutherland

W S Atkins International Ltd

Woodcote Grove Ashley Road Epsom Surrey KT18 5BW England

Email: [email protected]

Telephone: +44 (0)1372 726140

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