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Proceedings No. 4UNW-DPC Publication Series

Proceedings of the2nd Regional Workshop on Water Loss Reduction in Water & Sanitation Utilities South East European Countries

16-18 November 2009, Sofia, Bulgaria

Co-editors: Reza Ardakanian José Luis Martin-Bordes

Proceedings of the 2nd Regional W

orkshop on Water Loss Reduction in W

ater & Sanitation Utilities, South East European Countries

UNW-DPC Publication Series

Proceedings No. 4

Editors Reza Ardakanian, Jose Luis Martin-Bordes (UNW-DPC)Language editor Lis Mullin Bernhardt, Patricia Stadié (UNW-DPC)Layout Tanja Maidorn (UNW-DPC)Print bonnprint.com, Bonn, GermanyNumber printed 500Photos copyright UNW-DPC

Proceedings Series No. 4 Published by UNW-DPC, Bonn, GermanyJanuary 2010© UNW-DPC, 2010

Disclaimer

The views expressed in this publication are not necessarily those of the agencies cooperating in this project. The designations employed and the presentation of material throughout this publication do not imply the expression of any opinion whatsoever on the part of the UN, UNW-DPC, UNU, UN-HABITAT and BWA concerning the legal status of any country, territory, city or area or of its authorities, or concerning the delimitation of its frontiers or boundaries.

Unless otherwise indicated, the ideas and opinions expressed by the speakers do not necessarily represent the views of their employers. Please note that the views reported from the group discussions derive from discussions between different participants attending the meeting. As such their appearance in this publication does not imply that all participants agree with the views expressed, although group consensus was sought where possible. The contributions contained herein have been lightly edited and re-formatted for the purpose of this publication. The publishers would welcome being notified of any remaining errors identified that the editing process might have missed.

Proceedings of the2nd Regional Workshop on

Water Loss Reduction in Water & Sanitation Utilities South East Europe Countries

16-18 November 2009, Sofia, Bulgaria

Co-editors: Reza Ardakanian José Luis Martin-Bordes

Proceedings No. 4UNW-DPC Publication Series

CapaCity Development for improving Water effiCienCy

Forewords 7BWA 9

UNW-DPC 10

UN-HABITAT 12

Opening session speeches 15BWA 17

UNW-DPC 19

UN-HABITAT 22

Ministry of Environment and Water of Bulgaria 24

Ministry of Regional Development and Public Works of Bulgaria 25

Background, objectives and partners 27Background 29

Objectives 29

Workshop partners 31

Introduction of chairpersons and speakers 33

Workshop papers 43

Keynote paper 45Economic aspects of drinking water loss reduction within Integrated

Urban Water Management (UWM)

Prof. Dr K.U. Rudolph, Coordinator of UNW-DPC Working Group on Capacity Development for Water Efficiency 47

Case studies 53Map of participating countries 55

Albania

Development and Delivery of a Water Loss Control Training Course

Ms Elisabeta Poçi, Program and Training Manager, Water Supply and Sewerage Association of Albania 57

Albania: city of Korca

The case study of the Korca Water Supply and Sewerage Company

Mr Petrit Tare, Director, Korca Water Supply and Sewerage Company 62

Bosnia & Herzigowina-Montenegro

Water Loss situation in Bosnia and Herzegovina and Montenegro

Mr Djevad Koldzo, Unaccounted-for Water expert, Hydro-Engineering Institute Sarajevo 63

TABLE OF CONTENTS

Bulgaria

Innovations in mitigating water losses

Mr Stefan Zhelyazkov, Executive Director of Stroitelna mehanizatsia AD, Kazanlak 67

Bulgaria: city of Sofia

Analysis of water consumption and water losses in DMA 348,349 and

840 in Geo Milev residential district, Sofia

Prof. Dr. Gantcho Dimitrov, Head of Water and Sanitation Dept., University of Architecture, Civil Engineering and Geodesy, Sofia 73

Bulgaria: city of Kardzhali

An efficient decision for the reduction of water losses and number of

damages in the lower part of the town of Kardzhali

Prof. Dr. Gantcho Dimitrov, Head of Water and Sanitation Dept., University of Architecture, Civil Engineering and Geodesy, Sofia 78

Bulgaria - Italy

A free water balance software – Bulgarian version

Ms Gergina Mihaylova, Studio Fantozzi 83

Cyprus: city of Lemesos

Application of Key Technologies for Water Network Management and

Leakage Reduction

Mr Bambos Charalambous, Water Board of Lemesos 89

Czech Republic

A conceptual approach to water loss reduction

Mr Miroslav Tesarik, Project Manager, Danish Hydraulic Institute, DHI a.s. 93

Czech Republic

Water Loss Management: Veolia’s experience in the Czech Republic

Mr Bruno Jannin, Project Manager, Veolia 100

Greece

A Paradigm Shift in Water Loss Audits

Mr Stefanos Georgiadis, Assistant General Manager, Network Facilities, Athens Water Supply and Sewage Company S.A. 101

FYR Macedonia: City of Skopje

Experience gained and results achieved through active leakage control

and pressure management in particular DMAs in the city of Skopje

Mr Bojan Ristovski, Director of Leak Detection Department, On-Duty Center and Call Center, P.E. Water Supply and Sewerage-Skopje 107

Malta

Managing Leakage in Malta: The WSC Approach towards Quantifying and

Controlling Water Losses

Mr Nigel Ellu, Regional Manager, Water Services Corporation 113

Romania: city of Timisoara

Case Study regarding the implementation of the water loss reduction

strategy in Timisoara

Mr Mihai Grozavescu, Assistant Director, S.C. AQUATIM S.A. 119

Romania: city of Satu Mare

Non revenue-generating water at SC Apaserv Satu Mare SA – Regional Company

Water and Sewage Services

Mr Sava Gheorhe, Mr Claudiu Tulba, Project Manager of WWTP-PIU, S.C.APASERV SATU MARE SA 124

Republic of Serbia

Water Loss Reduction in R. of Serbia: practical experiences and

encountered problems

Mr. Branislav Babić, Faculty of Civil Engineering University of Belgrade 131

Turkey: city of Antalya

District Metered Areas (DMAs) for the Management of Water Losses in

Antalya City

Prof. Habib Muhammetoglu, University of Akdeniz, Faculty of Engineering, Department of Environmental Engineering, Antalya 138


Monitoring and Management of Water Distribution Network in Antalya City

Mr Ismail Demirel, Head of SCADA Branch, Antalya Metropolitan Municipality, Antalya Water and Wastewater Administration (ASAT) 143

Experts and institutions 149DWA

The German experience to investigate sewer networks

Mr Johannes Lohaus General Manager of the German Association for Water, Wastewater and Waste (DWA), Germany 151

DWA

Creating a concept of rehabilitation of a pipe system

Mr Jörg Otterbach, WVER, German Water Association of Water, Wastewater and Waste (DWA), Germany 152

EWA

Tools for capacity development: the experience of the European Water

Association

Ms Boryana Dimitrova, Management Assistant, European Water Association (EWA) 156

UN-HABITAT

Lessons learned from regional Water Loss Reduction Capacity Building

Programmes and their Implications for Water Operators’ Partnerships

Ms Julie Perkins, Programme Officer, UN-HABITAT 157

i2O Water

Pressure Management Mechanics: understanding the relationships between

pressure and water loss

Mr Stuart Trow, Consultant and Non-Executive Director, i2O Water, United Kingdom 158

i2O Water

Intelligent Pressure Management: a new development for monitoring and

control of water distribution systems

Mr Stuart Trow, Consultant and Non-Executive Director i2O Water, United Kingdom 165

CEOCOR

Cost efficient leakage management in water supply systems

Mr Max Hammerer, Klagenfurt, Austria, Representative of CEOCOR Association, Belgium 173

DLR

Water Efficiency and Water Management – a Shared Responsibility

Dr. Dagmar Bley, Water Strategy Initiative Office at Project Management Agency of DLR, Germany 180

Annexes 181Workshop programme 183

List of participants 190

Photo Gallery 203

Forewords

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Bulgarian Water Association

I am very glad to present to you the outcomes of the Regional Workshop on “Water Loss Reduction in Water and Sanitation Utilities” for South East Europe countries, which was successfully held in Sofia, Bulgaria, on 16-18 November 2009. It was a very fruitful experience for all of us.

As many of you know, the Bulgarian Water Association is the biggest NGO in the water sector in the country. Our members are local water utilities, companies operating in the water sector, as well as individuals – academics and water practitioners, including young professionals and students. Our mission is to actively assist in the pursuit of adequate, nationally responsible and EU-oriented water policy in the country, through the authority and capacity of its members. BWA represents Bulgaria in the most eminent international branch organizations and maintains bilateral contacts with the respective organizations in a number of European countries.

We are pleased that BWA was one of the organizers of this workshop together with UNW-DPC and UN-HABITAT. I can inform you that the average water loss in the Bulgarian water distribution systems is more than 60 per cent. In some of the

countries of South East Europe, the situation may be similar, while in others the efforts to control and reduce water losses have proven to be successful, as the case studies included in this publication show. This is the main reason for organizing this event and compiling these proceedings, with the hope and belief that these three days helped provide answers to many questions and will help us in our future work on reducing water losses.

On behalf of the Governing Board of BWA and myself personally, I would like to thank UNW-DPC and UN-HABITAT for their efforts to make this workshop become a fact. I also thank our main sponsor, the Infra Group Ltd., the representative of Superlit in Bulgaria. I wish you an interesting reading.

Asssoc. Prof. Dr. Valeri NikolovPresident BWA

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UN-Water Decade Programme on Capacity Development

It is a great pleasure to present in these proceedings the outcomes of the 2nd Regional Workshop on “Water Loss Reduction in Water & Sanitation Utilities” countries in the South East Europe (SEE) region that was jointly organized by UNW-DPC, UN-HABITAT and the Bulgarian Water Association (BWA) in the city of Sofia, Bulgaria, on 16-18 November 2009.

This workshop represented another positive step towards implementing the original recommendations of the International Workshop on „Drinking Water Loss Reduction: Developing Capacity for Applying Solutions“, co-organized with UN-HABITAT and held on 3-5 September 2008 in Bonn, Germany. The setting up of regional workshops on improving urban water efficiency, such as this one in Sofia and the ones held in Latin American countries (Leon, Mexico), and the forthcoming workshop for Arab countries in Rabat, Morocco, on 20-21 January 2010, is having the effect of creating a living regional and inter-regional network of practitioners and organizations that are able to disseminate their knowledge and experience in reducing water losses, across the world.

UNW-DPC joined hands with UN-HABITAT

and the Bulgarian Water Association (BWA) in this workshop as a means of collecting data, documenting best practices and developing recommendations as to the most promising approaches for more efficient management in the field of water and sanitation with a focus on water loss reduction. Lessons already learnt from previous workshops indicate that these approaches will most likely be those that incorporate the development of sound institutions and strong cooperation in order to apply the best available technical and managerial solutions.

More than 100 participants, including top and mid-level managers and professionals from water utilities, met in Sofia to share their experiences and best practices regarding their water loss reduction programmes. Representatives from water operators in cities from the following countries in the SEE region and neighbouring countries participated in the workshop: Albania, Bosnia & Herzegovina, Bulgaria, Greece, FYR Macedonia, Montenegro,

Romania, Serbia, Turkey, Czech Republic, Hungary, Malta, Germany, Austria and United Kingdom. They discussed the most promising approaches and the challenges and barriers that the water operators are facing in their daily efforts to increase water efficiency and reduce water losses in the water distribution systems.

With the results of this first regional workshop, UNW-DPC hopes to advance in the search for applicable solutions and to encourage follow-up projects and help to establish communication between the policy makers, water managers and researchers in the region. The results of

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this workshop will be largely disseminated and presented at international fora such as the 5th World Urban Forum in Rio de Janeiro in March 2010.

My thanks go out to the contributing experts, whose ideas and experiences are to be found in this publication. I would also like to thank both UN-HABITAT for what is becoming a fruitful, long-term collaboration in this field of urban water management, and our hosts, the Bulgarian Water Association for supporting the setting up of what I believe will mark another important milestone on the path towards improved urban water efficiency for all.

Dr Reza ArdakanianFounding DirectorUNW-DPCUN Campus, Bonn, Germany

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UN-HABITAT

There’s a lot of weight on the shoulders of water operators’ these days. As always, we count on them to provide essential basic services, efficiently and affordably. But increasingly, they are being looked at as water stewards and principle actors within the water cycle who are counted on to minimize their impact on an increasingly sensitive and depleted environment. In light of growing demand and increasing scarcity, it has never been so important for water utilities to operate efficiently.

Water losses within a utility’s network are an enormous source of wastage. Water leakage accounts for a significant amount of non-revenue water in many cities of the world. Real losses add greatly to operating costs, and present a major barrier to the improvement or extension of services to the unserved. Water losses to the piped network also burden wastewater systems and energy consumption of utilities. Leaks can add great complication and expense to the sustainable management of waste-water systems, and the majority of utilities’ energy expenditures – which commonly account for a full half of a utility’s recurrent costs – can go to the inefficient pumping of water through leaky networks.

Dilapidated, outdated networks present enormous potentials for efficiency enhancement. Though water loss reduction programmes are often costly, faced with growing demand for water, operators would be wise to recall that the cheapest source of new water is often recuperated losses. Because it saves water and energy resources and reduces pollution to freshwater systems, there is clearly no wiser choice from an environmental perspective than investing in reducing water losses. Water loss reduction can also be transformative, catalyzing an upward spiral of improvements within a water utility. The investments made in water loss reduction reap enormous savings, improve customer satisfaction, and avail the will and resources for more advanced management.

UN-HABITAT, the urban agency within the UN system, has long been concerned with helping urban water utilities provide sustainable, efficient and affordable access to burgeoning populations. Water Demand Management, and above all water loss reduction, is paramount to these goals. Piloting WDM projects that have attracted significant follow up investments, producing water loss manuals, and delivering training programmes for utility managers, UN-HABITAT has maintained water loss reduction as a pillar of its regional programmes in Africa, Asia and Latin America since 1999.

The Global Water Operators’ Partnerships Alliance (GWOPA), an international network hosted by UN-HABITAT to increase utility capacity through mutual peer support, is glad to present the proceedings of the “2nd Regional Workshop on Water Loss Reduction in Water and Sanitation Utilities,” that was held on 16th – 18th November

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2009 in Sofia, Bulgaria. This successful event, which was co-organized through the partnership of UNW-DPC and GWOPA, was also used to initiate the establishment process of a regional SEE Water Operators’ Partnerships platform. It is hoped that the WOP-SEE mechanism will provide an opportunity for water operators in the region learn, in a systematic and impactful way, from one another and from mentor operators outside the region who have been successful not only in water loss reduction, but also in other efficiency enhancement programmes.

Dr Faraj El-AwarProgramme ManagerGlobal Water Operators Partnerships AllianceUN-Habitat, Nairobi, Kenya

Opening session speeches

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Dear guests,

Dear colleagues,

I am very glad to welcome you to the Regional Workshop on Water Loss Reduction in Water and Sanitation Utilities. These three days in Sofia, I believe, will be very fruitful for all of us.

As many of you know, the Bulgarian Water Association is the biggest NGO in the water sector in the country. Our members are 32 water utilities, about 60 companies operating in the water sector, as well as 160 individuals – academics and water practitioners, including young professionals and students.

Our mission is to actively assist in the pursuit of adequate, nationally-responsible and EU-oriented water policy in the country, through the authority and capacity of our members.

BWA represents Bulgaria in the most eminent international branch organizations and maintains bilateral contacts with the respective branch organizations in a number of European countries.

BWA organizes the biennial conference BULAQUA, national and international workshops, round tables. The Association is preparing to hold training courses for water and wastewater treatment plants’ operators.

The water supply and wastewater collection services in Bulgaria are provided by 52 water utilities, 16 of which are state-owned, 13 are state-municipal property, 22 are municipal, and 1 (Sofia City) is a public-private concession. All the utilities deal with both water supply and wastewater collection services.

The next several years will be very important for the water sector in Bulgaria. In a short time we

Welcoming Address by Dr Valeri Nikolov, President of the Bulgarian Water Association (BWA)

Sofia, 16 November 2009

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need to do a lot - by 2015, a total of 430 wastewater treatment plants should be in operation for settlements with more than 2000 PE. To compare, right now we have 72 operating WWTP. About 10 billion EUR are needed by 2015 for the water sector in Bulgaria.

We have already stated on various occasions that the successful development of the sector depends on the adoption of a special Water Supply and Sanitation Act which should solve all issues related to water utilities’ assets ownership. Such a regulation would regulate and facilitate the water operators’ activities and will support the development of the sector, including water loss reduction processes.

We are very glad that BWA is one of the organizers of this workshop, together with UNW-DPC and UN-HABITAT. I can inform you that the average water loss in the water distribution systems in Bulgaria is more than 60 per cent. We do not have the exact numbers, but in some of the countries of South East Europe, things may be similar. This is the main reason to organize this event with the hope and belief that these three days will give answers to many questions and will help us in our future work for reduction of water losses.

I would like to inform you that the number of participants reached 132, of which 50 are international and 82 Bulgaria. Fifteen Bulgarian water utilities had their representatives at the

workshop. The 28 presentations delivered by representatives of 17 countries covered economic and technological aspects of water loss reduction as well as the capacity building in this field. The special session moderated by the representatives of UN-HABITAT was dedicated to the establishment of a water operators partnership platform in the region.

On behalf of the Governing Board of BWA and myself, I would like to thank UNW-DPC and UN-HABITAT for their efforts to male this workshop become a reality, and to thank also our main sponsor for the workshop, Infra Group Ltd., the exclusive representative of the Superlit company for Bulgaria, the general sponsor of BWA, Hobas Bulgaria, and the other sponsors.

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Distinguished guests,

Ladies and gentlemen,

It is my pleasure to welcome you to the second regional workshop on water loss reduction in water & sanitation utilities for South East Europe Countries that the UN-Water Decade Programme on Capacity Development (UNW-DPC) is co-organizing with UN-HABITAT and the Bulgarian Water Association in this wonderful location, the city of Sofia.

This workshop here today is the second of a series of regional events co-organized by UNW-DPC, UN-HABITAT and national partners in the region, that follows-up the recommendations made at the International Workshop on “Drinking Water Loss Reduction: Developing Capacity for Applying Solutions”, held on 3-5 September 2008 in Bonn, Germany. The first regional workshop on this topic for Latin American Countries was successfully completed in the city of Leon in Mexico at the beginning of November this year. A third regional workshop for water utilities in the Arab countries will take place in Rabat, Morocco in January 2010.

Welcoming Address by Dr Reza Ardakanian, Director of the UN-Water Decade Programme on Capacity Development (UNW-DPC)


The setting up of regional workshops on improving urban water efficiency has the effect of creating a lively regional and inter-regional network of practitioners and organizations that are able to exchange and disseminate their knowledge and experiences in reducing water losses across the world.

The theme and the focus of these regional workshops are clear. It is estimated that approximately 45 million m3 of drinking water are lost in the world’s water systems every day. This quantity could serve nearly 200 million people; one third of the water is lost in developing countries, where the percentage of losses and unaccounted-for water of produced water fluctuates between 30% (the average in Latin

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America) and 50% or more in some countries of Europe, Middle East and Africa.

Reducing water losses in urban drinking water supply networks could make a substantial contribution to making progress in directly achieving one water-related MDG target, number 10: to halve by 2015 the number of people without sustainable access to clean water.

Water losses also have an economic component: Any cost calculation for water supplies needs to take into account these losses within the system; in the end these are also paid by the customers – or if the full costs are not yet passed on to the customers - are covered by the municipality or the state. In the end people are paying for water they never see.

Water losses in urban networks not only lead to economic costs for the utilities, but also reduce the number of people that the water can reach. Where urban water supplies are concerned, minimising losses from the system to the lowest technically feasible level is an urgent requirement.

Of course within the whole water cycle there are many more areas of concern when it comes to the inefficient management of water.

To solve this problem, developing capacities, especially of urban water managers and decision-makers and water supply utilities as institutions from around the world, helping them to learn from each others’ approaches to tackling losses in distribution systems, is one step towards better water management. Lessons already learnt from previous workshops indicate that these approaches will most likely be those that incorporate the development of sound institutions and strong cooperation in order to apply the best available strategies and technical and managerial solutions.

However, such strategies need to be more widely

shared amongst both the international community of practitioners, but also the UN agencies who seek to provide capacity development in this area. The UNW-DPC has been set up to enhance the coherence and effectiveness of the water-related capacity development activities of the 26 member UN organizations and more than a dozen partners comprising UN-Water. By supporting knowledge-gathering, assessing best practices and understanding needs, UNW-DPC seeks to strengthen the ability of the UN-Water members and partners to support Member States to meet internationally agreed goals and standards.

We hope in particular that this workshop will increase the understanding for applying solutions to the challenges of the South East Europe region and that it will encourage follow-up projects and help to establish communication between the policy makers, water managers and researchers, but also with the providers of technical solutions.

I am very pleased with the cooperation on this activity with our UN-Water partner, UN-Habitat, and with the Bulgarian Water Association, which is hosting this workshop. Of course I also extend my gratitude to our partners in this workshop, the European Water Association and the German Association for Water, Wastewater and Waste for their support.

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I am honoured to thank the Bulgarian authorities and distinguished guests that accepted our invitation to open this workshop and address their important messages to all the participants.

We are honoured to have this second regional workshop here in Sofia. I wish you all very interesting discussions and join you in looking forward to useful outcomes for future improvements in urban water supply networks throughout the world.

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Dear Delegates,

On behalf of Dr. Faraj El Awar, the Program Manager of the Global Water Operators’ Partnerships Alliance and my other colleagues from GWOPA, I would like to thank the Bulgarian Water Association, and the co-organizers, our colleagues from UNW-DPC, for giving us the opportunity to join them in the hosting of this important regional workshop on Water Loss Reduction. We would like also to thank the participants, and it is a great pleasure for us to see that so many of you made your way to Sofia.

For UN-HABITAT, as well as for the Global WOPs Alliance - an initiative hosted by UN-HABITAT to promote peer support between utilities – which we are representing here, enhancing the performance of water operators is not only a precondition for reaching the Millennium Development Goals, but also a requirement for ensuring an efficient and sustainable management of water resources into the future. UN-HABITAT is particularly involved in the mitigation of climate change, and is involved in a number of initiatives, notably revolving around capacity development for water operators, to promote wise and efficient use of water. Water

Loss Reduction is a priority area for us because it holds enormous potential for efficiency gains and conservation, and it is largely within the capacity of water operators to control, provided they have the skills and the will to do so.

The Global WOPs Alliance is particularly aware of the challenges faced by the water operators in the region, notably with their obligation to comply with the new European Water Directives, combined with inherited problems of poor network maintenance, and a need in many areas for general organizational reforms. Therefore, the Alliance considers it crucial to support existing partnerships in the region and offer its support to streamline various initiatives in terms of water operators’ twinning.

Welcoming Address by Ms Anne Bousquet

Capacity Building and Training Officer

The Global Water Operators Partnerships Alliance

UN-HABITATSofia, 16 November 2009

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The Global WOPs Alliance has been involved in training of water operators, tapping into UN-HABITAT’s in-house expertise (on water demand management, performance improvement plans etc., regarding which my colleague Julie Perkins will share UN-HABITAT experience with you later on during the workshop), and mobilizing expertise of its extensive partners network (CapNet, IB-Net, IWA, etc.).

This is a unique opportunity for us to learn from you, as it is our first step in South Eastern Europe, as well as to hear from you how the Alliance could help you in fulfilling your ultimate daily task, which is to deliver safe water everywhere in the most efficient and affordable way. The Global WOPs Alliance has one core mandate, which is to help utilities to help one another: please join us on Thursday to learn more about this exciting program and to share your experience with us!

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Dear Ladies and Gentlemen,

I would like to send my cordial congratulations to all of you on the occasion of the regional workshop, “Water Loss Reduction in Water Utilities in Southeastern European Countries”.

This first event of such a scale in the country, organized by UNW-DPC, UN-HABITAT and the Bulgarian Water Association, is a proof of the engagement of the international institutions working in the water sector. I would like to thank the organizers for their efforts to make this workshop become a reality.

The governing body of the Ministry of Environment and Water highly appreciates such initiatives, where professional viewpoints and standpoints are being exchanged and discussions held, all of which leads to more successful solutions of environmental and water issues.

I am confident that the contacts established in such a forum will contribute to the improved exchange of experience and positive outcomes. In this way, good ideas are born, guaranteeing better future of the water sector in the region and worldwide.

I wish you a successful and fruitful workshop!

Welcoming address by Mr Vladimir Stratiev, Chief of Cabinet of the Minister of Environment and Water of Bulgaria


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Dear Ladies and Gentlemen,

I would like to cordially greet you all and to thank the representatives of the UN-Water Decade Programme on Capacity Development (UNW-DPC), the UN Human Settlements Programme (UN-HABITAT) and the Bulgarian Water Association for the organization of the present workshop, which will consider the current challenges for water loss reduction in the water supply systems.

I believe in your professionalism and expect that you will propose efficient solutions against the water losses caused not only by failures in the worn-out pipelines and equipment but also due to theft of water, not metering or inaccurate metering of water consumption, etc. I believe that during this workshop you will share best practices, for the benefit of all water operators in the region.

I would like to assure you that I personally, and my team in the Ministry of Regional Development and Public Works, will support the realization of any useful initiative in this field in political, administrative, technical and organizational aspects.

I wish you a successful workshop and hope you reach your goals!

Welcoming Address by Mr Yordan Tatarski, Chief of Cabinet of the Minister of Regional Development and Public Works of Bulgaria


Background and objectives

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BACKGROUND

Water loss from distribution systems is a problem in almost all conurbations around the world, but can be a serious issue in areas where water is scarce. This problem deserves immediate attention and appropriate action to reduce avoidable stress on scarce and valuable water resources. Several big cities have already started programmes geared towards the step-by-step reduction of the losses and it is well known that many institutions and water and sanitation utilities have developed and implemented strategies and technologies to control leakage and water loss. These strategies have proven highly efficient and received worldwide recognition.

As a follow-up of the recommendations of the International Workshop on „Drinking Water Loss Reduction: Developing Capacity for Applying Solutions“, held on 3-5 September 2008 in Bonn, Germany, and in order to address this problem at the regional level, UNW-DPC is organizing in cooperation with UN-HABITAT and BWA the second regional workshop on „Water Loss Reduction in Water and Sanitation Utilities in South East European Countries (SEE)“. The first regional workshop on this topic for Latin American countries was held in Guanajuato, Mexico on 2-4 November 2009.

The Sofia workshop will document available know-how and best practices and will recommend new approaches for more efficient management in the field of water and sanitation with a focus on water loss reduction. The workshop will also focus on the economic and political conditions for success in water loss reduction in countries with economies in transition. With this workshop, UNW-DPC and UN-HABITAT hope to encourage follow-up projects and help to establish communication between the policy makers, water managers and

researchers, but also with the providers of technical solutions. The Global WOPs Alliance, hosted by UN-HABITAT, will hold a side-event, exploring opportunities to put in place a platform for water operators’ partnerships in the SEE region.

OBJECTIVES OF THE WORKSHOP

• To encourage the exchange of experience and information on successful examples within the different national/local programmes in improving leakage control and water losses reduction;

• To concentrate on the most promising approaches, highlighting especially the need in institutional capacity development and the establishment of cooperation;

• To provide the necessary feedback to the UN-Water members and partners to direct their efforts to further develop initiatives and programs on water loss reduction, strengthening their mandates and workplans;

• To collect facts and figures and good case stories to increase awareness and attention to the issue of water loss reduction by decision-makers and water managers;

• To support the development of the countries potential in the problem definition and their direct involvement in the search for applicable solutions;

• To disseminate and present the results of this activity in international fora such as the World Water Forum and the World Urban Forum.

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PARTICIPANTS & CONTRIBUTORS

The workshop is aimed at decision-makers responsible for water supply and sanitation in major cities from countries in the SEE region (Albania, Bosnia & Herzegovina, Bulgaria, Greece, FYR Macedonia, Montenegro, Romania, Serbia and Turkey) and neighbouring countries (Austria, Cyprus, Czech Republic, Germany, Hungary, Italy, Malta and the United Kingdom).

Providers and manufacturers of innovative technical solutions for detection and control of water losses, leakage control and water metering are invited to present their products and approaches in a Technical Exhibition that will be held during the workshop. Participation of companies in this technical exhibition is subject to a participation fee. Please contact the organizers at the contact address below for more information about the modalities of participation.

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The Global WOPs Alliance

UNITED NATIONS HUMAN SETTLEMENT

PROGRAMME (UN-HABITAT)

BULGARIAN WATER ASOCIATION (BWA)

EUROPEAN WATER ASSOCIATION (EWA)

INFRAGROUP CO. LTD. (SUPERLIT BORN SANAYI

A.S.)

I2O WATER

GERMAN ASSOCIATION FOR WATER,

WASTEWATER AND WASTE (DWA)

Workshop Partners

SUPPORTING PARTNERS

SUPPORTING ORGANIzERS

OTHER SUPPORTERS

UN-WATER DECADE PROGRAMME ON

CAPACITY DEVELOPMENT (UNW-DPC)

Introduction of chairpersons and speakers

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ChairpersonsEWAMr Johannes Lohaus

has been working for DWA (German Association for Water, Wastewater and Waste) for 23 years and has been Managing Director since 2004. In Europe, the DWA is one of the associations with the strongest membership in the fields of water management, wastewater, waste and the protection of soil. Since 2005, Johannes Lohaus has been the Secretary General of the European Water Association (EWA). Today, EWA consists of about 25 European national associations representing professionals, researchers, academic persons, and technicians.

UNW-DPCProf. Dr Dr Karl-Ulrich Rudolph

holds PhDs in Civil and Sanitary Engineering from the University of Darmstadt, and in Environmental Economics from the University of Karlsruhe. He has been a member of the Supervisory Board of the Berlin Water Works, the Advisory Board of Deutsche Bank, and is currently working on water management (engineering, economics/ finance), especially long-term cost optimisation and sustainable water utility management. He coordinates the UNW-DPC Working Group on Capacity Development for Water Efficiency

BWADr Atanas Paskalev

has a PhD from the University of Architecture, Civil Engineering and Geodesy in Sofia and has over 35 years of experience in the field of water supply, sewerage, water treatment and related activities. He is Manager of Aquapartner Ltd and also Vice-president of the Bulgarian Water Association (BWA) and a member of the International Water Association.

UN-HABITAT Dr Faraj El Awar

is Programme Manager of the Global Water Operators Partnerships Alliance of UN-Habitat in Nairobi, Kenya.

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SpeakersAlbaniaDr. Eng. Enkelejda Gjinali

defended her PhD thesis on the subject, “Low Cost Wastewater Treatment Plants for Small Communities Applicable in the Albanian Context”. This is considered to be the first PhD awarded in Albania, in the field of wastewater treatment plant design and construction. Since 2007, Dr. Gjinali has served as the Water Sector Advisor to the Prime Minister of Albania Water Policy, water sector reform matters, and related issues, both in Albania and in its neighboring countries.

Albania: city of KorcaMr Petrit Tare

is Director of the Water Supply and Sewerage Company of Korca, and in the same time member of the Board of Directors of the Water Supply and Sewerage Association of Albania. Mr. Tare is a cofounder of the water supply and sewerage association of Albania, and has served for 7 years as the president of the association. Since two years now, he represents the association at the EWA (European Water Association) as a member of the EWA Council.

AlbaniaMs Elisabeta Poçi

graduated on 2004 and holds a Diploma on Environmental Engineering, Water Treatment Specialty. Since her graduation she has been working for the Water Supply and Sewerage of Albania, where she serves as the Program and Training Manager to the Association. Ms. Poçi has been engaged as well in her job as a part time lecturer at the Faculty of Civil Engineering since 2005.

Bosnia & Herzigowina-MontenegroMr Djevad Koldzo

has extensive experience working with water utilities across Bosnia and Herzegovina, Slovenia, Serbia and Montenegro. During his field work with water utilities on different projects, he had opportunity to get familiar with their situation and working conditions. He is also an expert in reduction of unaccounted for water. He programmed Software tools for measurement and leak detection, which have been used by more than 80 Water Utilities in Bosnia and Montenegro.

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Bulgaria Ms Gergina Mihailova

is a Civil Engineer (degree programme: water supply and sewerage) and holds a Master degree of Hydraulic Engineering from the University of Pisa (Italy). She is specialized in systems and facilities from the University of Architecture, Civil Engineering and Geodesy – faculty of Hydrotechnics, Sofia, Bulgaria.

Bulgaria: city of SofiaProf. Dr. Gantcho Dimitrov

is Head of the Department of Water Supply, Sewerage, Water and Wastewater Treatment at the University of Architecture, Civil Engineering and Geodesy, Sofia. His main professional interest is in the field of water demand. He has more than 70 publications and large experience in the reduction of water losses in in-house and municipal water distribution systems.

BulgariaMr Stefan zheliazkov

is the Executive Director of Stroitelna Mehanizatsia JSC, Kazanlak, Bulgaria; Chairman of the Managing Board of the Bulgarian Association for Trenchless Technologies; Member of the Governing Board of the Bulgarian Water Association.

Czech RepublicMr Miroslav Tesarik

is a Civil Engineer, graduated in Prague Technical University, specialization water constructions and water management. Former engagements in Prague Project Organization, Water Research Institute, Prague Water and Sewarage Company. Currently working with Danish Hydraulic Institute a.s. in a position of project manager and hydraulic specialist.

Czech RepublicMr Bruno Jannin

is an engineer and disposes of a number of years of experience in the water sector: Project manager Veolia / Compagnie des Eaux de Paris (2 years), Work/Operation manager / Compagnie des Eaux de Paris (5 years) and Project manager Veolia / Europe department - Development.

Abstract

Water utilities have made considerable efforts to reduce water loss from their pipe networks during recent decades. However, they often focus on a limited range of measures, such as using the best equipment and organization to detect and repair breakages, stabilizing the boundaries of existing supply zones, and measuring inflow into the zones to evaluate NRW.

Such an approach can be relatively ineffective in some parts of the water supply system. The effect of leakage detection is often low in large supply zones with uneven conditions. Pipe networks with high or unstable pressure conditions have a high leakage and breakage rate, and even if leakage detection is efficient, overall leakage from the network remains high.

This paper presents methodology and results of integrated conceptual water loss projects comprised of several interconnected parts, such as:• Building and calibrating a hydraulic model of the water supply system.• Initiating measurement campaigns as the main instrument to survey leakage distribution, verify network

capacity and identify network shortcomings.• Conducting a detailed leakage distribution survey.• Verifying the capacity of the supply system, identifying network shortcomings and impediments to future

requirements.• Evaluating future needs, especially considering urban development, and proposing appropriate system

augmentation.• Evaluating existing pressure conditions and proposing operational measures and system augmentations to

optimize them for the future.• Evaluating the existing metering system and proposing divisions to the supply zone with appropriate flow

measurement.• Evaluating hydraulic and water quality parameters in a hydraulic model to ensure an optimal solution.

Application of this methodology is discussed using results from a NRW case study project for the city of Blagoevgrad, Bulgaria.

Czech Republic

A Conceptual Approach to Water Loss Reduction

Name: Miroslav TesarikPosition: Project ManagerInstitution: Danish Hydraulic Institute, DHI a.s. Address: Na Vrších 5, 100 00 Praha 10, Czech RepublicEmail: [email protected]./Fax: +420 267 227 127 / +420 271 736 912

Education and Professional Background

Civil engineer, graduated in Prague Technical University, specialization water constructions and water manage-ment. Former engagements in Prague Project Organization, Water Research Institute, Prague Water and Sewarage Company. Currently working with Danish Hydraulic Institute a.s. in a position of project manager and hydraulic specialist.

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GreeceMr Stefanos Georgiadis

is a civil engineer and Assistant General Manager of Networks and Facilities - Eydap S.A. He graduated as a Civil Engineer in 1978 from the Aristotelian Polytechnic School in Thessaloniki, Greece. He was involved in the design and construction of works until 1983. He presently holds the position of Assistant General Manager of Networks and Facilities, with responsibilities concerning the water resources, the external aquaduct, the water supply network, as well as the sewage network of the Athens Water Company EYDAP S.A.

FYR Macedonia: City of SkopjeMr Bojan Ristovski

is an electrical engineer, specializing in the management of water resources and water services in water utilities. He has been an active member of the IWA Water Loss Task Force (WLTF) since its foundation and is active in promoting the WLTF techniques and methodologies in Macedonia and across the Balkans. Currently, he is on the position Director of Leak Detection Department, On-Duty Center and Call Center in J.P. Vodovod i Kanalizacija-Skopje, Macedonia (Public Enterprise Water Supply and Sewerage-Skopje, Macedonia).

MaltaMr Nigel Ellul

is a mechanical engineer by profession and has been in the water business for 9 years. He held both an engineering role and a managerial role with the Water Services Corporation, the Maltese national water and waste water operating company. Presently he is regional manager for both water and waste water operations in the northern part of the Maltese Islands.

Romania: city of TimisoaraMr Mihai Grozavescu

is the assistant of the General Manager of Aquatim Timisoara, the Regional water and sewerage operator for the Timis County, since 2005. He graduated the Electrotechnical Faculty within the “Politehnica” University from Timisoara, and from 2009 he is working on his Ph.D in Drinking Water Network Modeling

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Romania: city of Satu MareMr Sava Gheorhe

studies electrotechnical engineering at the “Technical University „Gheorghe Asachi”, where he specialized in the management of public services and administration. Currently he is technical manager at SC APASERV SATU MARE SA, where he coordinates the implementation of strategy NRW. Mr. Gheorhe is the initiator and organizer of the first competition coordinated by the ARA-water loss management. He is also responsible with implementation of ISO 9001 and ISO 14001 at APASERV SATU MARE SA.

Republic of SerbiaMr Branislav Babic

has a Master degree in civil engineering - hydraulic engineering and more than 20 years of professional experience in Serbia and Western Balkan Region. He has been employed at the University of Belgrade, Faculty civil Engineering as University teaching assistant. Mr. Babić has considerable experience in water supply distribution network modelling and design and water losses management in the region.

Turkey: city of AntalyaProf. Dr. Habib Muhammetoglu

completed his Ph.D. and M.Sc. at the Environmental Engineering Department, Faculty of Engineering, Middle East Technical University in Ankara, Turkey. The B.Sc. of Prof. Muhammetoglu is from Civil Engineering Department. Prof. Muhammetoglu is a teaching staff member at the Environmental Engineering Department, Akdeniz University, Antalya, Turkey. He is interested in water quality management.

Turkey: city of AntalyaMr Ismail Demirel

is the head of SCADA branch at Antalya Metropolitan Municipality, Antalya Water and Wastewater Administration (ASAT), Antalya, Turkey. His background is in Gelogical engineering. However, he has a wide experience in SCADA systems for drinking water distribution networks. He worked for many years in this field with Ankara Metropolitan Municipality and with Antalya Metropolitan Municipality.

Abstract

Antalya City is one of the most important tourist centres in Turkey and is located on the Mediterranean coast. Antalya Water and Wastewater Administration (ASAT) is responsible for the provision of water and wastewater services for an area of 141,719 ha, with a population of more than 700,000 and more than 300,000 subscribers (s. www.asat.gov.tr). The inhabited areas in Antalya City are located at different levels, ranging from the sea level to 250 m above sea level. The Antalya water distribution system is therefore complex, consisting of six main pressure zones. Water loss from the distribution network is currently about 50 per cent, which is similar to the overall average in Turkey.

The main water sources in Antalya City are groundwater wells and springs. Groundwater is distributed to the city untreated. However, to reduce the risk of pollution during distribution, liquid chlorine in the form of sodium hypochlorite is added to maintain certain concentrations of residual chlorine throughout the network.

Antalya Water and Wastewater Administration (ASAT) of the Antalya Metropolitan Municipality has recently installed an efficient Supervisory Control and Data Acquisition (SCADA) system for the city’s drinking water distribution. The distribution network includes 9 pumping stations, 17 reservoirs, many deep groundwater wells and about 60 pipe network stations. SCADA also monitors water level in the reservoirs, operation of pumps in the pumping stations, pressure and flow rates in pipe network stations, positions of valves (open, closed, partially open) in addition to energy and water consumption. The system also includes security alarms at reservoirs, pumping and measuring stations. Many water quality parameters such as temperature, pH, conductivity, turbidity and residual free chlorine are also measured at locations along the distribution network. The SCADA system was completed in 2007 and cost more than EUR 4 million. It has proven to be very efficient in reducing water losses, controlling water quality, reducing energy consumption and improving water services to the customers. The paper provides actual examples from the Antalya water distribution network, including photographs.

Monitoring and Management of Water Distribution Network in Antalya City, Turkey using the SCADA System

Education and Professional Background

Turkey

Name: Ismail DemirelPosition: Head of SCADA BranchInstitution: Antalya Metropolitan Municipality, Antalya Water and Wastewater Administration (ASAT)Address: Email: [email protected]

Mr. Ismail Demirel is the head of SCADA branch at Antalya Metropolitan Municipality, Antalya Water and Wastewater Administration (ASAT), Antalya, Turkey. His background is in Gelogical engineering. However, he has a wide experience in SCADA systems for drinking water distribution networks. He worked for many years in this field with Ankara Metropolitan Municipality and with Antalya Metropolitan Municipality. Mr. Demirel has participated in many related international workshops all over the world.

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ExpertsUNW-DPC Working Group on Capacity Development for Water EfficiencyProf. Dr Dr Karl-Ulrich Rudolph

holds PhDs in Civil and Sanitary Engineering from the University of Darmstadt, and in Environmental Economics from the University of Karlsruhe. He has been a member of the Supervisory Board of the Berlin Water Works, the Advisory Board of Deutsche Bank, and is currently working on water management (engineering, economics/ finance), especially long-term cost optimisation and sustainable water utility management.

DWAMr Johannes Lohaus

has been working for DWA (German Association for Water, Wastewater and Waste) for 23 years and has been Managing Director since 2004. In Europe, the DWA is one of the associations with the strongest membership in the fields of water management, wastewater, waste and the protection of soil. Since 2005, Johannes Lohaus has been the Secretary General of the European Water Association (EWA). Today, EWA consists of about 25 European national associations representing professionals, researchers, academic persons, and technicians.

EWAMs Boryana Dimitrova

From 2002 to 2007 Boryana Dimitrova was studying at the Brandenburg University of Technology in Cottbus (BTU) where she obtained her Master degree in “Environmental and Resources Management”. Since 2008 Boryana Dimitrova (M.Sc) has been working as the Management Assistant of the European Water Association (EWA).

UN-HABITATMs Julie Perkins

is an environmental urban planner whose focus is on improving basic services within the slums of developing countries. She has a strong background in water and sanitation, and over the past 10 years has worked on a broad range of water issues - from aquatic ecology and watershed management to water governance and utility management. In her current work with UN-HABITAT, Julie helps run the Global Water Operators’ Partnerships Alliance.

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DLRDr Dagmar Bley

studied Geography with a focus on hydrology at Free University of Berlin. During the last 6 years she has worked in science administration with a focus on environmental sciences. Since 2007 Dr. Bley has been working for the Water Strategy Initiative Office (IBWS) at Project Management Agency of DLR in Bonn which supports Germany´s Federal Ministries of Education and Research and Environment in developing a concept for international collaboration in the field of water management.

CEOCORMr Max Hammerer

Max Hammerer, Graduated Engineer for Electro-techniques, Klagenfurt – Austria. Consultant for maintanance and operation management in water- and waste water companies. Implementation and supervision of network documentation by GIS, water loss reduction processes, failure statistics, inspection service and condition based rehabilitation strategies. President of the Associations CEOCOR sector C and Danube Water Competence Center DWCC.

DWAMr Jörg Otterbach

is a civil engineer and has mainly worked in the field of sewer inspection and information systems. He currently holds the position UB 0.5 target planning and expansion at WVER (Water Association Eifel -Rur) in Düren, Germany.

i2O WaterMr Stuart Trow

has a Civil Engineering degree from the University of Newcastle upon Tyne in the UK, and 32 years’ experience in the UK water industry. These include 30 years involved with technical issues on water distribution systems, particularly leakage and losses. He now works as an independent consultant in the UK and internationally.

Workshop papers

Keynote paper

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Economic Aspects of Water Loss Reduction within Integrated Urban Water ManagementProf. Dr Dr Karl-Ulrich Rudolph, Coordinator of UNW-DPC Working Group on Capacity

Development for Water Efficiency

ASTRACT

It is obvious that in a system with a 50 per cent loss rate a minimum of 2m³ of drinking water has to be produced in order that 1m³ is to reach the consumer. In countries with scarce water resources, many people will receive no water at all because of water loss, and in low-income countries the water customer and/or taxpayer suffers, having to pay at least double costs. The journal WATER21 (June 2008, page 48) estimates the benefits of reducing water losses in lower and middle income countries to just half of the current level: an additional11 billion m³/a would be available to water customers, an additional 130 million people could again access to a public water supply, and water utilities would gain US$ 4 billion in self-generated cash flow.

These figures illustrate the economic importance of water loss (WL) and the need for water loss reduction programmes (WLR-P). For decision-making and design of WLR-P, costs and benefits have to be analysed and evaluated, using a cost-benefit-analysis (CBA). This paper explains that:

• CBA must be appropriate to regional conditions OPEX, CAPEX) and include surplus technical and administrative WL-damages;

• German guideline recommends a WL of below 20 m³/h•km, or below 7%; design and implementation of WLR package solutions would support WL promotion, and local business should be developed through capacity building;

• Financial arrangements using business models with know-how transfer, such as water franchise, can develop local business more than purely public operations or private concessions.

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It is obvious that in a water system with 50 % loss through leakages and from other causes a minimum of 2 m³ of drinking water have to be produced if only 1 m³ are to reach the consumer. In countries with scarce water resources many people will receive no water at all because of water losses, and in low-income countries it is the water customer and/or the tax payer who suffers, having to pay at least double costs. The journal WATER 21 (June 2008, page 48) estimates the benefits to be gained from a reduction of water losses in lower and middle income countries to just half of the current level:

• 11 billion m³/a would be available to water customers;

• 130 million more people could again access public water supply;

• water utilities would gain US$ 4 billion in self-generated cash flow.

These figures illustrate the economic importance of water loss (WL) and the need for water loss reduction programmes (WLR-P). For decision making and design of WLR-P, costs and benefits have to be analysed and evaluated, using a cost-benefit-analysis (CBA). This paper explains that:

• CBA must be appropriate to regional conditions (OPEX, CAPEX) and include surplus technical and administrative WL-damages;

• the German guideline recommends WL below 20 m³/h·km, or below 7 %;

• design and implementation of WLR package solutions would support WL promotion, and local business should be developed through capacity building,

• Financial arrangement through business models with know-how transfer, such as water franchise, can develop local business more than purely public operations or private concessions.

1. FIGURES ABOUT WATER LOSSES IN

DIFFERENT REGIONS

Due to different calculation methods and a not always reliable data basis, it is necessary to verify data about water losses case by case. Data published for different countries reflect averages and cannot be regarded as valid for individual cities or utilities. Figure 1 shows data published for developing European countries and developing countries. As one might expect, water losses in most developing countries are quite high (up to 90 %), due to poor operation and maintenance of existing facilities. The low rate of water losses in Germany (less than 8 %, and for some utilities around 3 %) are the result of the high budgets available for utilities, and the fact that the German tariff system allows full cost recovery for structural maintenance, without any significant problems with tariff collection. Certainly this is a strong economic incentive for extensive WLR-P.

Figure 1: Water Loss Figures from Different Countries

Years ago, an expert team from the World Bank made a tour through Germany and criticised that German water utilities have realised “uneconomically low water losses”. The discussion at that time was that approx. 15% of water losses would seem economically feasible under the conditions of the region (where water is not scarce; the recommendation would probably have been lower for countries which need desalination to

37%

29% 27% 25%

9%

0%

10%

20%

30%

40%

DevelopingCountries

Bulgaria UK Italy France Danmark Germany

Water losses in %

Source: BGW 2004 u.a.

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produce the water supply).

The German utilities, being criticised for overstretching their WLR-P to achieve non-economic low water loss rates, argued that low water losses are an indicator for good network maintenance, and that well-maintained networks have a longer lifetime and lower repair costs.

However, although a loss of 15 % may have been justified a decade ago, the present “assumed optimum” might well be around 4 %,

• because of increased costs for supplied water (production + distribution), especially power and regional water shortages,

• because of improved technologies for water loss reduction (WLR), e.g. for leak detection, trenchless rehabilitation, automated metering, asset management etc.

Figure 2 includes guide figures from German standards, for water losses in [m³/h ∙ km] which may serve as a first orientation where no other economic considerations or data are available. These indicate that percentages below 7 % are reasonable.

German standard DVGW W 392

Remarks:1. Hardly achievable2. Very good maintenance, new systems3. Achievable with technical/operational measures4. Maintenance not efficiently performed5. Maintenance and/or system in poor condition, if >30

Figure 2: “Reasonable” Level of Leakage

2. A STANDARD APPROACH TO COST-BENEFIT-

ANALYSES

The CBA method of “first choice” is usually a comparison of WLR costs with WLR benefits, measured as reduced costs for water production, according to reduced leakages. Figure 3 illustrates the results of a CBA for a city which would be able to avoid desalination if the water losses were reduced below 30 %. From this level, the cheaper water from a river dam in the mountains would be sufficient to meet the demand.

Figure 3: CBA (Cost-Benefit-Analysis) for WLR-P

Another CBA approach is to compare the specific supply costs for different levels of water loss reduction, which is usually accompanied by equally high levels of technical failure. Figure 4 shows a calculation of specific supply costs in two different networks (a) the current situation for a large Asian city and (b) a calculation for the technical stages equal to high quality equipment and maintenance, such as are often achieved by water companies and water utilities in Germany (e.g. Gelsenwasser, Huber, Remondis, Siemens), Europe and other countries. It is understandable that leakage and technical failures inflate the specific cost of the water delivered enormously. Although higher costs for equipment might lead to a higher overall CAPEX

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of an additional 15 % (note: civil constructions unchanged), the resulting costs per cubic meter are much lower (€/m³ 1.33 for high quality, compared to €/m³ 4 for poor quality).

Figure 4: WL and Cheap Technologies cause Surplus Costs

Furthermore, a CBA should not be limited to public expenditures. Whenever water supply services are not reliable in continuity and pressure, the private customers are bearing significant additional expenses, for example for booster pumps, roof storage tanks etc. These extra costs (in one case: $/m³ 0.50 water sold) are often much higher than the amount the (usually public) utility would have had to spend on appropriate water loss reduction programmes, structural maintenance and network rehabilitation.

3. SPECIFIC REqUIREMENTS FOR CBA IN DRY

AND DEVELOPING COUNTRIES

For developing and transformation countries, especially those that are dry and have scarce water resources, the definition of major cost components should reflect the specific situation onsite. This applies to labour costs (maybe near to zero for low-skilled labour in national economies with high unemployment), on electric power (in many

countries power is still subsidised and does not reflect the real values, which should be considered in a CBA), on imports and foreign currency exchange rates (local products may be advantageous under certain national-economic conditions), on natural resources (like land used for plants to substitute water loss reduction) and on the calculation focus (any CBA should clearly indicate what is considered to be OPEX and CAPEX, especially regarding the difference between operational and structural maintenance, and whether the focus is on micro-economic or macro-economic issues).

A review of about two dozen cost-benefit analyses (most of them donor-funded) in the framework of research projects funded by the World Bank, the EU and the German Federal Ministry of Education and Research, IEEM (the Institute of Environmental Engineering and Management, headed by the author) found that 17 were not appropriate in economic and methodology and/or regarding the input data. This may have led to unfair decisions regarding

• wastewater pond systems versus activated sludge technology,

• decentralised versus centralised systems, • water loss reduction versus desalination

plants.

4. ADDITIONAL DAMAGE DUE TO TECHNICAL

LOSSES

Figure 5 shows that the costs of failures from a leaking or even collapsing pipe network exceed the savings in expenditure for structural maintenance and rehabilitation(s). And emergency repair after failures have occurred will generate significant additional costs, especially as a result of accidents, destabilisation of foundations, road collapse, wetting of buildings, electrical equipment etc., damage to trees and open spaces as a result of

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flooding, hygienic risks or even disease, odour nuisance, for cleaning up flooded areas, additional emergency expenditure etc.

Figure 5: Damage Due to Technical Losses

5. ADDITONAL DAMAGE DUE TO

ADMINISTRATIVE LOSSES

The administrative losses, e.g. water theft or non-payment of water supplied according to valid tariffs, is in no way limited to the loss of revenue for the water utility. The additional effects are much more severe, for example

• excessive consumption (A user who doesn’t pay will not save water, this eventually leads to water shortage, usually hitting the poor and sub-urban population)

• illegal water trafficking (In many cases it was found that illegal water trafficking is more likely in supply areas where administrative losses are not dealt with. If the water utility does not fight for proper payment through the water customers, someone else will step in - leading to structures often described as a "local water mafia".)

• unwillingness to pay/charge (Where there is little revenue, there is little incentive for decision makers and managers to adopt appropriate water tariffs, and the search for appropriate billing and collection systems is hampered.)

• Finally, administrative water losses

above a certain level will lead to financial destabilisation of the water utilities and preclude the development of sustainable water services.

This may result in what can be described as a “vicious circle in water and sanitation” (see Figure 6).

Figure 6: The Vicious Circle in Water and Sanitation

In many developing and transformation countries, water tariffs are below costs. The utilities are forced to work with insufficient budgets. But, with an insufficient budget, investments and operations are below needs, leading to poor water services, low customer satisfaction and a negative public image. In this situation, political support (“willingness to charge”) for the introduction of cost-covering water tariffs is less likely. This vicious circle could be broken if all the water produced reached the paying customer.

In other words: A proper water loss reduction programme is an essential pre-condition for achieving sustainable water services.

6. PUBLIC RELATIONS AND WATER LOSS

REDUCTION

There are several reasons why water loss reduction-programmes are not attractive for public relations and decision makers who depend on public votes:

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• Water loss reduction activities are either invisible to the public, or disturbing.

• Today's politicians will be made responsible for the expense and inconvenience of a water loss reduction programme, whereas the benefits are for the future.

• No good "package solutions” for easy handling by the client are yet on the market (apart from some very new IT, GIS-based service products).

• Lobbying powers are focused rather on big investment (e.g. desalination, dams), than on water loss reduction programmes as a business target.

75 % of total expenditure is usually for distribution, and only 25 % for the production of water. Operations and maintenance, especially water loss reduction programmes, are often neglected when preparing budgets. Water loss reduction programmes usually receive only 10 % to 30 % of the calculated needs in budget expenditures (estimated average).

The question is, how can water loss reduction programmes be promoted better. Probably the following activities are necessary:

• Raise awareness, education, training; • Eradicate intransparencies and populism; • Promote the financial benefits of water loss

reduction; • Create reliable "package solutions"; • Enable local business.

The last issue is of outstanding importance. Franchise might be one option to change the acceptability. Of course, until now, only experienced, international players have been able to deliver an overall, reliable success-oriented package for water loss reduction in urban networks. Instead of hiring such large international companies (which are not always favoured by local decision-makers), it might seem better to hire local and smaller businesses, enabled

through franchise contracts with the professional international players. This approach is different from the conventional scheme, i.e. to choose the international player, who then sub-contracts local SMEs under whatever conditions and for whatever duration.

7. ACKNOWLEDGEMENTS

This paper includes results and findings from research projects and studies sponsored by: Project No. 02WT0354, Project No. 0330734A, Project No. VNM 07/004, Project No. TH/Asia Pro Eco/04 (101301), Project No. ASIE/2006/129-100, Project No. 1539.

The author would like to thank these institutions for supporting the work on the important issue of water loss reduction.

Case Studies

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Map of participating countries

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Albania

Development and Delivery of a Water Loss Control Training CourseMs Elisabeta Poçi, Programme and Training Manager, Water Supply and Sewerage

Association of Albania

ABSTRACT

In most parts of the world, historically water has been seen as an infinite resource: It was felt that given sufficient capital, additional water sources could always be developed, when needed. So lost water has been largely ignored by water utilities or simply accepted as a part of the operations of a water supply system.

The Water Supply and Sewerage Association of Albania identified Water Loss Control as the highest priority for its members, and made it the first course to be developed and scheduled into its routine training programme. The course has been given several times and continues to attract great interest. It is delivered by actual water utility staff with practical experience in the theory and procedures presented.

The Association has prepared a Training Manual on Water Loss Control, which was developed by combining the best practice experience of other countries concerning water loss control with the Albanian water utilities’ specific technical and managerial conditions. The manual was revised several times to better fit the Albanian reality of the water sector. Based on the manual, a series of Power Point presentations were developed, which are used to support the training. The theoretical knowledge in the manual has been combined with practical examples from the Albanian water utilities that are a step ahead in controlling and managing their water loss.

The course lasts for two days and consists of six modules. The second day includes a field exercise during which the use of water loss detection equipment is demonstrated in a “hands-on” environment. Thus, the course participants can appreciate the relative simplicity of using the equipment, and immediately appreciate the value of the technology to locate underground leaks.

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GENERAL INFORMATION ABOUT THE WATER

SUPPLY AND SEWERAGE ASSOCIATION OF

ALBANIA

The Water Supply and Sewerage Association of Albania is a professional, not-for-profit association of water supply and sewerage professionals who wish to improve the management of the water supply and sewerage sector, making it efficient, sustainable, and effective in accordance with the current laws and regulations in Albania. The association is legally registered in the Court of Tirana.

The association was formed in the spring of 2000 by a group of representatives from eight water supply and sewerage enterprises in Albania. These individuals saw a need for a professional association to represent the interests of the operating enterprises in the water sector, and to raise the level of professionalism in the sector.

The association’s mission statement consists of two objectives:

• To improve the capacity of those working to deliver water supply and sewerage services in Albania to perform their duties in a professional, reliable and cost-effective manner.

• To represent the interests of water supply and sewerage utilities and other professional in the water sector in Albania regarding laws, decrees, and regulations that may be proposed for action by the Albanian parliament or government.

The association has a voting membership of water supply and sewerage utilities totalling 30, plus a number of members in other membership categories, which include private company members; institutional members; individual

members; and faculty members.

The Water Supply and Sewerage Association of Albania has been a member of the European Water Association (EWA) since November 2006. The Albanian association was the first to become an official member in the western Balkan countries.

Some of the association’s programs and projects include:

• Annual national conferences and exhibition of the water sector in Albania;

• Association newsletter “Burimi” published in English and Albanian;

• Polytechnic University student summer internship programme;

• Association website; • Children’s water awareness programme; • Training courses.

ALBANIAN WATER UTILITY SECTOR

CHARACTERISTICS

Based on the data provided by the Monitoring and Benchmarking Unit at the General Directorate of Water Supply and Sewerage, some the performance indicators for the water sector in Albania are as follows:

Service Coverage

The data provided by the utilities in the programme estimate a service coverage factor for water supply services of 76.4%, and for sewerage services 44.7%.

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Metered Consumption

Water sold and metered at customer connections in all 54 participating utilities included in the programme represents only 42% of the total water supplied to the distribution systems of these 54 participating utilities.

Water Production and Water Sales

(Litres per capita per day)

Based on 2007 data, it can be stated that the average production is 306 litres/capita/day, or at least double the suggested demand norm; the average sales are 105 liters/capita/day, i.e. two-thirds of the norm in effect.

The graph shows average values of production and sales in liters per capita per day (l/c/d) calculated for groups of utilities created on the basis of the type of production system (gravity-based, mixed and pump-based).

Bill Collection Rate

The data for 2007 show the overall bill collection rate for the 54 utilities in the Program as 74%. The collection rate for household customers is lower than collections from private entities and institutions. Specifically, the average collection rates for households, private entities, institutions and wholesale are, respectively, 69.0%, 74.6%, 93.0% and 15.0%.

Non-Revenue Water

The data for 2007, show that non-revenue water represents 69% of the total water produced and/or purchased based on the data reported by the 54 water utilities participating in the Program.

This compares very poorly with the suggested non-revenue water or loss norm of 15-25%. When non-revenue water is such a high percentage, it has a very dramatic impact on the financial performance of a utility in terms of pumping costs or in lost revenues due to non-billed, unregistered customers.

Water Produced vs. Sold in liters/capita/day(Averages by Production System Types Groups)

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

100% gravity 100% pumped 25-85% gravity

lcd

Average Water Production (lcd)Average Water Sale (lcd)

69%

31%

Non-Revenue Water Water Sold

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WHY ORGANIzE A WATER LOSS TRAINING

COURSE

The annual volume of water lost (non-revenue water), across a water supply system, is an important indicator of both water distribution efficiency, as well as administrative procedures that do not properly account for water. Controlling water loss is one of the main challenges for all water companies striving to become financially self-sustaining.

Moreover, considering these figures of water loss the Water Supply and Sewerage Association of Albania identified Water Loss Control as one of the highest priorities for its members and therefore made it the first course to be developed and scheduled into its routine training program.

The course has been delivered several times to date and continues to attract large applications for registration. This course provides the participants with the full knowledge needed to begin to conduct a water loss control program for a water utility. The course is delivered by actual water utility personnel, who have had practical experience in the theory and procedures presented.

ASSOCIATION’S APPROACH IN DEVELOPING THE

COURSE

The Association prepared a Training Manual on Water Loss Control, which was developed by combining the best practice experience of other countries concerning water loss control, together with the Albanian water utilities specific technical and managerial conditions. The manual was revised several times by different professionals in the water sector mainly engineers from the Association’s Technical Committee, in order that it might better fit the Albanian reality of the water sector.

Considering the best experience on water loss detection and reduction of one of our members, the Korca Water Supply and Sewerage utility, two engineers from this utility were chosen to deliver the training. Based on the manual, the trainees developed a series of Power Point presentations, which are used to support the training delivery. The theoretical knowledge found in the manual has been combined with practical examples mainly from the Korca water utility, which is a step ahead in controlling and managing water loss.

The training lasts for two days, and during the second day, the participants are involved in a field exercise where the use of water loss detection equipment is demonstrated in a “hands-on” environment. In this way, the course participants can appreciate the relative simplicity and ease of using the equipment, while also developing an immediate appreciation of the value of the technology to locate unseen leaks under the ground.

In support of the training course a questionnaire was developed by the trainees with different questions related to the water loss. Each participant from each of the water utilities in the course is required to fill in this questionnaire which gets collected afterwards by the trainees. After making a first interpretation of the data and answers given by the participants, the trainees invite the audience to be involved in discussions while considering different topics of the questionnaire.

The course has been conducted for three years so far and around 70 people from the staff of the water utilities all over Albania have been trained.

A good partner to the association in addressing the water Loss control has been as well the General Directorate of the Water Supply and Sewerage Utilities of Albania which has supported the development and organization of the Water Loss Control Training Course by the Association.

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COURSE CONTENT

The course provides a common basis for defining the components of water loss so that professionals in the water sector may speak with a common language when addressing this important management issue. The training modules in the course include the following:

• Role of Metering and Water Demand Management

• Understanding Water Balance • Performance Indicators • Pressure Management • Use of Water Audits and Leak Detection • Conduct of a Water Audit

All participants in the course receive the Association’s official Water Loss Control Manual of Practice with guidelines and forms for conducting water audits and water balances. In addition, each participant receives a Certificate of Completion as evidence of having attended the training.

TARGET AUDIENCE

This course is particularly valuable and has been attended by Water Utility Directors, Chief Engineers, Directors of Customer Service, and Consulting Engineers. It has raised the awareness of practitioners in the water utility field and has established a common understanding of the terminology in the field and how to begin to analyze water loss and non-revenue water by breaking the problem down into more discrete elements that can each be addressed in a unique, solution oriented way.

REFERENCES

• Unaccounted for Water Manual of Practice – December 2004

• The Urban Institute, Washington, DC • Water Loss Control Manual • Standardized Water Audit Methodology,

Julian Thornton, Mc Graw Hill • Water Audits and Leal Detection • Manual of Water Supply Practices, AWWA,

Second Edition • Water Audits and Loss Control Programs • Manual of Water Supply Practices, AWWA,

Third Edition

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ABSTRACT

Over a period of eight years, this company has gone from supplying six hours of water per day to 24 hours of water per day, at constant pressure, while producing only one third the volume of water produced when the improvement programmes started.

With financial assistance of the German government (KfW) this has involved, along with other capital investments, a comprehensive metering programme, combined with an aggressive programme to detect illegal connections, and a leak detection program.

Albania: city of Korca

The case study of the Korca Water Supply and Sewerage CompanyMr Petrit Tare, Director, Korca Water Supply and Sewerage Company

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Bosnia & Herzegovina and Montenegro:

The Water Loss Situation in Bosnia and Herzegovina / MontenegroMr Djevad Koldzo, Unaccounted-for Water expert, Hydro-Engineering Institute Sarajevo

Bosnia and Herzegovina has 121 municipalities, and the same number of Water Utilities. As a result of the war conflict from 1992 to 1996, most of the water supply systems have been devastated. During the post-war period, thanks to contributions from the international community, water utility companies were able to purchase or were donated specific equipment for measurement and detection of water loss. Unfortunately, due to the poor working conditions and low wages, water utility companies are scarcely able to attract personnel with quality and expertise.

Only a few years ago, water utility companies did not pay attention to water loss in their systems, especially those utilities where water was conveyed by gravity to the water supply network. Some water utilities have reached the point of collapse due to poor system maintenance, while others that use pumping systems for water supply became million debtors to power supply companies.

The general opinion that water is a national good and therefore should not be paid for was common in the after war period. Besides, no water utility had more than 50% incorporated water meters in their system network, and only 35 of the 121

water utilities had measuring devices at the pertaining source. From 1997, under the patronage of international organisations, the first project for reduction of water loss was implemented in three water utilities: Livno, Zenica and Bihać.

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Later, the project for reduction of water loss started at the water utility in Konjic under the patronage of USAID. This project delivered excellent results, the water loss being reduced from 68% to 14%, and it was proclaimed the year’s best applied project by the organisation ECO LINKS, as in addition to saving water it also contributed to the preservation of the River Neretva. It also received the Greco Initiative award in Cairo. The methodology that was applied in these projects was based on the following activities:

According to detailed insight into water supply systems and to specific needs for reduction of leakages, the selection of measurement zone was done. One of the important criteria for selecting the zones was number and type of consumers within the zone.

Some preconditions had to be met prior to establishment of the zones in site. It included provision of the zone’s network maps and register of the zone’s water consumers, selection of a single inflow location into the zone equipped with a main chamber, the provision of adequate zone, section and house connection valves within zones, as well as accurate and calibrated water meters.

The initial and one of the most important phases in applying leakage reduction methods involved the elaboration of implementation plans. These were designed on the basis of detailed site visits, and presented a guide for implementation used by team members.

The plans included a dynamic plan of activities, devices and instruments to be used, and maps of each zone containing data on pipelines types, measurement and control points, etc.

In line with the implementation plans, two measurement methods were implemented within isolated zones: the balance method and the night

measurement campaign. The balance method provided various input data such as the average quantity of unaccounted for water (network losses and administrative losses), as well as the minimal night flow value.

The night measurement campaign served to determine the quantity of total water losses and wastages divided into three components: water wastages within consumers’ installations, water leakages from the secondary network, water losses at the mains.

Night measurement campaigns also provided insight into the location of leaks and wastage, according to which detailed sound leak detection at these locations was undertaken.

A leak repair campaign was conducted, followed by a second measurement in the zones, aiming to obtain precise values of reduced water leakages.

By 2001 most of the water utility companies had introduced water meters for all consumers, and a new law has been passed requiring that in large new buildings every apartment must have its own water meter, with remote sensing in some cities (Sarajevo, Tuzla, Bihać).

Water losses in water utilities are not only physical, but also administrative nature in nature. Administrative water utilities are aware of this situation and try to procure measures for water loss reduction programmes. Until now, 12 water utility companies have done this, and two are planning to do the same.

The following table gives a schematic overview of water losses in some water utilities, where water loss measures have been applied in recent years in Bosnia and Herzegovina.

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Values for water loss given in the table do not only refer to physical losses, but also to administrative ones that are often higher than physical ones.

A special problem is water consumption in big apartment houses fitted with only one water meter, where the quantity of water used is charged by lump sum assigned in advance. Water reduction is not possible in these buildings if there is only one regular payer in the facility. Another problem for water utilities is non-payment of bills for water supply by public institutions and state companies.

Montenegro, like Bosnia and Herzegovina, was a republic of former Yugoslavia. Since May 2006 Montenegro has been an independent country, and its government has already published an international tender for a project to reduce water loss in cities such as Budva and Herceg Novi i Bar that are situated on the Adriatic coast. This programme is financed by the KfW bank.

Montenegro has a total of 23 municipalities and the same number of water utility companies. Despite the fact that Montenegro was not affected by the conflict, the water utilities are in a similar condition. After the finalisation of some projects on the sea coast, projects in Cetinje were initiated, and projects for Plav, Nikšić and Kotor are in the preparation phase.

A particularly interesting case is the city of Cetinje, which has 8,000 inhabitants and is situated only 18 km from the coast, 780 m above the sea level. Water is conveyed from the source located 121 m above the sea level, and thence by booster pumps to a cut-off chamber which is situated 884 m above sea level. Finally it is conveyed by gravity to the city’s water supply network. Thus enormous losses of extremely expensive water were combined with significant expenses for the power supply. This situation almost caused the collapse not only of the water utility company, but also of the self-administration unit, and was the reason for declaring the water loss project a state responsibility. thanks to this project, physical water losses have decreased, but the problem of illegal connections to the water utility still remain.

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CONCLUSION:

Significant improvement in developing awareness of the importance of water loss activities as the most efficient way to procure “new” water supplies has been observed in both countries in recent years.The main problem, on which attention should be focused in the near future, is self-administration support in establishing new legislation to simplify water utility companies charging their claims.

Water utility companies generally have the equipment needed to measure and detect water losses, but this is rarely used due to lack of qualified personnel.

Therefore, the charge rate in some water utility companies is still low, and companies should have more autonomy

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Bulgaria

Innovations in mitigating water lossesMr Stefan Zhelyazkov, Executive Director of Stroitelna mehanizatsia AD, Kazanlak

ABSTRACT

Bulgaria has a well developed water supply network, based on a core of main water lines, the majority built during the 1960s and 1970s. However, some pressure water lines are more than 80 years old and in need of repair or replacement. The most common problems are leakages caused by corrosion or joint dislocation, and a decrease in cross-section due to accumulation of sediment and incrustations.

Apart from the financial losses, massive leakages may cause subsidence and accidents. So replacement or at least repair of a large number of main pressure lines is urgently needed. The standard digging technology offers a well known and safe solution, but is expensive, time-consuming and inefficient. Rapid growth of cities in recent decades means that many main pressure lines are now located in highly urbanized areas, where the excavation of principal thoroughfares would cause considerable problems (and financial losses) for local residents and businesses.

Trenchless technologies allow the existing pipelines to be replaced or repaired while avoiding the shortcomings of the standard pipe-laying techniques. One of the best and most widely used trenchless technologies for the rehabilitation of main pressure water lines is the “Phoenix” (also known as the Cured In Place Pipe – CIPP). It is used for the rehabilitation of pipelines that are damaged, leaking due to corrosion, have deteriorated or have dislocated joint seals, are cracked or crushed, and made of different materials (steel, asbestos-cement, cast iron, reinforced concrete, etc.) The method guarantees 100 per cent elimination of leaks and improvement of the pipe’s hydraulic properties. Until recently this particular trenchless technology had not been used in Bulgaria, despite its undisputed advantages. Its first application was for the Lovech Water Supply Company. This report also gives details of the rehabilitation of a 600 mm diameter water main line in Lovech using the “Phoenix” technology.

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Bulgaria has a well developed water supply network, based on a core of main water lines, the majority of which were built during the 1960s and 1970s. However, some pressure water lines in use are 80 or more years old. Their life-time is coming to an end or expired long ago, so a considerable number of them are in bad condition and need repair or replacement.

The most common problems are leakages caused by corrosion or joint dislocation, as well as decrease of their cross section due to accumulation of sediment and formation of incrustations.

In addition to the resulting direct financial losses for the water supply companies, massive leakages are most dangerous because they can cause collapses and accidents.

Therefore there is a pressing necessity for replacement or at least repair of a considerable number of main pressure lines. The standard digging technology offers a well-known and safe, but expensive, time-consuming and ineffective solution. As a result of the rapid growth of cities during the last decades many main pressure lines are now positioned in highly urbanized areas, where the tearing up of whole principal thoroughfares would cause great difficulties (and respectively – financial losses) for the local inhabitants and business activities.

Alternative trenchless technologies are available that allow the existing pipelines to be replaced or repaired while avoiding the shortcomings of the standard digging technologies.

One of the best and most widely used trenchless technologies for the rehabilitation of main pressure water lines rehabilitation is “Phoenix” (also called “Cured In Place Pipe – CIPP). It is used for the rehabilitation of pipelines that are damaged, leaking due to corrosion, have deteriorated or

have dislocated joint seals, are cracked or crushed, and made of different materials – steel, asbestos-cement, cast iron, reinforced concrete, etc. The method ensures a 100 per cent leakage elimination and improvement of the pipe’s hydraulic properties.

Until recently, this particular trenchless technology had not been applied in Bulgaria despite its indisputable advantages. Its first application for the Lovech Water Supply Company is now a fact.

During the last two decades replacement of old asbestos-cement pipes with new HDPE pipes has been going on, and now 40 per cent of the pipe network that needs repair has been covered. The water main pipeline, constructed with steel pipes at the beginning of the 1980s to serve the needs of approximately 70 per cent of the population of Lovech, was not included in the scope of these activities. Its operational life is already finished and it had broken down repeatedly due to corrosion leakages.

The replacement of this pipeline with a new one using traditional digging technology would be expensive, extremely time-consuming, cause serious traffic problems, and ultimately big collateral losses to society.

Because of this, the above-mentioned “Phoenix” technology, or the “Cured In Place Pipe” technology, was used for rehabilitation of a part of this pipeline. This technology offers additional advantages, such as:

Increased (if necessary) pipeline working pressure up to 13 – 15 bar

Increased chemical resistance of the pipeline

Applicable even in extremely confined and difficult surroundings

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Capability of crossing single knees up to 900 (R = 3 OD) or 4 consecutive knees of 450 each (when rehabilitating siphons)

The rehabilitation was done in eight segments with a total length of 950 m. The diameter of the pipeline varies from 600 mm to 400 mm through the different segments.

Now I would like to shortly inform you about the “Phoenix” technology and its application in the city of Lovech.

The rehabilitation is performed by installing a hermetically sealing liner on the inner surface of the old pipe. The material used to line the damaged pipeline is a flexible double layer pipe. After installation it is glued tight to the existing pipe, as shown in cross-section Fig. 1.

Fig. 1

Position 1 is the wall of the existing pipe.

Position 2 is the epoxy resin, which glues the liner to the existing pipe.

Position 3 is reinforcing fabric, made of polyester fibre, which provides the structural strength of the liner and resistance to inside and outside loads.

Position 4 is a HDPE layer (1-2 mm thick), which provides a smooth inside surface of the liner and compliance with sanitary and hygienic regulations.

The repair sequence of a single section of about 190 m length steel pipeline with diameter 600 mm is as follows:

1. Preparation: Includes digging technological pits and delivery of the necessary materials; inspection of the pipe section with a special CCTV camera for assessment of the pipe condition; cleaning of the inside surface of the pipe from incrustations, rust, deposits, etc. with high pressure (750 – 1200 bar) water jet; repeated inspection of the cleaned pipe. (Pic.2)

Fig.2

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2. Liner installation: The liner is supplied in inverted shape, i.e. outside is the HDPE layer, inside is the reinforcing polyester fibre layer. Because the liner is flexible it is transported rolled up on reels with minimum size. Below is shown a reel with liner for the rehabilitation of a water pipe with a total length of 450 m and diameter of 600 mm. (Fig.3)

Fig. 3

The installation starts with preparation of the liner and the epoxy resin; pouring in and distribution of the resin along the liner; rolling up of the liner into the inversion drum and fixing to the inversion head. (Fig. 4).

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Fig. 4

The liner is rolled up inside the inversion drum, the reinforcing fabric is uniformly impregnated with the epoxy (or polyester) resin. One end of the liner is fixed to the inversion head, the other to a rope with length equal to the liner length.

The other end of the rope is fixed to an axle in the center of the inversion drum. When the axle is rotating, first the rope and then the liner are wound inside the drum until the inversion head is positioned at the inversion drum flange. The flange and the whole inversion drum are hermetically sealed. Compressed air is fed inside the drum, the air pressure starts to push out the liner through the opening in the inversion head, simultaneously inverting the liner.

After inversion the resin-impregnated reinforced

fabric is outside the liner and the isolating HDPE layer is inside.

The continuously expanding liner “hose” is directed to the end of the rehabilitated pipe and starts to fill it (Fig. 5).

Fig. 5

The process continues until the “hose” reaches the technological pit at the end of the rehabilitation section. The air pressure presses the liner against the pipe walls. The curing of the pipe is accelerated by high temperature steam, produced by a steam generator (Fig. 6).

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Fig. 6

When the resin cures, the excess material is cut out at both ends of the rehabilitated section and repeated CCTV camera inspection is done; this completes the installation process (Fig.7).

Fig. 7

3. Finishing operations: The last step of the process is the connection of the rehabilitated sections, filling in the technological pits and pavement reconstruction.

Due to the elasticity of the liner before the resin is cured, the air pressure pushes the liner out at any T-junctions. These are easily located during the CCTV inspection and can be cut open with a remotely controlled manipulator.

This technology allows the contractor to achieve several effects simultaneously:

• Complete elimination of leakages through joints, corrosion, cracks, displacements

• Improvement of the hydraulic properties of the pipe due to the smooth inside HDPE layer and the marginal decrease of the inside cross section of the pipe – a total diameter decrease of 8 mm.

• Complete stop of internal corrosion • Elimination of incrustations • Increase of the pipe lifespan • Increase of pipeline resistance to vibrations

and earth movements

With this technology it is possible to repair pipelines with diameters ranging from 150 mm to 1200 mm, in sections of up to 400 – 600 m.

In conclusion I would like to say that owing to the development of the trenchless technologies and their expanding rate of application in Bulgaria, we now have at our disposal various opportunities for a fast and effective rehabilitation of the water supply network without adverse effects to the environment and disruption of daily life.

The trenchless technologies are the best solution for a successful decrease and minimization of losses of the precious natural resource potable water.

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Bulgaria: city of Sofia

Analysis of water consumption and water losses in DMA 348, 349 and 840 in Geo Milev residential district, SofiaProf. Dr Gantcho Dimitrov, Head of Water and Sanitation Dept., University of Architecture,

Civil Engineering and Geodesy, Sofia

ABSTRACT

An analysis was made of the type of consumption, the condition of the water supply system and its failures for District Metered Areas (DMA) 348, 349 and 840 in Sofia. On the basis of inflow measurements in the three DMA zones, the minimum night rate flow was determined. As a result, the experimental distribution curve of the inflow was obtained and the maximum hourly flow rate was determined with 95 per cent accuracy. In order to reduce water losses and the number of breakages, a pressure regulator produced by BERMAD – Israel was installed. After the regulator was put into operation, a 51 per cent reduction in the minimum night rate flow was measured.

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The reduction of water loss from worn-out water distribution systems has a multiple effect: economic, social and ecological [2]. In order to achieve such an effect in the water supply systems of the district metered areas (DMA) 348, 349, 840 of the district metered zone (DMZ) 340 in Geo Milev district of Sofia (Fig.1), an analysis was made of the system’s condition, the type of water users, and variations in water flow and pressure [1]. The three DMAs 348, 349 and 840 are fed by Dragalevtzi pressure reservoir at an elevation of 653.8 m via a Ø 400 mm steel pipeline.

A comparison between the elevation of Dragalevtzi pressure reservoir (653.8 m) and the lowest elevations of the individual areas (DMA 348-550, DMA 349-552 and DMA 840) shows that the static heads are over 100 m, which predestines the necessity of their regulation.

The three DMAs have a total of 38,127 m of water distribution system with 1,327 service pipe connections, which deliver water to 23,209 users living in 1,094 buildings. The majority of pipes are made of PE (37.8%), cast-iron (33.7%) or steel (21.3%). In DMA 348 PE and cast-iron pipes prevail (36.3% and 32.4% respectively), while the proportion of steel pipes is 23.9%. In DMA 349 the cast-iron and steel pipes make up 40.1% and 28% respectively. A smaller proportion (16.1%) of the water supply system of the three DMAs came into operation after 1942-1945 and 1956-1969, while the majority (50.5%) dates from after 1985.

Failures in the water supply system result mainly from corroded steel pipes and service pipe connections. In the first quarter of 2009 there were 15 failures in street pipes, 6 in service pipe connections, and 1 in a stop valve. The failure rate (88 per year over a total of 38,127 m pipelines) is 2.31 per kilometer per year, whereas the average in European countries is 0.8/km/year, and 0.1-0.4/km/year in the USA and Japan. [2].

Electromagnetic flow meters (ABB, Aquaprobe II) and Multilog ZX loggers made by Halma Water Management have been installed at the input of the three DMAs to measure water flow and pressure. These are two-channel devices that allow information transmission to the central station in the form of an SMS message every 15 minutes. The water flow and pressure data recorded between 12 and 19 January 2009 are illustrated in Figures 2 and 3.

Figures 2 a, b, and c show that the minimum night flow for the three areas measured at М348-01 is 390.58 m³/h, and for DMAs 349 and 840 is 206.73 m³/h and 66.88 m³/h. The water head for the period January-March 2009 varies considerably - for DMA 348 from 55 m to 80 m in the daytime, and up to 85 m during the night (Fig. 3a); for DMA 349 from 55 m to 80 m during the day and up to 91 m at night (Fig. 3b); and for DMA 840 from 55 m to 86 m during the day and up to 86 m at night (Fig. 3c). This is due to the different elevations of the measuring points (DMA 348 at 569.5 m, DMA 349 at 555.5 m and DMA 840 at 557.5 m) as well as to the lack of pressure regulation.

Data for the measured night flow, night consumption, inevitable water losses, and water losses in the night for the three DMAs are shown in Table 1.

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DMA

Indicator

348 349 840 Total

Minimum night flow measured, m³/h

206.73 116.97 66.88 390.58

Water consumption during night, m³/h

5.68 7.95 5.25 18.88

Inevitable water losses, m³/h

3.63 5.34 4.97 13.86

Water losses, m³/h 197.42 103.68 56.66 357.84

TABLE 1

The infrastructural water loss index ILI for the three areas is 58.4, and it has been determined through the real annual water losses that CARL = 7147.82 m³/d and inevitable annual water losses UARL = 122.35 m³/d [3,6].

Some studies in other countries indicate lower values for the ILI index, for example in the UK ILI = 2–6.2; in Australia ILI = 1-15.5; in South Africa ILI = 2-15.5, and North America ILI = 1-6.2 [4,5,6]. Higher ILI values have been found in Southeast Asia – from 19 to 598, in Thailand - from 46 to 543, and in Bahrain 60 [6]. The conclusion is that urgent measures should be undertaken for water loss reduction in DMAs 348, 349 and 840 through pressure regulation, regular monitoring of the water distribution system for hidden leakages (followed by fast repair action), as well as replacement of worn-out pipeline sections.

On the basis of the hourly flow rate for the period January-March 2009 the experimental distribution curve was obtained (Fig. 4). The maximum hourly flow rate with 95% confidence is 627 m³/h.

In conformity with the maximum hourly flow rate, the necessary amount for fire-extinguishing, and the inflow and outflow pressure, two solutions are suggested for pressure regulation at the point M 348.01 – with a pressure regulator DN 300 type 720 ES – NVI with V-port manufactured by Bermad of Israel, represented in by Bulgaria by the company Industrial Parts, and a RKV RIKO Valve with DN 300 from VAG, Germany. The first solution was chosen following a public procurement procedure.

After installation of the pressure regulator, the head was maintained at between 46 m and 53 m, while the flow varied from 200 m³/h to 600 m³/h (Fig. 5). The result was a reduction of the minimum night flow for the three areas from 391 m³/h to 200 m³/h , or by 51%.

The regulation accuracy can be raised with the help of the Bermad hydro-mechanical pressure regulator 7PM, which regulates the water flow and the outflow pressure.

When pump units in high-rise buildings become operational, a possible pressure reduction in DMAs 349 and 840 may be expected.

The following conclusions may be drawn on the basis of the measurement data analysis for DMAs 348, 349 and 840 as well as of the adopted solution for pressure regulation:

1. The analysis made of the condition of the water supply systems in the three areas indicates a system failure rate coefficient equal to 2.31;

2. The nighttime water losses in the DMAs have been determined (see Table 2);

3. The infrastructural index for water losses for the three areas has been obtained (ILI = 58.4);

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4. A statistical analysis of the water flow for the three DMAs has been made, and the experimental distribution curve of the maximum hourly water flow has been obtained (Qmaxh = 627 m³/h);

5. The pressure variation at the input of the DMAs has been analyzed, and has been found to be too high (between 5.5 bar and 9.1 bar); hence, its regulation is necessary.

6. A DN 300 pressure regulator was chosen for the three areas, which led to a reduction of the minimum night flow from 391 m³/h to 200 m³/h , or by 51%.

REFERENCES

• Dimitrov, G., Reduction of the real losses of water through pressure reduction with the help of a pressure regulator for a group of DMAs in the capital city. No. G.D. - 158, 28.08.2007.

• Dimitrov, G., Raising the effectiveness of the water supply systems in Bulgaria. Research work. 2004.

• Lambert, A., W.Hirner. Losses from Water Supply Systems: Standard Terminology and Recommended Performance Measures. The blue pages. IWA, October 2000.

• Lambert, A. Ten Years Experience in using the UARL Formula to Calculate Infrastructure Leakage Index. Water Loss 2009. Cape Town

• Limberger, R., K.Brothers, A.Lambert, R.McKenzie, A.Rizzo, T.Waldron. Water Loss Performance Indicator. Water Loss, 2007, Bucharest.

• Mckenzie,R., C.Seago, R.Liemberger. Benchmarking of Losses from Potable Water Reticulation Systems-Results from IWA TASK TEAM. Water Loss 2007, Bucharest.

• Introduction to Non Revenue Water Management. Water Loss 2009. Cape Town.

Fig. 1. Location of DMAs 348,349 and 840 in Geo Milev district, Sofia,

with the water metering chambers M 348-01; M 349-01 and 840-01

Fig. 2. Water flow variations in DMAs 348, 349 and 840 for the period

12-19 January 2009; a – DMA 348; b – DMA 349; c – DMA 840

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Fig. 3. Pressure height variations at the water metering chambers of

DMA 348, 349 and 840; a – DMA 348; b – DMA 349; c – DMA 840

Fig. 4. Distribution curve of the hourly water flow for DMA 348 for the

period January-March 2009

Fig. 5. Water flow variation after the installation of a pressure regulator

at the input to DMA 348.

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Bulgaria: city of Kardzhali

An efficient SOLUTION for the reduction of water losses and number of FAILURES in the lower part of the town of Kardjali Prof. Dr. Gantcho Dimitrov, Head of Water and Sanitation Dept., University of Architecture,

Civil Engineering and Geodesy, Sofia

ABSTRACT

The water flow and pressure at the entrance of the lower part of the town of Kardzhali were measured with the help of an electromagnetic flowmeter Aqua Probe 2. After analysis of the water consumption data, the maximum hourly flow rate and the design flow rate were determined for the lower part of Kardzhali. Taking into account the necessary pressure at the critical point of the zone and the design water flow, a pressure regulator with a nominal diameter of DN 600 was chosen, with two levels of regulation (day and night). The project was implemented in August 2008 and the total savings due to the reduction of water losses, amount of damage, reagents and power consumption for cleaning the fast filters amount to approx. BGN 1.5 million per year.

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The real water loss reduction and the number of failures depend considerably on the water pressure management in the water supply systems [1, 2, 3]. Studies in this respect have been performed in Bulgaria [1, 2] in certain areas of over 40 settlements, where 105 pressure regulators (with direct or indirect action) are in operation. As a result, water losses have been reduced by 15% – 40% of the 24h water flow, and the number of the visible failures dropped by 50% - 90% [1].

Of special interest is the proposed solution for pressure regulation in the lower part of the town of Kardjali, where the water supply service is offered to 12,720 subscribers (out of a population of 27,400) through 6,550 service pipe connections.

The lower part of Kardjali is supplied from the Borovitsa Dam (elevation 459m), through Ø800mm and Ø900mm steel pipelines, 25.463 km long. Water is treated in a two-stage treatment plant (DWTP) through sedimentation with coagulation, filtration with rapid filters, ozonation and disinfection. Water delivery to the lower part of Kardjali is realized from a pressure reservoir with 13,000m3 capacity (water surface elevation 316.25m) through a DN800 steel pipeline.

The water distribution network of the lower part of Kardjali has an overall length of 75.834 km, of which 32.414 км (42.7%) are plastic pipes (PEHD and PVC), 6.034 km (8.0%) are steel pipes, and 37.386 km (49.3%) are asbestos-cement pipes . The greater part of the network (57.3%) consists of worn-out steel and asbestos-cement pipes, which is the reason for frequent failures and water losses.

The highest areas of the lower part (elevations 265-275m) are zones of low-rise buildings (up to 3 floors), while the lowest areas (elevations 230-245m) feature mainly 5-7 storey buildings, and some 10-12 storey buildings. The highest (14-storey) building is at an elevation of 233m, and this is the critical point

for determination of the minimum pressure in this part of town.

Data analysis of water flow, pressure maintained, and operational characteristics of the water distribution network indicated that:

• The capacity of the 13,000 m3 pressure reservoir is not fully utilized, which predetermines the necessity of flushing the rapid filters at the DWTP in the night hours only, in spite of the degree of clogging;

• The water delivery to the highest areas of the lower part of the town is disturbed when the rapid filters are flushed at night;

• Through two stop valves, DN100 (at the market and at the Lead-Zinc Works), 650m3 - 1300 m3 of water are released between 02:00h and 05:00h in the morning, which can be discharged into the pressure reservoir as well;

• No constant pressure is provided in the water distribution network of the lower part of the town, which leads to frequent failures;

• The subjective and improper pressure reduction through evacuation of preliminary treated water leads to additional water losses and expenditures for reagents and power supply;

• There is no constant water supply to the higher areas and high-rise buildings in the zone.

In order to eliminate the ndicated shortcomings in the operation of the water distribution system in the lower part of the town and to raise the reliability of the system, measurements of the water flow and pressure were carried out in the period from 10 – 15 August 2007 with the help of the electro-magnetic flow meter AquaProbe 2 from the ABB company at the input point to the zone, as well as

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current pressure measurements at specific points of the system.

The variations in the water flow and in the pressure at the beginning of the zone (elevation 248m) are shown in Fig.1 and Fig.2 respectively. The lowest values of water flow and pressure are observed in the night due to the reduction of the supplied water amount caused by flushing the rapid filters at the DWTP. This is well illustrated in Fig.3, which depicts the variations of the water flow and pressure on 13 Aug 2007. In spite of the pressure reduction during certain time intervals in the night, the relation between the minimum and average 24h water flow for the above period is from 51.6% to 69%, which is indicative of high water losses. Another specificity is that the pressure at the point of measurement (the beginning of the lower part of the town) varies considerably from 2.56 bar to 6.53 bar, which may cause failures and greater water losses.

The dynamic pressures have been measured at different points of the water distribution system, being 1.6 – 3.5 bar at elevations of 265-275m, and 3.5 – 6.0 bar for the remaining part of the lower zone.

In conformity with the designed water flow (1,275 m3/h) and fire-protection water amount (144 m3/h), and the necessary daytime pressure of 5 bar and night-time pressure of 3.5 bar, two technical solutions have been suggested for pressure regulation at the input to the lower zone:

• Pressure regulator delivered by the company Bermad, Israel, represented by Industrial Parts Ltd., with diameter DN600, type 720-24ES with “V-port” for regulation of daytime and nighttime pressure, with hydraulic action (Figs. 4, 5).

• Pressure regulator with a ring-piston VAG RKV RIKO with diameter DN400, delivered by VAG-Germany, with electric drive.

Following the public procurement procedure, the Bermad regulator has been selected. It was put into operation in August 2008, and its functioning has been perfect so far. The shaft containing the pressure regulator and the necessary fittings is shown in Fig.4. The pressure regulator, type 720-24ES-1 (Fig. 5) has a two-chamber driving mechanism, anti-cavity body, V-shaped gate for normal regulation of small and large water flows, two pilot valves (2 and 3), and a controller BE-PRV, which sends signals for opening and closing of the induction valve 4 and securing the necessary daily and night pressure.

The considerable effect of the pressure regulator operation for the lower part of Kardjali may be expressed in the following way:

• Water loss reduction by 20%; • Failure reduction by 75%; • Avoidance of treated water losses (about

1,000 m3/d) due to the elimination of the need to open the two DN100 stop valves for pressure reduction - at the Market, and Lead and Zinc Works;

• Reduction of power costs and coagulants for water treatment at the DWTP;

• Provision of water reserves by using the volume of the 13,000 m3 pressure reservoir;

• Improvement of service quality by the water utility through the maintenance of the necessary pressure in the high areas and buildings and reduction of water supply breaks, due to a lower number of failures;

• Avoidance of the role of the human factor in the maintenance of the necessary water pressures and raising the operational reliability of the water supply system;

• Security of the necessary fire-protection reserve in the 13,000 m3 pressure reservoir;

• Impact reduction of the rapid filters flushing at the DWTP on the water distribution.

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The total economic effect of the pressure regulator implementation is about 1.5 mil. Bulgarian Leva per year. The funds spent for shaft construction and assembly of fittings, filter and the pressure regulator have been reimbursed from the reduced operational costs (power consumption, coagulation, disinfection, failures) for 4 months.

REFERENCES

1. Dimitrov, G., Raising the effectiveness of the water supply systems in Bulgaria. Research work. 2004.

2. Dimitrov, G., Trichkov, I. Experimental determination of water losses in municipal water supply systems. Water Economy, No. 3/4, 1996.

3. Frantozzi, M. Lambert.A, Including the effects of pressure management in calculations of Short-Run Economic Leakage Levels. Water Loss, Bucharest, 2007.

Fig.1 Variation of water flow at the input of the lower part of Kardjali

for the period 10 - 15 Aug 2007

Fig.2. Variation of pressure at the input of the lower part of Kardjali for

the period 10 - 15 Aug 2007

Fig.3 Variation of water flow and pressure at the input of the lower part

of Kardjali on 13 Aug 2007 (Monday)

Fig.4. Shaft with pressure regulator of Bermad, with the necessary fit-

tings and blocks

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Fig.5. Pressure regulator, Bermad 720-24ES with V-port and 2 modes of

operation (day and night)

1-pressure regulator;

2-pilot valve for pressure regulation during the day;

3-pilot valve for pressure regulation during the night;

4-induction valve;

5-controller

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Bulgaria - Italy

Free water balance software – Bulgarian version Ms G. Mihaylova, Mr M. Fantozzi, Mr A. Lambert, Dr A. Paskalev, Studio Fantozzi

ABSTRACT

Substantial advances have been made by the IWA Water Losses Task Force (WLTF) in the last few years in developing practical water loss management methods. The IWA WLTF approach has been implemented successfully in many countries all over the world.

This paper presents a free software (CheckCalcs) for calculating water balance and performance indicators for Bulgarian water supply systems. The software has been customized for Bulgarian water supply terminology and the Bulgarian language, in order to promote the practical application of the IWA WLTF approach in Bulgaria.

The paper also includes a presentation of a case study that is representative of a typical Bulgarian water supply system.

This application represents a practical approach to introduce international best practice methodologies for non-revenue water management in Bulgaria, and aims to encourage Bulgarian utilities to adopt IWA WLTF methodology and to improve their performance in managing water distribution systems.

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INTRODUCTION

Substantial advances have been made by the IWA Water Losses Task Force (WLTF) in the last few years in the development of practical water loss management methods. The IWA WLTF Approach has been implemented with success in many countries all over the world. This paper presents free software (CheckCalcs) for calculating water balance and performance indicators for Bulgarian water supply systems. The software has been customised for Bulgarian water supply terminology and language, in order to promote the practical application of the IWA WLTF Approach in Bulgaria and to improve the performance in managing water distribution systems. The paper also includes a presentation of a case study which is representative of a typical Bulgarian water system.

STATUS OF THE WATER SERVICES AND LEAKAGE

IN BULGARIA

Depending on the precipitation in a given year, on the territory of Bulgaria between 9 and 24 billion m3 of water are produced. The average annual amount of water per capita is between 2300 m3 and 2500 m3. Bulgaria therefore ranks among the five poorest countries in terms of water resources in Europe, together with Poland, the Czech Republic, Belgium and Cyprus. Although 98% of the territory is supplied with water, nearly 500,000 citizens do not have 24-hour access to water during drought periods. There are a total of 52 major water supply companies, most of them publicly owned. There is one concession - Sofia. The water sector in Bulgaria has suffered from a lack of investment over the past 15 years and the incomes of the population do not allow a significant increase in tariffs. Most of the water supply systems were constructed in the period 1960-1970. The total length of mains in the water supply and water distribution network is 70,620 kilometres,

and the asbestos-cement pipes, which represent 70% of the network are in very bad condition. It is difficult to quantify the leaks from these, but they are mainly from the joints, as a result of the rubber gaskets losing elasticity. In the period before the changes of 1989 the effectiveness of any activities was of secondary importance, a practice which continued during the transition from communism to democracy. The combination of these factors led to inadequate provision of services, high water losses, environmental risks related to water quality, and financial difficulties for companies.

REGULATORY FRAMEWORK:

• The law of regulation of water supply and sewerage services

This Act (from 20.01.2005) governs the regulation of prices, availability and quality of water supply and sewerage services of the operating companies for water and sewerage services. It is operated by the State Committee on Energy and Water Regulation (‘The Commission’), created under the Energy Act.

• Ordinance No. 1 of 5 May 2006 for ratification of the methodology for determining admissible water losses in water supply systems

The methodology is used for: status control of the water supply systems in the urban zones, analysis and valuation of the water supply systems’ status in the urban zones, determination of the total real losses quantity in the water supply systems and of the terms of reaching the admissible water losses. The part of the ordinance relating to water balance and real losses starts with the basic IWA Water Balance, but then diverges from IWA recommended performance indicators by incorporating modified sections of German and UK practice, with some inconsistencies. This makes the application of the process complex and difficult to apply consistently.

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IWA WLTF METHODOLOGY: GETTING STARTED,

THE BASIC APPROACH

The ‘4-Component’ diagram, shown in Figure 1, is now widely used internationally, to explain the practical concepts for managing Real Losses as promoted by the IWA WLTF. Real Losses can be constrained and managed by an appropriate combination of all of the four management activities shown as arrows. For each system, at any particular time, there will be an Economic Level of Real Losses, this usually lies somewhere between the CARL and the UARL. The three activities are Speed and Quality of Repairs, Pressure Management, and Active Leakage Control. They all tend to be more cost-effective in the short term in Euro spent/m3 saved than pipeline and assets management, and should be considered jointly when calculating the Short Run Economic Level of Leakage (SRELL). For any distribution system, the large box represents the Current Annual Real Losses CARL (calculated from a standard IWA Water Balance, preferably with 95% confidence levels). The Unavoidable Annual Real Losses UARL are calculated from the equations developed in Lambert et al (1999), based on mains length, number of service connections, customer meter location and average pressure. The Infrastructure Leakage Index (ILI) is the non-dimensional ratio of CARL/UARL, and is the recommended ‘best practice’ Performance Indicator for operational management of Real Losses.

Fig 1: Practical Management of Real Losses using the 4 – Component

method.

ILI benchmarks the efficiency of operational leakage management at current pressure. An ILI of 10 means that Real Losses volume is 10 times the lowest technically achievable real losses for the system at current average pressures.

The following two figures illustrate some ILIs around the world:

Fig 2: ILIs for 22 Systems in European Developed Countries (Data from

ILMSS Ltd)

© WRP (Pty) Ltd, 2001

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Fig 3: ILIs for 33 Systems in Developing Countries (Data from WRP (pty))

( 5 system ILIs > 50 have been omitted)

The IWA WLTF methodology and the basic approach can be summarised in four steps:

Step A: Assess your losses and identify data deficiencies;

Step B: Identify ‘how are we doing’ using the most meaningful performance indicator (ILI) and the World Bank Institute Banding System;

Step C: Analyse your data and start to develop your strategy and

Step D: Set initial targets and get started: learn as you progress.

FREE WATER BALANCE SOFTWARE – BULGARIAN

VERSION

Whilst the basic logic and principles of this approach are becoming widely accepted, potential users in utilities, who have had their interest and expectations raised, can easily become demotivated by a lack of appropriate calculation tools to get started. Increasingly, free software is provided by IWA WLTF members for this purpose. One

of these is CheckCalcs, one of the LEAKSSuite series of educational software (www.leakssuite.com), designed by A. Lambert, leader of the first IWA WLTF, to assist and encourage water utilities everywhere to improve their leakage management performance. The softwares are designed to be easily customised and upgraded to suit the specific requirements of individual utilities, once users have become familiar with basic principles and concepts.

The Bulgarian language version of CheckCalcs was created as a collaborative unfunded project by the authors of this paper, to assist water utilities in Bulgaria to quickly identify opportunities for saving money and saving water using the IWA ‘best practice’ approach. The water balance and components of non-revenue water have been customised in accordance with Bulgarian legislation, terminology, units and language. Translation from English to Bulgarian has been carried out by Gergina Mihaylova with technical support from Atanas Paskalev of AQUAPARTNER in Sofia.

Most of the water balance information that is needed for the IWA best practice international water balance is already in the Bulgarian Ordinance No.1 of 5 May 2006. The two water balances use mostly the same input data, and the terms ‘authorised’ and ‘unauthorised’. Figure 4 shows the standard IWA water balance. In the Bulgarian CheckCalcs, the Water Balance calculation is split into two parts, in accordance with the national practice of separating systems into ‘external’ and ‘internal’ water supply pipelines. Both water balance calculations identify metered and unmetered components. The option of entering confidence limits helps to quickly identify deficiencies in data quality and availability, but still produces a first estimate of real losses volume even if the raw data is of doubtful quality.

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In-put wa-ter vol-ume

Au-thor-ised con-sump-tion

Billed water Rev-enue water

Unbilled water Non-rev-enue waterWater

lossesAp-par-ent loss-es

Under-registered con-sumptionUnauthorised consump-tionMetering process errorsUnme-tered con-sumption

Non-operat-ing metersUn-me-tered low flow(Cli-ent-side leak-ages)

Non-useful water

Real losses (physical losses)

Fig 4: Standard IWA Water Balance

Because of high consumption (and intermittent supply) in many parts of Bulgaria, percentage by volume is not a reliable performance indicator for analyzing problems and identifying local priorities and cost-effective solutions. The other performance indicator used in Ordinance No 1 of 5th May 2006 – m3/km mains/day – is also unreliable for assessing and comparing performance as it is makes no allowance for losses on service connections, and is strongly influenced by density of connections, meter location, pressure and intermittent supply. In contrast, the Infrastructure Leakage Index (ILI) allows for mains length, number of service connections, system pressure, continuity of supply, and customer meter location, and so provides a fairer comparison of performance in management of Real Losses (known as ‘Metric’ Benchmarking. This has now been recognized by the OVGW Austrian Benchmarking study which has tested the ILI and now recommends using it rather than percentages or losses per km of mains. ILI was

also used as the basis for the World Bank Institute Banding System.

Using data from the ‘Internal’ Water Balance, CheckCalcs calculates ILI and other traditional performance indicators (including percentages, losses/service connection or losses/km mains depending upon density of connections) for NRW, Apparent Losses and Real Losses (see Fig 5), and (not shown here) also explains the limitations and appropriate circumstances for using each of them.

Fig 5: Part of Performance Indicators Worksheet from CheckCalcs (Case

study –Vratza)

The software then allocates the ILI of the system within the WBI Banding system and identifies priorities for action according to which Band (A to D) the ILI lies within. The calculated system ILI is also compared with ILIs for the country or geographical region (in this case, for Developing Countries), as shown below in Fig. 6.

Figure 6: Part of ‘WBI Guidelines’ Worksheet from CheckCalcs (Case

study – Vratza)

Thus it can be seen that CheckCalcs helps the user to achieve the first three steps (A,B,C) of the IWA WLTF methodology described above.

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To achieve Step D (the most important one) it is necessary to make a commitment to improving the management of water losses, and realise that you will learn as you progress. Further assistance and guidance can be obtained through members of the Water Loss Task Force. These are the first steps of a continual commitment to reducing the Non-Revenue Water in the Bulgarian water supply systems. Today Aquapartner is one of an increasing number of companies that progressively apply the methodology and develop a firm foundation for NRW reduction strategies.

REFERENCES

• Lambert A, 2002. International Report on Water Losses Management and Techniques: Report to IWA Berlin Congress, October 2001. Water Science and Technology:Water Supply Vol 2 No 4, August 2002

• Brown T.G., Lambert A., Takizawa M., Weimer D, (1999). A Review of Performance Indicators for Real Losses from Water Supply Systems. AQUA, Dec 1999. ISSN 0003-7214

• Fantozzi, M., Lambert A., (July 2005) Recent advances in calculating Economic Intervention Frequency for Active Leakage Control, and implications for calculation of Economic Leakage Levels, IWA International Conference on Water Economics, Statistics and Finance – Rethymno (Greece).

• Lambert A., Ten years experience in using the UARL formula to calculate the Infrastructure Leakage Index, IWA Conference ‘Water Loss 2009’, Cape Town (South Africa), April 2009.

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Cyprus: city of Lemesos

Application of Key Technologies for Water Network Management and Leakage ReductionMr Bambos Charalambous, Water Board of Lemesos

ABSTRACT

The Water Board of Lemesos identified the need for the development and implementation of a Supervisory Control and Data Acquisition (SCADA) system, which would provide real time control and management of the water production and storage and of the distribution network. To this end the Water Board introduced an on-line control system that allowed the efficient and effective supervision, control and management of water production and storage and a continuous monitoring system of the water supply into the network. This paper describes the development and implementation of the continuous monitoring systems employed at the Water Board, their main features and benefits.

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1. INTRODUCTION

The town of Lemesos is situated on the south coast of the island of Cyprus in the north-eastern Mediterranean Sea, has a current population of 170,000 and is the second largest town of the island.

The Water Board of Lemesos is a non-profit, semi-government organisation charged with the responsibility of supplying potable water to the town and environs of Lemesos. The Water Board has 110 employees, covers a supply area of some 70 km², having well fields, storage reservoirs, pumping stations and underground water distribution networks.

2. BACKGROUND

It is essential to describe briefly the operation and management of the water supply system of the Water Board in order to provide the reader with a basic understanding of the water production, storage and distribution systems.

The topographical location of Lemesos is such that the elevation of the supply area varies from sea level to 315 metres above sea level. To ensure acceptable pressure limits to consumers the supply area is divided into seven pressure zones, each with its own storage reservoir. Water from the boreholes is pumped to the lowest elevation storage reservoir at zone 1 and, depending on the demands at higher elevations, water is successively pumped to zone 2 up to zone 7 reservoirs. Water is also obtained from a treatment plant by gravity to reservoirs at zones 1, 2 and 3. Water from the lowest reservoir at zone 1 is transferred to the highest reservoir at zone 7 by successive pumping via high lift transfer pumps located at each reservoir site (Figure 1).

Figure 1. Water Storage Schematic

Initially the water production network was operated manually with underground borehole pumps and high lift transfer pumps being operated, depending on demand, by manually switching the pumps on and off. Operational problems, such as storage reservoir over spilling or emptying, and pumping station malfunctions frequently occurred. To resolve these problems it was required to have personnel attending the works on a 24-hour basis, which, coupled with mandatory manual activities such as daily readings of the district meters and manual operation of control valves and pumps, resulted in additional costs to the Water Board.

3. IMPLEMENTATION OF A CONTROL SYSTEM

In 1986, the Water Board embarked on an ambitious expansion programme. This included, inter alia, major extensions to the distribution system, construction of new storage reservoirs and the elaboration of a study regarding the installation of a telemetry system to provide Supervisory Control And Data Acquisition (SCADA) facilities for the water production and storage system.

The SCADA system comprises a control centre and 14 outstations, which are located at the various wellfield, storage reservoir and pumping station sites in order to monitor and control the water

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production and storage system. Communication between the control centre and the outstations is through dedicated telephone lines provided by the local telecommunications authority.

4. THE SCADA SYSTEM

The system is designed to indicate flow measurements, water levels in reservoirs and boreholes and the operating status of all pumping equipment. Information and data is collated at the remote sites, such as pumping stations and storage reservoirs, and sent through the outstations via dedicated telecommunication lines to the control centre.

The supply and installation cost of the SCADA system including all subsequent extensions and upgrades at current values is approximately € 670,000. It is worth mentioning that the operating cost of the system is considered high at approximately € 100 per month per leased line, 14 in total.

The installation of the SCADA system contributed towards the efficient and effective operation of the water production and storage system. Data collection enables accurate water demand forecasting scenarios to be made thus enhancing forward planning and programming.

5. DISTRICT METERED AREA (DMA)

MONITORING

The experiences gained from the application of the SCADA system proved invaluable when there was the need to implement continuous monitoring of the flow into discrete areas of the distribution network called District Metered Areas (DMAs), and of the pressure. Both flow and pressure are essential for the implementation of any leakage

reduction strategy.

The selection criteria for the continuous monitoring system were decided taking into consideration present and future needs and requirements. To this end careful consideration and examination of the available techniques, methodologies and technologies was undertaken in order to adopt an appropriate system. The selection criteria used were the following:

• Small capital expenditure with minimum maintenance.

• Easy to install, simple and easy to operate. • Low running costs and easy to expand. • Continuous recording and storing of data

on site. • Downloading of data on request or at

preset times. • Multi communication capability via PSTN,

GSM, Radio, WWW.

After careful consideration it was decided to employ a telematic type of solution, which combines information technology and telecommunication networks using the World Wide Web for data transfer.

The heart of the system is a programmable controller installed at each DMA meter location that is capable of precise registration of events and optimal archiving of stored data. The overall cost for each station is approximately €1,800, but most importantly the operating cost of such a solution is extremely low, €14/month.

The Water Board gains several benefits to from the application of the above DMA monitoring system (Figure 2). The operational cost of the system is very low, and it basically requires no maintenance.

The system provides an environmentally friendly solution utilising solar energy for power. It is

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considered to be the backbone of the leakage management strategy, providing data on a continuous basis that is used to analyse the water loss in the DMAs and set priorities for leak location. In addition it provides early warning for large bursts, thus triggering the mechanism for leak location and repair.

Figure 2. DMA Monitoring System

6. FUTURE TRENDS

It is becoming increasingly apparent that the existing telecontrol systems need to be expanded and integrated with other systems to provide better and more efficient management. The Water Board recognised this and upgraded its system to operate under the Windows environment thus making the first step towards integration with systems such as Geographical Information Systems (GIS).

A combination of the GIS and SCADA systems would provide an excellent basis for network models for more efficient and effective network planning. Furthermore, this combination would be further enhanced by linking it to the customer billing data. Use of Automatic Meter Reading for the customers’ meters will improve both the accuracy of the work and level of customer service.

7. CONCLUSION

It is recognised that the implementation of on-line control and monitoring technology by the Board has resulted in higher efficiency and effectiveness in the planning and operation of the water supply system.

The benefits gained from the system were immediate and apparent. The system contributed to the better and more efficient operation and management of the network, resulting in cost reduction. Furthermore there was a marked enhancement of the Board’s image resulting in a high standard of service to its customers.

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ABSTRACT

Water utilities have made considerable efforts to reduce water loss from their pipe networks during recent decades. However, they often focus on a limited range of measures, such as using the best equipment and organization to detect and repair breakages, stabilizing the boundaries of existing supply zones, and measuring inflow into the zones to evaluate NRW. Such an approach can be relatively ineffective in some parts of the water supply system. The effect of leakage detection is often low in large supply zones with uneven conditions. Pipe networks with high or unstable pressure conditions have a high leakage and breakage rate, and even if leakage detection is efficient, overall leakage from the network remains high. This paper presents methodology and results of integrated conceptual water loss projects comprised of several interconnected parts, such as:

• Building and calibrating a hydraulic model of the water supply system. • Initiating measurement campaigns as the main instrument to survey leakage distribution, verify

network capacity and identify network shortcomings. • Conducting a detailed leakage distribution survey. • Verifying the capacity of the supply system, identifying network shortcomings and impediments

to future requirements. • Evaluating future needs, especially considering urban development, and proposing appropriate

system augmentation. • Evaluating existing pressure conditions and proposing operational measures and system

augmentations to optimize them for the future. • Evaluating the existing metering system and proposing divisions to the supply zone with appropriate

flow measurement.• Evaluating hydraulic and water quality parameters in a hydraulic model to ensure an optimal

solution.Application of this methodology is discussed using results from a NRW case study project for the city of Blagoevgrad, Bulgaria.

Czech Republic

A Conceptual Approach to Water Loss ReductionMr Miroslav Tesarik, Project Manager, Danish Hydraulic Institute, DHI a.s.

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INTRODUCTION

In many cities the water losses reach very high levels. With regard to the fact that increased leakages may have a number of causes, it is necessary to examine a range of influences and take these into account in the resultant long-term solution of leakage reduction. The conceptual approach to the leakage detection in water supply systems is a fundamental tool for the location of the leakage and contributes highly to better utilization of available water sources.The conceptual approach is also essential for minimising both the investment and operational costs connected with the water supply systems.

BUILDING OF A HYDRAULIC MODEL OF THE

WATER SUPPLY SYSTEM

The model topology of the WSS was built based on AutoCAD files provided by the client. Additional information about the layout of the pipe network of the existing system was supplemented during model building, based on the operational map and the discussion with the Operator.

The whole extent of the pipe network was divided for evaluation purposes into subareas, based on experiences from a survey and monitoring campaign. The subareas are just logical units, not the pressure zones, while the WWS in Blagoevgrad is to a large extent interconnected. A complete final model is presented in the figures below.

Figure 1 Distribution system- evaluation areas

Figure 2 Distribution system –pipe diameters

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MEASUREMENT CAMPAIGNS

As the next step, the systematic measurements of flows and pressures have to be carried out.

SELECTION OF SUPPLY zONES WITH

SIGNIFICANT LEAKAGE

For screening of supply zones from a point of view of the leakage magnitude, it is necessary first of all to conduct a complex evaluation of all supply zones from the perspective of the balance of water consumption and supplied water. For this purpose it is necessary to include all the available information. The result is an overview of all the components of inflow into the individual supply zones (domestic consumption, big consumer consumption, leakage).

On the basis of the data collection, processing and analysis in collaboration with the sewer operator, it is possible to select those supply zones with a significant leakage and finally to propose the measurement campaign, i.e. to divide the selected supply zones into measurement sections and define the necessary setting changes of the water supply system (closing some valves etc.).

SYSTEMATIC MEASUREMENTS OF FLOWS AND

PRESSURES

Systematic measurements of flows are not only basic tools for leakage quantification, but they also help the operators and administrators of water supply systems to better manage the operation of the system. During normal operation, some hidden problems may not emerge, e.g. (partly) closed pipes, encrusted pipelines, hidden major failures, incorrect data in technical documentation, etc. Consequently serious complications can appear,

resulting in substandard water supply conditions, especially as regards pressure conditions in the case of new water intakes from a network with already reduced capacity, or during failures, planned lock-outs of pipelines, etc. Apart from mathematical model calibration, the main reason for monitoring the pipeline network is to obtain information on leakage, overall network operation and to check the pipeline network capacity. A detailed monitoring campaign can identify and locate problems both in the main distribution system and in particular supply zones. Closed hydraulic valves, strongly encrusted sections, significant deviations from operational documentation (GIS), etc., can be identified.

In the city of Blagoevgrad, 2 portable Fluxus flow meters and 10 portable Sewad pressure meters were used for the measurement of inflow to and pressure distribution in several separable supply zones for the time span of 2-6 days.

SHORT MONITORING CAMPAIGNS UNDER

STANDARD OPERATIONAL CONDITIONS

Monitoring, as provided by the operator (the stable monitoring sites), is most often supplemented by the portable units located on the key inflows to the distribution system. These monitoring campaigns can be used for filling the gaps in the knowledge about the water supply system operation and for the basic model calibration.

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Gramada supply zone.

Reservoir 7000 Istok supply zone

Figure 3 Example of measured pressures (upper part of pictures) and

flows (lower part of pictures) in 2 supply zones in the city of Blago-

evgrad

SPECIAL MONITORING CAMPAIGNS

A very effective method for detecting non-standard events in water supply networks is to use hydraulic models of the water supply network in combination with monitoring the pressure and flow conditions during non-standard loading situations, especially during hydrant tests.

Figure 4 Measured pressures in the central part of the city of Blago-

evgrad during a period of serious pipe breakdown and during the

partial zone separation, i.e. during non-standard operational conditions

Hydrant tests in selected locations are combined with pressure measurements in several places in the network. The allocation of such tests and measurements, or of other manipulations in the water supply network, is adapted to specific needs. Hydrant tests yield measured sets of pressure values for various water intakes from hydrants. Evaluation by the mathematical model can provide very detailed information on the characteristics of the water supply network, i.e about the quality of the hydraulic connection between the place of hydrant water intake and the place of the pressure measurement.

The specification of the monitoring campaign depends on the purpose of the campaign, on information given by the operator and on the preliminary mathematical model simulations. The real conditions in the water supply network, especially the location of usable hydrants, must be taken into account. Last but not least, it is necessary to evaluate and discuss with the operator potential risks to water quality, etc.

LEAKAGE DETECTION – NIGHT MEASUREMENT

CAMPAIGN

As stated before, the measurement of distribution of leakages in the water supply system is based on the temporary division of the piping network into measurement sections. Measurement sections are separated by closing regular or zone valves. With this network setting, the measurement of night inflows into measurement sections and the measurement of pressures have to be carried out. Consequently, the leakage is evaluated in individual measurement sections while taking into account large night consumers, if there are any.

The principle for location of the leakage is to divide the measurement sections by closing the valves into smaller and smaller parts. The manipulation with

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the valves must be feasible from an operational point of view, so close collaboration with the water supply system operator is absolutely necessary. Leakage into measurement sections is then evaluated with regard to night consumption of large clients, and, if applicable, the objectified night inflow. In addition to the actual size of the leakage [l/s], it is also possible to evaluate other leakage indicators such as unit leakage [l/s/km], which takes into account the length of the water distribution network and indicates locations of the network where subsequent detailed detection of the leakage and repair of hidden leakages will be most effective.

Based on the night minimum flows and also taking into account the measurements carried out in specific operational conditions, the first estimate of the leakage level for the current status supply zones was carried out in the city of Blagoevgrad.

Areas Leakage [l/s]Osvobozdenie 2Central City Nord 40Elenovo 25Gramada 2Strumsko 30Central City South 20Orlova Cuka 5Jampalica 3Total 127

Table1 Leakage estimate based on the measurement campaign result in

the city of Blagoevgrad

EVALUATION OF FUTURE REqUIREMENTS

Important inputs for the definition of future water supply requirements are the Urban Development Plan, projected demands in the system, planned reconstruction of AC pipes and existing conceptual studies.

The major problem of the water supply system in the

city of Blagoevgrad is the bad technical condition of existing AC pipes. Consequently, a huge reconstruction program has been prepared, which has to be included in the conceptual approach to water loss reduction.

EVALUATION AND OPTIMISATION OF

PRESSURES

Optimisation of pressures is a measure which is important primarily from the perspective of the long-term impact on reduction of water leakages and the breakdown rate and increasing the life span of the network. According to experience, a reduction of pressure by 10% causes a reduction in the breakdown rate by 25%. Optimisation of pressures is thus very important for operational and investment savings. For the evaluation of the optimum pressures in the network, it is necessary to take into account the height of the housing development. Pressures of 40 m w.c. may be low in a high rise housing development, but too high for a housing development comprising family houses.

Figure 5 Principle of assessment of pressures in water supply systems

Through simulation in the model it is possible to evaluate the pressures above the height of the housing development relatively precisely. At the same time it is possible to evaluate the causes of the main problems which prevent optimisation of pressures.

For the city of Blagoevgrad, a new system of conceptual pressure zones and corresponding supply zones was recommended.

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Figure 6 Analysis of terrain elevation

Figure 7 Final proposal of the supply zones

The inflow measurement for supply zones should be installed at existing outflow pipes from the reservoirs, as part of new manholes for the

installation of pressure reduction valves. In case of a gravity system, it is proposed to divide the network into several supply zones (in the example of the city of Blagoevgrad this is the case for the Dzampalica, New Elenovo, Zapad and Cakalica gravity systems).

The optimization of pressures in zones can be evaluated effectively with the help of graphical output, as demonstrated in Figure 8.

Figure 8 Example of the analysis of pressures for the future status of

the city of Blagoevgrad

CONCLUSION

The leakage situation of individual water supply systems reflects a whole range of factors. Of these the most significant are inappropriate material used for the construction of the water supply systems, the increasing age of the water supply systems and the related deterioration of their technical condition. This situation can be described as the historical debt in the renewal of the water supply systems. The large scale rehabilitation of the water supply pipes, which is currently underway

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in many cities, will certainly help in the reduction of overall leakage and simultaneously opens the way for continuous fighting of leakage on a more detailed scale and the optimization of pressures, as described in the paper.

As has been shown for the city of Blagoevgrad, even in a case where it is difficult to define the supply zones for the existing system, it is possible to get valuable information about the level of leakage in the zones through a comparatively short term flow and pressure monitoring campaign. This, together with the analysis of the current status of the system and future requirement analysis, forms a basis for conceptual recommendations, which include the draft of the pressure and supply zoning. Proper pressure zone definition, as well as definition of locations for steady measurements of flows (supply zoning), can contribute efficiently to water loss reduction in water distribution systems.

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ABSTRACT

This paper gives a technical and economic assessment of the water loss management that has been successfully implemented by Veolia in the Czech Republic during the last ten years. Veolia started operations in Pilsen in the Czech Republic in 1996, and is today the leading operator with approximately 6,000 employees, serving a population of 4 million and with an annual turnover of €500 million. When Veolia took over the management of local operators, water loss and the high level of non-revenue water (NRW) was just one of many problems. However, tackling this particular issue efficiently was essential to create a positive image for the newly-established, private and foreign-based operator. The reduction of NRW was also a financial necessity.

Very different situations may be encountered with respect to water loss and NRW, from completely deficient management, which may eventually lead to shortage of water for the customers, to extremely well run networks with an efficiency ratio of more than 95 per cent. The water services taken over by Veolia in the Czech Republic were in an intermediate situation, with NRW at approximately 40 per cent (essentially physical water losses, as commercial losses were at low level). By comparison, the NRW rates of 20 per cent in rural areas and 10 per cent in built-up areas commonly observed, for example, in Veolia’s French water services, are a good indicator of the level of performance that can be achieved over time. To that end, Veolia applied an integrated approach based on methodology and technologies that had been successful in similar situations. Efficient water loss reduction relies on a combination of good management of the network pressure, identification of leakages, efficient repair, and replace wment of worn-out sections. The experience of the staff and their in-depth knowledge of the network are necessary but not sufficient. Modern technology such as GIS, network modelling and leakage detection equipment is indispensable to reach a satisfactory level of performance.

Today NRW is about 20 per cent in Veolia’s Czech operations and is still improving. In Prague, network efficiency has increased by 2 per cent per year since Veolia took over operations, and will reach 80 per cent (20% NRW) this year. Over the same period, the volume supplied to the network has fallen significantly, and water loss fell from 48 million m3 in 2001 to 23 million m3 in 2008.

Czech Republic

Water loss management - Veolia’s experience in the Czech RepublicMr Bruno Jannin, Project Manager, Veolia

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Greece

A Paradigm Shift in Water Loss Audits:High accuracy water meters as a means to decrease non-useful water lost in client-side leakages

Mr Stefanos Georgiadis, Assistant General Manager, Network Facilities, Athens Water

Supply and Sewage Company S.A.

ABSTRACT

The human species has always relied on water for survival. This makes potable water one of the most prized and valuable goods. Thus minimizing water loss has always been a major concern. Several ways of dealing with this issue have emerged.

Decades ago the main focus was on the technical aspects of water loss, and was the first attempt to control losses scientifically and on a large scale. It involved the categorization of water being lost, and water reaching the meter. This approach was strictly technical and relied on losing as little water as possible throughout the distribution network.

More recently, a new trend has emerged which is now used globally. This is based on financial criteria and takes more factors into account. It has led to increased insight into the problem, and is how the water industry looks at water losses today. It involves the categorization of water into water accounted for and water unaccounted for (or measured and non-measured water), and relies mainly on maximizing the metering capabilities of an organization in addition to reducing leakages in order to minimize financial losses, thus adding the financial perspective to the technical one.

This paper takes a somewhat different approach to the issue. The key factor is where the water ends up. A new categorization of water is therefore proposed: useful and non-useful water. This involves considering both water usage and social criteria in order to establish which factors affect the issue, and thus determine the actions to be taken. Based on minimizing household losses, and realizing the link between water loss and the sewage network, this new perspective is hoped to greatly improve the financial situation of water companies by minimizing water wastage and eliminating water losses.

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HISTORIC OVERVIEW

From a historic point of view mankind has always relied on water for its well-being. Access to sources of fresh drinking water still remains a very important issue worldwide. In more recent years and in order to satisfy these needs, the main issue in developed and developing countries has been the construction and expansion of water distribution networks. These works are normally carried out in order to cover already existing needs in irrigation and potable water, on a tight schedule and budget and with increased societal pressure.

After having being constructed, water networks need to be operated, which requires a greater skill-set of asset management, and which the authorities usually lack. Asset management is very important, and is the only way to ensure that the infrastructure will deliver maximum benefits in financial and hydrological terms. After all, the end goal is to meet the water usage needs of the community.

Meeting those needs proved of course to be a task much harder than expected. The amount of water initially provided to the network and the amount of water measured when reaching the end customer have always been two entirely different figures. This gave birth to the concept of water loss audits. The difference in these two figures, as well as other problems, such as water network malfunctions, water pressure drops during peak hours, and the ever increasing demand for water were hastily attributed solely to water losses through leakages in the network, also known as physical losses. As a result, a trend for extensive water leakage detection programmes was developed in the early 1980s. These programmes yielded significant results in water saving, but are costly due to the rigorous manual labour and specialised technology required.

Almost a decade later, in the early 1990s, instead of

physical losses more emphasis was placed on the new and broader concept of non-revenue water. This was a more accurate way of determining water losses, since it included all physical losses, plus a number of other factors, and more importantly:

• Water tank overflows • Post-works washing of networks and

branches • Illegal water connections • Errors in water measurement processes • Errors in the water metering devices and

mechanisms (mainly water-meters)

A DIFFERENT POINT OF VIEW

The parameterisation of the problem of water losses has been a field of extensive research and elaborate studies worldwide, although it is far from easy to find all the parameters to the problem and the way they affect the end result.

At first, water loss audits adopted a technical point of view, which eventually gave way to a more financial and managerial angle, that of non-revenue water. This paper proposes an entirely different point of view regarding water loss audits, that of actual water usage. It is the writers’ belief that the most accurate way to determine water losses is to categorize water into useful and non-useful water. Such a categorization envelops the problem of water losses in the best possible way, and requires a different perspective in the way water loss audits are carried out today. The proposed categorization for different types of losses is clearly illustrated in the following table:

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In-put wa-ter vol-ume

Au-thor-ised con-sump-tion

Billed water Rev-enue water

Unbilled water Non-rev-enue waterWater

lossesAp-par-ent loss-es

Under-registered con-sumptionUnauthorised consump-tionMetering process errorsUnme-tered con-sumption

Non-operat-ing metersUn-me-tered low flow(Cli-ent-side leak-ages)

Non-useful water

Real losses (physical losses)

CLIENT-SIDE LEAKAGES

Prior to elaborating on the distinction between useful and non-useful water, let us cast a quick glance at what is predominantly viewed as the source of the problem.

The most overlooked factor of the non-useful water problem is client leakage at consumer households and facilities. The seemingly low flow levels involved, i.e. a tap dripping, makes us wrongly assume that there is a small amount of water lost, ignoring that this amount may well exceed the water actually used by a family. This misunderstanding is due to the inherent incapability of water meters to measure the low flows involved.

Despite the lack of reliable case studies that quantify client-side leakages in a water distribution network, we can estimate that it is comparable to

the amount of evident and non-evident network water pipe leakages (physical losses). Yet water companies invariably emphasize physical losses while undermining client-side leakages.

Water that is lost through client-side leakages always ends up in sewage treatment facilities, instead of enriching the aquifer, as commonly assumed. In terms of financial cost, this means we have to pay double the cost of distribution network leakages, since this water is not only lost, but also treated as impure. In terms of environmental impact this poses an unnecessary delay to the natural water cycle, while depriving both the consumers and the environment (gardens, parks, etc.) of perfectly serviceable water.

Client-side leakage is a giant misunderstanding.

• Its impact is much greater than commonly assumed

• Its financial and environmental cost is enormous

• It serves absolutely no purpose • It is visible, but it usually remains unseen • It is easy and cheap to repair, but it usually

remains unrepairedIn contrast to network leakages, client side leakages will not be solved by implementing specialised technology or high cost methodology. It suffices to make the problem evident by helping the public understand its importance and rectify relevant antisocial behaviour (leaving such leakages unattended). Over time, this can be achieved through environmental education, awareness campaigns, etc. On the short run though, we must explore other, more tangible solutions.

By utilizing modern water meter technology, we can both reveal the problem and accurately measure its extent. This is a step towards fixing the problem or at least towards gathering the necessary funds to treat the purposelessly lost water before returning

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it to the environment. After all, the replacement of old water meters with high technology new ones of increased sensitivity, always yields impressive results for the water supplier, as we will see below.

PROFILING URBAN CONSUMPTION

Of course we must not fall into the trap of assuming that all water distribution systems are identical. Different potable water usages display distinct demand profiles. Perhaps the most common one nowadays is that of urban consumption. This profile is derived from the demand of potable water for usage in everyday activities within a regular household (e.g. washing the dishes, taking a shower, etc). The urban consumption profile is more or less standard for all modern cities and is determined by the same social behaviours; it follows certain patterns, trends and characteristics:

• The minimum water flow normally required for everyday needs is always more than 200 lt/h (small valves and tanks, e.g. toilet flush)

• The maximum water flow normally required for everyday needs is in the order of 1200-1500 lt/h, only occurring in the rare case of simultaneous usages.

This is the outcome of the very nature of urban usage of potable water. A fully open running tap has a water flow in the order of 1000 lt/h. Water is always required in large flows but for brief periods of time. This means that a constant low flow of under 50lt/h cannot correspond to human usage. The observation of such a low constant flow is a certain sign of client-side leakage.

Bearing in mind that the average household consumption of water per day does not exceed 500 lt, we can estimate that the average time of water consumption per day does not exceed 30 minutes, which corresponds to 2% of total time. That is, only

1 out of 50 water meters actually registers water consumption at any given time.

Therefore, with sufficiently high specification and sensitivity water meters, it is easy to perceive client-side leakage when performing the actual measurement, by the low flow indication (slow turning of the flow indicator), stressing the importance of the minimum start flow (Qs).

HIGH ACCURACY WATER METERS: THE

SOLUTION TO AN UNDETECTED PROBLEM

It is most important to stress that the notion of a high accuracy water meter cannot be separated from the concept of minimum start flow. Water meters are usually categorized according to 75/33, as class A for irrigation, and up to class D for laboratory specifications. The level of accuracy is the same regardless of class (2% and 5%), with the only variable being the level of accuracy at low flows (minimum start and transitional flow). Since human water consumption always corresponds to high flows, there should be no value attached to metrological class; however, this is not so.

But what constitutes an accurate meter?

Typically, a water meter must be suitable for potable water (materials and coatings), comply to E.C. standards, be easy to read, have an adequate life expectancy, incorporate a filter and non-return valve, and be compatible with the existing infrastructure.

Actually, a water meter must have a realistic nominal flow (Qn=1,5 m3/h instead of Qn=2,5 m3/h or Q3=2,5 m3/h instead of Q3=4 m3/h), have adequately high sensitivity to register low flows (low minimum start flow), and have a reasonable cost.

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It should be noted that networks usually feature meters with higher capacity than necessary, in case of simultaneous multiple high flows, which scarcely appear. Although financially insignificant, this negatively influences the meters’ sensitivity.

An issue that arises is whether to opt for volumetric or tachymetric meters. While volumetric have a higher sensitivity (3 lt/h vs 10 lt/h), they are also more vulnerable to water impurities. Overall, though, volumetric water meters have a competitive advantage in detecting client-side leakages.

Any attempt to upgrade water meter accuracy is rewarded with impressive results:

• Revenue water is increased, since older water meters systematically under-register all flows regarding human consumption.

• Revenue water may even be doubled, when including client-side leakage.

• Zero consumption measurement, often due to malfunction, is minimized.

• Client-side leakages are revealed, charged, and therefore repaired.

• Water requirements decrease, since no longer catering for leakages.

• Network capacity is indirectly increased while peak hour head loss decreases.

• Non-revenue water is certainly, easily, quickly and decreased, at no cost.

However, these upgrading attempts may also entail the unpleasant consequence of complaints from consumers who will now be called to pay for the previously undetected leakage. Since the amount of lost water is not easily perceived, consumers will not accept increased bills for the same apparent water consumption. It is recommended to:

• Detect client-side leakage at the time of the meter replacement

• At the same time inform the consumers of any leakages, both orally and in writing

• Distribute informative brochures on the social, financial and environmental impact of client-side leakages

• Follow up shortly after the replacement, and again inform consumers if the leakage remains unrepaired

• Be willing to provide discount for the first increased bill, as a proof of good will. No further delay to repair leakages will be accepted.

When client-side leakages are detected and repaired, the unit price of revenue water drops, while water consumption decreases, with a positive impact on network workload and available water resources. Revenues are only temporarily increased, if leakages are promptly repaired. Thus, water production and distribution expenses will be reduced. Therefore the benefit is not directly financial; but lies in the fact that less water is being lost.

Treated sewage water is not as pure as potable, it is merely marginally clean, in order to be returned to the environment. Therefore, increased sewage water due to client-side leakages entails a high cost, both financially and environmentally. In contrast, network water pipe physical losses contribute to the aquifer, with no negative environmental impact. In fact, it could be as environmental recovery, apart of course from the energy spent for its production and distribution.

Non-revenue water caused by water meter under-measurement only entails financial and social cost (unjust cost distribution), with no real environmental cost. Under-measurement does not increase water consumption, since those that are overcharged decrease their consumption, and balance the total amount. However, non-useful water due to client-side leakages entails all of the above financial consequences, plus an extra cost for sewage treatment. Plus an extra environmental

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cost, for sewage water is neither potable nor a contributor to the aquifer. Plus an extra investment cost, in terms of potable water and wastewater infrastructure (networks and facilities). The following table clearly illustrates the major differences in cost between different leakage types:

CostLeakage type

Infra-structure needs

SewageTreat-ment

Environ-mentalcost

Financial cost

Physical losses

yes no yes yes

Under-registered water

no no no yes

Client-side leak-ages

yes yes yes yes

Malfunc-tioning meters

no no no yes

The term of under-registered water mentioned above is not to be confused with all metering errors involved in apparent losses. Under-registration is after all statistically distributed (since all water meters invariably age). The relevant error leads to an adjustment of the unit price, which is temporarily unjust, but in the long run just. Most commonly used water meters are similar, so that everyone will be under-measured eventually. On the contrary, not all consumers have internal (client-side) leakages, yet everyone is called to pay the price.

CONCLUSIONS

To sum up the history of the mentality of water management policy makers in a nutshell, we have come a long way from distinguishing between utilized water and physical losses, to distinguishing between revenue and non-revenue water. But we have to take one more step. The crucial distinction is that between useful and non-useful water (water losses as a potential environmental disaster), lost to client-side leakages. Despite the ignorance of both expert policy makers and the public, the amount of water that is termed as non-useful is comparable to

the amount of physical losses in the network.

However, non-useful water is much more than just a financial loss; it poses a direct threat to both society and the environment. In a time of high political tensions (ethnic) conflict over water resources, climate change and global uncertainty we cannot afford to lose a single drop of water. That is, of useful water…

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FYR Macedonia: city of Skopje

Experiences Gained and Results Achieved through active leakage Control and Pressure Management in Particular DMA’s in the City of Skopje, FYR MacedoniaMr Bojan Ristovski, Director of Leak Detection Department, On-Duty Center and Call

Center, P.E. Water Supply and Sewerage-Skopje

ABSTRACT

Whereas the population of our planet is growing and shifting, the world’s water resources are finite, and the availability of quality water resources is declining. This makes careful and efficient utilization of existing water resources essential.

The level of water loss is commonly accepted as a principal indicator of the overall efficiency and condition of any water supply system. Reducing water loss is becoming one of the main ways to deal with the increasing imbalance between water consumption and availability. Water supply companies in FYR Macedonia generally report water losses of between 40 and 70%. It is therefore imperative to adopt and implement a strategy to address and measure the components that will lead to a reduction in this figure. Four basic methods for the successful management of real losses are generally accepted: pressure management in the system, improving the speed of leak repair, active leakage control, and infrastructural improvements. This paper presents case studies addressing two of these methods: active leakage control and pressure management.

The first promotes the idea of District Metered Areas (DMAs) as an appropriate method to control water loss, as well as the gradual trend from passive to active methods of loss control, the introduction of standardized terminology for the components of the consumption balance, and the indicators suggested by IWA to evaluate real water losses. The project was carried out in the Butel-Radisani-Suto Orizari part of the water supply system of Skopje, the capital of FYR Macedonia, and addresses active leakage control.

The second focuses on the promotion of active leakage control, and on pressure management to control losses. In the high pressure zone Aerodrom-Novo Lisice a coordinated approach was adopted, combining awareness, the identification and reduction of real losses by pressure reduction, and installation of a monitoring system to permit early leak detection and the systematic reduction of water losses.

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INTRODUCTION

Water losses in the system are a phenomenon faced by all water production and supply utilities. As far as the water supply companies in Republic of Macedonia are concerned, leakage has been identified as a serious problem. Many parts of the country have excessive leakage levels exceeding the amount of revenue water, with losses of between 40 and 65% of the system input.

Concerning real losses, it is generally accepted that there are four basic methods for their successful management: pressure management in the system, improving the speed of leak repair, active leakage control, and infrastructural improvements.

This paper presents a case study that addresses two of these methods: active leakage control and pressure management.

1. CASE STUDY: PRESSURE MANAGEMENT

(STAGE I) AND ACTIVE LEAKAGE CONTROL

(STAGE II)

The city of Skopje is mainly supplied by gravity from the Rasce spring, with average input into the system of 4500 l/s, and from the well areas Nerezi-Lepenec, with a total capacity of 1420 l/s. For certain higher areas of the city of Skopje, high pressure zones have been established. The current case study refers to the water loss reduction activities in one of the high pressure zones Aerodrom-Novo Lisice (Figure 1.), which supplies water to the fourth floor and above of residential buildings in the settlements Aerodrom and Novo Lisice.

Figure 1. Water supply system High Pressure zone Aerodrom-Novo Lisice

1.1 Pressure Management – Stage 1

The first stage of this project concerned water loss reduction through pressure management. In order to determine possibilities for pressure reduction, several pressure measurements were performed (data are shown in Table 1), and monitoring of the system inflow (Graph 1.).

Measuring point

Maxim

um Pressure

(bar)

Minim

um Pressure

(bar)

Average Pressure (bar)

No.2 Bojmija Street (11th floor)

5.04 4.33 4.66

No.4 Pandil Siskov Street (6th floor)

7.04 6.62 6.85

No.7 Blvd. Jane Sandanski (7th floor)

6.13 5.69 5.81

No.47 Blvd. Jane Sandanski (17th floor)

3.82 3.34 3.65

No.60 Blvd. ASNOM (6th floor)

7.24 6.87 7.08

No. 77 Blvd Vidoe Smilevs-ki-Bato (8th floor)

6.75 6.41 6.62

Table 1. Pressure data before installation of pressure reduction valve

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Graph 1. Daily inflow in the High Pressure zone Aerodrom-Novo Lisice,

for the period 12.03.2008 - 18.03.2008

Based on the statistical data shown and the analysis carried out on site, it was concluded that the existing pressure was higher than required, and that a reduction by approximately 2 bar was permissible, allowing the installation of PRV Ф 250 mm with constant outlet pressure on Ø 400 mm ductile-iron pipe.

1.2 Comparison of the condition before and after

installation of Pressure Reduction Valve

In order to show the effect of pressure reduction, the pressure in two particular locations within the area examined were permanently monitored, as was the system inflow (see Graph 2, Table 2, and Graph 3).

Graph 2. Pressure before and after installation of pressure reduction

valve

Measuring point

Pressure before installation of Pres-sure Reduction Valve

Pressure after installation of Pressure Reduction Valve

Max (bar)

Min (bar)

Av-er-age (bar)

Max (bar)

Min (bar)

Av-er-age (bar)

No.12 Blvd AVNOJ

8.96 8.48 8.76 7.18 6.57 6.76

No.102 Blvd AVNOJ

9.22 8.77 9.04 7.43 6.87 7.03

Pressure Reduction (%) 22.83Pressure Reduction (bar) 2

Table 2. Statistical data of pressure monitored at the measuring points

before and after installation of pressure reduction valve

Graph 3. Daily inflow in the period 29.3.2008 – 2.4.2008 and also from

4.4.2008 – 7.4.2008, after the installation of PRV (on 3.4.2008)

Daily Flow Diagram - System input (l/s)

0

10

20

30

40

50

60

70

80

90

00:00

:02

06:00

:02

12:00

:02

18:00

:02

00:00

:02

06:00

:02

12:00

:02

18:00

:02

00:00

:02

06:00

:02

12:00

:02

18:00

:02

00:00

:02

06:00

:02

12:00

:02

18:00

:02

00:00

:02

06:00

:02

12:00

:02

18:00

:02

00:00

:02

06:00

:02

12:00

:02

18:00

:02

00:00

:02

06:00

:02

12:00

:02

Q (l/s)

12.03.2008 13.03.2008 14.03.2008 15.03.2008 16.03.2008 17.03.2008 18.03.2008

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1.3 Benefits achieved with the implemented pres-

sure reduction methodology

The archived results after the PRV installation, which is related to water savings during minimum night flow as well as water savings for a 24-hour period, are shown below in Table 3.

Min night flow

(l/s)

Min night flow

(m3/h)

Water savings - M

in Night Flow

(m

3/h)

Water savings - M

in Night Flow

(%)

Daily inflow

(m3/day)

Water savings for a 24-hour period

(m3/h)

Water savings for 24-hour period (%

)

Before installa-tion of PRV

44.65 160.8 4899.3

After installa-tion of PRV

36.62 127.0 33.74 21 4029.4 820 17

Table 3. Water savings during minimum night consumption, for a 24-

hour period in DMA Aerodrom- High Pressure zone, expressed in m3

and in %.

2. ACTIVE LEAKAGE CONTROL - STAGE 2

The second phase of this project addressed active leakage control, which requires the establishment of District Metered Areas as an adequate leakage control method. These activities were based on field flow measurements, methodology for leakage assessment, and systematic inspection of the water supply network.

The examined DMA High Pressure Zone Aerodrom-Novo Lisice was divided into three sub-DMAs, which are separated by clearly defined boundaries as shown in Figure 9.

Because of the characteristics of the water supply network, the established sub-DMAs are actually

temporal and the flow at the appropriate inlets and outlets was monitored using portable ultrasound flow meters. It was necessary to close only one of the boundary valves, as shown in Figure 2.

Figure 2. Overview of the three sub-DMAs, which are separated by

clearly defined boundaries

2.1 Methodology for leakage redaction applied in

the study

The water loss methodology used in this project is shown on Figure 3. Water loss in the DMA and relevant sub-DMAs within the project was calculated with night flow analysis (method of minimum night flow). The measurement data are shown in Table 4.

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Figure 3. Water Loss Methodology

Sub-DMA

Min (l/s)

Max (l/s)

Average (l/s)

Qm

in/h /Q av/h

Daily consum

ption (m3/

day)

Minim

um night con-

sumption (m

3/h)

Sub-DMA 401

2.73 13.11 7.76 0.35 670.15 12.85

Sub-DMA 402

9.24 22.28 16.22 0.57 2072.78 72.06

Sub-DMA 403

16.11 33.65 23.99 0.67 1401.61 32.54

DMA 400 32.62 69.97 47.97 0.48 4144.53 117.45

Table 4. Calculated leakage according to the method of minimum night flow for a 24-hour period (14.5.2008)

2.2. Systematic activity for the reduction of Real

Water Loss

The systematic reduction activity used in this project included visual inspection of the water and sewerage network, acoustic methods with contact microphones and noise loggers, and pinpointing with ground microphones and digital correlators.

The systematic examination of the water supply network performed by the Leakage Detection Department on practically all the sub-DMAs recorded a significant number of various types of leaks contributing to the high night consumption.

Taking into consideration the existence of high

and low zones in the examined area which, by rule, have to be separated, it was found that these were connected in two places, resulting in water overflow from the upper into the lower zone as well as in increased water loss in the area examined. These links were disconnected immediately upon their detection.

Upon elimination of all visible and detected leaks, additional measurement of flow in the entire DMA was conducted.

2.3 Final results achieved with implementation of

PRM and ALC

With the implementation of the two stages in this project (installation of a PRV (first stage) as well as monitoring, analysis, location and repair of the leaks (second stage), significant water savings were achieved. The final results are shown in Graphs 4 and 5 and in Table 5.

Graph 4. Overview of daily consumption diagram at the inflow after

repair of some of the previously located leaks

ANALYZE THE DATA

AZNP AND MNF

ON SITE MEASUREMENT OF

PRESSURE AND FLOW

DMA DESIGN

VISUAL INSPECTION OF

WATER, SEWERAGE SYSTEM, ON SITE SURVEY

FOR ILLEGAL CONNECTIONS

ACOUSTIC SOUNDING

SURVEY

LEAK

LOCATION

REPAIR, ANALYZE

DETECTION ACTIVITIES

EFFECTIVENESS

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Graph 5. Overview of daily consumption pattern at the inflow after

implementation of ALC.

Water input in the system:

Daily consum

ption (m

3)

Minim

um night flow

(m

3/h)

Before project implementa-tion

4899.29 160.75

After completion of Stage I- Pressure Reduction

4029.44 127.01

After completion of Phase II- Active Leakage Control

3888.23 110.22

Table 5. Overview of daily consumption and minimum night flow,

related to the different stages implemented in this project

CONCLUSION

• With the installation of the Pressure Reduction Valve (first phase), the registered minimum night flow was reduced by 33.73 m3/h or 21% of inflow, i.e. a saving of 840 m3/day or 17%.

• The implementation of active leakage control (second phase) resulted in an additional minimum night flow reduction of 16.80 m3/h or 13%, i.e. a saving of 141.21 m3/day or 4%, related to the first phase.

• After the implementation of both phases, water losses were reduced by 50.53 m3/h or 31%, which means a saving of 1011 m3/day or 26%.

• Water savings of more than 1000 m3/day result in a decreased number of pumping hours; decreased electricity consumption for the pump, as well as economic savings.

• References • Malcolm, F. Stuart, T. Losses in Water

Distribution Networks • Conference Proceedings,(2008) Ohrid,

Macedonia, 2nd International Conference” Water Loss Management, Telemetry and SCADA in Water Distribution Systems”

• Conference Proceedings,(2007) Bucharest, Romania, IWA Specialized conference ”Water Loss 2007”

• David B. Leakage Detection and Management

• Organization of the metering system and management in modern water supply systems- Ph.D. Dusan Obradovic

113

Malta

Managing Leakage in Malta: The WSC Approach towards quantifying and Controlling Water LossesMr Nigel Ellu, Regional Manager, Water Services Corporation

ABSTRACT

The Malta Water Services Corporation (WSC) has come a long way since launching its national leakage control policy in 1995. Real losses have been reduced from an ILI (Infrastructure Leakage Index) of over 10 prior to 1995 to an ILI of just above 2 in 2009. Leakage values in Gozo (Malta’s sister island) have been put down even further, and this island now has an ILI of below 1.5. The WSC sees its achievements in real water loss control as a result of synergies between two important areas. The first is its five-force leakage control methodology. This looks at the management, resource and skill requirements needed to reduce real losses to a value as close to an ILI of 1 as is economically viable. Each force targets a particular dimension impacting upon leakage, and all five forces must be sufficiently robust for the methodology to succeed.

The second is the way leakage has been managed. Initially, the Water Audit section was set up to tackle leakage control. This section has now devolved into four regions, covering Malta and Gozo, where all operations related to the distribution of potable water are handled. This further change integrated all the five forces into one unit – a region. This new set-up eliminated conflicts between different sections and major gains resulted in leakage control. The regional set-up gave the required momentum to sustain and improve the results achieved. At the start of 2009, water and waste water operations were amalgamated to improve the management of the collection of waste water, resulting in the management of the complete water cycle.

The tool used to quantify and control water losses is the water balance, which compares inputs and outputs of flow to identify leaks. The tool uses zone meter flow rates and pressure to calculate the ILI, resulting in the leakage per zone, and the reduction of flow per zone needed to achieve the target ILI. The regional ILI is also calculated and plotted weekly to measure regional performance. The result in real water loss control has been a continual reduction in ILI. This tool is presently being adapted to incorporate waste water. The water inputted into different zones is balanced with the waste water output from all these zones. Waste water flow is measured at different points in the network, usually pumping stations. The water balance is therefore a tool to quantify and control the complete water cycle.

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INTRODUCTION

Water in Malta is a scarce and expensive resource. With this scenario, the Water Services Corporation, which is the national water operator on the Maltese Islands, has been tackling the problem of leakage since the middle of the twentieth century. However, it only started to actively and consciously manage leakage in an effective manner since the mid-nineties, when a highly specialised section was set up for this purpose.

The Water Production Sources

Potable water for the Maltese Islands comes from two different sources. These are sea water reverse osmosis plants (RO) and groundwater sources. From the total production figures taken from the 2008 Yearly Report, the total potable water production for the Maltese Islands last year reached 30,809,614m3, of which 16,871,911m3 was RO water and 13,937,703m3 water abstracted from the ground. Taken as a percentage, these figures equate into 54.8% and 45.2% respectively.

THE MANAGEMENT OF WATER LOSSES

As one would expect, with over 50% of its water coming from reverse osmosis plants, water in Malta is expensive. It was also scarce, at least up to the early 1990s, when there were widespread shortages and water cuts were the order of the day. Since water production at the time was not meeting demand, the Water Services Corporation opted to boost production from its RO plants until finally the scarcity problem was overcome.

However, once this problem was solved, another was soon apparent, as computations indicated that around two-thirds of the water produced was not being billed. It was obvious that there was a huge

leakage problem.

Following initial leakage quantification based on sector night flows, the leakage amount was quantified. Using the bottom-up approach, leakage was calculated to be a staggering 3,900m3/hr (ILI of 10) in 1995. During 2008, leakage stood at a value of just over 600m3/hr (ILI of 2.75).

The WSC sees this achievement in real water loss control as a result of synergies between two important contexts. The first is its five-force leakage control methodology. The second is the way leakage has been managed.

The Five-Force Leak Control Methodology

This reduction in leakage was brought about by the implementation of a strategy based upon a methodology which was adapted from the IWA-approved model to manage leakage. The methodology is known as the “Five-Force Leak Control Methodology” and is shown in Figure 1.

Figure 1: The Five-Force Leak Control Methodology

The model basically represents five components acting together to decrease the value of leakage as close as possible to that of the unavoidable leakage

115

amount (ILI of 1). Although this is extremely difficult to achieve, most countries worldwide strive to get as close as possible to this figure, with varying degrees of success.

The components that contribute to the control of leakage in the model are the following:

• Network rationalisation• Pressure Management• Active Leakage Localisation• Dynamic Leakage Repair• Replacement of Critically Weak Pipework

The time element governing the five-force leakage

control methodology

It has been clearly established that the successful long-term strategy for effective leakage reduction must include the time factor on each component of the leakage control methodology. It can be argued that leakage control will be successful only if the location and repair of leakages is carried out at a rate higher than the occurrence of new leakages. Daily operations in complex multi-dimensional scenarios often end up as a balancing act between the available resources (in this case manpower) and the tasks required. Studies carried out show that the constantly-dwindling workforce is a major hindrance to achieving better results. This is a key factor in the implementation of the final stage of possibly all the tactics that lead to a successful reduction in leakage. The conclusion drawn is that there is a direct relationship between availability of repair teams and the variation of leakage. The workforce problem is now being tackled with the procurement of a number of contracts for service.

Leakage Management

The Malta Water Services Corporation (WSC) has come a long way from its launching of a national leakage control policy in 1995. Leakage has been

managed throughout these years in three main steps:

• Extensive Leakage Detection• The Water Audit Section• The Regions (Central, North, South and

Gozo)

The Water Audit Section

In 1995, the initial step taken by the Water Audit Section was directed at quantifying leakage. Following initial leakage quantification based on sector night flows, the leakage amount was quantified at a 3,900m3/hr (ILI of 10).

The response of the Corporation to this high leakage was to set up a highly specialised team to manage its water losses. The Water Audit Section was assigned the task of studying how to curb the ever-growing national demand for water. Up until that time, the Corporation had no proper strategy on leakage control. The methodology in place was an extensive leakage detection exercise to cover the whole water distribution network three or four times a year. However, this ‘blind detection’ was absolutely not effective, since the tests were not concentrated on the weak and problematic spots of the network.

The section’s manager had spent a number of years researching leakage management. The section was built on a motivated team, consisting of leakage engineers, technicians and detectors who could implement the strategy that was crafted to manage leakage in the Maltese Islands. The water distribution network was divided into three and led by a leakage engineer. Each engineer directed self motivate teams responsible for a number of zones (DMAs).

The implementation of this effective methodology started reaping immediate dividends. System demand was gradually reduced by reducing leakage.

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The decrease in system demand corresponded to a similarly sharp decrease in the ILI. Thus from the mid-nineties to the early years of the new millennium, the ILI was brought down from a staggering figure of 10 to the far more respectable figure of around 3.7.

The Change from the Water Audit Section to the

Regions

However, the momentum of continuous gains could not be sustained. The early years of the new millennium provided a different challenge. In fact, as leakage was further reduced, gains became increasingly more difficult to achieve. Even worse, the leakage values started to slowly creep up again between 2001 and 2003.

The response of the Water Services Corporation was a complete change in concept, whereby the lines of responsibility of all the staff became far more clearly defined. The strategy of the Corporation was to have one unit, a region responsible for all the day-to-day operations. The driving principle here was that this region, since it was assigned the task to manage leakage, had to have complete control over all the five components of the Five-Force Model. Thus, the Water Audit Section was now part of a far more empowered organisation, designed and resourced to take the management of leakage to another level. This strategy was based on flexibility and multi-skilling, ingredients which are so essential in this day and age for any organisation to be successful.

This had an immediate effect on most of the region’s objectives, with the results obtained for leakage control amongst the most dramatic. Figure 2 shows how the change brought the Water Services Corporation back on track in its continuous efforts to better manage leakage. The peaks and troughs highlight the seasonal effects on the water

network. Nevertheless, superimposed on these are the tactical moves that continually take place to ensure the attainment of set goals. Although the diminishing gradient follows the expected trend as the Water Services Corporation approaches the unavoidable leakage levels, the plot shows an all-time low, snapshot ILI level of 2.4 as compared to 6.5 five years ago. Correspondingly, instantaneous leakage has been reduced from a high of 1160m3/hr in January 2004 to 450m3/hr at the end of December 2008.

Figure 2: Infrastructure Leakage Index from the launching of the three

Regions in Malta

At the start of this year, the water and waste water operations were amalgamated to improve the management of the collection of waste water following the initial distribution of potable water. Each region was assigned both water and waste water operational responsibilities. Results are already showing positive trends in the targets set out. Customer satisfaction has improved following this amalgamation and budgeted figures are on track. This has resulted in the management of the complete water cycle.

117

Zone/Cluster N

ame

MN

F (min) m

³/hr

No of A

ccounts

Length of MA

INS km

Night Cons l/conn/hr

Leak Qty (m

in) m³/hr

No of conn

ILI @ pre-sent

Tar-get MN

F for ILI=2 m3/hr

Mnf to re-duce m

³/hr

Mel-lieha Reser-voir

Ta’ Penel-lu

5.00 1249 12.10 2.00 2.29 901 1.68 5.5 0.0

Mel-lieha old

29.20 4021 36.28 2.00 19.39 2489 5.03 16.5 12.7

Pel-legrin

6.10 819 7.74 2.00 4.09 620 4.41 3.7 2.4

Tun-ninet

1.80 1412 3.08 2.00 0.00 397 0.00 4.0 0.0

Mel-lieha new

17.50 2303 26.62 2.00 11.82 1355 5.18 9.6 7.9

Etna 2.80 645 3.59 2.00 1.38 390 2.52 2.5 0.3

Santa Marija Est

1.00 449 7.14 2.00 0.09 441 0.13 2.4 0.0

Qortin 6.00 571 6.97 2.00 4.45 526 5.59 2.9 3.1

Sel-mun

1.20 54 2.16 2.00 1.00 41 9.58 0.3 0.9

Mi-stra/Xemx-ija

4.80 1120 6.79 2.00 2.35 297 4.47 3.4 1.4

CLUS-TER SUB-TO-TALS

34.20 5270 48.38 21.69 3390 4.15 21.9 12.7

Figure 3: A Cluster from the North Region Water Balance

The Water Balance

The tool used to quantify and control water losses is the water balance. This compares inputs and outputs of flow for leakage investigation. The number of accounts and connections and the length of water mains per zone are inputted into

the water balance. This tool is built up using zone meter flow rates and pressure, together with the above data, to calculate the ILI. This gives the leakage per zone, and the amount of flow per zone needed to reduce, to achieve the target ILI. This is shown in Figure 3.

The region ILI is also calculated and plotted weekly to measure regional performance. The continual reduction in ILI is the achievement in real water loss control. The north region ILI trend is shown in Figure 4.

Figure 4: North Region ILI Trend

In the case of Malta, the whole island has been divided into 300 zones, each having its own respective ILI that is calculated on a weekly basis. The actual minimum night flow (MNF) together with the desired MNF required to achieve the targeted ILI is compared. This is used as a tactical tool to easily identify priority areas needing attention. It also helps to focus on the zones with the highest gains in terms of leakage. This way, the common misconception that zones that carry the highest MNF values should be tackled first is solved. An example is shown in Figure 5.

ILI TREND - NORTH REGION

2.02.22.42.62.83.03.23.43.63.84.04.24.44.64.85.05.25.45.65.86.06.26.46.66.87.07.27.47.67.88.08.28.4

1 15 29 43 57 71 85 99 113

127

141

155

169

183

197

211

225

239

253

267

281

295

309

w eeks elapsed as at 1st. Jan. 2004

118

Zone/Cluster ILI @ present

Target MNF(min) for ILI=2

Mnf to reduce

m³/hr m³/hrMaghtab 8.88 1.1 2.9Wied il-ghasel/Burmarrad

7.42 0.3 0.7

Salina 3.80 1.0 0.5Qawra1(low) 3.74 4.7 1.4Qawra2 (High) 6.28 8.6 3.9Bugibba(high) 2.72 8.7 0.9Bugibba new(low)

4.11 11.8 4.2

Ghajn Tuffieha 0.00 1.4 0.0Ghajn Tuffieha + Halferh

2.17 0.1 0.0

Manikata. 8.44 1.1 2.4Figure 5: Zones in need of attention

This tool is presently being adapted to incorporate waste water. The water inputted into different zones is balanced with the waste water output from all these zones. Waste water flow is measured at different points in the network, usually pumping stations. This way, the water balance is the tool to quantify and control the complete water cycle.

CONCLUSION

The Water Services Corporation has shown a promising evolution towards the management of water losses since the mid 1990s. Its targets over the coming months are aimed at sustaining and improving on these achievements.

With regards to achievements in real losses, the target is to reach an Infrastructure Leakage Index of 1.5. This is a very ambitious target which has already been achieved on the sister island of Gozo for a number of years now. The aim is to attain the same level in Malta, which has a far more complex distribution network.

With regards to leakage management, the target is

to continue the amalgamation process of the water and waste water units into the region. Each region will be able to manage and control losses in both water and waste water networks. This way we will be able to manage the complete water cycle.

REFERENCES

• GALEA ST JOHN S., 2006. Leakage Management in Malta: Methods Used and Achievements to Date. Global Leakage Technology Summit. London, England.

• GALEA ST JOHN S., 2002. Motivation and Performance in the Water Services Corporation. Thesis. MBA: University of Malta.

• MALTA WATER SERVICES CORPORATION, 2006. Annual Report 2005/2006. Malta



• MARGETA, J., IACOVIDES, I., AZZOPARDI, E., 1997. Integrated Approach to Development, Management and Use of Water Resources. Split: Priority Actions Programme.

• RIZZO, A., 2001. A Strategic Management Plan at the Water Services Corporation. The Case for a National Water Leakage Control Programme. Thesis. MBA: University of Malta.

• RIOLO, S. 2007. Snapshot ILI – a KPI-based tool to complement goal achievement.

• GALEA ST JOHN, S 2008. Water Loss Control in Malta

119

ABSTRACT

The water supply in Timisoara City is ensured through a ring network with a total length of 618 km, consisting of main pipes and secondary distribution pipes. The pipes are: 49% grey cast iron, asbestos cement or pre-stressed concrete, between 50 and 90 years old; 26% steel, between 20 and 40 years old; and the remainder PVC, polyethylene, glass-fiber reinforced polyesters or ductile cast iron less than 20 years old. There are 22,25 connections with a total length of 182km, of which 48% are polyethylene and PVC, and 52% lead, zinc steel and grey cast iron. 100% of the connections are metered and the pressure in the system is between 2.0-2.3 atmospheres.

The infrastructure leakage indicator (ILI) for the supply network of Timisoara City is 55, with a real annual loss of 46,391m3/day. This led to the elaboration of a strategy to reduce losses in the first stage to less than 25%. This paper presents the water losses reduction strategy and the first results obtained after its implementation.

The established strategy tackles the four activities (pressure management, proactive loss management, assets management, repair speed and quality) that directly influence the inevitable losses dynamic. The short-term water loss reduction strategy foresees proactive water loss detection in connections, reinforcements and main pipes. The detected damage is registered in the repairs programme. The medium and long term water loss reduction strategy foresees the division of the system into metered sectors in order to concentrate detection activity on the part of the supply network with the highest losses, to identify the necessary investment and prioritize them.

The water loss reduction strategy was implemented in 2008, leading to a 2% reduction of losses in the first year.

Romania: city of Timisoara

CASE STUDY REGARDING THE IMPLEMENTATION OF THE WATER LOSS REDUCTION STRATEGY IN TIMISOARA, ROMANIAMr Mihai Grozavescu, Assistant Director, Katalin Bodor, Head of Water Department

Timișoara, Ilie Vlaicu, General Director, Alin Anchidin Head of Water Loss Detection

Compartment, S.C. AQUATIM S.A.

120

GENERAL VIEW

The water distribution system in Timisoara City is provided through a ring network with a total length of 618 km, formed of main and secondary pipes.

The pipes are made of 49% grey cast iron, asbestos cement pre-stressed concrete (50-90 years old), 26% steel (20-40 years old) and PVC, polyethylene, and glass fibre reinforced polyesters, ductile cast iron (not older than 20 years).

There are 22,625 connections with a total length of 182 km, out of which 48% are of PEHD and PVC, 52% of lead, zinc steel and grey cast iron, and 100% of the connections are metered with the pressure in the system between 2.0-2.3 atmospheres. Of the total number of connections, 90.2% are destined for public use (the number of residents in Timisoara City is about 330,000), 7.4% are connections for business agents, and 2.4% are connections for public institutions.

Following the analysis of the Water Balance, it has become apparent that for the water supply system of Timisoara, the current annual real loss (CARL) is 75,348 litres/km of pipe/day, the unavoidable annual real loss (UARL) is equal to 845 m3/day, having in view that connection density is 39 connections/km of pipe and the average pressure in the system is between 2.0-2.3 atmospheres.

The infrastructure leakage indicator (ILI) for the supply network of Timisoara City is 55, far surpassing 12, a value that indicates an acceptable technical management of water losses.

This led to the elaboration of a strategy in order to reduce the water losses to less than 25% in the first stage.

WATER LOSS REDUCTION STRATEGY

The established strategy tackles the activities – pressure management, proactive loss management, assets management, repair speed and quality – that have a direct influence on the unavoidable loss dynamics.

The short-term water loss reduction strategy foresees the proactive water loss detection on connections; reinforcements and main pipes according to Fig.1. The detected damages are registered in the repairs programme.

Fig.1. The water loss reduction strategy in the short term.

In the implementation of the short term strategy, starting from January 2008 until now, 27% of the total number of connections have been inspected and 23% of the total pipe length; we have also inspected over 2,350 fittings (valves, compensators), 990 water hydrants and 34 public fountains.

Following the inspections we have found 456 damages, of which 38% were major damages.

The water loss reduction strategy in the medium and long term, as seen in Fig.2, foresees the division of the water supply system in metered sectors with the purpose of directing the detection activity in that part of the supply network that presents the

Program 40 assets /day

Realisation of Loss-Detection

Fiche of Loss-Detection (FLD)

FLD analysis

Emission Major damage note/medium/minor

Loss-Detection on connections and fittings

Loss-Detection on main pipes

Program 1.000 m/day

121

highest losses, to identify the necessary investment and to prioritize the investments.

Fig.2. The water loss reduction strategy in the medium and long terms.

The water supply system was divided into 23 DMAs, of which two have been implemented – “Neptune” DMAs and “Plopi” DMAs.

CASE STUDY “NEPTUN” DMAS

“Neptun” DMAs are composed of 12 streets with 4-story blocks of flats and houses. The water supply of the DMA’s is ensured through a distribution network with a total length of 3,645 km, formed of pipes with diameters ranging from 80-300mm, 88.2% of which are made of steel which is older than 20 years, and the rest (11.8%) is from high density polyethylene with an age between 11-20 years .

The total length of connections is 863 m, made of 50% lead, steel and grey cast iron, the rest is PEHD. The connections are 100% metered and the pressure in the system is contained between 2.0-2.3 atmospheres. From the total number of connections, 80.4% is reserved for the public and 19.6% are connections destined to economic agents. Also the water supply system is equipped with 28 valves and 17 hydrants.

“Neptun” DMAs are powered from a single point, the volume is measured with a water meter, type

Wortex 200 mm, class B, mounted horizontally.

Fig.3 shows the values obtained following monitoring, from implementation until present, of the principal performance indicators of the distribution network: the unavoidable annual real loss (UARL), the current annual real loss (CARL), and the infrastructure leakage indicator (ILI).

Fig.3. The evolution of performance indicators in “Neptun” DMAs

In 2008 in “Neptun” DMAs we detected 6 damages (2 valve defects, 3 connection defects and one pipe damage); the duration of the repairs was between 1-5 days. The biggest loss of 48% was registered in August as a result of the 3 connection damages and of a major damage on the distribution pipe. The water loss in 2008 was 23%.

In 2009, we had two damages (a defect on the pipe and a defect on a connection). The maximum loss in 2009 was 35% for the month of February, because of damage on the distribution pipe. Also in this month we observe a growth of the UARL indicator; this can be explained by the fact that the duration of the repair of the damage on the pipe was 16 days.

According to the monthly monitoring of “Neptun” DMAs in 2009 (January –August) the loss dropped by 2% compared to 2008.

SECTOR IDENTIFICATION

METERING

AUDIT

MONITORISATION

WATER BALANCE analysis

The introduction of the ATTRIBUTES in the DATA BASE

YES

NO

DETECTION LOCALISATION OF

LOSSES

ELIMINATION OF THE LOSS

VERIFICATION

YES NO

LOSS< 25%

OK

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CASE STUDY “PLOPI” DMAS

“Plopi” DMAs are comprised of 27 streets with houses.

The water supply of the DMAs is made through a distribution pipe with a length totalling 8,097 km, formed of pipes with diameters between 100-200mm. 24.43% of the network distribution pipes are made from grey cast iron with an age greater than 20 years, 24.05% is made from PVC pipes and asbestos-cement with an age between 11-20 years and the rest (51.52%) are pipes made of high density polyethylene, PEHD, with an age of less than 10 years.

The total length of connections is 2073 m, made from 28% lead and steel; the rest of the 72% is from PEHD. The connections are 100% metered and the pressure in the system is between 2.0-2.3 atmospheres. Out of the total number of connections, 94.5% are destined for the population, and 4.5% are connections destined for business agents. The water supply system is also equipped with 43 valves and 63 hydrants as well as a public fountain, which is out of use.

“Plopi” DMAs are metered by two water meters as follows: one water meter, type Wortex, 150 mm, class B, is mounted horizontally through which the water volume is measured for DMAs input; and another water meter, type Wortex, 150 mm, class B, is mounted horizontally, through which we measure the volume of water that exits the DMAs. A sense valve is mounted in front of this water meter, which only allows water to exit the DMAs.

Fig.4 shows the monthly values obtained following monitoring, from implementation until now, of the main performance indicators of the distribution network: the unavoidable average real loss (UARL), the current annual real loss (CARL), and the

infrastructure leakage indicator (ILI), respectively, which results from the water balance.

From fig.4 we observe that after the first month of monitoring in “Plopi” DMAs, the loss was 29%, which is 4% higher than the target of 25%. The following verifications have come to the conclusion that a 29% loss was produced by the damages done following the beginning of the work done to extend the sewerage network. Therefore, in 2008 (September - December) the loss of drinking water was 50%, because of the damage caused by the work to extend the canal network, the creation of sewerage connections, work done to extend the water network and the creation of new connections.

In 2009 (January - August) in “Plopi” DMAs, there has been more damage that has had the effect of growing water losses. In May we detected the failure of a hydrant and a connection (loss of 31%); in June we detected a connection failure; in July we detected pipe damage; and in August we detected two pipe defects. In April the loss was 37%, due to the entering in service of a PEHD pipe, with a diameter of 110-125 mm and a total length of 2.4 km. We observed that starting in May there was a growth in the unavoidable annual real loss (UARL), due to the fact that the time which passed between damage detection and its repair was 22 days in the case of the hydrant, and 17 days in the case of the connection (May); an additional factor was the growth of the number of connections. The water loss in the year to August 2009 (January - August) was of 27%, with 2% more than the proposed target.

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Fig.4. The evolution of performance indicators in “Plopi” DMAs

CONCLUSIONS

The division of the water supply system in metered areas, which allows for the direction of the detection activity to that part of the distribution system with the highest loss, also allows for the identification of the necessary investments and enables the ranking of those investments in order of priority.

From the case studies presented, we see that monitoring of the specific performance indicators to the DMAs, at least on a monthly basis, leads to the growth of operating performance within the system (through quick location of the losses, and growth of speed and quality of repairs), and of course the reduction of the water loss caused by damages.

The implementation of the strategy to reduce the water losses in Timisoara City has started in 2008, having as an effect the reduction of losses by 2% at the end of the first year. The unbilled water volume in 2008 was about 15 million m3 with 2.2 million m3 less than in 2007.

REFERENCES

• Malcolm Farley, Stuart Trow, Losses in Water Distribution Networks: A Practitioner’s Guide to Assessment, Monitoring and Control, IWA Publishing, 2003

• District Metered Areas, Guidance Notes, IWA Publishing, February 2007, Version 1

• Leak Location and Repair, Guidance Notes, IWA Publishing, March 2007, Version 1

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ABSTRACT

“Water that does not bring revenue at SC Apaserv Satu Mare SA –Regional Society service water and

sewage”

The water supply in Satu Mare City is ensured through a ring network with a total length of 186,803 km, formed of main pipes and secondary distribution pipes. The pipes are made of: 5.77 % of grey cast iron up to 40 years old and more, 71.72% asbestos cement up to and more than 10-40 years old, 4.04% pre-stressed concrete up to 20 years old, 4.31% from steel 20-40 years old and 14.16 of PVC, polyethylene, glass fibre reinforced polyesters, ductile cast iron not older than 10 years. There are 15,501 connections with a total length of 155 km, of which the majority are from polyethylene and PVC, and the rest lead, zinc steel and grey cast iron. All connections are metered; the pressure in the system is between 2.0-3.2 atmospheres. The Infrastructure Leakage Indicator (ILI) for the supply network of Satu Mare City is 21.68, with a real annual loss of 215 thousand m3/month. This led to the elaboration of a strategy to reduce the water losses to less than 25 per cent in the first stage.

This paper presents the water losses reduction strategy and the initial results obtained after its implementation. During the first years the water losses were reduced from 40 per cent to 28per cent. The established strategy tackles the four activities – pressure management, proactive loss management, assets management, repairs speed and quality - that have a direct influence on the inevitable losses dynamic. The short term water loss reduction strategy foresees proactive water loss detection in connections, reinforcements and main pipes. Damage detected is registered in the repairs programme. The medium and long term water loss reduction strategy foresees the division of the system into metered sectors in order to direct detection activity to the part of the supply network with the highest losses, identify the necessary investments and prioritize these. The implementation of the water loss reduction strategy started in 2005, and will continue with a reduction of losses of 1 per cent per year.

Romania: city of Satu Mare

Non revenue-generating water at SC Apaserv Satu Mare SA – Regional Company Water and Sewage ServicesMr Sava Gheorhe, Mr Claudiu Tulba, Project Manager of WWTP-PIU, S.C.APASERV SATU

MARE SA

125

INTRODUCTION

S.C. “APASERV SATU MARE S.A.” was founded in accordance with the Decision of the Local Council of Satu Mare Municipality no. 16 / 83 / 25.08.2004

From the date of 28.09.2005 pursuant to Order no. 607 of ANRSC - Bucharest, it obtained the Class 2 license for public water supply and sewerage

It was founded in order to fulfill the conditions of the Financing Memorandum concluded between the Government of Romania and the European Commission on financial assistance grants awarded by the Instrument for Structural Policies for Pre-accession, ISPA Measure No. 2002 / RO / 16 / P / PE / 019 “Satu Mare Improvements to the Water Supply and Wastewater Collection and Treatment Systems “

Since May 2007, S.C. “APASERV SATU MARE S.A” has become a regional operator.

ShareholderS

SC APASERV SATU MARE SA is a joint stock company, 100% privately owned from funds from local public authorities.

At present, contracts regarding delegation of management of the water supply public service by concession have been concluded with 15 localities, and are in the process of being concluded with the other localities. Furthermore, the taking-over of the public services will be made a priority for the town councils which are shareholders of SC SATU MARE APASERV S.A

Starting on 27.03.2009, the Inter-community Development Association (IDA) was founded by the town halls of various localities from Satu Mare County and the County Council of Satu Mare. Each

local authority will sign contracts of delegation with the IDA.

ORGANIzATION

In 2009, the company had a total number of 458 employees in various departments that cover most areas of the county.

There is also a department for the detection and visualization of losses subordinated to the Technical Director, which has the following composition: Head of office:

• Visualization Laboratory and detection of water losses

• Visualization Laboratory and detection of sewage

Interventions are provided through collaboration with the Water Department / Sewage Department, the departments involved in remedying any arising damages.

GENERAL OBJECTIVES OF THE STRATEGY NRW

• Lowering the NRW (non-revenue water) at cost-effective values - Dec.2010

• Satu Mare city from 37.68 % to 35 % (total losses)

• Carei town from 62.39 % to 55 % • Tasnad town from 54.49 % to 44 % • Improve the operational management

by implementing an active management system of the losses until 2010;

• Reduction until 2013 of the operating costs in real terms by 3% compared to the reference year of 2008, by implementing methods of active control of losses

• We estimate the extension of the average life of the drinking water distribution networks by 3 years, following operational

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measures of the active control of losses • Reduce by 5%, until 2010, the complaints on

interruptions in supply and / or regarding pressure

• Modernization of the system for monitoring and solving complaints - December 2010

• Improving activities of operation and maintenance in general and the control of losses in particular, so that in the next 5 years the company can be among the top 10 regional operators in Romania in benchmarking exercise on the low level of NRW

Water Consumption and water losses during 1995-

2008 Satu Mare City, Satu Mare County

The total losses are expressed in thousands m3. As we can observe, the consumption apparently saw a decreasing trend and total losses have increased. This can be explained: Initial losses were very small because in 1996 water consumption was higher and the equipments were new. Water consumption has decreased greatly along with:

• closure of companies which were big consumers

• increase of individual metering; for example it reached 98% in Satu Mare city (the inhabitants associations were given up).

• due to the investments in technology at the time, the water price increased and the operation and maintenance personnel decreased

The existing composition of water networks in Satu

Mare city

As we can see from the chart, the pipes are composed of the following: 5.77 % from grey cast iron – up to 40 years old and more; 71.72% asbestos cement – up

to or more than 10-40 years old; 4.04% pre-stressed concrete – up to 20 years old: 4.31% from steel – 20-40 years old; and 14.16 PVC, polyethylene, glass fiber reinforced polyesters, ductile cast iron – not older than 10 years. There are 15,501 connections with a total length of 155 km, out of which the majority are from polyethylene and PVC, and the rest from lead, zinc steel and grey cast iron. 98% of the connections are metered and the pressure in the system is between 2.0-3.2 atmospheres.

The following activities have been made to date for

Reducing Water Losses:

The completion of the investment ISPA No. 2002/ RO / 16 / P / PE /019 “Satu Mare Improvements to the Water Supply and Wastewater Collection and Treatment Systems” is approaching, which provides for the refurbishment of the raw water mains and wells and refurbishment of the drinking water treatment plant Mărtineşti for the water supply system;

• S.C. APASERV SATU MARE S.A. has a laboratory equipped to detect water losses that has Hidrolux and Corelux, Datalogger;

• Flow meters were purchased and installed to beneficiaries, in Satu Mare the degree of metering to connections is 98%;

• The flow meters installed to beneficiaries are in the process of being sealed;

• The program for repairs and washing of the water networks was executed based on a program on the streets (in 2008);

• The program for reducing water losses was run in the period between 2005 – 2008

• The program for verification of the Laboratory for water losses detection was run on every street located in Satu-Mare City, once a year

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The main objectives achieved and currently in being

executed:

• the strategy NRW was made at the end of year 2008; its implementation will follow;

• respecting the Program for Reducing Water Losses for the period 2008-2010

• continuing the action of sealing the flow meters installed to beneficiaries;

• continuing the action of purchasing and mounting the flow meters to beneficiaries;

• execution of the investment works from MRD funds– replacement of networks and valves;

• metering of water consumption at property limits, where the rule is not respected;

• storage and permanent monitoring of data related to failures on connections and hydrants;

• drawing up the program for metrological testing at an interval of 5 years;

• storage and monitoring the structural damages from water networks (typical form)

• running the annual verification program of the laboratory for localization of water losses on every street from Satu Mare – 2 times a year

Specific Objectives NRW:

• Identifying, with high precision, all components of the water balance, correcting and completing the methods of calculation and estimates, together with a consultant;

• Increasing metering to 99% - December 2009, which will reduce losses by about 0.5%

• Decreasing unmetered and uninvoiced consumption by;

• Metering in proportion to 80% of its own

consumers; • Estimating, calculating with more precision

the water used for washing networks; • Water consumed by fire hydrants- fire sites; • Apparent losses; • 10% reduction of unauthorized

consumption in a year by identifying unauthorized consumers;

• Reducing errors of meter measurement by 20 % -Dec. 2009;

• Discovering of defective flow meters-readers of index consumed;

• Replacing defective flow meters-water department;

• Real losses - reduction of losses in the network by 1% in 12 months by discovering hidden defects, visualization-losses office through losses detection program

• Promptness in interventions and repairing of faults –intervention sheet The strategy adopted will be active

Medium and long-term measures

• Creation of districts / sub districts for monitoring and measurement of losses

• Continued annual investments in IID programs (development funds): expansion and replacement of network pipes with high wear

• Continuing the regional investment programs by accessing Cohesion Funds

Indicators to evaluate the losses in the pipes:

The indicators from the table are according to I.W.A., the International Water Association

As can be seen from the data presented for the assessment of the losses in 2007, the data were not quite correct. Thus can be explained along with the increase of losses in Tasnad town – in fact there

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were no measurements at the outlet from the pumping station and the meters mounted to the beneficiaries were old.

Water balance and assessment of losses in 2007- 2008 in Satu Mare

Water balance and assessment of losses in 2008 in `Tăşnad

Operation and maintenance practices

• The OPERATION AND MAINTENANCE PROGRAM, running for 10 years, contains current practices and future objectives. It is being improved by an ISPA Consultant, following discussions between the ROC and FOPIP.

• The Assets Management Plan has been finalized together with the FOPIP Consultant.

• An additional module for management of the fixed assets is to be acquired by the ROC

• By the end of the year, the reconciliation of GIS data with that of accounting will be made by the ROC.

• Division into districts and sub-districts of Satu Mare city

Necessary resources:

• purchase and installation of meters at the 5 points of the measurement areas: Deadline April 2010

• procurement and installation of 5 pressure transducers - including the software necessary: Deadline 2009

• procurement and installation of 10 valves and 20 valves Dn 300 and Dn 200, to achieve measurement areas: Deadline 2009

• procurement and installation of 11 flow meters Dn 200 and Dn 300 to

achieve measurement areas: Deadline 2010 • procurement and installation of 3

pressure transducers (water plant no. 1, No. 2 water plant, pumping station Fagului) and software necessary to drive the water distribution process: Deadline 2010

PIloT STUdY oN WaTer loSSeS IN TaSNad

NrW :

Requirements – FOPIP CONSULTANT

1. Establish a team to implement the project (existing resources) subordinated to the Technical Director. The team should include technical staff and personnel to repair the network.

2. Repair valves and hydrants to determine the right location and appropriate efficiency. Replacing all fittings defects identified.

3. Identify any additional valves (each main pipe must be isolated) and hydrant required.

4. Installation of additional valves and hydrants, if necessary

5. Installation of a counter to the pumping station (or checking the accuracy of the existing one). The counter must be easy to use, considering its purpose of collecting information.

6. Provision of a facility for monitoring the level at the water tower, at the higher pressure areas and checking the valve system for possible isolation

7. Measurement of the indication of the meter of the property / population for each pipeline which can be isolated.

8. Installation of flow meters (not for invoicing) at the selected properties, which are currently invoiced in system “pausal” (estimated) .This will not be necessary if the

129

Program for metering is advanced. 9. Identifying the network locations where

hydrants/ valves/ hydrant installations can be used further as mobile equipment for wastewater measuring.

10. Continuing the programme of the installation / replacement of water meters. Continuing the programme of monthly reading of the meters and identification of the meters which are suspect / defective for replacement.

11. Identifying the necessary equipment for the Project of Water Losses reduction– correlator / location equipment / listening equipment / portable flow measurement unit (lab) / pressure measuring equipment.

12. Taking the opportunity at the moment of repair or installation of the pipe fittings to record the condition of the pipes – material, diameter, internal and external conditions.

13. Installing the checking meters on the service pipes to establish the accuracy of the older meters.

Benefits:

1. Water losses reduction in the network. 2. A better understanding of the network

operation. 3. Setting a minimum acceptable flow at

night. 4. Early identification of water losses in the

network. 5. Defining an objective policy for replacement

of the meters.6. Demonstration of an improved service,

taking in consideration a proactive approach to reduce water losses.

Works carried out in order to eliminate Water Losses - Pilot Study -District Tasnad Town

Works executed during the period May 2007 - August 2009

1. For the metering works, the following actions were made:

• 15 staircases of blocks of flats were metered with 250 pcs water meters for apartments

• 49 water meters were mounted at economic agents

• 430 water meters were installed at private houses on the street

• 150 pcs water meters with metrological testing bulletin expired or defects were changed

• 54 general water meters were mounted at all staircases of blocks of flats in Tasnad town

• 2 water meters were mounted for the detection of water losses in the network: • 1 water meter for the area I- pumping

station Strand –Blaja village • 1 water meter for the area II -railway

station area • After the mounting of the new water

meters and replacement of the defective water meters, monthly readings were made (not at 4 months)

2. 23 defective valves were identified from a total of 67 pcs

3. 10 old valves were replaced with new valves4. 22 valves were repaired5. 6 defective hydrants were identified and

replaced with new above-ground hydrants6. 60 connections were repaired and 102

connections were replaced7. 24m of raw water main on the Crasna Street

were replaced8. the water network on Campului Street was

replaced with a length of 1,200m and 2 hydrants were mounted

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9. one valve Dn 150 and one manometer were mounted on the Crasna street for water loss detection

10. by means of the mobile detection laboratory, around 70% of the network was checked in order to detect the defects

11. repairs were made on the water network in 350 locations

12. the water network was rehabilitated with a length of 150m on Lacrimioarei street

13. 5 flow meters Dn100 were replaced at 5 wells

14. 5 submersible pumps of the Hebe type were replaced with new pumps of the Grundfos type

15. 2 flow meters Dn 100 with impulses were mounted for recording the flow variations

16. 7 pcs section valves were mounted in the intervention area for the pilot study

17. a failure was detected and repaired at the pipeline from the water tower

18. the water networks and sewer networks were integrated partially into GIS

19. approximatively 95% of the water meters that had been mounted at the population and economic agents were sealed

activities proposed for monitoring and reducing the

water losses

• Continuously monitoring the raw water main which supplies the two pressure areas

• Increasing the degree of metering up to 100%

• Continuing the actions of replacement and sealing the defective water meters and those which are outside the validity period of meteorological checking

• Replacement of the defective hydrants and mounting the new above-ground hydrants

• Completion and permanent monitoring

of the list of structural damages from the water network

Forms Registration and monitoring of water loss

These are 2 examples which we consider to be the most relevant and easy to use:

• List of structural damages in water network • Situation of damages: conneections and

hydrantsExamples of the records are included in a GIS.

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ABSTRACT

A chronic lack of funds for investment in proper maintenance, rehabilitation and modernisation of water supply systems (WSS) in Serbia during the last twenty years has led to an increase in water losses. In the last several years a few measures for the detection and reduction of water losses were implemented, but the scope and effects of those measures were limited due to unreliable water production and consumption data, and due to incomplete information on existing network water connections. In addition, the absence of commonly accepted terminology and methodology for activities on water losses reduction are posing further obstacles in the preparation and implementation of sound and efficient measures.

Recently, methodology proposed by the International Water Association has been applied in several waterworks, but this methodology still is not commonly accepted. Although exact data are not available, recent estimates revealed that current water losses in WSS in Serbia are approx 40 per cent of delivered water. In addition to the overview of the current state of water loss reduction in Serbia, the paper presents a summary of case studies from two major cities in Serbia. As the first step towards a definition of measures for reduction of water losses and increase of water supply system efficiency, the public utility company Belgrade Water Supply and Sewerage has contracted four local companies to perform analyses of the state of the water supply network and water losses in different suburban areas of Belgrade (i.e. pilot zones). The first phase of the project is completed and activities included the survey of the water supply network, the identification of all consumers and most of the illegal connections, the development of databases, mathematical modelling, the checking of the existing water meters and measurements of flow rates and pressures. The second phase of the project is about to begin and activities will include the preparation and execution of detailed field measurements, analyses of the results of measurements, the calibration of mathematical models, the definition and execution of rehabilitation measures and the monitoring of their effects. In another Serbian city, the city of Pozarevac, a complex water loss reduction programme has been launched, aiming not only to reduce water losses but to modernise overall operation of the company and provide training of company staff.

Republic of Serbia

Water Loss Reduction in the Republic of Serbia: Practical Experiences and Encountered ProblemsMr Branislav Babić, Mr Aleksandar Djukić, Faculty of Civil Engineering University of

Belgrade

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1. PRESENT STATE IN THE SECTOR

A chronic lack of funds for investment in proper maintenance, rehabilitation and modernisation of water supply systems (WSS) in Serbia during the last twenty years has led to an increase in water losses. Although exact data are not available, recent estimates revealed that current water losses in WSS in Serbia are approx 40% of delivered water. The Republic of Serbia Water Resources Master Plan (prepared in the mid 1990s, adopted in 2002) recognized the need for reduction of water losses from water supply networks. The Master Plan envisaged that water losses shall be reduced to 18% of delivered water by the year 2021. However, since the time the Master Plan was adopted very little had been done in that regard. Overlapping of competences in the water sector, insufficient institutional capacities and specific knowledge in the field, low water prices and other factors lead to the situation where no national water policy in reducing water losses and common methodology exist. Fro the past several years some measures for the detection and reduction of water losses were implemented in several water supply systems, usually as a result of cooperation of municipalities with international cooperation organisations and competent national authorities, but the scope and effects of those measures were limited due to unreliable data on water production and consumption, incomplete information on existing network and water connections, and other factors.

All waterworks companies in Serbia are established as public utility companies founded by a municipality or a city. According to the current regulations, the owner of all waterworks and sewerage assets is the Republic of Serbia. The current level of water prices in Serbia is not nearly enough to provide full cost recovery, leading to heavy dependence of utility companies on governmental subsidies. In the past decade some progress was made in reducing illegal

consumption, installing bulk meters, replacement of old pipes and increasing the percentage of collected water bills.

2. CITY OF BELGRADE

The Public Utility Company Belgrade Waterworks and Sewerage (PUC BWS) supplies over 1,350,000 inhabitants, a greater part of industry in the city and all municipal institutions. 60% of total abstracted water originates from groundwater, while 40% is abstracted from surface waters - the river Sava. The distribution network has more than 2,500 km of pipes, 20 pumping stations and 21 water tanks. It is estimated that around 1,000 km of pipes of service connections are built. The most commonly-used pipe material is cast iron (around 50%). The distribution network of the Belgrade Waterworks is divided into five water supply elevation zones, which are arranged between the levels 70.00 and 325.00 m.a.m.s.l. Customers of the PUC BWS services are households, institutions and industry. verall share in water consumption of institutions and industry is approximately 28 %, of which 45 % denotes to institutions and 55 % to industry.

Annual water production has been slowly declining in recent years (total decline ~5%), amounting last year to nearly 240 million m3, while billed consumption is around 160 million m3. Data on illegal customers of the BWS are still a rough estimate only. Since 2001 more than 20,000 new customers who were not previously paying for water supply services have been registered. Water production of the BWS meets customer demands throughout the year, but occasional water shortages occur during summer months on the border areas of the BWS due to transportation limitations of the distribution network and unauthorized water consumption. Low water prices, leaking water installations in buildings and poor water saving

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practices led to high water consumption per capita (over 200 l/cap.day).

Reduction of water losses has been identified by PUC BWS as one of priority tasks. In that regard the following measures have been implemented:

• More than 150 major flow meters have been installed for various purposes (water production balancing, measurement of water consumption in water supply zones, control flow meters for managing the distribution network, etc.).

• A great number of water meters on service connections have been replaced or installed for the first time.

• Replacement of old pipes with new (mainly ductile) pipes has been intensified.

• Analyses and reduction of water losses in four “pilot zones” was performed.

However, the system of water meters is not sufficiently developed, and the same applies to the division of distribution networks into district metering areas, which would permit reliable and efficient flow monitoring, water losses estimation and rapid detection of any critical situation. Also, goals (benchmarks) for reducing water losses have still to be defined.

2.1 Analyses and reduction of water losses in four

“pilot zones”

The Public Enterprise “Belgrade Water Supply and Sewerage” contracted four local companies to perform analyses of the state of the water supply network and water losses in different suburban areas of Belgrade (i.e. “pilot zones”). The main characteristics of the four pilot zones investigated are shown in Table 1.

Table 1. Number of inhabitants and water meters in investigated pilot zones

Pilot zone Inhabitants Water metersKumodraž Selo 4,000 549Jajinci 4,000 1,169Baćevac 8,000 2,503Velika Moštanica 5,300 1,524

In the first phase, the investigations included field surveying, inventory of all elements of the existing distribution network (both legal and illegal), inventory of water connections (legal and illegal), water meters, manholes and water users. Readings on all water meters were checked three times during a period of three months. Each pilot zone has one input main pipe that was used for measurement of the flow rate and pressures during a period of at least six months. Every contractor developed a mathematical model of the water distribution network and a numerical database with all the collected and checked data for the assigned pilot zone. The contractors applied different procedures for water balance and distribution network simulation models, allowing the BWS to assess the applicability of different procedures and methodologies for analyses of water distribution systems.

An inventory of the existing connections and water meters was performed up to the maximal possible extent for each zone. Connections and water meters were checked and, in some cases, reconstruction was needed in order to provide technically appropriate connections. This situation was further complicated by the fact that the majority of buildings in the considered zones were built without construction permits and were connected to the water supply distribution network by means of illegally constructed connections, usually not up to the technical requirements.

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The second phase of the project is in progress and activities include the preparation and execution of detailed field measurements, analyses of the results of measurements, the calibration of mathematical models, the definition and execution of rehabilitation measures and the monitoring of their effects.

Terminology used and characteristics of distribution

networks

Each contractor applied a specific methodology and terminology for data analyses. This will allow the BWS to assess different approaches and definitions of terms that are to be used in further similar analyses. These approaches will be harmonized with the IWA guidelines and terminology and later adopted by the BWS as their Internal Technical Guidelines.

Results of measurements and estimate of water

losses

Pressures and flow rates were measured in the main input pipes on each of the four areas investigated during a period of at least six months. A summary of the results, including measured minimal night flows are shown in the following table.

Table 2. Measured flows and pressures on the main sup-ply pipes

Pilot zone Night flow Qmin (l/s) Qmin /

QaveragePressure (bar)

K u m o d r a ž Selo

18 0.7 2.1-2.7

Jajinci 22 0.6 2.0-2.5Baćevac 10 0.4 2.0-2.3Velika Moštanica

12 0.6 5.0-6.0

Although all the areas investigated are comprised only of households without any industrial water users, measured results show significant night flows, indicating potentially high levels of water losses. For the “Jajinci” and “Velika Moštanica” zones Unavoidable Average Real Losses (UARL) and Infrastructure Leakage Index (ILI) parameters were calculated (Table 3).

Table 3. Estimation of performance indicators

Pilot zone UARL ILIJajinci 67.3 7.15Velika Moštanica 72.7 3.35

For “Jajinci” zone further analyses were performed and performance indicators were estimated by water balance calculation over a period of 180 days, for which measured results were available (Table 4). According to IWA suggestions, the following parameters were obtained for the Jajinci region:

• Total number of connections in the network: 1,246

• Position of water meters in the network: 5-10 m, average 7.0 m from regulation line;

• Total length of water distribution network: 17.179 km

• Average pressure during regular operation: 63.0 m

• Density of water connections: 72.5 per km

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Table 4. Consumption and water losses in the “Jajinci” pilot zone

Category No.

of

wa-

ter

me-

ters

Average

daily con-

sumption

(m3/day)

Total con-

sumption

within balance

period (m3)

% of

total

loss-

es

% of

in-

put

Per

wa-

ter

me-

ter

In

zone

Per

water

me-

ter

In

zone

Water

losses

1600.5 288,090 100 52.93

Estimated

consump-

tion due to

water me-

ter mal-

function

(measured

discharge

was zero)

145 1.46 211.7 262.8 38,106 13.23 7.00

Estimated

consump-

tion that

was not

measured

46 1.46 67.2 262.8 12,089 4.20 2.22

Estimated

unauthor-

ised con-

sumption

520 1.46 759.2 262.8 136,656 47.44 25.11

Total

apparent

losses

1038.1 186,851 64.86 34.33

Real losses 562.4 101,239 35.14 18.60

For water network in Jajinci region, CARL indicator is calculated as follows:

• Real losses during analysed period (180 days during 2004.): 101,239 m3

• CARL: 481.1 l/conn.day

In water distribution, water losses are inevitable to some extent (UARL). This indicator takes into consideration length of the network, number of connections, length of the connections from the

distribution network to the water meters and operational pressure in the network. The UARL for the Jajinci region is 67.30 l/day per connection. The indicator ILI is calculated by dividing CARL and UARL. For this region, the indicator ILI = 481.13 / 67.30 = 7.15. The IWA workgroup suggested that indicator ILI should be around 1.0 for the systems with low water losses and around 10.0 for high leaking systems. It is worth mentioning that extensive water losses from water meters were discovered.

3. CITY OF POzAREVAC

The Pozarevac municipality is located in the central part of Serbia, 75 km south-east of Belgrade. The municipality has 75,000 inhabitants, of which more than 45,000 live in the municipality centre – the city of Pozarevac. In 2007 the municipality of Pozarevac, through the municipal water supply company PUC Waterworks Pozarevac, arranged for a preparation of the municipal Water Supply Master Plan. The Master Plan outlined the most critical problems in the existing communal water supply scheme, as well as its long term development. The most critical issues in the existing water supply scheme include inadequate monitoring, control and operation of the water source, insufficient operational efficiency, deficiency of water storage capacity, an outdated and unreliable distribution network and a very high level of water losses. The project aiming at modernization and development of the water supply system has been prepared with support of the Municipality Support Programme of North-East Serbia, funded by EAR (the latter by the Delegation of the EU Commission to the Republic of Serbia). The comparison between operational indicators in the PUC in Pozarevac with some national indicators from neighbouring countries is given in the following table.

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Table 5. Operational indicators in the PUC in Pozarevac and in some neighbouring countries.

Bosnia and H

erzegovina

Czech

Croatia

Hungary

Romania

Povarevac

Collected bills % N/A 98 60 100 100 85Drinking water coverage %

72 91 93 99 93 70

Non revenue drink-ing water %

62 20 19 20 40 43

Residential water consumption (l/c/d)

134 102 261 114 112 190

The project was originally oriented towards implementation of the upgrade of groundwater source. However, in order to achieve the overall project objectives and improve the level of communal services, it was deemed necessary to also tackle the very poor status of the distribution network and introduce measures aimed at improving operational efficiency. The scope of the project includes: (1) Upgrade of the infrastructure and equipment at the groundwater source; (2) Replacement of the old transmission/distribution main through the town centre; (3) Realisation of a comprehensive leakage detection programme with training of the PUC in leakage detection, and handing over necessary leakage detection and measuring equipment to the PUC. The total cost of the project is 3.95 million Euro, of which nearly 80% is financed by the EU and the rest by the Municipality. Realisation of a comprehensive leakage detection programme started in late 2008, and the scope of the programme includes:

• Establishment of a GIS database of structures and consumers; new billing system.

• Preparation, calibration and verification of mathematical model of distribution networks, connected with the GIS.

• Establishment of district metering areas, field measurements, water balancing.

• Supply of leak detection equipment and detection of leaks from distribution mains.

• Training of PUC Waterworks Pozarevac in GIS, mathematical modelling new computerised billing system, operation of leakage detection equipment.

• Preparation of a plan for repairs and long-term activities on water loss reduction, to be implemented by the PUC Waterworks after completion of the initial programme.

• Supply and installation of equipment (e.g. flow meters, pressure regulators, pressure gauges, SCADA system, computer equipment).

Implementation of the programme is behind schedule mainly due to incomplete information on the existing network and water connections. The new computerised billing system has been commissioned and immediately provides an increase in the percentage of collected bills. Completion of the programme is expected in mid 2010.

REFERENCES

• H Alegre, JM Baptista, E Cabrera Jr, F Cubillo, P Duarte, W Hirner, W Merkel, R Parena: Performance Indicators for Water Supply Services - Second Edition, IWA Publishing, London, UK, 2006

• B.Babić, D.Prodanović, M.Ivetić: „Preliminary Results of Water Losses Research in Sections of Belgrade Water Supply System and Developing of Technical Guidelines and Procedures”, Eight International Conference on Computing and Control for the Water Industry, CCWI 2005, “Water Management for the 21st

137

Century”, CIWEM, IWA, IAHR, Exeter, UK, Septembar 2005.

• Municipal Support Programme North-East Serbia, An-EU funded Project managed by the European Agency for Reconstruction: FEASIBILITY STUDY - Pozarevac water supply system rehabilitation, VNG International, 2007

138

ABSTRACT

In 2007 Antalya Water and Wastewater Administration (ASAT) of the Antalya Metropolitan Municipality established a professional SCADA (Supervisory Control and Data Acquisition) system at all wells, pumping stations, distribution reservoirs and also along the drinking water distribution network. There are more than 80 SCADA stations for the online continuous measurement and analysis of water quantity and quality. All the values measured are sent wirelessly to a control centre at ASAT for evaluation and storage.

Groundwater is the only water source in Antalya City. An average of 230,000 m3 is abstracted daily from about 40 wells and pumped to the distribution reservoirs. Antalya City is in a karst region, so water lost from the system percolates down and does not appear on the surface. Consequently, pipe breakdowns or bursts are difficult to detect. Average losses of potable water in Antalya City were 60 per cent before the SCADA system was installed, compared to the average water loss rate in Turkey, which is estimated to be 50 per cent. The SCADA system enabled water losses to be reduced by more than 10 per cent over a two-year period. However, ASAT aims to reduce losses to less than 25 per cent in the near future. In this context, the Scientific and Technological Research Council of Turkey (TÜBİTAK) has agreed to fund a research project to manage chlorine levels and water losses in Antalya City using Geographical Information System (GIS), hydraulic and water quality modelling, and the data from the SCADA system. The budget for this project is more than USD 1 million, and ASAT is collaborating with the Environmental Engineering Department of Akdeniz University, Antalya, which is leading the project. It started on 1 July 2008 and will run for 30 months. District Metered Areas (DMAs), together with the SCADA system and records of customer water bills, are effective in determining and managing water losses and their components. A pilot study area in the Konyaalti district of Antalya City has been divided into 22 DMAs. The water bill records and flow rate measurements provided by SCADA are being used to determine water losses in each DMA. Also, minimum night flows, hourly, daily and seasonal flow rate variations are being investigated to determine the physical and apparent water losses. This paper presents the initial results of this ongoing project, with real examples and detailed figures from DMAs.


District Metered Areas (DMAs) for the Management of Water Losses in Antalya City Mr İbrahim Palancı*, Ms Tuğba Özden*, Mr İsmail Demirel*, Mr İ.Ethem Karadirek and

Prof. Habib Muhammetoglu, University of Akdeniz, Faculty of Engineering, Department

of Environmental Engineering, Antalya and Antalya Metropolitan Municipality, ASAT*

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BACKGROUND

Water loss from drinking water distribution networks is a common problem in many cities and countries all over the world. The average yearly water loss can be as high as 50% in many countries such as Turkey. Water losses can be divided into two major parts namely: 1) real or physical water losses, and 2) apparent water losses. Real water losses are due to the leakage from the joints of the water pipes, leakage from house connections, leakage from cracks and bursts in pipes. Leakage also occurs from the overflows of storage tanks. Apparent losses are mainly due to illegal water consumption and customer metering inaccuracy. The volume of total water losses is the difference between system input volume and volume of authorized consumption.

The reduction and control of water loss is becoming even more vital in this age of increasing demand and changing weather patterns that bring droughts to a considerable number of locations in the world. Many utilities have developed, or are developing, strategies to reduce water losses to an economic or acceptable level in order to preserve valuable water resources (Tooms and Pilcher, 2006).

Reducing water losses leads to many benefits such as 1) reduction in energy consumption required to abstract, treat and distribute water, 2) reduction in water losses implies reduction in the amount of chemicals needed to treat and disinfect the water, 3) reduction in water losses saves the water abstracted from water resources, 4) low water losses are associated with low possibility of pollution.

A DMA is an area of a distribution system that is specifically defined (usually by the closure of valves) and in which the quantities of water entering and leaving it are metered, as depicted in Figure 1. The flow is analyzed to determine the level of leakage

within the area to enable the leakage practitioner to determine where it would be most beneficial to undertake leak location activities (Tooms, S., Morrison, JAE., 2005).

Permanently monitored DMAs are the most effective way of reducing the duration of previously unreported leakage, because continuous monitoring of night flows facilitates the rapid identification of unreported breaks, and provides the data required to make the most cost effective use of leak localization and pinpointing resources (R. Sturm, J. Thornton,2005). The SCADA system is a good tool for permanently monitoring DMAs.

Figure 1. DMA (Morrison JAE et al. 2007)

Minimum flow rates in residential areas usually occur between 2 a.m. and 5 a.m. This is called Minimum Night Flow (MNF). Most of MNF is real losses due to leakage from the water distribution system. Thus, MNF has a good relation with real losses. Studying MNF is important to determine real losses and to study the impacts of different scenarios to reduce water leakage. Figure 2 depicts MNF.

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Figure 2. Minimum Night Flow (Morrison JAE et al. 2007)

Pressure management can be defined as the practice of managing system pressures to an optimum level of service, thus ensuring sufficient and efficient supply to legal users and consumers, while eliminating or reducing pressure transients and variations, faulty level controls and reducing unnecessary pressures, all of which cause the distribution system to leak and break unnecessarily. There are many different tools that can be used when implementing pressure management, including pump controls, altitude controls and sustaining valves (Thornton J. and Lambert, A., 2006). Management of pressure is a key factor in an effective leakage management policy. This has long been recognized by the Water Board and the ultimate goal is for all DMAs to be equipped with Pressure Release Valves (PRVs) to reduce pressure where possible and to control and stabilize pressure in DMAs where pressure reduction is not practicable (Charalambous, B., 2007).

WATER LOSSES IN ANTALYA CITY

Antalya City is a karstic region, so water lost from the distribution system percolates through it and does not appear on the surface of the ground. Consequently, it is difficult to detect pipe breakdowns or bursts. Therefore, the average water losses of potable water in Antalya City used to be

60% before completing the SCADA (Supervisory Control And Data Acquisition) system in 2007. This percent was higher than the average water losses in Turkey, which were estimated at 50%.

A more than 10% reduction of water losses was achieved with the help of the SCADA system during the last two years. However, Antalya Water and Wastewater Authority (ASAT) plans to reduce the water losses to less than 25% in the near future. In this context, the Scientific and Technological Research Council of Turkey (TÜBİTAK) has agreed to fund a research project to manage chlorine levels and water losses in Antalya City using the Geographical Information System (GIS), hydraulic and water quality modeling, and the data sets produced by the SCADA system. The budget of the project is more than one million USD. Within the project, ASAT collaborates well with the Environmental Engineering Department of Akdeniz University, Antalya, Turkey which leads the project. The project was started in July 2008 and will continue for 30 months.

APPLICATION OF DMA IN ANTALYA CITY

District Metered Areas (DMAs) in conjunction with the SCADA system and records of customer water bills are efficient in determining and managing water losses and the components of the losses. A pilot study area in Antalya City, namely the Konyaalti region, was divided into 22 DMAs. The records of water bills in addition to the flow rate measurements provided by the SCADA system are currently used to determine water losses in each DMA. Also, minimum night flows, hourly, daily and seasonal variations of flow rate are being investigated to determine the physical and apparent water losses. The research study is still going on. However, the initial results obtained from two DMAs are given below.

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Figure 3. DMAs of the pilot study area (different colors represent differ-

ent DMAs)

RESULTS

Total water loss was calculated for a small tourist area in Antalya named Beach Park DMA. Details of the study can be found elsewhere (Palanci, I, et al. 2009) while Table 1 summarizes the calculations.

Table 1. Monthly water revenue, water supply and water losses in Beach Park DMA

First Reading Date

Second Reading Date

Water rev-enue (m3)

Water supply (m3)

Water losses (m3)

Percent of water losses (%)

17.06.2008 14.07.2008 7767 11940 4173 34.95

14.07.2008 15.08.2008 9373 14910 5537 37.14

15.08.2008 13.09.2008 7895 11740 3845 32.75

13.09.2008 16.10.2008 7179 12990 5811 44.73

16.10.2008 14.11.2008 5696 10410 4714 45.28

14.11.2008 17.12.2008 5333 8830 3497 39.60

17.12.2008 19.01.2009 5425 11440 6015 52.58

Total 48,668 82,260 33,592 40.84

Also, real water losses were reduced by applying pressure management, using pressure release valves, to another DMA area called Vestel as shown in Figure 4.

Figure 4. Reduction of minimum night flow as a result of reducing the

pressure at Vestel DMA.

ACKNOWLEDGEMENTS

This research sttudy was supported by the Scientific and Technological Research Council of Turkey, TÜBİTAK (Project No. 107G088), Antalya Water and Wastewater Administration (ASAT) of Antalya Metropolitan Municipality and Akdeniz University, Antalya, Turkey.

REFERENCES

• Charalambous, B., (2007), “Effective Pressure Management of District Metered Areas” Water Loss Conference 2007, September 2007, Romania.

• Morrison JAE, Tooms S and Hall G (2007) “Sustainable District Metering”, Water losses 2007. September 2007,

• Palancı, I, Özden,T, Demirel, I, Karadirek, I.E. and Muhammetoglu, H, Management of Water Losses Using SCADA and District Metered Areas (DMAs): Case Study of Antalya City-Turkey, Water losses 2009, Cape Town, South Africa.

• R, Sturm, J, Thornton, (2005), “Proactive Leakage Management using District Metered Areas (DMA) and Pressure Management – Is it applicable in North America?”, Leakage 2005 Conference.

• Thornton J. and Lambert A. (2006),

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“Managing pressures to reduce new breaks” Water 21 IWAP, December 2006.

• Tooms, S., and Pilcher, R. (2006), “Practical Guidelines on Efficient Water Loss Management”, Water Supply, August, 47.

• Tooms, S., Morrison JAE. (2005), “DMA Management Manual by the Water Losses Task Force: Progress”, Leakage 2005 Conference.

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ABSTRACT

Antalya City is one of the most important tourist centres in Turkey and is located on the Mediterranean coast. Antalya Water and Wastewater Administration (ASAT) is responsible for the provision of water and wastewater services for an area of 141,719 ha, with a population of more than 700,000 and more than 300,000 subscribers (s. www.asat.gov.tr). The inhabited areas in Antalya City are located at different levels, ranging from the sea level to 250 m above sea level. The Antalya water distribution system is therefore complex, consisting of six main pressure zones. Water loss from the distribution network is currently about 50 per cent, which is similar to the overall average in Turkey.

The main water sources in Antalya City are groundwater wells and springs. Groundwater is distributed to the city untreated. However, to reduce the risk of pollution during distribution, liquid chlorine in the form of sodium hypochlorite is added to maintain certain concentrations of residual chlorine throughout the network.

Antalya Water and Wastewater Administration (ASAT) of the Antalya Metropolitan Municipality has recently installed an efficient Supervisory Control and Data Acquisition (SCADA) system for the city’s drinking water distribution. The distribution network includes 9 pumping stations, 17 reservoirs, many deep groundwater wells and about 60 pipe network stations. SCADA also monitors water level in the reservoirs, operation of pumps in the pumping stations, pressure and flow rates in pipe network stations, positions of valves (open, closed, partially open) in addition to energy and water consumption. The system also includes security alarms at reservoirs, pumping and measuring stations. Many water quality parameters such as temperature, pH, conductivity, turbidity and residual free chlorine are also measured at locations along the distribution network. The SCADA system was completed in 2007 and cost more than EUR 4 million. It has proven to be very efficient in reducing water losses, controlling water quality, reducing energy consumption and improving water services to the customers. The paper provides actual examples from the Antalya water distribution network, including photographs.


Monitoring and Management of Water Distribution Network in Antalya City, using the SCADA System Mr İsmail Demirel*, Mr İbrahim Palancı*, Ms Tuğba Özden*, Mr İ.Ethem Karadirek and

Prof. Habib Muhammetoglu, University of Akdeniz, Faculty of Engineering, Department

of Environmental Engineering, Antalya and Antalya Metropolitan Municipality, ASAT*

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INTRODUCTION

Antalya City is one of the most important tourist centres in Turkey and is located on the Mediterranean coast. Antalya Water and Wastewater Administration (ASAT) of the Antalya Metropolitan Municipality is responsible for providing water and wastewater services for an area of 141,719 ha, with a population of more than 700,000 people and more than 300,000 subscribers (see the ASAT web site at www.asat.gov.tr).

The main water sources in Antalya City are groundwater wells and springs. The water abstracted is of high quality, except for relatively high levels of hardness (Çelik, E. & Muhammetoglu, H., 2008). The water is distributed to the city without any treatment. However, liquid chlorine in the form of sodium hypochlorite is added to maintain certain concentrations of residual chlorine throughout the water distribution network, thus reducing the risk of pollution during distribution of potable water (Tiryakioglu, O. et al. , 2005).

The inhabited areas in Antalya City are located at different levels ranging from sea level up to 250 m above the sea level. Thus, the water distribution system is complex and consists of six main independent pressure zones (ASAT –Akdeniz U., 2008).

DESCRIPTION OF THE ANTALYA SCADA SYSTEM

ASAT SCADA stations are categorized as deep wells, pumping stations, distribution reservoirs and pipe network stations. The system includes nine pumping stations, 17 reservoirs, many deep wells and about 60 pipe network stations located in the drinking water network. The SCADA system also monitors water levels in the reservoirs, the operation of pumps in the pumping stations,

pressure and flow rates at pipe network stations, valve positions (open, closed, partially open) as well as energy and water consumption. In addition, the system includes security alarms in reservoirs, pumping stations and measurement stations. Many water quality parameters such as temperature, pH, conductivity, turbidity and residual free chlorine are also controlled at many locations along the water distribution network. The SCADA system was completed in 2007 at a cost over four million Euros, and has proved to be very efficient in reducing water losses, controlling water quality, reducing energy consumption and improving water services to the customers.

Figure 1. SCADA Control Centre

All the monitoring results are displayed online and are also stored in the SCADA Control Centre shown in Figure 1. Results of the measured and

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analyzed parameters are evaluated by SCADA engineers who work at the ASAT Control Center. Figure 2 is a SCADA screen shot showing the water levels in the reservoirs in addition to the conditions of the pumping stations.

Figure 2. SCADA screen shot showing pumping stations (PM) and Distri-

bution Reservoirs (DR)

BENEFITS OF THE SCADA SYSTEM

The SCADA system has helped with quick detection and good repair of frequent bursts in the water distribution network. Figure 3 depicts the flow rate and pressure due to pipe breakdown in the middle of August 2009. No water flow was visible on the surface due to the karstic characteristics of the area (Kaçaroglu, F., 1999), nor were any complaints received from customers regarding any water breakdown or shortage of supply. The data sets obtained from the SCADA system informed about the event by giving warning alarms. Also, the SCADA data sets assisted in detecting the location of the pipe burst by giving the amount of flow rate increase.

Figure 3. SCADA screen shot showing the pressure profiles (upper

curve) and flow rate (lower curve) after a breakdown in one of the

water distribution pipes

Monitoring the water input to the reservoirs in addition to the water level has prevented the overflow of reservoirs and helped in detecting leakages. For example, the data sets supplied by the SCADA station at Çaglayan water distribution reservoir (15,000 m3 storage capacity) showed that there was a water leakage of 100 m3/hour originating from a serious crack in the inlet pipe of the reservoir, as shown in Figure 4.

3

Benefits of the SCADA system

The SCADA system has helped with quick detection and good repair of frequent bursts in the water distribution network. Figure 3 depicts the flow rate and pressure due to pipe breakdown in the middle of August 2009. No water flow was visible on the surface due to the karstic characteristics of the area (Kaçaroglu, F., 1999), nor were any complaints received from customers regarding any water breakdown or shortage of supply. The data sets obtained from the SCADA system informed about the event by giving warning alarms. Also, the SCADA data sets assisted in detecting the location of the pipe burst by giving the amount of flow rate increase.

Figure 3. SCADA screen shot showing the pressure profiles (upper curve) and flow rate (lower curve) after a breakdown in one of the water distribution pipes

Monitoring the water input to the reservoirs in addition to the water level has prevented the overflow of reservoirs and helped in detecting leakages. For example, the data sets supplied by the SCADA station at Çaglayan water distribution reservoir (15,000 m3 storage capacity) showed that there was a water leakage of 100 m3/hour originating from a serious crack in the inlet pipe of the reservoir, as shown in Figure 4.

Figure 4. Crack in the inlet pipe to Çaglayan water distribution reservoir

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Figure 4. Crack in the inlet pipe to Çaglayan water distribution reservoir

Similarly, SCADA station showed that the pumped water flow rate from Bogaçay station was less than expected. This was caused by a rubber ring that had been sucked from the water network, as shown in Figure 5. Solving this problem led to an increase in the flow rate from 1180 m3/hour to 1480 m3/hour without increasing energy consumption.

Figure 5. A rubber ring had reduced the capacity of Bogaçay pumping

station

The quality of Antalya drinking water is also controlled and managed by the SCADA system. According to the Turkish related standards, free residual chlorine should be within certain limits, usually between 0.1 and 0.5 mg/l as residual free chlorine (TS266, 2005). Real time measurements of residual free chlorine are taken at many points along the water distribution network. Warning alarms are given by the SCADA system if any of the levels measured exceed predetermined limits.

“Gürkavak” is an important water spring that supplies Antalya with around 440 m3/hour of drinking water. The capacity of this spring water increases considerably after rainful events because of the karstic feature of Antalya groundwater. In addition, heavy rains increase the turbidity levels of this water resource to levels exceeding the permissible limits for drinking water. When this occurs, the SCADA system automatically closes certain valves to stop the supply from this water source to Antalya City. At the same time, the SCADA system triggers an alarm to warn the water operators at ASAT about the situation.

CONCLUSIONS

The SCADA system of water distribution is very useful. In Antalya, the drinking water distribution system is monitored, controlled and managed by the SCADA system. This has led to increased reliability of the system, as well as reducing water losses and improving the water services to the customers cost-effectively. Using the capabilities of the SCADA system, the following was achieved in Antalya (ASAT, 2009):

• average water production from the different sources was reduced from 260,000 m3/day to 230,000 m3/day (-11.54%)

• total water losses were reduced from 169,000 m3/day to 120,750 m3/day (-28.55%)

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• total water losses were reduced from 65% to 42.5%

• daily energy consumption was reduced from 208,000 kW to 138,000 kW (-33.65%)

• energy consumption for water production, pumping and distribution was reduced from 0.8 kW/m3 to 0.6 kW/m3 (-25%)

• energy consumed for lost water is reduced from 135,200 kW/day to 72,450 kW/day (-46.41%)

ACKNOWLEDGEMENTS

This research study was supported by the Scientific and Technological Research Council of Turkey (Project No. 107G088), Antalya Water and Wastewater Administration (ASAT) of Antalya Metropolitan Municipality, and the project fund unit of Akdeniz University, Antalya, Turkey.

REFERENCES

• Araujo, L., Ramos, H., Coelho, S., (2006). Pressure Control for Leakage Minimisation in Water Distribution Systems Management, Water Resources Management, 20, Number 1, 133-149.

• ASAT & Akdeniz U. (2008), Modelling Chlorine Levels in Antalya Water Distribution Network using SCADA & GIS, The Scientific and Technological Research Council of Turkey, Project Proposal, Project No. 107G088.

• ASAT (2009), Progress Report of SCADA Center for 2009, ASAT, Antalya Metropolitan Municipality.

• Çelik, E and Muhammetoglu H. (2008), Improving public perception of tap water in Antalya City – Turkey, Journal of Water Supply: Research and Technology – AQUA, 57, Issue: 2, 109-113.

• Kaçaroglu, F. Review of Groundwater Pollution and Protection in Karst Areas, Water, Air, & Soil Pollution, 113, Numbers 1-4, 337-356, 1999.

• Marunga A., Hoko Z., Kaseke E., (2006), Pressure management as a leakage reduction and water demand management tool: The case of the City of Mutare- Zimbabwe, Physics and Chemistry of the Earth, 31, Issue 15-16, 763- 770.

• Tiryakioglu, O., Muhammetoglu, A., Muhammetoglu, H., Soyupak, S., (2005). Modeling chlorine decay in drinking water distribution network: Case Study of Antalya – Turkey, Fresenius Environmental Bulletin, 14, No.10, 907-912.

• TS266 (2005), Turkish Standards for Water intended for human consumption, Turkish Standard Institute, ICS 13.060.20.

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Experts and institutions

151

ABSTRACT

Systematic construction of a sewer system in Germany began as a result of the emerging industrial revolution and the rapid growth of cities in the 19th century. In 1842, Hamburg was the first German city to build a systematic sewer network (“Sielnetz”), which was designed by the English engineer William Lindley. In 1867, the Free City of Frankfurt followed. Today, 96 per cent of the country’s population are connected to a public sewer system, and the public network of combined wastewater and surface water sewers is estimated to have a length of over 500,000 km.

As the sewer systems aged, their maintenance and the rehabilitation of older sewer networks became an issue. In 1984, DWA established its working group “Rehabilitation and Replacement of Sewers and Drains”, and published the advisory leaflet ATV M 143 Inspection, Repair, Rehabilitation and Replacement of Sewers and Drains, Part 1: Principles. In 1991, Part 2: Optical Inspection, was printed, which laid the down principles for the systematic assessment of the sewer networks that have been adopted by almost every city in Germany.

In 1984, DWA began a survey among local authorities concerning the condition of their sewer networks, and ascertained that only a small fraction of the public sewer system had been inspected. Meanwhile, the condition of more than 80 per cent of the public sewer network has been assessed and documented.

One important outcome of the DWA survey was that 20 per cent of all the sewer sections show signs of damage that needs to be repaired in the short or medium term. The presentation will describe which methods will be used to rehabilitate the German sewer system.

As the DWA-advisory leaflet Rehabilitation Strategies says, the rehabilitation of the sewer system represents a task for generations to come, and has become one of Germany’s major wastewater engineering challenges.

DWA, Germany

The German experience to investigate sewer networksMr Johannes Lohaus, General Manager, German Water Association for Water, Wastewater

and Waste

152

ABSTRACT

A pipe system, like a drainage or sewage system, has three successive functions:

• collection of the water inputs • transport of these inputs within the system • treatment of the water prior to discharge from the system.

In order to fulfil these functions adequately, investigations are required such as a review of exiting information, as well as hydraulic, environmental, structural and operational investigations. These must be done carefully because this information will be used as a basis for the entire rehabilitation concept. Appraisal and classification of the information involves comparing the performance of the system against the performance requirements. The result is a list of the main problems within the pipe system.

The next step is to choose a rehabilitation method. There are three main methods: repair, renovation and replacement. Repair means rehabilitation of a single location; renovation is the rehabilitation of the pipeline with retention of the existing pipe; replacement involves removing/destroying the old pipe. The engineer assesses the method with his/her knowledge of the rehabilitation methods and the boundary conditions. The choice of rehabilitation method is an important step in the process, because it will determine the investments required for many years.

Combining the results of the rehabilitation plan for each single pipeline leads to a concept for the system as a whole. By prioritizing the planned building measures and establishing a time schedule for the execution of the work, a complete overview of the necessary investments for the coming years is obtained.

DWA, Germany

Creating a concept of rehabilitation of a pipe system Mr Jörg Otterbach, German Water Association for Water, Wastewater and Waste

153

INTRODUCTION

Drain and sewer systems provide a service to the community, which can be briefly described as:

• fast removal of wastewater from premises for reasons of public health and hygiene;

• prevention of flooding in urban areas; • protection of the aquatic environment. [1]

A pipe system such as a drain and sewer system has three successive functions:

• collection of the water input • transport of this input within the system • treatment of the water prior to discharge

from the system.

INVESTIGATION

To fulfil the functions of a sewer system it is necessary to make investigations such as reviewing exiting information, hydraulic, environmental, structural and operational investigation. Damaged, defective or hydraulically overloaded drains and sewers represent a potential hazard through flooding and collapses, and through pollution of groundwater, soil and watercourses. It is very important to make these investigations carefully, because the whole concept of the rehabilitation is based on this information.

The collection and review of all available relevant information about the sewer system should be carried out and is the basis from which all other activities are subsequently planned. This information should include historical records.[1] Examples are: location, materials and size of drains and sewers including outfalls (inventory); the position, depth and levels of manholes and the levels of connections to the manholes; the positions

of connections to drains and sewers; groundwater levels and velocities.

Testing and inspection procedures for hydraulic investigations can be required in order to ensure an adequate evaluation of flows (dry weather and storm), infiltration, exfiltration and wrong connections. Surveys can include precipitation and flow measurements, identification of wrong connections and groundwater measurements.

The location of trade effluent sources shall be identified and the nature, quality, quantity and the potential environmental hazards reviewed.

The recording of the actual condition of drain and sewer systems can be carried out directly by walking through or indirectly with the aid of a closed circuit television (CCTV) system. The drain and sewer system should be cleaned as necessary to make it possible to record and assess the actual condition. During the survey the system should be kept free from wastewater as far as necessary. [1]

The result is a list of the main problems of the system investigated.

ASSESSMENT

The results of the structural investigations can also be relevant to the assessment of the hydraulic performance and environmental impact. Appraisal and classification of the investigations (in Germany there are five classes for structural hazards) means contrasting the performance of the system against the performance requirements.

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Figure 1: The assessment [1]

The next step is choosing a method of rehabilitation. There are three main methods of rehabilitation: repair, renovation and replacement. Repair means a rehabilitation of a single location, renovation is the rehabilitation of the pipeline with retention of the existing pipe, and replacement is rehabilitation with destruction of the old pipe. An engineer or a rehabilitation specialist assesses the method, taking into account the available rehabilitation methods and the boundary conditions.

Figure 2: Decision process for selection of structural solutions [1]

The assessment of the rehabilitation method is an important step in the process, because it will determine the investments required for many years to come.

DEVELOPING THE PLAN

Collecting the results of the planning of rehabilitation for a single pipeline provides a concept for the whole system. It is collecting by methods or localisation. For example there are building projects of a whole street or one special method such as relining. The priority of each building project is determined and the proposed works include costing and phasing.

This results in a final list with the required investments for the coming years. However, this is

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not a static list; because it needs to be updated as projects are implemented.

RESULT

The performance requirements for the system should be updated following each specific maintenance operation. In any case the performance requirements shall be as close as possible to, or better than, the performance requirements of the existing system.

In principle the performance requirements for a rehabilitated system should be the same as those for a new system.

156

ABSTRACT

The European Water Association (EWA) is an independent non-governmental and non-profit organisation promoting the sustainable and improved management of the total water cycle and hence the environment as a whole. It is one of the major professional associations in Europe that covers the whole water cycle. With member associations from nearly all European countries, today, EWA consists of 25 European leading professional organisations in their respective countries, each representing professionals and technicians for wastewater and water utilities, academics, consultants and contractors as well as a growing number of corporate member firms and enterprises. EWA thus represents about 50,000 professional individuals working in the broad field of water and environmental management.

The objective of EWA is to advance the common interests of members and become their principal pan-European technical and scientific forum, influential with the European Commission in the sustainable management of water assets and the environment. One of the major benefits for the EWA members is that the association facilitates the exchange of knowledge and experience by providing a network of experts and opportunities for discussion of key technical and policy issues – meetings, workshops, conferences and seminars.

Capacity development is covered by almost all EWA members in different aspects. They are offering a wide spectrum of training workshops and seminars, in addition to certified courses, vocational training etc.

EWA

Tools for capacity development – the experience of the European Water Association Ms Boryana Dimitrova, Management Assistant, European Water Association

157

ABSTRACT

UN-HABITAT, the UN’s urban agency, has long been concerned with helping urban water utilities provide sustainable, efficient and affordable access to clean water and basic sanitation to burgeoning populations. Water Demand Management, and especially water loss reduction, is paramount to these goals, and water loss reduction has been a pillar of UN-HABITAT’s regional activities in Africa, Asia and Latin America since 1999.

The presentation will highlight achievements and lessons learned from two capacity building initiatives in Africa, and discuss ongoing and future activities to control water losses through capacity building undertaken in the context of the Global Water Operators’ Partnerships Alliance. The Water for African Cities Programme, launched in 1999, aims to strengthen the capacity of cities to respond to the urban water and sanitation crisis. It is being implemented in 17 African cities and consists of city level pilots and regional activities that bring together city-level actors from across the continent. The regional training and capacity building programme resulted in sizeable water loss reduction in the target cities. The Lake Victoria Programme addresses the water and sanitation needs particularly of the poor in the secondary towns around Lake Victoria. A “champion” utility in the region took the lead in a fast-track capacity building programme for five small utilities. A priority was reducing unaccounted-for-water by providing training and assistance in water audits, non-revenue water issues, and water demand management, including the provision of hands-on assistance in operationalizing leak detection and repair systems. This programme was an important precursor to greater water loss reduction investments.

The Global Water Operators’ Partnerships Alliance (GWOPA) is a global network of partners with a common commitment to helping water utilities support one another though partnerships. Its capacity building efforts aim to develop the skills of water operators to share their know-how with other utilities. GWOPA draws primarily on utilities as its source of expertise. It is working to implement and develop effective models for skill building centred round water operators.

UN-HABITAT

Lessons Learned from Regional Water Loss Reduction Capacity Building Programmes and their Implications for Water Operators’ PartnershipsMs Julie Perkins, Programme Officer, United Nations Human Settlement Programme

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i2O Water, United Kingdom

Pressure Management Mechanics – Understanding the relationships between pressure and water loss.Mr Stuart Trow, Consultant and Non-Executive Director, i2O Water Ltd

ABSTRACT

Pressure management is fundamental to a well organised water loss reduction strategy and has been used in water distribution system engineering for many years. However, it is only in the past 10 to 15 years that there have been a number of advancements in the understanding of the mechanics of pressure management and the relationship between pressure and the factors which drive water loss.

The paper describes the relationships between pressure and:

• Leakage flow rate • Burst frequency and the natural rate of rise of leakage • Customer consumption • Economic intervention frequency • Infrastructure life expectancy.

The paper also summarises the benefits to be gained from pressure management and considers the options for implementing it. It includes practical examples and real data to support the latest theories, demonstrates the importance of pressure management and provides guidance on the analytical techniques used to predict the impact of pressure management schemes as part of a well constructed pressure management strategy.

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INTRODUCTION:

Pressure management is a fundamental part of a well organized water loss reduction strategy. It has been practised in water distribution system engineering for many years and the benefits are well understood:

• It reduces burst frequency and so reduces the natural rate of rise of leakage (NRR)

• As a result it extends the economic period between ALC interventions and changes the economic level of leakage (ELL)

• Reduced burst frequency will extend the life of network assets

• It reduces the flow rate from all existing leakage paths – both bursts and background leaks

• It reduces the size of expanding leakage paths

• It can reduce certain types of customer use (open tap use)

• It can give benefits to customers if managed correctly by stabilising pressures at levels above the minimum acceptable

Where pressure management has been implemented organisations have had to deal with possible disadvantages:

• Reducing pressure may make leaks more difficult to detect

• Customers may notice reduced pressure • Reservoirs may not fill at night • Fire flows may be affected • Valves and zone boundaries have to be

monitored and maintained • There is a potential loss of revenue from

pressure related use

Therefore, it is important to understand the underlying mechanics of pressure management. However, it is only in the past 10 to 15 years, due largely to the work of the IWA Water Loss Task Force (WLTF), that there have been a number of advancements in our understanding of the relationships between pressure and the factors which drive water loss and elements of water use. This paper describes the relationships between pressure and leakage flow rate, burst frequency and the natural rate of rise of leakage, customer consumption, economic intervention frequency, and infrastructure life expectancy.

LEAKAGE FLOW RATE:

The flow rate from any particular leak is proportional to the pressure in the system. Most hydraulics text books refer to the relationship between pressure and the flow through an orifice. Splits and holes in pressurized pipes causing leakage will act as orifices. The relationship is stated as:

V = Cd √2gP where: • V is the velocity of water through the orifice

in m/sec • Cd is a discharge coefficient. It is a factor

less than 1 which does not have dimensions • P is the pressure in metres head • g is the gravitational constant in m/sec2

So, for a hole of a given area, the flow rate in m3/sec varies with the square root of the pressure, i.e. leakage is proportional to P 0.5. Current practice is to relate leakage to P to the power of N1. In this case N1 = 0.5. This relationship can be proved on laboratory test rigs. However, when measurements are taken from district meter areas, the relationship tends to be more pronounced. The reduction in leakage from pressure reduction is more than predicted from the theoretical relationship as shown in Figure 1.

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Figure 1 – N1 values for 140 sectors from 5 countries

Attempts have been made to fit an equation to the empirical data. The results are similar, with some variations depending on the way in which the tests were conducted, and whether the relationship is between pressure and leakage, or pressure and flow or night flow. However, while the aggregation of tests in individual districts tends to be similar, with the average N1 value in Table 1 being 1.11, there are major differences between the individual tests themselves. Analysis shows that the power factor (N1) can vary between values of about 0.5 and values over 2. This is difficult to explain from the test rig results.

In 1994, a new theory was proposed. As well as the flow velocity being a function of pressure, perhaps the area of the orifice varied with pressure in some situations. This would explain the variability between one district and another. A district with leakage predominantly from fixed area holes (e.g. corrosion pin holes in metal pipes) would tend to have N1 values of about 0.5. In districts where the holes vary in size proportionately with pressure the N1 value will tend towards 1.5 (the area varies with P1, and the velocity varies with P0.5, so together the flow rate varies to P1.5). Values greater than 1.5 are explained by the existence of leakage paths which increase in size in two directions, so they vary with P2.

Fig 2 – Relationship between pressure and leakage flow rate

When assessing the cost-benefit of pressure management, it is clearly important to understand the effectiveness of the proposed schemes in the area under consideration. However, due to the variability this can be difficult. Therefore, when considering pressure management as a general policy or for a relatively large supply zone, it is reasonable to assume a linear relationship between pressure and leakage flow rate (i.e. N1 =1). This is due to the aggregation. When assessing the effectiveness of pressure reduction in an individual district, an assessment can be made of the N value from two factors, the predominant type of mains, and the initial leakage level.

In systems which are comprised completely of plastic mains and service pipes, then the N1 value will tend towards 1.5, regardless of the level of leakage. In metal pipe systems, the N1 value is a little over 1 for systems with very low leakage, with normal N1 value between 0.75 and 1. As leakage increases due to the predominance of bursts, rather than background leakage, the N1 value tends toward 0.5. If there is insufficient information to make such an assessment, then an average of 1.15 is used widely.

If the pressure–leakage relationship is critical to the accuracy of the result of some other exercise, then a test should be made in the specific district

Country Number of Mean Value Range of Sectors Tested of N1 of N1 value

UK (TR154) 17 1.13 0.70 to 1.68

JAPAN(1979) 20 1.15 0.63 to 2.12

BRAZIL (1998) 13 1.15 0.52 to 2.79

UK (2003) 75 1.01 0.36 to 2.95

CYPRUS (2005) 15 1.47 0.64 to 2.83

Sources of Data: Technical Report R154, Water Research Centre, Nov 1980OGURA, Japanese Water Works Association Journal, May 1981BBL Ltda Brazil, private communicationUKWIR Report 03/WM/08 Charalamous B, Leakage 2005 paper

Relationships between Pressure (P) and Leakage Rate (L): L1/Lo = (P1/Po)

N1

0.00

0.20

0.40

0.60

0.80

1.00

1.20

1.40

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20

Ratio of Pressures P1/Po

Ratio

of L

eaka

ge R

ates

L1/L

o

N1 = 0.50N1 = 1.00N1 = 1.15N1 = 1.50N1 = 2.50

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to alter the pressure and measure the impact on leakage level based on the nightflow data. The flow and pressure data can be analysed to determine the N1 value. This approach may be required in control areas used to determine the policy on pressure and leakage management, or in districts used to assess per capita use in un-measured properties.

BURST FREqUENCY AND THE NATURAL RATE OF

RISE OF LEAKAGE:

The relationship between pressure and burst frequency has not been well understood until the past 3 years when data has been tested against a new theory which considers the impact of all critical factors. Data from one UK water supply company from the 1990s (Fig. 3) shows the burst frequency in a number of DMAs including one showing before and after pressure reduction. The data set is limited in size, but it indicates that a unit reduction in pressure will give a 3 or 4 times reduction in burst frequency, e.g. reducing pressure from 80m to 40m (a 2:1 reduction) will reduce the burst rate from 7 bursts per 100 properties per year to only 1. Of course there are many other factors which affect the burst frequency of mains including weather conditions, pressure surges, accidental damage, ground movement, traffic loading and corrosion. Therefore, it is difficult to obtain good quality data to prove the strength of the relationship. Burst frequencies will be more reliable in larger areas, e.g. supply zone, but at that scale it is more difficult to make significant changes in pressure. Therefore most data is available at DMA level, where the burst rate is more erratic, and so it may take several years to determine the true benefits.

Figures 3 and 4 – Relationship between Average zone Night pressure

(ANzP) and burst frequency

Data from another UK water company (Fig 4), expressed in terms of bursts / 1000 km / year shows a similar relationship, with approximately a 4:1 factor.

Further UK research on large data sets from 1996 to 2003 proved inconclusive. Case studies were used by WLTF (2000 to 2004) to stimulate collection and analysis of good repairs data ‘before’ and ‘after’ pressure management. Many case studies showed remarkable reductions in burst frequencies after pressure management. The intention in 2005 had been to fit a relationship similar to that for pressure to leakage flow rate, this time using an N2 value. However, the latest view is that the N2 approach is now recognised as inappropriate. The WLTF Pressure Management Team are now using an alternative conceptual approach known as “the straw that breaks the camel’s back”

02468

1012

0 50 100 150Average Zone Night Pressure (metres)

Bur

sts p

er 1

000

prop

ertie

s pe

r yea

r

Before reduction After reduction

0

100

200

300

400

0 50 100 150

Average zone night pressure (AZNP) (Metres)

Mai

ns b

urst

s per

100

0 km

per

ye

ar

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Figure 5 – Latest conceptual approach to pressure vs failure rate

The theory (Fig. 5) states that if initial burst frequency ratio is ‘low’, then the % reduction in bursts is expected to be zero or very small. If initial burst frequency ratio is ‘high’, % reduction in bursts is expected to be significant. Separate predictions are possible for mains, and service connections

This latest concept has so far been tested on data from 12 countries as shown in Figure 6. There are separate predictions for mains, and service connections. The initial burst frequencies are expressed as a multiple of burst frequencies used in the Unavoidable Annual Real Losses (UARL) formula used to calculate ILI.

• 13 mains bursts/100 km mains/year • 3 service bursts/1000 conns/year (main to

property line) • 13 bursts/100 km of pipe/year (after

property line)

On average for the 112 case studies, the % reduction in repairs was 1.4 times the % reduction in Pmax (the maximum pressure). The range was between 0.7 times and 2.8 times. From this, zone specific forecasts can now be made.

Figure 6 – Results of case studies showing reduction in burst frequency

after pressure reduction

CUSTOMER CONSUMPTION:

Recent data shows that there is a relationship between pressure and customer use, and that the impact of pressure reduction can be assessed as a water efficiency measure. Any consumption from devices connected direct to mains pressure will give a reduced flow rate at reduced pressure. Examples include taps, showers, and hose pipes. WCs and urinals, which use a flush valve rather than a cistern will show a reduced consumption. With un-vented boiler water systems driven by mains pressure, the effect will be experienced on the hot water system as well as the cold water. It is thought that the tendency to leave the tap running for longer at lower flow rate is more than compensated by the reduced flow rate, so that the overall volume used is lower.

Country Water Utility or System

Number of Pressure Managed Sectors in

study

Assessed initial

maximum pressure (metres)

Average % reduction

in maximum pressure

Average %

reduction in new breaks

Mains (M) or Services (S)

Brisbane 1 100 35% 28% M,S60% M70% S

Yarra Valley 4 100 30% 28% MBahamas New Providence 7 39 34% 40% M,S

59% M72% S58% M24% S

Sabesp ROP 1 40 30% 38% M80% M29% S64% M64% S50% M50% S30% M70% S23% M23% S50% M50% S

Palmira 5 80 75% 94% M,SBogotá 2 55 30% 31% S

45% M40% S25% M45% S72% M75% S

Torino 1 69 10% 45% M,SUmbra 1 130 39% 71% M,S

USA American Water 1 199 36% 50% M112

Maximum 199 75% 94% All dataMinimum 23 10% 23% All data

Median 57 33.0% 50.0% All dataAverage 71 38.0% 52.5% M&S togetherAverage 36.5% 48.8% Mains onlyAverage 37.1% 49.5% Services only

58

33%

20%

70

39%

Halifax

32%

Caesb

30%45

30%23

65%

21 62

47.6

Canada

Armenia 10025

1 56

Lemesos 52.5

Australia Gold Coast 10 50%60-90

Bosnia Herzegovin Gracanica 3 50

Brazil Sabesp MS 1

Sabesp MO

Sanepar 7

SANASA 1

1

2

32%

Total number of systems

Colombia

EnglandUnited Utilities 10

7Cyprus

Italy

Bristol Water

50 70%

33%

18%

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If the device is connected to a header cistern (perhaps in the loft space) there will be no impact from pressure reduction. Therefore, it is important to understand the predominant type of plumbing system in an area when predicting the effect of pressure management on consumption.

Current thinking is that Consumption rate C varies with average Pressure P to the exponent N3, so that for prediction purposes in distribution systems:

C1/C0 = (P1/P0)N3

Therefore, it is the ratio of pressures, and the N3 exponent, that are the key parameters. It is suggested that different N3 exponents should be used for in-house and external consumption (irrigation etc.). Test data are available from UK, Australia and South Africa which reinforce this theory. For in-house consumption the N3 exponent suggested guideline range is 0 to 0.2, average 0.1. If customers have storage tanks, then the ‘in-house’ exponent = 0. For ‘Outside’ consumption the N3 exponent in Australian tests was confirmed as 0.5 for sprinklers, but 0.75 for seepage hoses. The suggested range is 0.4 to 0.6, average 0.5.

ECONOMIC INTERVENTION FREqUENCY:

Changing pressure will change the economic frequency between active leakage control exercises to find and fix unreported bursts. The methodology is shown in Figure 7. After pressure management, background leakage will reduce, the rate of rise of unreported leakage will reduce, and the number of reported bursts and leaks will decrease. So, the ELL will tend to reduce as a result.

Where performance on the management of real losses is being monitored by reference to the ILI (Infrastructure Leakage Index) it is important to

understand that pressure reduction will reduce real loss, but it may not reduce ILI. Therefore, a combined approach of using ILI with a new index, the PMI, is recommended.

Figure 7 – Real loss before and after pressure management

INFRASTRUCTURE LIFE ExPECTANCY:

Effective pressure management will extend the life of underground assets and defer the investment involved in replacing mains and services. Normal practice is to replace mains and services when the failure rate exceeds a set threshold at which customer service is being interrupted too often to carry out repair works. By reducing pressure and so reducing failure rate, the life of the assets can be extended as shown schematically in Figure 8.

Figure 8 – Extension of asset life by pressure reduction

Increase in asset life

Reduction in pressure

Age - years

Failure rate

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CONCLUSION:

Our understanding of pressure management in water distribution systems has been extended significantly in recent years, allowing us to make better estimates of the savings and other benefits to be obtained. In addition, pressure management technology has advanced to the point where we can incorporate intelligence into the system to maintain pressures at optimum levels, in order to maximise the cost / benefit ratio, and allow pressure management to be the foundation for water loss reduction.

REFERENCES:

• Losses in Water Distribution Networks. A Practitioner’s Guide to Assessment, Monitoring and ControlAuthor(s): M Farley, S Trow. Publication Date: 01 Apr 2003 • ISBN: 9781900222112

• Trow S.W. ‘Development of a Pressure Management Index’. Water Loss 2009. Cape Town

• Lambert AO and McKenzie RD (2002) ‘Practical experience of using the infrastructure leakage index’, paper presented at the IWA Conference ‘Leakage Management – a Practical Approach’ Cyprus, November

• Trow SW, (2007) ‘Alternative Approaches to Setting Leakage Targets’ IWA Water Loss 2007, Bucharest, September

• Fantozzi, M and Lambert AO. (2007) ‘Including the Effects of Pressure Management in Calculations of Short Run Economic Leakage Levels’. IWA Water Loss 2007 Bucharest

• Thornton and Lambert. Water 21 article.

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ABSTRACT

Pressure management is a key element in reducing losses in water distribution systems. Flow modulation has been shown to provide added benefits in comparison to fixed outlet pressure reducing valves. However, the additional benefits do not always cover the extra cost and operational issues.

• The paper describes a new system for controlling pressure reducing valves which represents a quantum leap from current technologies. It includes:

• A new pilot valve system which is unlike anything currently available • A communications network which uses data from the specific installation together with a database

of information from all installations • A mathematical algorithm which self learns the relationships between flow and pressure in a district

The paper gives details of the development of the system from the initial user specification, through the technical development of the mechanical components, hard- and software to the field installations. The paper also highlights the benefits from a water utility perspective and includes case study results.

i2O Water, United Kingdom

Intelligent Pressure Management – A new development for monitoring and control of water distribution systemsMr Stuart Trow, Consultant and Non-Executive Director, i2O Water Ltd

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INTRODUCTION

Pressure management is recognised as a key element of a strategy for reducing water losses in water distribution systems. Flow modulation has been shown to provide added benefits in comparison to fixed outlet pressure reducing valves. However, the additional benefits do not always cover the extra cost and operational issues. This paper describes an intelligent form of pressure management developed by i2o Water Limited with support from Severn Trent Water. The benefits of the system are outlined, which include:

• Reduced losses as compared with other forms of pressure management

• More stable pressure regime producing fewer bursts

• Better customer service • Better information to allow more efficient

management of assets

SEVERN TRENT WATER

Severn Trent Water is the second largest water company in England and Wales supplying eight million customers. It has 20 major water treatment plants and its network comprises 43,000 km of distribution mains and 2,800 DMAs. In England and Wales, water companies are required to meet statutory leakage targets set by the industry regulator OFWAT. However, in each of the two years to April 2006 and April 2007, Severn Trent missed their leakage target. It was imperative for the company not to miss any further targets to avoid risking serious financial penalties.

A programme was successfully introduced which brought leakage down from 524MLD in the year to April 2007 to 491MLD in the following year by improved operational management and large

increases in find and fix activity. However, this has also resulted in an increase in the company’s operating expenses. Over the next five years, Severn Trent is aiming for further reductions in leakage to 453MLD and the challenge is to achieve these demanding targets without driving up operating expenses further.

Severn Trent believes that more effective pressure management can help to achieve the leakage targets in a more cost effective manner. However, this requires new methods and new technology. This was why, in 2005, Severn Trent agreed to collaborate with the start-up company i2O Water to help them to develop and test their new technology.

Severn Trent already uses pressure management extensively and has installed over 2,800 PRVs, almost all of which have fixed outlets, currently regarded as basic pressure management. The fixed outlet PRVs have brought down average pressures in the DMAs and have had a significant impact on leakage and burst rates. However, it is not possible to achieve an optimal solution with fixed outlet PRVs for the following reasons:

1. The PRVs have to be set high enough so that, during maximum demand in the DMA when there is maximum head-loss in the network, all customers get adequate pressure. At other times of day the PRV output pressures are too high.

2. The PRV outlet pressures are normally checked less than once every three years as this is a laborious process requiring logging of the DMA. Therefore, a high factor of safety is needed in the setting to allow for changes to levels of demand.

3. Local operatives or technicians may increase the output pressures of a PRV in order to solve a particular local problem or issue. Even when the issue is solved, the PRV pressure may not be restored to its

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correct setting.

All the above issues are leading to higher average pressures in the DMAs than necessary to maintain satisfactory customer service. There was previously no technology available to deal with the second two issues. However, there are two common techniques for addressing the first issue of varying flow related to head-loss in the DMA. These are time modulation and flow modulation, known currently as advanced pressure management.

Time modulation:

This is a common technique using a simple electronic controller connected to the PRV to switch between a day and night setting. Severn Trent considered but ruled out Time Modulation for two reasons:

1. If there is a fire at night, the fire flow may be restricted due to the low setting

2. A sudden switch between day and night settings may cause large amplitude pressure transients in the DMA which could reduce the life of the mains and may also have a negative impact on customer service by increasing the risk of new bursts.

Flow modulation:

This assumes that there is a consistent relationship between the flow into the DMA and the head-loss in the DMA. It uses this relationship to adjust the output pressure of the PRV depending on the flow rate into the DMA. A more detailed explanation is given below:

Figure 1: A typical DMA

Figure 1 shows a typical DMA with a PRV installed at the inlet. The critical point is that point which is either at the furthest distance or at the highest elevation, or both, in relation to the DMA inlet. It is the point in the DMA that will normally see the lowest pressure. There is a further point shown, the AZP point, where the average zone pressure (AZP) can be measured. The PRV drops the pressure down from the PRV inlet pressure (P1) to the PRV outlet pressure (P2). P2 is set manually after installation of the PRV. Because it cannot be varied easily, it must be set to a conservatively high level that will be safe under the worse case conditions and for future changes in the network.

Figure 2: Pressures in a DMA under high demand/flow rate conditions

i.e. during the day

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Figure 3: Varying critical point pressure with PRV fixed outlet pressure

Figure 2 shows the system at a time of maximum demand during the daytime. The high flow rates in the pipes create a large head loss between the inlet to the DMA and the critical point. If the PRV has been set up correctly, P2 will be set high enough to provide adequate critical point pressure (P3). However, at night when inflow is lowest, the head loss between the DMA inlet and the critical point is minimal and the pressure rises across the whole DMA until it is close to P2.

This can be seen graphically in Fig. 3. P2 remains stable while P3 varies considerably as the head loss across the DMA varies with changing demand.

Figure 4: Varying PRV outlet pressure and steady critical point pressure

with Flow Modulation

Using Flow Modulation, P2 is continuously adjusted (Fig. 4) in response to changes in flow rate, so that the pressure at the critical point (P3) is always kept just above the minimum level necessary. As the head-loss in the DMA between the PRV and the critical point changes with changing demand, P2 must be continually adjusted to achieve this. Severn Trent has some Flow Modulation, but limitations in the technology have held back wider scale implementation. The key limitations are considered as follows:

1. Setting up the controllers requires specialist staff. The DMA must first be logged, then the relationship between P2 pressure and flow rate is programmed into a controller to control adjustments to the PRV. This process must also be repeated from time to time if there are changes in the DMA.

2. As with fixed outlet PRVs, the settings programmed into the table of the controller are out of date as soon as they have been entered. In particular, the DMA may have been logged in the winter with quite different demand patterns to the summer. For this reason, the pressures in the table must be conservative with a considerable factor of safety built in.

The pressure control achieved at the critical point is not always stable and can vary on some DMAs by as much as +/- 5m over the course of a day. For this reason, Severn Trent always builds in a large factor of safety when using flow modulation and would typically target 24m minimum. The reason that the critical point pressure is not always stable is that the flow-pressure relationship is quite complex and varies over time, from day to day and from season to season as patterns of demand change. Reliability of pressure control systems is understandably crucial. Malfunctions have the ability to interrupt supply if the PRV is inadvertently closed or to cause bursts if

169

it is inadvertently opened. Severn Trent felt that a higher standard of reliability was required from the hardware. It was felt necessary to look at alternative ways of changing the PRV output pressure that did not rely on either solenoid valves or air pumps. Severn Trent’s objective was to find technology that was capable of overcoming the above disadvantages of conventional flow modulation techniques. For this reason, they initiated the collaboration with i2O Water.

THE INTELLIGENT PRESSURE MANAGEMENT

SYSTEM:

The intelligent pressure management system sets out to overcome the disadvantages of existing flow modulation technology; achieving this with two principal innovations: self learning control algorithms, which learn the characteristics of the DMA and adapt to changes, and a new design of PRV Advanced Pilot Valve (APV) which enables the PRV output pressure to be changed reliably, smoothly and accurately in response to electronic signals from a controller. A new pilot rail containing the APV is installed on the PRV in place of the standard pilot rail. This transforms the fixed outlet PRV into a PRV with a variable outlet that can be varied by the controller. The controller is then mounted in the PRV chamber and connected to the APV. The controller monitors the flow rates and pressures at the PRV, communicates with the server and adjusts P2 to the correct level.

A P3 sensor is also installed at the critical point. This measures the pressures at the critical point and communicates with the i2O server. A further sensor (P4 sensor) can be installed at the AZP point to send back the AZP pressures (P4). If a P4 sensor is not used, an appropriate method should be used to calculate P4.

Figure 5: The Intelligent Pressure Management System configuration

Figure 6: A typical installation

Both the controller and the P3 sensor send their data back to the central server on a scheduled basis, typically once a day, using the GSM network. During each communication, the previous 24 hours’ pressure and flow data (P1, P2, P3 and Q) are uploaded to the server and an updated control algorithm is downloaded back to the controller. Since pressure and flow data accuracy is essential for optimum control; both the controller and P3 sensor feature advanced pressure sensing technology, with 24bit analogue to digital converters, 0.1% accuracy transducers and high speed sampling to get a true average pressure reading. The system features SMS

APV

Controller

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and email alarm functionality, both by the field devices and the central server, which can generate more sophisticated condition monitoring alarms. Data is stored on an SQL database with options for synchronising with the customer’s database, and for generating WITS compatible XML files for importation into the customer’s existing computer systems.

ADVANCED PILOT VALVE (APV)

A potential weakness in existing Flow Modulation technology is the method of adjusting P2. This is normally done by using solenoids to pulse either water or compressed air into a bias chamber that exerts a variable force onto the conventional pilot valve spring. Such systems can experience short battery life and limited range. Solenoids used to pulse water are often unreliable due to grit in the water affecting the mechanism of the solenoid. The systems that use compressed air to actuate the bias chamber are vulnerable to flooding of the PRV chamber. The new APV is a development of the conventional sprung diaphragm pilot valve, but with an innovative feature which enables adjustment of the pressure set point with minimal energy input. This enables the pilot to be adjusted with a small electrical signal.

SELF LEARNING CONTROL ALGORITHMS

The control algorithm is a significant innovation which enables all pressure optimisation to be carried out continuously and remotely from the device. As data is accumulated in the central SQL database, the algorithm learns the relationships between head-loss, flow rate, time of day, day of week and seasonal effects. The algorithm works on confidence levels, and will only start making adjustments to the control parameters when there is sufficient evidence to support the change.

Figure 7: Self learning algorithm

The i2o system can be installed in a few hours without the need for a survey. Initially, it will maintain the existing fixed P2 pressure, and incrementally start optimisation in a controlled fashion. After a period of several days, the algorithm will have optimised the control parameters such that the critical point pressures do not drop below the target critical point pressure with a 99.5% confidence level. After optimisation, the algorithm will continue to monitor new data as it is uploaded to the database. This enables it to adjust parameters if the characteristics within the DMA change, due, for example, to the building of a new housing estate, or industrial change of use.

RESULTS FROM TRIAL INSTALLATIONS

In January 2008, Severn Trent tested a prototype intelligent pressure management system on one of their DMAs. The trials were carried out over a period of several weeks and showed leakage savings in excess of 25% compared with the fixed outlet PRV. By August 2008, fully ruggedized production systems were available from i2O, and Severn Trent ordered six systems in order to conduct a longer term trial. Severn Trent selected a variety of different DMAs with varying levels of leakage and head-loss. The system was first installed on a medium-sized DMA comprising some 2,000 mainly residential

171

properties near Leicester. The DMA had previously been fitted with a flow modulation device, but was running at an optimized fixed outlet pressure at the time when the system was fitted. After a period of time, the self-learning algorithm had confidence to commence optimization of the pressures. Whilst the DMA was already set at an optimized fixed outlet pressure for peak summer flows, the system identified that the fixed outlet pressure could be optimized for the current winter flow patterns.

Figure 8: First trial site – Halfway House DMA

After approval from Severn Trent; the system initially optimized the fixed outlet pressure for the current season by taking outlet pressure down by 2 meters in two 1 meter steps. This initial optimization is part of a ‘Soft Start’ routine which has been developed recently to ensure that any significant change in DMA pressures is implemented slowly. This reduces customer complaints since the changes occur over a longer period. The system recalibrated after the fixed optimization had completed and commenced flow modulation with different day and night target pressures.

The system can be seen to be accurately controlling P2 pressures to achieve critical point pressures to within close tolerances of Severn Trent’s stipulated minima. This graph more clearly shows three stages

of implementation on a DMA where the PRV outlet pressure was set conservatively high:

1. Initial period: The system started with a period of 7-14 days of automatic calibration during which time the PRV was set to maintain the earlier conservative fixed outlet pressure.

2. Fixed outlet optimization: This was followed by an incremental stepped fixed outlet optimization – all managed automatically and remotely.

3. Flow modulation: After a recalibration, the system commenced flow modulation, with a further ‘soft’ incremental reduction of target pressures from 20m to 18m during both day and night.

CALCULATION OF LEAKAGE SAVINGS

Throughout the trial, the average zone pressure was estimated by i2O by logging at the calculated average zone point (PAZP). The PAZP was measured both before the fixed pressure optimisation (P40a), after the optimisation of the fixed outlet pressure (P40b), and after flow modulation had commenced (P41). Leakage was estimated before the trial started using the ‘bottom up’ approach, i.e. night leakage was calculated by monitoring the night line and appropriate legitimate consumption was subtracted. This initial night leakage was multiplied by the calculated hour to day factor to establish the baseline daily leakage (L0).

172

Figure 9: Leakage Savings at Halfway House DMA

The effective leakage reduction was calculated using the FAVAD method

L1 =L0.(P41/P40)N1 .Leakage reduction was calculated

both due to the fixed outlet optimisation (L1a) and the flow modulation optimisation (L1b) as shown on the graph above. At the time of implementation, the leakage L0 was 285 m3/day.After fixed outlet optimisation, the leakage L1a was 262 m3/day, an 8% reduction. After flow modulation optimisation, the leakage L1b was 228 m3/day, a 20% reduction.

In light of the excellent confidence levels, Severn Trent Water has since reduced the target minimum critical point pressure to 20m, giving a 26% reduction in leakage.

CONCLUSIONS

The intelligent pressure management system has demonstrated a good control of pressures at the Critical Point. This has enabled Severn Trent to reduce Average Zone Pressures, and hence leakage without effecting customer service. The system adapts to changes in the characteristics of the DMA and will ensure that the pressure will always remain optimised. This provides a more consistent service to customers. As well as the operational benefits, the system provides a wealth of data on the performance of the network under control, which

is of value in the efficient management of the water company’s assets. The system has so far proved to be reliable, through demanding winter conditions. A trial of a further six systems in 2009 resulted in leakage savings in each DMA of between 9 and 33%.

Severn Trent believes that this system has a big potential to help it achieve leakage targets more efficiently and at a lower cost than current methods of mains replacement or find and fix. Severn Trent has ordered further i2O systems as a result of the trials.

This paper is an abbreviated and modified form of the one submitted for the IWA Water Loss 2009 by Trow and Payne.

REFERENCES

• May J. (1994) ‘Leakage, Pressure and Control’. Paper presented at BICS International Conference on Leakage Control Investigation and Underground Assets, London, March

• Thornton J and Lambert A (2005), Progress in practical prediction of pressure:leakage, pressure>burst frequency and pressure:consumption relationships Halifax 2005

• Chesneau O, Bremond B, Le Gat Y (2007). Predicting leakage rates through background losses and unreported bursts modelling. IWA WaterLoss Conference Proceedings Volume 1, Bucharest, Sept 2007. ISBN 978-973-7681-25-6

• Fanner P.V., Sturm R, Thornton J, Liemberger R (2007). Leakage Management Technologies. AWWARF Project Report 2928

• Farley. M and Trow S.W. – Losses in Water Distribution Networks, A Practitioner’s Guide to Monitoring and Control’ IWA Publishing 2003 ISBN 1 900222 11 6

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CEOCOR, Austria - Belgium

Cost efficient leakage management in water supply systemsMr Max Hammerer, Klagenfurt, Austria, Representative of CEOCOR Association, Belgium

ABSTRACT:

The level of pipeline network losses and the amount of damage to supply systems are a measure of the quality of the substance of the system as well as its availability to consumers. Therefore, it is necessary for the system components and system condition to be clearly and unambiguously documented. The basis for the assessment of a system is systematic inspection and service, as well as documentation and assessment of the results. Legislators and trade associations have developed guidelines regarding the type and frequency of inspections to be conducted, so that recommendations and threshold values can be consulted to arrive at an assessment of the condition of a system.

Due to the complex structure of supply systems, the inventory data of the pipelines is managed in a Geographical Information System (GIS). This technique permits consistent data management from the consumer to the internal parts and systems in graphical and alphanumerical form. This data inventory is the basis for the systematic inspection, service and maintenance of the supply system. The results of the inspections are assessed. Necessary appraisals of repairs are entered in the damages file and analysed selectively. Maintenance strategies are derived and developed from the inventory data and the condition data. With this approach, limited resources are used optimally and a sustainable drinking water supply is guaranteed.

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1. INTRODUCTION

Companies for public water supply must manage two basic tasks:

• fulfilment of the public mandate (customer satisfaction, availability, corporate image, and reducing and keeping the pipeline network losses low and having low risks from external influences)

• efficient business management (cost of supply, corporate success and a long-term cost and rate structure)

The extent to which the company succeeds in striking a balance between these two tasks and successfully manages them is determined by the quality of the management and the long-term value of the supply systems.

The condition of the pipeline system is determined by the level of annual pipeline network losses and the amount of damage or alternatively repairs. For the definition of the amount of damage, it is important for leak testing to be performed continuously so that these figures refer to existing and not to (coincidentally) discovered damage.

2. RECORDING THE CONDITION OF THE

PIPELINE SYSTEMS

Pipeline systems consist of pipelines (feed lines, main lines, supply lines, and connecting lines), internal parts (valves etc.), and fittings. Within the scope of modern company management, the pipeline system is managed in a Geographic Information System (GIS). For the individual components, there are defined procedures for inspecting or alternatively defining the condition and the functional performance.

2.1. Goal-Orientated Maintenance

Within the scope of goal-orientated maintenance, the operating condition of drinking water pipeline networks must be monitored regularly and their internal parts must be monitored in addition to make sure they can be found, that they have no leaks, and that they function.

Inspections of the system components must be documented in suitable lists and statistics including the date, systems used, and the respective results. The results of the inspections must be managed in damage statistics. Furthermore, a variety of information regarding events, maintenance work, costs, and assessments of the inspected items must be documented.

2.2 Inspection for Leaks in the Lines (Pipelines)

The type, extent, and time intervals of line inspections are mainly determined by the level of water loss according to the annual balance, to deviation between the registered feed quantity and comparative values, to the frequency of damage, and to the local conditions (subsoil, pipeline material, supply pressure, etc.).

The basis for preparing the annual loss balance requires the maintenance and analysis of all feed and delivery quantities by means of suitable measuring equipment. So-called “internal consumption” and other water deliveries that are not billed must be recorded exactly and documented.

DVGW has developed key figures that provide an approximate value for the level of pipeline losses. However, is has been established that key values for the level of water losses can only be related to local conditions, which are affected by many factors.

Each company must define its own key values and

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derive conclusions from them for technical and economical measures.

3. WATER LOSSES IN DRINKING WATER

PIPELINE NETWORKS

Water losses are reduced for hygienic, supply-related, ecological and economical reasons. Low water losses are an important indicator of good pipeline network condition and lead to availability and reduced costs for maintenance. The most accurate and comprehensive measurement possible for the water volumes fed into the pipeline network and discharged from it is an important element in determining water loss. Here, the model, installation and size of the water meters must be selected according to the technical standard.

3.1. Early Detection of Pipeline Network Losses

Early detection of water losses involves the use of permanently installed water meters that delimit the entire supply zone or sub-zone (pressure or supply zones), as well as the feed lines. These quantity values must be documented carefully and can provide a clear indication of the development and existence of water losses based on their levels. On one hand, this could be weekly quantities, daily quantities, or night time minimum values, which must be processed based on the consumption structure. Here, it is practically impossible to derive any general key values. The consumption trend can also be read from the long-term comparison of inflow quantities.

3.2. Factors Influencing the Level of Water Losses

The level of water losses is influenced by many factors, some of which cannot be influenced. This applies mainly to the installed pipeline system and

its installation quality, which was selected and installed many years previously according to the standards of the time (pipeline materials, installed parts, connection systems, installation technology, etc.).

Therefore, it is particularly important to identify those factors that will allow an economically and technically feasible procedure to effectively reduce the pipeline network losses. Extensive knowledge of the supply system as a whole is necessary for this decision, as well as specific knowledge of the pipeline system and all internal parts and their condition. The GIS graphical and alphanumerical pipeline documentation, the results of a GIS-conforming damages file, and the results of a GIS-conforming pipeline network analysis are instrumental for this.

Naturally the results of the damages analysis must be input from a systematic and regular pipeline network inspection so that influences on the pipeline components and weaknesses are not shown based on dominant events and situations.

A differentiation of the factors influencing the level of pipeline network losses is required so that the local problems can be dealt with selectively and the desired goal of lowering the pipeline network losses can be achieved. The individual influencing factors must be identified and evaluated from the existing, long-term analysis of the operating data.

Besides selective influences affecting the level of pipeline network losses, the causes of the damages must be dealt with, which are also influenced by local conditions. Here as well, one must take into consideration that one is dealing with existing situations, which cannot be influenced for the next 30, 50 or more years.

Therefore, identify and act!

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3.3 Procedure to Record and Reduce Water Losses

Looking for leaks (method of determining and localising leakage points) is broken down into two procedural steps:

• Prelocation (procedure of narrowing down likely leakage points to the smallest possible area or network section with inflow measurement or acoustic system)

• Localisation (acoustic procedure to localise the leakage points down to the point as a basis for excavation and repair)

The reasons for initiating a search for leaks could be:

• routine or regular inspection of the pipeline system at the recommendation of rule groups or operational guidelines

• other causes

4. DAMAGE STATISTICS

Damage statistics are entered in the PC program for all repairs made to the water supply system. The repairs are entered on a pre-existing damage form with clearly defined names and terms so that all criteria are available to be analysed.

It appears that to assess the condition of the supply system and to make other statements for future measures, damage data is necessary over an extended period of time so that damage trends can be recognised and evaluated.

The establishment of damage statistics is an indispensable requirement for operators of pipeline systems to documentat and assess the condition of the system.

The following data are necessay for defining and analysing the failures:

• Location of the failure • Defect on • Type of defect • Date of repair •

The content of the damages file covers all the built-in components of the supply system.

The analyses and evaluations require experience and knowledge of the assessment of weak points because besides generating the statistics, these results are used to assess future investments and strategies to reduce water losses. Data from more than 10 years is necessary for a careful assessment of the pipeline condition. Parallel to the damage data, the pipeline inventory data should be managed synchronously to determine annual key values for changes to the damage dynamics. A modern GIS maintains an archive for the system inventory and the damage data. That way, the damage dynamics can be assigned to the respective current pipeline inventory of the past.

4.1. Analysis of the Damage Data

It is important to know where the weak points in the network are located:

• in what system components • in what streets or zones • type of damage and cause of damage • reason for repair (leak localisation or self-

evident) • when did the damage occur or alternatively

when was it repaired • additional information about the pipeline,

bedding, and measures

With this information it is possible to conduct the necessary analysis to assess the condition of the system.

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Note: The failures in a supply system are not uniformly distributed in their position!

4.2. Key Values for Damage Rates in Supply Net-

works

For orientation purposes, DVGW reports guide values for damage rates. They are reported in worksheets and in the annual statistics as operating key values. The data in the following table are average values within one year.

Each supply company should maintain equivalent statistics and use them to establish a trend for a time period of at least 5 years to assess the condition of the pipeline system.

Every company must establish its own key values taking into consideration the local conditions and develop a strategy for operation management based on them.

4.3. Connection Between Loss Trends and Damage

Trends

The loss trends and the damage trends are not necessarily connected. The results of many analyses of pipeline networks have shown that a reduction of the amount of damage is essentially dependent on renewal of the pipeline components.

On the other hand, a reduction of the pipeline network losses is essentially dependent on a reduction of the elapsed time for the individual damage.

Therefore, identify losses as quickly as possible and then localise and repair them immediately.

This refers to the substance and the availability because an old pipeline network with very dynamic

damage cannot be kept functional in the long term by repairs. Systematic renewals are therefore absolutely necessary.

5. MAINTAINING THE SUBSTANCE OF PIPELINE

SYSTEMS

The pipeline systems and facilities are constantly ageing and therefore increasingly susceptible to damage and water losses. The availability becomes less certain and the costs for inspections and maintenance increase. As with all system components in our lives that are in constant use and subject to a great variety of loads, there is always wear and tear. Here, we are talking about the service life of the lines and facilities. This is the service life after which the pipelines and system components must be renewed in order to ensure the reliability and efficiency of the supply.

The substance of the pipe system is influenced by the level of water losses and the numbers of the failures on the pipelines. Both factors should be reduced in practice.

• Reduction of water losses by monitoring, leak detection and repairs

• Reduction of the number of failures by replacement of pipelines on the basis of the failure statistics and rehabilitation strategy

6. ROAD MAP FOR REDUCING WATER LOSSES

Long term monitoring

• Inflow quantity into the supply sector and determination of key parameters

• Documentation of the failure repairs in a failure statistic

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Organisation of leak detection works

• Implementation of the right methods and instruments

• Staff training • Determination of performance indicators

of the inflow and repair concentrationImplementation of a future orientaded inspection and rehabilitation strategy

• Cost- and benefit calculation for deciding on repair and rehabilitation

• Selection of the right pipe materials for local situations

• Training programme and guidelines for qualified construction works

7. EFFICIENCY WATER LOSS REDUCTION

The necessity of reducing and keeping the pipeline network losses low is justified as follows:

• ecological aspects • legal liability aspects • supply-related aspects • preservation of systems and substance

aspects • image-orientated aspects of the water

supplier • financial aspects

The efficiency and effectiveness of water loss reduction requires that the pipeline systems be systematically or permanently monitored, inspections carried out regularly, that there be an immediate response to possible water leaks, and that a repair be made immediately after the site of the leak is determined.

All measures and results must be systematically documented so that comparative analyses are possible over longer time periods (development of the damage dynamics and loss dynamics with the

dedicated costs).

The operating goal of these organisational measures is to keep the duration of the water discharge from the leak site short.

The work involved in finding leak sites is dependent on the following factors:

• amount of damage • existing waste volumes • operating pressure (sound energy) • pipeline materials (sound propagation) • number of contact points (acoustic leak

position location) • structure of the supply network (size of the

grid regions to be monitored) • objective of a requested possible water loss

volume in the pipeline network

The efficiency of a reduction of the pipeline network losses is explained based on a nomogram and results examples.

8. CONCLUSION

Inventory control and recording the condition of supply systems is indispensable. The guidelines for the scope of the inspections and the inspection cycles are recorded in the relevant guidelines of the trade associations.

Each company must establish its own key values so that local conditions are taken into consideration. Based on these key values, each operator of supply systems must develop its own strategy for maintaining the supply and above all for maintaining the substance of the asset value so that operation is guaranteed in the long term both technically and economically. With the described procedure, ways have been shown by which optimum operations management can be achieved for an efficient

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reduction of pipeline losses in harmony with the philosophy of the company, the local influences, the current condition of the systems, and the economic possibilities.

9. LITERATURE AND SOURCES

• DVGW Worksheet W 392, Edition May 2003 (Pipeline network inspection and water losses – measures, methods, and assessments)

• DVGW Worksheet W 400-3, Edition September 2006 (Technical rules for the water distibution systems – TRWV; Part 3: Operation and Maintenance)

• DVGW Worksheet W 395, Edition July 1998 (Damage statistics for water pipeline netorks)

• DVGW Energy Water Practice, Sept. 2006 (Damage statistics for water supply 1997-2004)

• OENORM B 2539, Edition 01.12.2005 (Technical monitoring of drinking water supply systems)

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ABSTRACT

Places where water is abundant have always attracted human settlement and urban development. But unwise exploitation and poor management of originally rich resources has created man-made water scarcity. Responsibility for water needs to be shared across sectors. Efficient urban water management is one of the pressing tasks of the century, not only for the 60 per cent of the world population that will live in urban agglomerations by 2025. Water demand in many of these areas is still increasing, and is also causing problems for agriculture. But in many countries inefficient irrigation is still at the root of water shortage. Solution-oriented cooperation at the urban-rural interface is therefore needed.

Economic growth leads to increased demand for water. During the last 30 years, water efficiency in industry has increased considerably, with 95 per cent recycling rates achieved in some cases. This has relieved pressure on water resources and released water for domestic supply. Water loss reduction is still one of the most challenging tasks. Worldwide roughly one third of the usable water in urban areas is lost during distribution, enough to provide safe water to the 1.3 billion people lacking adequate water services. Active and passive leakage control and the elimination of the illegal use of water require capacity development on planned maintenance, better education and greater public involvement. Although in Europe water is generally abundant, many areas experience shortages and periodic droughts. The European Commission estimates that water efficiency could be improved by nearly 40 per cent through technological improvements, whilst changes in human behaviour and production patterns could increase savings further.

A global comparison of water supply systems shows that a sustainably-managed water supply is affordable. A reasonable target is less than 7 per cent water loss - the rate in Germany. The financial burden per individual or household would be less than 1 per cent of the average income - worldwide. Thus an efficient and safe water supply is cheap, and is the primary tool for poverty reduction. Increasing capabilities and knowledge can make water scarcity the exception rather than the rule.

DLR, Germany

Water Efficiency and Water Management - a Shared Responsibility

Dr Dagmar Bley, Water Strategy Initiative Office at Project Management Agency of DLR,

Germany

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Annexes

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Workshop programme

MONDAY 16 NOVEMBER

8:00 Registration of participants

9:00 Opening Session

Welcoming Addresses:

• Dr Valeri Nikolov, President, Bulgarian Water Association (BWA) • Dr Reza Ardakanian, Director, UN-Water Decade Programme on Capacity

Development (UNW-DPC) • Ms Anne Bousquet, Global Water Operators Partnerships Alliance, United

Nations Human Settlement Programme (UN-HABITAT) • Mr Vladimir Stratiev, Chief of Cabinet of the Minister of Environment and

Water of Bulgaria • Mr Yordan Tatarski, Chief of Cabinet of the Minister of Regional Development

and Public Works of Bulgaria

9:50 Children performance/folk dances

10:00 Group Photo Visiting Technical Exhibition Coffee break

11:00 Keynote – “Overview of status and challenges of water loss reduction in South East Europe”, Mr Károly Kovács, European Water Association (EWA)

11:30 Keynote – “Economic aspects of drinking water loss reduction within Integrated Urban Water Management (IUWM)“, Prof. Dr K.U. Rudolph, Coordinator of UNW-DPC Working Group on Capacity Development for Water Efficiency

12:00 Introductory remarks, Dr J.L. Martin-Bordes (UNW-DPC) and Dr Atanas Paskalev, (BWA)

• Scope and purpose of the workshop, expected outcomes • Structure of sessions, introduction of chairpersons

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12:30 Lunch break

14:00 – 18:00 Session I: Technical solutions and case studies

14:00 – 15:45 Panel 1: Invited presentations (15 minutes each):

“Water supply and sewerage sector reforms in Albania: how to balance compliance and affordability” Dr Enkelejda Gjinali, Advisor to the Albanian Prime Minister on Water Policy and Issues & Lecturer at the Environmental Engineering Department of the Polytechnic University of Tirana, Albania

“Innovations in mitigating water losses”, Mr Stefan Zhelyazkov, Executive Director of Stroitelna mehanizatsia AD, Kazanlak, Bulgaria

“Experience gained and results achieved through active leakage control and pressure management in particular DMAs in the city of Skopje”, Mr Bojan Ristovski, Director of Leak Detection Department, On-Duty Center and Call Center, P.E. Water Supply and Sewerage-Skopje, FYR Macedonia

“Case-Study regarding the implementation of the water loss reduction strategy in Timisoara”, Mr Mihai Grozavescu, Assistant Director, S.C. AQUATIM S.A., Romania

Discussion with the members of the Panel

15:45 – 16:15 Coffee Break at the Technical Exhibition


“Managing Leakage in Malta: The WSC Approach towards Quantifying and Controlling Water Losses”, Mr Nigel Ellu, Regional Manager, Water Services Corporation, Malta

“Conceptual approach to water loss reduction”, Mr Miroslav Tesarik, Project Manager, Danish Hydraulic Institute, DHI a.s., Czech Republic

“Analysis of water consumption and water losses in DMA 348,349 and 840 in Geo Milev residential district, Sofia”, Prof. Dr. Gantcho Dimitrov, Head of Water and Sanitation Dept., University of Architecture, Civil Engineering and Geodesy, Sofia, Bulgaria

“An efficient decision for the reduction of water losses and number of damages in the lower part of the town of Kardzhali”, Prof. Dr. Gantcho Dimitrov, Head of Water

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and Sanitation Dept., University of Architecture, Civil Engineering and Geodesy, Sofia, Bulgaria

“Water Loss situation in Bosnia and Herzegovina and Montenegro”, Mr Djevad Koldzo, Unaccounted-for Water expert, Hydro-Engineering Institute Sarajevo, Bosnia & Herzegovina and Montenegro

Discussion with the members of the Panel (cont. Session I)

19:00 Reception, hosted by Infragroup Co. Ltd. (SUPERLIT Born Sanayi A.S.)

TUESDAY 17 NOVEMBER

9:00 – 13:00 Session II: Technical and administrative solutions and case studies


“Water Loss Reduction in R. of Serbia: practical experiences and encountered problems”, Mr. Branislav Babić, Faculty of Civil Engineering University of Belgrade, Serbia

“Water Loss Management: Veolia’s experience in the Czech Republic”, Mr Bruno Jannin, Project Manager, Veolia, Czech Republic

“A Paradigm Shift in Water Loss Audits”, Mr Stefanos Georgiadis, Assistant General Manager, Network Facilities, Athens Water Supply and Sewage Company S.A., Greece

“Case-Study regarding the implementation of the water loss reduction strategy in Satu Mare”, Mr Claudiu Tulba, Porject Manager of WWTP-PIU, S.C.APASERV SATU MARE SA, Romania

“Development and Delivery of a Water Loss Control Training Course”, Ms Elisabeta Poçi, Programme and Training Manager, Water Supply and Sewerage Association of Albania, Albania


10:45 – 11:15 Coffee break at the Technical Exhibition

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“The German experience to investigate sewer networks”, Mr Johannes Lohaus General Manager of the German Association for Water, Wastewater and Waste (DWA), Germany

“Creating a concept of rehabilitation of a pipe system” Mr Jörg Otterbach, WVER, German Water Association of Water, Wastewater and Waste (DWA), Germany

“Tools for capacity development: the experience of the European Water Association” Ms Boryana Dimitrova, Management Assistant, European Water Association (EWA)

Discussion with the members of the Panel (cont. Session II)

13:00 – 14:00 Lunch Break

14:00 – 16:30 Session II: Technical and administrative solutions and case studies (cont.)


“District Metered Areas (DMAs) for the Management of Water Losses in Antalya City”, Prof. Habib Muhammetoglu, University of Akdeniz, Faculty of Engineering, Department of Environmental Engineering, Antalya, Turkey

“Monitoring and Management of Water Distribution Network in Antalya City”, Mr Ismail Demirel, Head of SCADA Branch, Antalya Metropolitan Municipality, Antalya Water and Wastewater Administration (ASAT), Turkey

“A free water balance software – Bulgarian version” Ms Gergina Mihaylova, Studio Fantozzi, Italy - Bulgaria

“Pressure Management Mechanics: understanding the relationships between pressure and water loss”, Mr Stuart Trow, Consultant and Non-Executive Director, i2O Water, United Kingdom

“Intelligent Pressure Management: a new development for monitoring and control of water distribution systems”, Mr Stuart Trow, Consultant and Non-Executive Director, i2O Water, United Kingdom


15:00 – 15:30 Coffee Break at the Technical Exhibition

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15:30 – 17:00 Session III: Capacity development experiences and tools

Panel 2: Invited presentations:

“The case study of the Korca Water Supply and Sewerage Company”, Mr Petrit Tare, Director, Korca Water Supply and Sewerage Company, Albania

“Cost efficient leakage management in water supply systems”, Mr Max Hammerer, Klagenfurt, Representative of CEOCOR Association, Austria - Belgium

“Lessons learned from regional Water Loss Reduction Capacity Building Programmes and their Implications for Water Operators’ Partnerships”, Ms Julie Perkins, Programme Officer, UN-HABITAT

“Water Efficiency and Water Management – a Shared Responsibility”, Dr. Dagmar Bley, Water Strategy Initiative Office at Project Management Agency of DLR, Germany


17:00 – 17:30 Closing Session

Wrap-up and the Way Forward

Closing remarks:

• Dr Atanas Paskalev, BWA • Dr Faraj El-Awar, UN-HABITAT • Dr Reza Ardakanian, UNW-DPC

17:30 Exhibitors’ Session

Infra Group Co. Ltd. (excl. representative for Bulgaria of SUPERLIT Boru Sanayi A.S.), main sponsor of BWA for the workshop

VAG Armaturen GmbH, Germany

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WEDNESDAY 18 NOVEMBER

9:00 – 13:00 Special Session: Exploring opportunities for establishing a regional SEE WOPs platform

9:00 – 9:10 Welcome remarks, BWA

9:10 – 9:20 WOP Session Objectives and Programme Overview

9:20 – 9:35 Global Water Operators’ Partnerships Alliance: who we are, what we do

9:35 – 9:50 WOPs in Practice, case-studies from the region

9:50 – 10:05 Lessons from Regional WOPs processes

10:05 – 10:20 Overview of water operators needs and challenges in the SEE region

10:20 – 10:50 Coffee Break

10:50 – 11:50 Interactive Session, Working-group sessions:

Theme: What are the priority needs in terms of Capacity Building within WOPs for the SEE water operators? What can utilities learn from each other?

11:50 – 12:10 Summary of Needs/Opportunities

12:10 – 12:50 Draft Framework for Action and Discussion

12:50 – 13:00 Final comments and Closure

13:00 – 14:30 Lunch Break

Closing

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List of participants

. Participant Company Address

1 Alexieva, Nadia VK Vidin

18, Chiroka,Str.3700 Vidin, BulgariaPhone: +359 94 601 162 +359 94 601 079E-mail: [email protected]

2

Anchidin, Alin Head of Water Loss Detection Compartment

S.A.Aquatim SA

Str. Gh.Lazar Nr.11-ATimisoara, RomaniaPhone: +40 256 201370Fax : +40 256 2947539E-mail: [email protected]

3 Andreev, Penio Industrial Parts Ltd.

4 Angel Kanchev Str.6000 Stara Zagora, BulgariaPhone: +359 42 621 836Fax: +359 42 621 836E-mail: bg.@ industrial-parts.com

4 Ardakanian, Reza Director UNW-DPC

UN Campus, Hermann-Ehlers-Strasse 10, 53113 Bonn, GermanyPhone +49 228 815 0651Fax: +49 228 815 0655E-mail: [email protected]

5 Arnaudov, Igor General Manager

J.P. Vodovod I Kanalizacija Skopije

27, Lazar Licenovski Str.1000 Skopje, Macedonia

6Arsov, RoumenProfessor, Secretary General, BWA

BWA

1 Hr. Smirnenski Blvd., A-1111046 Sofia, BulgariaPhone : +359 2 866 89 95 +359 888 473 309Fax: +359 2 866 89 95E-mail: [email protected]

7 Baader, Jorg Project Engineer

VAG Armaturen GmbH

Carl-Reuter Str. 168305 Mannhein, GermanyPhone: +49 172 7349109Fax: +49749 291916E-mail: [email protected]

8 Babic, Branislav

Faculty of Civil Engineering, University of Belgrade

Bulevar Kralja Alexandra 73, 11000 Belgrade,SerbiaPhone: +381 11 3218 557Fax: +381 11 33 70 223E-mail: [email protected]

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9 Bachvarov, Doncho Alfa Laval Ltd.

2, Janko Sakazov Str.Kv. Drujba8800 Sliven, BulgariaPhone: +359 44 674 114Fax: +359 44 684 114E-mail: [email protected]

10 Baneva, Maya Technical Intern I20 Water

Epsilon House. University of Southampton SO16 7NS, UKPhone: 0044 2380 111420Fax: 0044 2380 111430E-mail: [email protected]

11 Bley, Dagmar Scientific Officer

Water Strategy Initiative Office, Project Management agency at DLR

Heinrich-Konenstr. 153227 Bonn, GermanyPhone: +49 228 3821-727Fax: +49 228 3821-730E-mail: [email protected]

12 Boiadjiev, Dimitar Akvaror Ltd.

64, Dospat Str.1172 Sofia, POB 107,BulgariaPhone: +359 2 851 85 68Fax: +359 2 951 50 75E-mail: [email protected]

13 Boiadjiev, Petko Akvaror Ltd.

64 Str. Dospat,1172 Sofia, POB 107, BulgariaPhone: +359 2 851 85 68Fax : +359 2 951 50 75E-mail: [email protected]

14Bousquet, Anne Capacity Building and Training Officer

Global Water Operators Partnerships Alliance

UN-HABITAT, UNON, Nairobi, Kenya Tel: +254 20 762 5341 Cell: +254711309353E-mail: [email protected]

15 Cerkesi, Vulnet Techncal Manager

Svetozar Peposki 59,Gostivar 1230Phone +38975229306Fax +38942213580E-mail: [email protected]

16 Damianov, Svetlozar Manager VK Shumen

1 Voin Pl.9700 Chumen, BulgariaPhone: +359 54 800 666Fax: +359 54872 428E-mail:[email protected]

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17 Demetriou, Giorgos Technical Manager

Water Board of Nicosia

84, Athalassis avenue, Strovolos, POB 21943, CY 1515, NicosiaCyprusPhone: 00357 99 538 564 00357 22 698 206Fax: 00357 22 698 200E-mail: [email protected]

18 Demirel, Ismail Manager ( SCADA) ASAT

TurkeyPhone: 90 532 552 5837Fax : 90 242 310 1376E-mail: [email protected]

19Dimitrov, Gancho Head of Water and Sanitation Dept.

University of Architecture, Civil Engineering and Geodesy

1, Hr. Smirnenski Blvd.1164 Sofia, BulgariaPhone: +359 2 877 82 59 +359 2 963 52 45/685E-mail: [email protected]

20 Dimitrova, Boryana Management Assistant DWA

Theodor-Heuss-Allee 1753773 Hennef, GermanyPhone: +49 2242 872 189Fax: + 49 2242 872 135E-mail: [email protected]

21 Dimitrova, Tzvetanka Director MoEW

22 Maria Luiza Blvd.,1000 Sofia, BulgariaPhone: +359 2 940 65 51Fax: +359 2 980 96 41E-mail: [email protected]

22 Djeloyan, Jean-Michel General Manager

SADE S.A Bulgaria Branch

Quartier Yavorov, Building 73, Floor 5, App. 9Sofia, BulgariaPhone: +359 2 971 10 71Fax: +359 2 873 94 81E-mail: [email protected]

23 Djukic, Alexandar

Faculty of Civil Engineering, University of Belgrade

Bulevar Kralja Alexandra 73, 11000 Belgrade, SerbiaPhone: +381 11 3218 557Fax: +381 11 33 70 223E-mail: [email protected]

24 Dragas, Aljosa Project Manager GTZ

IIije Garasanina 4/10,1100 Belgrade, SerbiaPhone: +381(0) 11 33 44 346Fax: +381 (0) 11 33 49 932E-mail : [email protected]

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25 El Awar, Faraj


UN-HABITAT, UNON, Nairobi, Kenya Tel: +254 20 762 5341 Cell: +254711309353E-mail: Faraj.El-Awar@ unhabitat.org

26 Ellul, Nigel Regional Manager

Water Services Corporation

Qotmi Road, Luqa, LQA 9043MaltaPhone: 00356 22442320Fax : 00356 2244 2340E-mail: [email protected]

27 Faytondjiev, Georgi Sofiyska voda JSC

J.k. Mladost 4, Bussines Park –Sofia, Building 2A1766 Sofia, BulgariaPhone: +359 2 812 25 30Fax: +359 2 974 45 14E-mail: [email protected]

28 Foufeas, Dimitris Managing Director

Olympios Trading S.A

35, John Kennedy Str.16121 Athens, GreecePhone: +302 107 258 565Fax: +302 107 292 467E-mail: [email protected]

29Galik, Sasha

Project managerRARIS, Serbia

Trg oslobodenija 119000 Zajecar, SerbiaPhone: +381 19 426 376Fax: +381 19 426 376E-mail: [email protected]

30 Georgiadis, Panagiotis Engineering Consultant OXIDE Ltd.

.I.Metaxa 33, Paiania, 19002, GreecePhone +30 6936 610543E-mail: [email protected]

31

Georgiadis, Stefanos Assistant General Manager - Network and Facilities

E.Y.D.A.P. S.A.

Oropou 156, Galatsi, 11146, GreecePhone +30 210 2144347e-mail: [email protected]

32 Georgiev, Krasimir ТМК Ltd.

45 Str. Dimitar Naumov , et.2 6000 Stara Zagora, BulgariaPhone: +359 42 981 340Fax :+359 42 981 340E-mail: [email protected]

33 Georgieva, BoryanaJunior expert MoEW


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34 Gerdjikov, Krasimir Director VK Dimitrovgrad

36, Zahari Zograf Str.6400 Dimitrovgrad, BulgariaPhone: +359 391 6 18 72Fax: +359 391 6 18 74E-Mail: [email protected]

35

Gjinali, Enkelejda Advisor to the Albanian Prime Minister on Water Issues

Council of Ministers of Albania and Polytechnic University of Tirana

Bulevardi “Deshmoret e Kombit” Nr. 1, TiranaPhone +355 68 2027713 Fax: +355 42 245101 E-mail: [email protected]

36 Gospodinov, Dinko VK Plovdiv

250, Chesti septemvri, Blvd.4000 Plovdiv, BulgariaPhone: +359 32 605 630Fax: +359 32 626 403E-mail:[email protected]

37 Grozavescu, Mihai Assistant Manager

SC Aquatim SA Timisoara Romania

Str. Gh.Lazar Nr.11-ATimisoara, RomaniaPhone: +40 256 201370Fax : +40 256 2947539E-mail: [email protected]

38 Hammerer, Max Hammerer System Messtechnik

A-9020 Klagenfurt,Golgathaweg 1, AustriaPhone: 0463/50 29 06Fax: 0463/50 29 06E-mail: [email protected]

39 Hristova, Raliza VK Plovdiv

250 Chesti septemvri Str.4000 Plovdiv, BugariaPhone: +359 32 605 625E-mail: [email protected]

40

Ikonomov, Zlatko Director of Sector for Technical Issues and Development


27, Lazar Licenovski Str.1000 Skopje, Macedonia

41 Iliev, Hristo Industrial Parts Ltd.


42 Ivanov, Georgi Head of Dept. MoEW


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43 Ivanov, Ivan VK-Smolian

2, P.R.Slaveykov, Str.4770 Smolian, BulgariaPhone: +359 301 625 98Fax: +359 301 626 29E-mail: [email protected]

44 Ivanov, Ivan VK Stara Zagora

86, Kolio Ganchev, Str. App.18 6000 Stara Zagora, BulgariaPhone: +359 889 70 55 01E-Mail : [email protected]

45 Ivanov, Stoyan VK Razgrad

3A, Slivniza, Str.7200 Razgrad, BulgariaPhone: +359 84 611 077Fax: +359 84 611 022E-Mail: [email protected]

46Ivanov, Svetoslav

DirectorVK Lovech

Ul. Raina Kniaginia 1a5500 Lovech, BulgariaPhone: +359 68 651 112Fax: +359 68 651 113E-mail: [email protected]

47 Ivanova, Aneta Director MoEW


48 Jeliazkov, Stefan General Manager

Stroitelna Mehanizazia

POB 716100 Kazanlak, BulgariaPhone: +359 431 641 16Fax: +359 431 637 76E-mail: [email protected]

49 Jordanov, Jordan ProStream Group Ltd.

104, President Linkaln, Boul.1632 Sofia, BulgariaPhone: +359 2 917 93 10Fax: +359 2 917 93 12E-mail: [email protected]

50 Jurca, Klemen Director

CMC Ekocon Slovenija

IOC Zapolje I/10,SI-1370 Logatec, SlovenjaPhone +386 1 759 08 03 Fax: +386 1 759 08 01 E-mail: [email protected]

51 Kalinkov, PetarProfessor UACEG

1 Hr. Smirnenski Blvd., 1046 Sofia, BulgariaPhone : +359 2 963 28 29 +359 888 370 277E-mail: [email protected]

195

52Kanellopoulou, Sophie Deputy Director of the Water Supply Network

EYDAP SA

156 Oropou Str.Galatsi 11146, GreecePhone: +30 210 214 4303Fax: +30 210 214 4298E-mail: [email protected]

53 Karadirek, Ibrahim Research Assistant Akdeniz University

Faculty of Engineering Dept. of Env. Eng. Antalya, TurkeyPhone: 90242 31063 73Fax : 30 242 310 63 06E-mail: [email protected]

54 Kaschiev, Ivaylo Sofiyska voda JSC

J.k. Mladost 4, Bussines Park –Sofia, Building 2A1766 Sofia, BulgariaPhone: +359 2 812 21 21 +359 888 287 211Fax: +359 2 974 45 14E-mail: [email protected]

55 Kingdon, AdamManaging Director I2O Water

Epsilon House University of Southampton SO16 7NS, UKPhone: 0044 2380 111420Fax: 0044 2380 111430E-mail: [email protected]

56 Koldzo, Djevad UFW Expert

Hydro-Engineering Institute Sarajevo Bosnia And Herzegovina

Stjepana Tomica 1 Sarajevo B&HPhone+38733212466Fax: +38733207949E-mail: [email protected]

57 Kovac, Karoly Vice-President

Hungarian Water Association

BME VKKT, 1111 Budapest,Hungary, Muegyetem rkp.3Tel: +36 30 941 2088E-mail: [email protected]

58 Kovachev, Dragan Director CMC Ekocon

Ilindenska3/471000 Skopje, MakedonijaPhone: +3892 3130 293Fax: +389 2 3130 285E-mail: [email protected]

59 Kozarev, Blagoy General Manager

Raicommerce Construction JSC

28, Blv. Dj. Neru, Silver Center, Floor 31324 Sofia, BulgariaPhone: +359 2 925 21 11Fax: +359 2 925 12 13E-mail: [email protected]

60Krol, Durk Deputy Secretary-General

EUREAU

Colonel Bourgstraat 127Phone +32 473 805042Fax: +32 2 7064081 E-mail: [email protected]

196

61 Krstic, Aleksandar Projekt Manager GTZ

IIije Garasanina 4/10,1100 Belgrade, SerbiaPhone: +381(0) 11 33 44 346 Fax: +381 (0) 11 33 49 932E-mail : [email protected]

62 Lacatusu, Silviu Executive Director

Water Training Center – Romanian Water Association

202a Splaiul Independentei , 9th Floor, Bucharest, RomaniaPhone: 0040 21 316 27 87Fax: 0040 21 316 27 88. E-mail: [email protected]

63 Lohaus, Johannes Managing Director DWA


64 Marmarova, Rumiana VK Stara Zagora

62, Hristo Botev, Str.6000 Stara Zagora, BulgariaPhone: +359 42 601 656Fax: +359 42 601 096E-mail: [email protected]

65Martin Bordes, Jose Luis Programme Officer

UNW-DPC

UN Campus, Hermann-Ehlers-Strasse 10, 53113 Bonn, GermanyPhone +49 228 815 0663Fax: +49 228 815 0655 E-mail: [email protected]

66 Meierjohann, Reinhard GTZ

Isam Al-Ajlouni Street 8, ShmeisaniP.O.Box 92 62 38, Amman 11190 - JordanPhone: +962 6 51 54 222Fax: +962 6 51 61 800E-mail: [email protected]

67 Mihailov, GrigorAssoc. Prof. BWA

1 Hr. Smirnenski Blvd.,1046 Sofia, BulgariaPhone : +359 2 866 89 95 +359 888 955 303Fax: +359 2 866 89 95E-mail: [email protected]

68 Milchev, Tzvetomir Hobas Bulgaria Ltd.

100 G.S.Rakovski Str. et.31000 Sofia, BulgariaPhone: +359 2 986 98 36Fax: +359 2 987 30 43E-mail: [email protected]

197

69 Muhammetoglu, Habib Teaching Staff member Akdeniz University

Faculty of Engineering – AntalyaTurkeyPhone: 242 310 6327Fax : 242 310 6306E-mail: [email protected]

70 Nikolov, Valeri President BWA

1 Hr. Smirnenski Blvd., A-1111046 Sofia, BulgariaPhone : +359 2 963 26 69 +359 888 178 787Fax: +359 2 963 26 69 E-mail: [email protected]

71 Otterbach, Jorg DWA


72 Ozden, Tugba Env. Engineer ASAT


73Palanci, Ibrahim Civil Engineer, Head, Water Operations

ASAT


74 Paskalev, Atanas Vice President BWA

56 Damian Gruev Str.1606 Sofia, BulgariaPhone : +359 2 952 39 26 +359 888 818 783Fax: +359 2 952 39 26E-mail: [email protected]

75 Peev, Boyko Senior Expert MoEW


76 Pegova, Slaveyka VK Montana

11, Al.Stamboliyski Blvd. 3400 Montana, BulgariaPhone: +359 96 383 248Fax: +359 96 303 522E-mail: [email protected]

198

77Peitchev, Tenio

Vice president, BWABWA

31A kv. Strelbishte, Sofia, BulgariaPhone : +359 2 963 26 69 +359 885 827 716Fax: +359 2 963 26 69E-mail: [email protected]

78 Perkins, Julie


UN-HABITAT, UNON, Nairobi, Kenya Tel: +254 20 762 5341 Cell: +254711309353E-mail: Julie.Perkins@ unhabitat.org

79 Petkova, Maya InfraGroup

52, Deian Belichki, Str.1404 Sofia, BulgariaPhone: +359 2 985 77 60Fax: +359 2 985 77 80E-mail: [email protected]

80 Petrova, Atanaska VK Yambol

20, d-r P. Branekov Str.8600 Jambol, BulgariaPhone: +359 46 66 19 39Fax: +359 46 66 19 38E-mail: [email protected]

81 Plashkova, Elena VK Vidin


82Poçi, Elisabeta

Program and training manager

Water Supply And Sewerage Association Of Albania

Rruga:Pjeter Bogdani, Pall:Teuta, Ap.5/4 Tirana, AlbaniaPhone +355 4 2245101. Fax: +355 4 2245101 e-mail: [email protected]

83

Ristovski, Bojan Head, Leak Detection, Call Center, On-Duty Center


27, Lazar Licenovski Str.1000 Skopje, MacedoniaPhone: +389 7030 2060E-mail: [email protected]

84 Rudolph, Karl-Ulrich Director

Institute of Environmental Engineering & Management at the Private University of Witten/Herdeckeg GmbH

Alfred-Herrhausen-Street No. 44 58455 Witten, GermanyPhone +49 2302 9 14 01 0 Fax: +49 2302 9 14 01 11 E-mail: [email protected]

199

85 Russev, Radoslav Sofiyska voda JSC

J.k. Mladost 4, Bussines Park –Sofia, Building 2A1766 Sofia, BulgariaPhone: +359 2 812 21 21 +359 886 442 758Fax: +359 2 974 45 14E-mail: [email protected]

86Savov, Sava

ManagerVK Russe

6 Dobrudja Str.,7000 Russe, Bulgaria,Phone: +359 82 820 201Fax: +359 82 820 208E-mail: [email protected]

87 Spasov, Bojidar VK Blagoevgrad

3, A.Chehov Str.2700 Blagoevgrad, BulgariaPhone: +359 73 884 170Fax: +359 73 884 178E-mail: [email protected]

88 Stanev, Stanislav Sofiyska voda JSC

J.k. Mladost 4, Bussines Park –Sofia, Building 2A1766 Sofia, BulgariaPhone: +359 2 812 24 67Fax: +359 2 974 45 14E-mail: [email protected]

89 Stoyanov, Krasimir VK Razgrad

3A, Slivniza, Str.7200 Razgrad, BulgariaPhone: +359 84 611 020Fax: +359 84 662 207E-mail: [email protected]

90 Stoyanov, Krasimir Hobas Bulgaria Ltd.

100, G.S.Rakovski, Str. et.31000 Sofia, BulgariaPhone: +359 2 986 98 36Fax: +359 2 987 30 43E-mail: [email protected]

91 Stoyanov, Nikola Manager Infrabulimpex Ltd.

9 Olimpi Panov POB 1547000 Russe, BulgariaPhone: +359 82 823 739Fax: +359 82 823 740E-mail: [email protected]

92 Stoyanov, Stoyan VK Vidin


200

93 Stratiev, Vladimir MoEW

J.k. Geo Milev, Bl. 149-B, app.181113 Sofia, BulgariaPhone: +359 2 872 +359 2 878 702 227E-mail: [email protected]

94 Tare, Petrit Director

Korca Water Supply and Sewerage Company

Bloku I Ri I Sportit Rajoni Nr.1Korca, AlbaniaTel. +355 822 430 72Fax: +355 822 459 57Email: [email protected]

95 Todorov, Momchil Industrial Parts Ltd.


96 Trow, Stuart Non Executive Director I2O Water

Epsilon House. University of Southampton SO16 7NS, UKPhone: 0044 2380 111420Fax: 0044 2380 111430E-mail: [email protected]

97 Tulba, ClaudiuDesigner Engineer

SC APASERV SATU MARE SA

Satu Mare, Str.Gara Ferasrtau Nr.9/A440210 RomaniaPhone: +40261-759102Fax: +402619769795E-mail: [email protected]

98 Valev, Angel VK Plovdiv

250 Chesti septemvri Blvd.4000 Plovdiv, BulgariaPhone: +359 32 605 630Fax: +359 32 626 403E-mail:[email protected]

99Vassilakakis, Andreas Control Valves Operation Supervisor

E.Y.D.A.P. S.A.Sarafi 17, Zefiri, 13461, GreeceE-mail: [email protected]

100 Vladimirov, Kristian Hobas Bulgaria Ltd.


101 Vladov, Georgi Manager VK Vidin


201

102 Yordanov, Angel AVK International

40A Rayko alexiev Str.,bl.216,et.9, app.251113 Sofia , BulgariaPhone: +359 888 518 068Fax: +359 2 870 11 92E-mail: [email protected]

103 Zaneva, Viara Hobas Bulgaria Ltd.


104 Zlatkov, Radoslav Sofiyska voda JSC

J.k. Mladost 4, Bussines Park –Sofia, Building 2A, 1766 Sofia, BulgariaPhone: +359 2 812 21 21 +359 889 220 253Fax: +359 2 974 45 14E-mail: [email protected]

202

Photo gallery

The UN-Water Decade Programme on Capacity Development (UNW-DPC) is a joint programme of UN agencies and programmes cooperating within the framework of UN-Water and hosted by the United Nations University.

Adding Value in Water-Related Capacity Development

The broad mission of the UN-Water Decade Programme on Capacity Development (UNW-DPC) is to enhance the coherence and integrated effectiveness of the capacity development activities of the more than two dozen UN organizations and programmes already cooperating within the interagency mechanism known as UN-Water and thereby support them in their efforts to achieve the Millennium Development Goals (MDGs) related to water and sanitation.

UN-Water Decade Programme on Capacity Development (UNW-DPC)United Nations University

UN CampusHermann-Ehlers-Str. 1053113 Bonn, Germany

Tel. +49 228 815 [email protected]

Proceedings of the 2nd Regional W

orkshop on Water Loss Reduction in W

ater & Sanitation Utilities, South East European Countries

UNW-DPC Publication Series

Proceedings No. 4

South East European Countries - ipcinfo.org

Documents

Transcript of South East European Countries - ipcinfo.org