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Proceedings of the<br />
2 nd Regional Workshop on<br />
<strong>Water</strong> Loss Reduction in<br />
<strong>Water</strong> & Sanitation Utilities<br />
South East <strong>European</strong> Countries<br />
16-18 November 2009, Sofia, <strong>Bulgaria</strong><br />
Co-editors: Reza Ardakanian<br />
José Luis Martin-Bordes<br />
Proceedings No. 4<br />
UNW-DPC Publication Series
Editors Reza Ardakanian, Jose Luis Martin-Bordes (UNW-DPC)<br />
Language editor Lis Mullin Bernhardt, Patricia Stadié (UNW-DPC)<br />
Layout Tanja Maidorn (UNW-DPC)<br />
Print bonnprint.com, Bonn, Germany<br />
Number printed 500<br />
Photos copyright UNW-DPC<br />
Proceedings Series No. 4<br />
Published by UNW-DPC, Bonn, Germany<br />
January 2010<br />
© UNW-DPC, 2010<br />
Disclaimer<br />
The views expressed in this publication are not necessarily those of the agencies cooperating in this project.<br />
The designations employed and the presentation of material throughout this publication do not imply the<br />
expression of any opinion whatsoever on the part of the UN, UNW-DPC, UNU, UN-HABITAT and BWA<br />
concerning the legal status of any country, territory, city or area or of its authorities, or concerning the<br />
delimitation of its frontiers or boundaries.<br />
Unless otherwise indicated, the ideas and opinions expressed by the speakers do not necessarily represent<br />
the views of their employers. Please note that the views reported from the group discussions derive<br />
from discussions between different participants attending the meeting. As such their appearance in this<br />
publication does not imply that all participants agree with the views expressed, although group consensus<br />
was sought where possible. The contributions contained herein have been lightly edited and re-formatted<br />
for the purpose of this publication. The publishers would welcome being notified of any remaining errors<br />
identified that the editing process might have missed.
CapaCity Development<br />
for improving <strong>Water</strong> effiCienCy<br />
Proceedings of the<br />
2 nd Regional Workshop on<br />
<strong>Water</strong> Loss Reduction in<br />
<strong>Water</strong> & Sanitation Utilities<br />
South East Europe Countries<br />
16-18 November 2009, Sofia, <strong>Bulgaria</strong><br />
Co-editors: Reza Ardakanian<br />
José Luis Martin-Bordes<br />
Proceedings No. 4<br />
UNW-DPC Publication Series
TABLE OF<br />
CONTENTS<br />
Forewords 7<br />
BWA 9<br />
UNW-DPC 10<br />
UN-HABITAT 12<br />
Opening session speeches 15<br />
BWA 17<br />
UNW-DPC 19<br />
UN-HABITAT 22<br />
Ministry of Environment and <strong>Water</strong> of <strong>Bulgaria</strong> 24<br />
Ministry of Regional Development and Public Works of <strong>Bulgaria</strong> 25<br />
Background, objectives and partners 27<br />
Background 29<br />
Objectives 29<br />
Workshop partners 31<br />
Introduction of chairpersons and speakers 33<br />
Workshop papers 43<br />
Keynote paper 45<br />
Economic aspects of drinking water loss reduction within Integrated<br />
Urban <strong>Water</strong> Management (UWM)<br />
Prof. Dr K.U. Rudolph, Coordinator of UNW-DPC Working Group on<br />
Capacity Development for <strong>Water</strong> Efficiency 47<br />
Case studies 53<br />
Map of participating countries 55<br />
Albania<br />
Development and Delivery of a <strong>Water</strong> Loss Control Training Course<br />
Ms Elisabeta Poçi, Program and Training Manager, <strong>Water</strong> Supply and<br />
Sewerage <strong>Association</strong> of Albania 57<br />
Albania: city of Korca<br />
The case study of the Korca <strong>Water</strong> Supply and Sewerage Company<br />
Mr Petrit Tare, Director, Korca <strong>Water</strong> Supply and Sewerage Company 62<br />
Bosnia & Herzigowina-Montenegro<br />
<strong>Water</strong> Loss situation in Bosnia and Herzegovina and Montenegro<br />
Mr Djevad Koldzo, Unaccounted-for <strong>Water</strong> expert, Hydro-Engineering<br />
Institute Sarajevo 63
<strong>Bulgaria</strong><br />
Innovations in mitigating water losses<br />
Mr Stefan Zhelyazkov, Executive Director of Stroitelna mehanizatsia<br />
AD, Kazanlak 67<br />
<strong>Bulgaria</strong>: city of Sofia<br />
Analysis of water consumption and water losses in DMA 348,349 and<br />
840 in Geo Milev residential district, Sofia<br />
Prof. Dr. Gantcho Dimitrov, Head of <strong>Water</strong> and Sanitation Dept.,<br />
University of Architecture, Civil Engineering and Geodesy, Sofia 73<br />
<strong>Bulgaria</strong>: city of Kardzhali<br />
An efficient decision for the reduction of water losses and number of<br />
damages in the lower part of the town of Kardzhali<br />
Prof. Dr. Gantcho Dimitrov, Head of <strong>Water</strong> and Sanitation Dept.,<br />
University of Architecture, Civil Engineering and Geodesy, Sofia 78<br />
<strong>Bulgaria</strong> - Italy<br />
A free water balance software – <strong>Bulgaria</strong>n version<br />
Ms Gergina Mihaylova, Studio Fantozzi 83<br />
Cyprus: city of Lemesos<br />
Application of Key Technologies for <strong>Water</strong> Network Management and<br />
Leakage Reduction<br />
Mr Bambos Charalambous, <strong>Water</strong> Board of Lemesos 89<br />
Czech Republic<br />
A conceptual approach to water loss reduction<br />
Mr Miroslav Tesarik, Project Manager, Danish Hydraulic Institute,<br />
DHI a.s. 93<br />
Czech Republic<br />
<strong>Water</strong> Loss Management: Veolia’s experience in the Czech Republic<br />
Mr Bruno Jannin, Project Manager, Veolia 100<br />
Greece<br />
A Paradigm Shift in <strong>Water</strong> Loss Audits<br />
Mr Stefanos Georgiadis, Assistant General Manager, Network<br />
Facilities, Athens <strong>Water</strong> Supply and Sewage Company S.A. 101<br />
FYR Macedonia: City of Skopje<br />
Experience gained and results achieved through active leakage control<br />
and pressure management in particular DMAs in the city of Skopje<br />
Mr Bojan Ristovski, Director of Leak Detection Department, On-Duty<br />
Center and Call Center, P.E. <strong>Water</strong> Supply and Sewerage-Skopje 107
Malta<br />
Managing Leakage in Malta: The WSC Approach towards Quantifying and<br />
Controlling <strong>Water</strong> Losses<br />
Mr Nigel Ellu, Regional Manager, <strong>Water</strong> Services Corporation 113<br />
Romania: city of Timisoara<br />
Case Study regarding the implementation of the water loss reduction<br />
strategy in Timisoara<br />
Mr Mihai Grozavescu, Assistant Director, S.C. AQUATIM S.A. 119<br />
Romania: city of Satu Mare<br />
Non revenue-generating water at SC Apaserv Satu Mare SA – Regional Company<br />
<strong>Water</strong> and Sewage Services<br />
Mr Sava Gheorhe, Mr Claudiu Tulba, Project Manager of WWTP-PIU,<br />
S.C.APASERV SATU MARE SA 124<br />
Republic of Serbia<br />
<strong>Water</strong> Loss Reduction in R. of Serbia: practical experiences and<br />
encountered problems<br />
Mr. Branislav Babić, Faculty of Civil Engineering University of<br />
Belgrade 131<br />
Turkey: city of Antalya<br />
District Metered Areas (DMAs) for the Management of <strong>Water</strong> Losses in<br />
Antalya City<br />
Prof. Habib Muhammetoglu, University of Akdeniz, Faculty of<br />
Engineering, Department of Environmental Engineering, Antalya 138<br />
Turkey: city of Antalya<br />
Monitoring and Management of <strong>Water</strong> Distribution Network in Antalya City<br />
Mr Ismail Demirel, Head of SCADA Branch, Antalya Metropolitan<br />
Municipality, Antalya <strong>Water</strong> and Wastewater Administration (ASAT) 143<br />
Experts and institutions 149<br />
DWA<br />
The German experience to investigate sewer networks<br />
Mr Johannes Lohaus General Manager of the German <strong>Association</strong> for<br />
<strong>Water</strong>, Wastewater and Waste (DWA), Germany 151<br />
DWA<br />
Creating a concept of rehabilitation of a pipe system<br />
Mr Jörg Otterbach, WVER, German <strong>Water</strong> <strong>Association</strong> of <strong>Water</strong>,<br />
Wastewater and Waste (DWA), Germany 152
EWA<br />
Tools for capacity development: the experience of the <strong>European</strong> <strong>Water</strong><br />
<strong>Association</strong><br />
Ms Boryana Dimitrova, Management Assistant, <strong>European</strong> <strong>Water</strong><br />
<strong>Association</strong> (EWA) 156<br />
UN-HABITAT<br />
Lessons learned from regional <strong>Water</strong> Loss Reduction Capacity Building<br />
Programmes and their Implications for <strong>Water</strong> Operators’ Partnerships<br />
Ms Julie Perkins, Programme Officer, UN-HABITAT 157<br />
i2O <strong>Water</strong><br />
Pressure Management Mechanics: understanding the relationships between<br />
pressure and water loss<br />
Mr Stuart Trow, Consultant and Non-Executive Director, i2O <strong>Water</strong>,<br />
United Kingdom 158<br />
i2O <strong>Water</strong><br />
Intelligent Pressure Management: a new development for monitoring and<br />
control of water distribution systems<br />
Mr Stuart Trow, Consultant and Non-Executive Director i2O <strong>Water</strong>,<br />
United Kingdom 165<br />
CEOCOR<br />
Cost efficient leakage management in water supply systems<br />
Mr Max Hammerer, Klagenfurt, Austria, Representative of CEOCOR<br />
<strong>Association</strong>, Belgium 173<br />
DLR<br />
<strong>Water</strong> Efficiency and <strong>Water</strong> Management – a Shared Responsibility<br />
Dr. Dagmar Bley, <strong>Water</strong> Strategy Initiative Office at Project Management<br />
Agency of DLR, Germany 180<br />
Annexes 181<br />
Workshop programme 183<br />
List of participants 190<br />
Photo Gallery 203
Forewords
<strong>Bulgaria</strong>n <strong>Water</strong> <strong>Association</strong><br />
I am very glad to present to you the outcomes of<br />
the Regional Workshop on “<strong>Water</strong> Loss Reduction<br />
in <strong>Water</strong> and Sanitation Utilities” for South East<br />
Europe countries, which was successfully held in<br />
Sofia, <strong>Bulgaria</strong>, on 16-18 November 2009. It was a<br />
very fruitful experience for all of us.<br />
As many of you know, the <strong>Bulgaria</strong>n <strong>Water</strong><br />
<strong>Association</strong> is the biggest NGO in the water<br />
sector in the country. Our members are local<br />
water utilities, companies operating in the water<br />
sector, as well as individuals – academics and<br />
water practitioners, including young professionals<br />
and students. Our mission is to actively assist in<br />
the pursuit of adequate, nationally responsible<br />
and EU-oriented water policy in the country,<br />
through the authority and capacity of its members.<br />
BWA represents <strong>Bulgaria</strong> in the most eminent<br />
international branch organizations and maintains<br />
bilateral contacts with the respective organizations<br />
in a number of <strong>European</strong> countries.<br />
We are pleased that BWA was one of the organizers<br />
of this workshop together with UNW-DPC and<br />
UN-HABITAT. I can inform you that the average<br />
water loss in the <strong>Bulgaria</strong>n water distribution<br />
systems is more than 60 per cent. In some of the<br />
11<br />
countries of South East Europe, the situation may<br />
be similar, while in others the efforts to control and<br />
reduce water losses have proven to be successful, as<br />
the case studies included in this publication show.<br />
This is the main reason for organizing this event<br />
and compiling these proceedings, with the hope<br />
and belief that these three days helped provide<br />
answers to many questions and will help us in our<br />
future work on reducing water losses.<br />
On behalf of the Governing Board of BWA and<br />
myself personally, I would like to thank UNW-<br />
DPC and UN-HABITAT for their efforts to make<br />
this workshop become a fact. I also thank our main<br />
sponsor, the Infra Group Ltd., the representative<br />
of Superlit in <strong>Bulgaria</strong>. I wish you an interesting<br />
reading.<br />
Asssoc. Prof. Dr. Valeri Nikolov<br />
President<br />
BWA
12<br />
UN-<strong>Water</strong> Decade Programme on Capacity<br />
Development<br />
It is a great pleasure to present in these proceedings<br />
the outcomes of the 2nd Regional Workshop on<br />
“<strong>Water</strong> Loss Reduction in <strong>Water</strong> & Sanitation<br />
Utilities” countries in the South East Europe<br />
(SEE) region that was jointly organized by UNW-<br />
DPC, UN-HABITAT and the <strong>Bulgaria</strong>n <strong>Water</strong><br />
<strong>Association</strong> (BWA) in the city of Sofia, <strong>Bulgaria</strong>, on<br />
16-18 November 2009.<br />
This workshop represented another positive<br />
step towards implementing the original<br />
recommendations of the International Workshop<br />
on „Drinking <strong>Water</strong> Loss Reduction: Developing<br />
Capacity for Applying Solutions“, co-organized<br />
with UN-HABITAT and held on 3-5 September<br />
2008 in Bonn, Germany. The setting up of regional<br />
workshops on improving urban water efficiency,<br />
such as this one in Sofia and the ones held in<br />
Latin American countries (Leon, Mexico), and the<br />
forthcoming workshop for Arab countries in Rabat,<br />
Morocco, on 20-21 January 2010, is having the<br />
effect of creating a living regional and inter-regional<br />
network of practitioners and organizations that are<br />
able to disseminate their knowledge and experience<br />
in reducing water losses, across the world.<br />
UNW-DPC joined hands with UN-HABITAT<br />
and the <strong>Bulgaria</strong>n <strong>Water</strong> <strong>Association</strong> (BWA)<br />
in this workshop as a means of collecting data,<br />
documenting best practices and developing<br />
recommendations as to the most promising<br />
approaches for more efficient management in the<br />
field of water and sanitation with a focus on water<br />
loss reduction. Lessons already learnt from previous<br />
workshops indicate that these approaches will most<br />
likely be those that incorporate the development of<br />
sound institutions and strong cooperation in order<br />
to apply the best available technical and managerial<br />
solutions.<br />
More than 100 participants, including top and<br />
mid-level managers and professionals from water<br />
utilities, met in Sofia to share their experiences and<br />
best practices regarding their water loss reduction<br />
programmes. Representatives from water operators<br />
in cities from the following countries in the SEE<br />
region and neighbouring countries participated<br />
in the workshop: Albania, Bosnia & Herzegovina,<br />
<strong>Bulgaria</strong>, Greece, FYR Macedonia, Montenegro,<br />
Romania, Serbia, Turkey, Czech Republic, Hungary,<br />
Malta, Germany, Austria and United Kingdom.<br />
They discussed the most promising approaches and<br />
the challenges and barriers that the water operators<br />
are facing in their daily efforts to increase water<br />
efficiency and reduce water losses in the water<br />
distribution systems.<br />
With the results of this first regional workshop,<br />
UNW-DPC hopes to advance in the search for<br />
applicable solutions and to encourage follow-up<br />
projects and help to establish communication<br />
between the policy makers, water managers<br />
and researchers in the region. The results of
this workshop will be largely disseminated and<br />
presented at international fora such as the 5th<br />
World Urban Forum in Rio de Janeiro in March<br />
2010.<br />
My thanks go out to the contributing experts,<br />
whose ideas and experiences are to be found in<br />
this publication. I would also like to thank both<br />
UN-HABITAT for what is becoming a fruitful,<br />
long-term collaboration in this field of urban water<br />
management, and our hosts, the <strong>Bulgaria</strong>n <strong>Water</strong><br />
<strong>Association</strong> for supporting the setting up of what I<br />
believe will mark another important milestone on<br />
the path towards improved urban water efficiency<br />
for all.<br />
Dr Reza Ardakanian<br />
Founding Director<br />
UNW-DPC<br />
UN Campus, Bonn, Germany<br />
13
14<br />
UN-HABITAT<br />
There’s a lot of weight on the shoulders of water<br />
operators’ these days. As always, we count on them<br />
to provide essential basic services, efficiently and<br />
affordably. But increasingly, they are being looked<br />
at as water stewards and principle actors within the<br />
water cycle who are counted on to minimize their<br />
impact on an increasingly sensitive and depleted<br />
environment. In light of growing demand and<br />
increasing scarcity, it has never been so important<br />
for water utilities to operate efficiently.<br />
<strong>Water</strong> losses within a utility’s network are an<br />
enormous source of wastage. <strong>Water</strong> leakage<br />
accounts for a significant amount of non-revenue<br />
water in many cities of the world. Real losses<br />
add greatly to operating costs, and present a<br />
major barrier to the improvement or extension<br />
of services to the unserved. <strong>Water</strong> losses to the<br />
piped network also burden wastewater systems<br />
and energy consumption of utilities. Leaks can add<br />
great complication and expense to the sustainable<br />
management of waste-water systems, and the<br />
majority of utilities’ energy expenditures – which<br />
commonly account for a full half of a utility’s<br />
recurrent costs – can go to the inefficient pumping<br />
of water through leaky networks.<br />
Dilapidated, outdated networks present enormous<br />
potentials for efficiency enhancement. Though<br />
water loss reduction programmes are often costly,<br />
faced with growing demand for water, operators<br />
would be wise to recall that the cheapest source<br />
of new water is often recuperated losses. Because<br />
it saves water and energy resources and reduces<br />
pollution to freshwater systems, there is clearly no<br />
wiser choice from an environmental perspective<br />
than investing in reducing water losses. <strong>Water</strong> loss<br />
reduction can also be transformative, catalyzing an<br />
upward spiral of improvements within a water utility.<br />
The investments made in water loss reduction reap<br />
enormous savings, improve customer satisfaction,<br />
and avail the will and resources for more advanced<br />
management.<br />
UN-HABITAT, the urban agency within the UN<br />
system, has long been concerned with helping<br />
urban water utilities provide sustainable, efficient<br />
and affordable access to burgeoning populations.<br />
<strong>Water</strong> Demand Management, and above all water<br />
loss reduction, is paramount to these goals. Piloting<br />
WDM projects that have attracted significant follow<br />
up investments, producing water loss manuals,<br />
and delivering training programmes for utility<br />
managers, UN-HABITAT has maintained water<br />
loss reduction as a pillar of its regional programmes<br />
in Africa, Asia and Latin America since 1999.<br />
The Global <strong>Water</strong> Operators’ Partnerships Alliance<br />
(GWOPA), an international network hosted<br />
by UN-HABITAT to increase utility capacity<br />
through mutual peer support, is glad to present<br />
the proceedings of the “2nd Regional Workshop<br />
on <strong>Water</strong> Loss Reduction in <strong>Water</strong> and Sanitation<br />
Utilities,” that was held on 16th – 18th November
2009 in Sofia, <strong>Bulgaria</strong>. This successful event,<br />
which was co-organized through the partnership<br />
of UNW-DPC and GWOPA, was also used to<br />
initiate the establishment process of a regional<br />
SEE <strong>Water</strong> Operators’ Partnerships platform. It is<br />
hoped that the WOP-SEE mechanism will provide<br />
an opportunity for water operators in the region<br />
learn, in a systematic and impactful way, from<br />
one another and from mentor operators outside<br />
the region who have been successful not only in<br />
water loss reduction, but also in other efficiency<br />
enhancement programmes.<br />
Dr Faraj El-Awar<br />
Programme Manager<br />
Global <strong>Water</strong> Operators Partnerships Alliance<br />
UN-Habitat, Nairobi, Kenya<br />
15
Opening session speeches
Welcoming Address by Dr Valeri Nikolov,<br />
President of the <strong>Bulgaria</strong>n <strong>Water</strong> <strong>Association</strong><br />
(BWA)<br />
Sofia, 16 November 2009<br />
Dear guests,<br />
Dear colleagues,<br />
I am very glad to welcome you to the Regional<br />
Workshop on <strong>Water</strong> Loss Reduction in <strong>Water</strong> and<br />
Sanitation Utilities. These three days in Sofia, I<br />
believe, will be very fruitful for all of us.<br />
As many of you know, the <strong>Bulgaria</strong>n <strong>Water</strong><br />
<strong>Association</strong> is the biggest NGO in the water sector<br />
in the country. Our members are 32 water utilities,<br />
about 60 companies operating in the water sector,<br />
as well as 160 individuals – academics and water<br />
practitioners, including young professionals and<br />
students.<br />
Our mission is to actively assist in the pursuit of<br />
adequate, nationally-responsible and EU-oriented<br />
water policy in the country, through the authority<br />
and capacity of our members.<br />
BWA represents <strong>Bulgaria</strong> in the most eminent<br />
international branch organizations and maintains<br />
bilateral contacts with the respective branch<br />
organizations in a number of <strong>European</strong> countries.<br />
19<br />
BWA organizes the biennial conference BULAQUA,<br />
national and international workshops, round<br />
tables. The <strong>Association</strong> is preparing to hold training<br />
courses for water and wastewater treatment plants’<br />
operators.<br />
The water supply and wastewater collection services<br />
in <strong>Bulgaria</strong> are provided by 52 water utilities, 16<br />
of which are state-owned, 13 are state-municipal<br />
property, 22 are municipal, and 1 (Sofia City) is<br />
a public-private concession. All the utilities deal<br />
with both water supply and wastewater collection<br />
services.<br />
The next several years will be very important for<br />
the water sector in <strong>Bulgaria</strong>. In a short time we
20<br />
need to do a lot - by 2015, a total of 430 wastewater<br />
treatment plants should be in operation for<br />
settlements with more than 2000 PE. To compare,<br />
right now we have 72 operating WWTP. About 10<br />
billion EUR are needed by 2015 for the water sector<br />
in <strong>Bulgaria</strong>.<br />
We have already stated on various occasions that<br />
the successful development of the sector depends<br />
on the adoption of a special <strong>Water</strong> Supply and<br />
Sanitation Act which should solve all issues related<br />
to water utilities’ assets ownership. Such a regulation<br />
would regulate and facilitate the water operators’<br />
activities and will support the development of the<br />
sector, including water loss reduction processes.<br />
We are very glad that BWA is one of the organizers<br />
of this workshop, together with UNW-DPC and<br />
UN-HABITAT. I can inform you that the average<br />
water loss in the water distribution systems in<br />
<strong>Bulgaria</strong> is more than 60 per cent. We do not have<br />
the exact numbers, but in some of the countries of<br />
South East Europe, things may be similar. This is the<br />
main reason to organize this event with the hope<br />
and belief that these three days will give answers to<br />
many questions and will help us in our future work<br />
for reduction of water losses.<br />
I would like to inform you that the number<br />
of participants reached 132, of which 50 are<br />
international and 82 <strong>Bulgaria</strong>. Fifteen <strong>Bulgaria</strong>n<br />
water utilities had their representatives at the<br />
workshop. The 28 presentations delivered by<br />
representatives of 17 countries covered economic<br />
and technological aspects of water loss reduction<br />
as well as the capacity building in this field. The<br />
special session moderated by the representatives of<br />
UN-HABITAT was dedicated to the establishment<br />
of a water operators partnership platform in the<br />
region.<br />
On behalf of the Governing Board of BWA and<br />
myself, I would like to thank UNW-DPC and UN-<br />
HABITAT for their efforts to male this workshop<br />
become a reality, and to thank also our main<br />
sponsor for the workshop, Infra Group Ltd., the<br />
exclusive representative of the Superlit company<br />
for <strong>Bulgaria</strong>, the general sponsor of BWA, Hobas<br />
<strong>Bulgaria</strong>, and the other sponsors.
Welcoming Address by Dr Reza Ardakanian,<br />
Director of the UN-<strong>Water</strong> Decade Programme<br />
on Capacity Development<br />
(UNW-DPC)<br />
Sofia, 16 November 2009<br />
Distinguished guests,<br />
Ladies and gentlemen,<br />
It is my pleasure to welcome you to the second<br />
regional workshop on water loss reduction in<br />
water & sanitation utilities for South East Europe<br />
Countries that the UN-<strong>Water</strong> Decade Programme<br />
on Capacity Development (UNW-DPC) is coorganizing<br />
with UN-HABITAT and the <strong>Bulgaria</strong>n<br />
<strong>Water</strong> <strong>Association</strong> in this wonderful location, the<br />
city of Sofia.<br />
This workshop here today is the second of a series<br />
of regional events co-organized by UNW-DPC,<br />
UN-HABITAT and national partners in the region,<br />
that follows-up the recommendations made at<br />
the International Workshop on “Drinking <strong>Water</strong><br />
Loss Reduction: Developing Capacity for Applying<br />
Solutions”, held on 3-5 September 2008 in Bonn,<br />
Germany. The first regional workshop on this topic<br />
for Latin American Countries was successfully<br />
completed in the city of Leon in Mexico at the<br />
beginning of November this year. A third regional<br />
workshop for water utilities in the Arab countries<br />
will take place in Rabat, Morocco in January 2010.<br />
21<br />
The setting up of regional workshops on improving<br />
urban water efficiency has the effect of creating a lively<br />
regional and inter-regional network of practitioners<br />
and organizations that are able to exchange and<br />
disseminate their knowledge and experiences in<br />
reducing water losses across the world.<br />
The theme and the focus of these regional workshops<br />
are clear. It is estimated that approximately 45<br />
million m3 of drinking water are lost in the world’s<br />
water systems every day. This quantity could serve<br />
nearly 200 million people; one third of the water is<br />
lost in developing countries, where the percentage<br />
of losses and unaccounted-for water of produced<br />
water fluctuates between 30% (the average in Latin
22<br />
America) and 50% or more in some countries of<br />
Europe, Middle East and Africa.<br />
Reducing water losses in urban drinking water<br />
supply networks could make a substantial<br />
contribution to making progress in directly<br />
achieving one water-related MDG target, number<br />
10: to halve by 2015 the number of people without<br />
sustainable access to clean water.<br />
<strong>Water</strong> losses also have an economic component:<br />
Any cost calculation for water supplies needs to<br />
take into account these losses within the system; in<br />
the end these are also paid by the customers – or if<br />
the full costs are not yet passed on to the customers<br />
- are covered by the municipality or the state. In the<br />
end people are paying for water they never see.<br />
<strong>Water</strong> losses in urban networks not only lead to<br />
economic costs for the utilities, but also reduce the<br />
number of people that the water can reach. Where<br />
urban water supplies are concerned, minimising<br />
losses from the system to the lowest technically<br />
feasible level is an urgent requirement.<br />
Of course within the whole water cycle there are<br />
many more areas of concern when it comes to the<br />
inefficient management of water.<br />
To solve this problem, developing capacities,<br />
especially of urban water managers and decisionmakers<br />
and water supply utilities as institutions<br />
from around the world, helping them to learn<br />
from each others’ approaches to tackling losses<br />
in distribution systems, is one step towards better<br />
water management. Lessons already learnt from<br />
previous workshops indicate that these approaches<br />
will most likely be those that incorporate the<br />
development of sound institutions and strong<br />
cooperation in order to apply the best available<br />
strategies and technical and managerial solutions.<br />
However, such strategies need to be more widely<br />
shared amongst both the international community<br />
of practitioners, but also the UN agencies who<br />
seek to provide capacity development in this<br />
area. The UNW-DPC has been set up to enhance<br />
the coherence and effectiveness of the waterrelated<br />
capacity development activities of the 26<br />
member UN organizations and more than a dozen<br />
partners comprising UN-<strong>Water</strong>. By supporting<br />
knowledge-gathering, assessing best practices<br />
and understanding needs, UNW-DPC seeks to<br />
strengthen the ability of the UN-<strong>Water</strong> members<br />
and partners to support Member States to meet<br />
internationally agreed goals and standards.<br />
We hope in particular that this workshop will<br />
increase the understanding for applying solutions<br />
to the challenges of the South East Europe region<br />
and that it will encourage follow-up projects and<br />
help to establish communication between the<br />
policy makers, water managers and researchers,<br />
but also with the providers of technical solutions.<br />
I am very pleased with the cooperation on this<br />
activity with our UN-<strong>Water</strong> partner, UN-Habitat,<br />
and with the <strong>Bulgaria</strong>n <strong>Water</strong> <strong>Association</strong>, which<br />
is hosting this workshop. Of course I also extend<br />
my gratitude to our partners in this workshop,<br />
the <strong>European</strong> <strong>Water</strong> <strong>Association</strong> and the German<br />
<strong>Association</strong> for <strong>Water</strong>, Wastewater and Waste for<br />
their support.
I am honoured to thank the <strong>Bulgaria</strong>n authorities<br />
and distinguished guests that accepted our<br />
invitation to open this workshop and address their<br />
important messages to all the participants.<br />
We are honoured to have this second regional<br />
workshop here in Sofia. I wish you all very interesting<br />
discussions and join you in looking forward to<br />
useful outcomes for future improvements in urban<br />
water supply networks throughout the world.<br />
23
24<br />
Welcoming Address by Ms Anne Bousquet<br />
Capacity Building and Training Officer<br />
The Global <strong>Water</strong> Operators Partnerships<br />
Alliance<br />
UN-HABITAT<br />
Sofia, 16 November 2009<br />
Dear Delegates,<br />
On behalf of Dr. Faraj El Awar, the Program<br />
Manager of the Global <strong>Water</strong> Operators’<br />
Partnerships Alliance and my other colleagues from<br />
GWOPA, I would like to thank the <strong>Bulgaria</strong>n <strong>Water</strong><br />
<strong>Association</strong>, and the co-organizers, our colleagues<br />
from UNW-DPC, for giving us the opportunity to<br />
join them in the hosting of this important regional<br />
workshop on <strong>Water</strong> Loss Reduction. We would<br />
like also to thank the participants, and it is a great<br />
pleasure for us to see that so many of you made<br />
your way to Sofia.<br />
For UN-HABITAT, as well as for the Global WOPs<br />
Alliance - an initiative hosted by UN-HABITAT to<br />
promote peer support between utilities – which we<br />
are representing here, enhancing the performance<br />
of water operators is not only a precondition for<br />
reaching the Millennium Development Goals, but<br />
also a requirement for ensuring an efficient and<br />
sustainable management of water resources into<br />
the future. UN-HABITAT is particularly involved<br />
in the mitigation of climate change, and is involved<br />
in a number of initiatives, notably revolving<br />
around capacity development for water operators,<br />
to promote wise and efficient use of water. <strong>Water</strong><br />
Loss Reduction is a priority area for us because it<br />
holds enormous potential for efficiency gains and<br />
conservation, and it is largely within the capacity of<br />
water operators to control, provided they have the<br />
skills and the will to do so.<br />
The Global WOPs Alliance is particularly aware of<br />
the challenges faced by the water operators in the<br />
region, notably with their obligation to comply with<br />
the new <strong>European</strong> <strong>Water</strong> Directives, combined with<br />
inherited problems of poor network maintenance,<br />
and a need in many areas for general organizational<br />
reforms. Therefore, the Alliance considers it crucial<br />
to support existing partnerships in the region and<br />
offer its support to streamline various initiatives in<br />
terms of water operators’ twinning.
The Global WOPs Alliance has been involved<br />
in training of water operators, tapping into UN-<br />
HABITAT’s in-house expertise (on water demand<br />
management, performance improvement plans<br />
etc., regarding which my colleague Julie Perkins<br />
will share UN-HABITAT experience with you later<br />
on during the workshop), and mobilizing expertise<br />
of its extensive partners network (CapNet, IB-Net,<br />
IWA, etc.).<br />
This is a unique opportunity for us to learn from<br />
you, as it is our first step in South Eastern Europe, as<br />
well as to hear from you how the Alliance could help<br />
you in fulfilling your ultimate daily task, which is to<br />
deliver safe water everywhere in the most efficient<br />
and affordable way. The Global WOPs Alliance has<br />
one core mandate, which is to help utilities to help<br />
one another: please join us on Thursday to learn<br />
more about this exciting program and to share your<br />
experience with us!<br />
25
26<br />
Welcoming address by Mr Vladimir Stratiev,<br />
Chief of Cabinet of the<br />
Minister of Environment and <strong>Water</strong> of<br />
<strong>Bulgaria</strong><br />
Sofia, 16 November 2009<br />
Dear Ladies and Gentlemen,<br />
I would like to send my cordial congratulations to<br />
all of you on the occasion of the regional workshop,<br />
“<strong>Water</strong> Loss Reduction in <strong>Water</strong> Utilities in<br />
Southeastern <strong>European</strong> Countries”.<br />
This first event of such a scale in the country,<br />
organized by UNW-DPC, UN-HABITAT and<br />
the <strong>Bulgaria</strong>n <strong>Water</strong> <strong>Association</strong>, is a proof of<br />
the engagement of the international institutions<br />
working in the water sector. I would like to thank the<br />
organizers for their efforts to make this workshop<br />
become a reality.<br />
The governing body of the Ministry of Environment<br />
and <strong>Water</strong> highly appreciates such initiatives, where<br />
professional viewpoints and standpoints are being<br />
exchanged and discussions held, all of which leads<br />
to more successful solutions of environmental and<br />
water issues.<br />
I am confident that the contacts established in such<br />
a forum will contribute to the improved exchange<br />
of experience and positive outcomes. In this way,<br />
good ideas are born, guaranteeing better future of<br />
the water sector in the region and worldwide.<br />
I wish you a successful and fruitful workshop!
Welcoming Address by Mr Yordan Tatarski,<br />
Chief of Cabinet of the<br />
Minister of Regional Development and Public<br />
Works of <strong>Bulgaria</strong><br />
Sofia, 16 November 2009<br />
Dear Ladies and Gentlemen,<br />
I would like to cordially greet you all and to thank<br />
the representatives of the UN-<strong>Water</strong> Decade<br />
Programme on Capacity Development (UNW-<br />
DPC), the UN Human Settlements Programme<br />
(UN-HABITAT) and the <strong>Bulgaria</strong>n <strong>Water</strong><br />
<strong>Association</strong> for the organization of the present<br />
workshop, which will consider the current<br />
challenges for water loss reduction in the water<br />
supply systems.<br />
I believe in your professionalism and expect that<br />
you will propose efficient solutions against the<br />
water losses caused not only by failures in the<br />
worn-out pipelines and equipment but also due to<br />
theft of water, not metering or inaccurate metering<br />
of water consumption, etc. I believe that during<br />
this workshop you will share best practices, for the<br />
benefit of all water operators in the region.<br />
I would like to assure you that I personally, and<br />
my team in the Ministry of Regional Development<br />
and Public Works, will support the realization<br />
of any useful initiative in this field in political,<br />
administrative, technical and organizational<br />
aspects.<br />
27<br />
I wish you a successful workshop and hope you<br />
reach your goals!
Background and objectives
BACKGROUND<br />
<strong>Water</strong> loss from distribution systems is a problem<br />
in almost all conurbations around the world,<br />
but can be a serious issue in areas where water is<br />
scarce. This problem deserves immediate attention<br />
and appropriate action to reduce avoidable stress<br />
on scarce and valuable water resources. Several<br />
big cities have already started programmes geared<br />
towards the step-by-step reduction of the losses<br />
and it is well known that many institutions and<br />
water and sanitation utilities have developed<br />
and implemented strategies and technologies<br />
to control leakage and water loss. These<br />
strategies have proven highly efficient and received<br />
worldwide recognition.<br />
As a follow-up of the recommendations of the<br />
International Workshop on „Drinking <strong>Water</strong><br />
Loss Reduction: Developing Capacity for<br />
Applying Solutions“, held on 3-5 September<br />
2008 in Bonn, Germany, and in order to address<br />
this problem at the regional level, UNW-DPC is<br />
organizing in cooperation with UN-HABITAT<br />
and BWA the second regional workshop on „<strong>Water</strong><br />
Loss Reduction in <strong>Water</strong> and Sanitation Utilities<br />
in South East <strong>European</strong> Countries (SEE)“. The first<br />
regional workshop on this topic for Latin American<br />
countries was held in Guanajuato, Mexico on 2-4<br />
November 2009.<br />
The Sofia workshop will document available knowhow<br />
and best practices and will recommend new<br />
approaches for more efficient management in the<br />
field of water and sanitation with a focus on water<br />
loss reduction. The workshop will also focus on the<br />
economic and political conditions for success in<br />
water loss reduction in countries with economies<br />
in transition. With this workshop, UNW-DPC<br />
and UN-HABITAT hope to encourage followup<br />
projects and help to establish communication<br />
between the policy makers, water managers and<br />
31<br />
researchers, but also with the providers of technical<br />
solutions. The Global WOPs Alliance, hosted by<br />
UN-HABITAT, will hold a side-event, exploring<br />
opportunities to put in place a platform for water<br />
operators’ partnerships in the SEE region.<br />
OBJECTIVES OF THE WORKSHOP<br />
• To encourage the exchange of experience<br />
and information on successful examples<br />
within the different national/local<br />
•<br />
programmes in improving leakage control<br />
and water losses reduction;<br />
To concentrate on the most promising<br />
approaches, highlighting especially<br />
the need in institutional capacity<br />
•<br />
development and the establishment of<br />
cooperation;<br />
To provide the necessary feedback to<br />
the UN-<strong>Water</strong> members and partners to<br />
direct their efforts to further develop<br />
initiatives and programs on water loss<br />
reduction, strengthening their mandates<br />
and workplans;<br />
• To collect facts and figures and good<br />
case stories to increase awareness and<br />
attention to the issue of water loss<br />
reduction by decision-makers and water<br />
managers;<br />
• To support the development of the<br />
countries potential in the problem<br />
•<br />
definition and their direct involvement in<br />
the search for applicable solutions;<br />
To disseminate and present the results<br />
of this activity in international fora such<br />
as the World <strong>Water</strong> Forum and the World<br />
Urban Forum.
32<br />
PARTICIPANTS & CONTRIBUTORS<br />
The workshop is aimed at decision-makers<br />
responsible for water supply and sanitation in major<br />
cities from countries in the SEE region (Albania,<br />
Bosnia & Herzegovina, <strong>Bulgaria</strong>, Greece, FYR<br />
Macedonia, Montenegro, Romania, Serbia and<br />
Turkey) and neighbouring countries (Austria,<br />
Cyprus, Czech Republic, Germany, Hungary,<br />
Italy, Malta and the United Kingdom).<br />
Providers and manufacturers of innovative<br />
technical solutions for detection and control of<br />
water losses, leakage control and water metering are<br />
invited to present their products and approaches<br />
in a Technical Exhibition that will be held during<br />
the workshop. Participation of companies in this<br />
technical exhibition is subject to a participation fee.<br />
Please contact the organizers at the contact address<br />
below for more information about the modalities of<br />
participation.
Workshop Partners<br />
SUPPORTING ORGANIzERS<br />
The Global WOPs Alliance<br />
SUPPORTING PARTNERS<br />
OTHER SUPPORTERS<br />
UN-WATER DECADE PROGRAMME ON<br />
CAPACITY DEVELOPMENT (UNW-DPC)<br />
UNITED NATIONS HUMAN SETTLEMENT<br />
PROGRAMME (UN-HABITAT)<br />
BULGARIAN WATER ASOCIATION (BWA)<br />
EUROPEAN WATER ASSOCIATION (EWA)<br />
GERMAN ASSOCIATION FOR WATER,<br />
WASTEWATER AND WASTE (DWA)<br />
INFRAGROUP CO. LTD. (SUPERLIT BORN SANAYI<br />
A.S.)<br />
I2O WATER<br />
33
Introduction of chairpersons<br />
and speakers
Chairpersons<br />
EWA<br />
Mr Johannes Lohaus<br />
has been working for DWA (German <strong>Association</strong> for <strong>Water</strong>, Wastewater and<br />
Waste) for 23 years and has been Managing Director since 2004. In Europe,<br />
the DWA is one of the associations with the strongest membership in the<br />
fields of water management, wastewater, waste and the protection of soil.<br />
Since 2005, Johannes Lohaus has been the Secretary General of the <strong>European</strong><br />
<strong>Water</strong> <strong>Association</strong> (EWA). Today, EWA consists of about 25 <strong>European</strong> national<br />
associations representing professionals, researchers, academic persons, and<br />
technicians.<br />
UNW-DPC<br />
Prof. Dr Dr Karl-Ulrich Rudolph<br />
holds PhDs in Civil and Sanitary Engineering from the University of Darmstadt,<br />
and in Environmental Economics from the University of Karlsruhe. He<br />
has been a member of the Supervisory Board of the Berlin <strong>Water</strong> Works,<br />
the Advisory Board of Deutsche Bank, and is currently working on water<br />
management (engineering, economics/ finance), especially long-term cost<br />
optimisation and sustainable water utility management. He coordinates the<br />
UNW-DPC Working Group on Capacity Development for <strong>Water</strong> Efficiency<br />
BWA<br />
Dr Atanas Paskalev<br />
has a PhD from the University of Architecture, Civil Engineering and Geodesy<br />
in Sofia and has over 35 years of experience in the field of water supply, sewerage,<br />
water treatment and related activities. He is Manager of Aquapartner Ltd and<br />
also Vice-president of the <strong>Bulgaria</strong>n <strong>Water</strong> <strong>Association</strong> (BWA) and a member<br />
of the International <strong>Water</strong> <strong>Association</strong>.<br />
UN-HABITAT<br />
Dr Faraj El Awar<br />
is Programme Manager of the Global <strong>Water</strong> Operators Partnerships Alliance<br />
of UN-Habitat in Nairobi, Kenya.<br />
37
38<br />
Speakers<br />
Albania<br />
Dr. Eng. Enkelejda Gjinali<br />
defended her PhD thesis on the subject, “Low Cost Wastewater Treatment<br />
Plants for Small Communities Applicable in the Albanian Context”. This is<br />
considered to be the first PhD awarded in Albania, in the field of wastewater<br />
treatment plant design and construction. Since 2007, Dr. Gjinali has served<br />
as the <strong>Water</strong> Sector Advisor to the Prime Minister of Albania <strong>Water</strong> Policy,<br />
water sector reform matters, and related issues, both in Albania and in its<br />
neighboring countries.<br />
Albania: city of Korca<br />
Mr Petrit Tare<br />
is Director of the <strong>Water</strong> Supply and Sewerage Company of Korca, and in<br />
the same time member of the Board of Directors of the <strong>Water</strong> Supply and<br />
Sewerage <strong>Association</strong> of Albania. Mr. Tare is a cofounder of the water supply<br />
and sewerage association of Albania, and has served for 7 years as the president<br />
of the association. Since two years now, he represents the association at the<br />
EWA (<strong>European</strong> <strong>Water</strong> <strong>Association</strong>) as a member of the EWA Council.<br />
Albania<br />
Ms Elisabeta Poçi<br />
graduated on 2004 and holds a Diploma on Environmental Engineering,<br />
<strong>Water</strong> Treatment Specialty. Since her graduation she has been working for the<br />
<strong>Water</strong> Supply and Sewerage of Albania, where she serves as the Program and<br />
Training Manager to the <strong>Association</strong>. Ms. Poçi has been engaged as well in<br />
her job as a part time lecturer at the Faculty of Civil Engineering since 2005.<br />
Bosnia & Herzigowina-Montenegro<br />
Mr Djevad Koldzo<br />
has extensive experience working with water utilities across Bosnia and<br />
Herzegovina, Slovenia, Serbia and Montenegro. During his field work with<br />
water utilities on different projects, he had opportunity to get familiar with<br />
their situation and working conditions. He is also an expert in reduction of<br />
unaccounted for water. He programmed Software tools for measurement<br />
and leak detection, which have been used by more than 80 <strong>Water</strong> Utilities in<br />
Bosnia and Montenegro.
Abstract<br />
<strong>Bulgaria</strong><br />
Ms Gergina Mihailova<br />
is a Civil Engineer (degree programme: water supply and sewerage) and holds<br />
a Master degree of Hydraulic Engineering from the University of Pisa (Italy).<br />
She is specialized in systems and facilities from the University of Architecture,<br />
Civil Engineering and Geodesy – faculty of Hydrotechnics, Sofia, <strong>Bulgaria</strong>.<br />
<strong>Bulgaria</strong>: city of Sofia<br />
Prof. Dr. Gantcho Dimitrov<br />
is Head of the Department of <strong>Water</strong> Supply, Sewerage, <strong>Water</strong> and Wastewater<br />
Treatment at the University of Architecture, Civil Engineering and Geodesy,<br />
Sofia. His main professional interest is in the field of water demand. He has<br />
more than 70 publications and large experience in the reduction of water<br />
losses in in-house and municipal water distribution systems.<br />
<strong>Bulgaria</strong><br />
Mr Stefan zheliazkov<br />
is the Executive Director of Stroitelna Mehanizatsia JSC, Kazanlak, <strong>Bulgaria</strong>;<br />
Chairman of the Managing Board of the <strong>Bulgaria</strong>n <strong>Association</strong> for Trenchless<br />
Technologies; Member of the Governing Board of the <strong>Bulgaria</strong>n <strong>Water</strong><br />
<strong>Association</strong>.<br />
Czech Republic<br />
Mr Name: Miroslav TesarikMiroslav<br />
Tesarik<br />
is a<br />
Position:<br />
Civil Engineer,<br />
Project<br />
graduated<br />
Manager<br />
in Prague Technical University, specialization<br />
Institution: Danish Hydraulic Institute, DHI a.s.<br />
water Address: constructions Na and Vrších water 5, management. 100 00 Praha 10, Former Czech engagements Republic in Prague<br />
Project Email: Organization, m.tesarik@dhi.cz<br />
<strong>Water</strong> Research Institute, Prague <strong>Water</strong> and Sewarage<br />
Tel./Fax: +420 267 227 127 / +420 271 736 912<br />
Company. Currently working with Danish Hydraulic Institute a.s. in a position<br />
of project manager and hydraulic specialist.<br />
Czech Republic<br />
A Conceptual Approach Mr Bruno to Jannin <strong>Water</strong> Loss Reduction<br />
is an engineer and disposes of a number of years of experience in the water<br />
sector: Project manager Veolia / Compagnie des Eaux de Paris (2 years), Work/<br />
<strong>Water</strong> utilities have made considerable Operation efforts manager to reduce / Compagnie water loss des from Eaux their de pipe Paris networks (5 years) during and Project recent decades.<br />
However, they often focus on manager a limited Veolia range / Europe of measures, department such as - Development.<br />
using the best equipment and organization to<br />
detect and repair breakages, stabilizing the boundaries of existing supply zones, and measuring inflow into the<br />
zones to evaluate NRW.<br />
Such an approach can be relatively ineffective in some parts of the water supply system. The effect of leakage<br />
detection is often low in large supply zones with uneven conditions. Pipe networks with high or unstable pressure<br />
conditions have a high leakage and breakage rate, and even if leakage detection is efficient, overall leakage from the<br />
39<br />
Czech Republic
40<br />
Greece<br />
Mr Stefanos Georgiadis<br />
is a civil engineer and Assistant General Manager of Networks and Facilities<br />
- Eydap S.A. He graduated as a Civil Engineer in 1978 from the Aristotelian<br />
Polytechnic School in Thessaloniki, Greece. He was involved in the design and<br />
construction of works until 1983. He presently holds the position of Assistant<br />
General Manager of Networks and Facilities, with responsibilities concerning<br />
the water resources, the external aquaduct, the water supply network, as well<br />
as the sewage network of the Athens <strong>Water</strong> Company EYDAP S.A.<br />
FYR Macedonia: City of Skopje<br />
Mr Bojan Ristovski<br />
is an electrical engineer, specializing in the management of water resources<br />
and water services in water utilities. He has been an active member of the<br />
IWA <strong>Water</strong> Loss Task Force (WLTF) since its foundation and is active in<br />
promoting the WLTF techniques and methodologies in Macedonia and<br />
across the Balkans. Currently, he is on the position Director of Leak Detection<br />
Department, On-Duty Center and Call Center in J.P. Vodovod i Kanalizacija-<br />
Skopje, Macedonia (Public Enterprise <strong>Water</strong> Supply and Sewerage-Skopje,<br />
Macedonia).<br />
Malta<br />
Mr Nigel Ellul<br />
is a mechanical engineer by profession and has been in the water business for<br />
9 years. He held both an engineering role and a managerial role with the <strong>Water</strong><br />
Services Corporation, the Maltese national water and waste water operating<br />
company. Presently he is regional manager for both water and waste water<br />
operations in the northern part of the Maltese Islands.<br />
Romania: city of Timisoara<br />
Mr Mihai Grozavescu<br />
is the assistant of the General Manager of Aquatim Timisoara, the Regional<br />
water and sewerage operator for the Timis County, since 2005. He graduated the<br />
Electrotechnical Faculty within the “Politehnica” University from Timisoara,<br />
and from 2009 he is working on his Ph.D in Drinking <strong>Water</strong> Network Modeling
Abstract<br />
Romania: city of Satu Mare<br />
Mr Sava Gheorhe<br />
studies electrotechnical engineering at the “Technical University „Gheorghe<br />
Asachi”, where he specialized in the management of public services and<br />
administration. Currently he is technical manager at SC APASERV SATU<br />
MARE SA, where he coordinates the implementation of strategy NRW. Mr.<br />
Gheorhe is the initiator and organizer of the first competition coordinated by<br />
the ARA-water loss management. He is also responsible with implementation<br />
of ISO 9001 and ISO 14001 at APASERV SATU MARE SA.<br />
Republic of Serbia<br />
Mr Branislav Babic<br />
has a Master degree in civil engineering - hydraulic engineering and more<br />
than 20 years of professional experience in Serbia and Western Balkan Region.<br />
He has been employed at the University of Belgrade, Faculty civil Engineering<br />
as University teaching assistant. Mr. Babić has considerable experience in<br />
water supply distribution network modelling and design and water losses<br />
management in the region.<br />
Turkey: city of Antalya<br />
Prof. Dr. Habib Muhammetoglu<br />
completed his Ph.D. and M.Sc. at the Environmental Engineering Department,<br />
Faculty of Engineering, Middle East Technical University in Ankara, Turkey.<br />
The B.Sc. of Prof. Muhammetoglu is from Civil Engineering Department. Prof.<br />
Muhammetoglu is a teaching staff member at the Environmental Engineering<br />
Department, Akdeniz University, Antalya, Turkey. He is interested in water<br />
quality management.<br />
Turkey: city of Antalya<br />
Mr Ismail Name: Demirel Ismail Demirel<br />
is the<br />
Position:<br />
head of SCADA<br />
Head<br />
branch<br />
of SCADA<br />
at Antalya<br />
Branch<br />
Metropolitan Municipality, Antalya<br />
Institution: Antalya Metropolitan Municipality, Antalya <strong>Water</strong> and Wastew<br />
<strong>Water</strong> and Wastewater<br />
Administration<br />
Administration<br />
(ASAT)<br />
(ASAT), Antalya, Turkey. His<br />
background Address: is in Gelogical engineering. However, he has a wide experience<br />
in SCADA Email: systems for askiscada@hotmail.com<br />
drinking water distribution networks. He worked for<br />
many years in this field with Ankara Metropolitan Municipality and with<br />
Antalya Metropolitan Municipality.<br />
Monitoring and Management of <strong>Water</strong> Distribution Network in Antalya C<br />
41<br />
Turk
42<br />
Experts<br />
UNW-DPC Working Group on Capacity Development for <strong>Water</strong><br />
Efficiency<br />
Prof. Dr Dr Karl-Ulrich Rudolph<br />
holds PhDs in Civil and Sanitary Engineering from the University of Darmstadt,<br />
and in Environmental Economics from the University of Karlsruhe. He has been<br />
a member of the Supervisory Board of the Berlin <strong>Water</strong> Works, the Advisory<br />
Board of Deutsche Bank, and is currently working on water management<br />
(engineering, economics/ finance), especially long-term cost optimisation and<br />
sustainable water utility management.<br />
DWA<br />
Mr Johannes Lohaus<br />
has been working for DWA (German <strong>Association</strong> for <strong>Water</strong>, Wastewater and<br />
Waste) for 23 years and has been Managing Director since 2004. In Europe,<br />
the DWA is one of the associations with the strongest membership in the<br />
fields of water management, wastewater, waste and the protection of soil.<br />
Since 2005, Johannes Lohaus has been the Secretary General of the <strong>European</strong><br />
<strong>Water</strong> <strong>Association</strong> (EWA). Today, EWA consists of about 25 <strong>European</strong> national<br />
associations representing professionals, researchers, academic persons, and<br />
technicians.<br />
EWA<br />
Ms Boryana Dimitrova<br />
From 2002 to 2007 Boryana Dimitrova was studying at the Brandenburg<br />
University of Technology in Cottbus (BTU) where she obtained her Master<br />
degree in “Environmental and Resources Management”. Since 2008 Boryana<br />
Dimitrova (M.Sc) has been working as the Management Assistant of the<br />
<strong>European</strong> <strong>Water</strong> <strong>Association</strong> (EWA).<br />
UN-HABITAT<br />
Ms Julie Perkins<br />
is an environmental urban planner whose focus is on improving basic services<br />
within the slums of developing countries. She has a strong background in<br />
water and sanitation, and over the past 10 years has worked on a broad range<br />
of water issues - from aquatic ecology and watershed management to water<br />
governance and utility management. In her current work with UN-HABITAT,<br />
Julie helps run the Global <strong>Water</strong> Operators’ Partnerships Alliance.
DLR<br />
Dr Dagmar Bley<br />
studied Geography with a focus on hydrology at Free University of Berlin.<br />
During the last 6 years she has worked in science administration with a<br />
focus on environmental sciences. Since 2007 Dr. Bley has been working for<br />
the <strong>Water</strong> Strategy Initiative Office (IBWS) at Project Management Agency<br />
of DLR in Bonn which supports Germany´s Federal Ministries of Education<br />
and Research and Environment in developing a concept for international<br />
collaboration in the field of water management.<br />
CEOCOR<br />
Mr Max Hammerer<br />
Max Hammerer, Graduated Engineer for Electro-techniques, Klagenfurt –<br />
Austria. Consultant for maintanance and operation management in waterand<br />
waste water companies. Implementation and supervision of network<br />
documentation by GIS, water loss reduction processes, failure statistics,<br />
inspection service and condition based rehabilitation strategies. President of<br />
the <strong>Association</strong>s CEOCOR sector C and Danube <strong>Water</strong> Competence Center<br />
DWCC.<br />
DWA<br />
Mr Jörg Otterbach<br />
is a civil engineer and has mainly worked in the field of sewer inspection and<br />
information systems. He currently holds the position UB 0.5 target planning<br />
and expansion at WVER (<strong>Water</strong> <strong>Association</strong> Eifel -Rur) in Düren, Germany.<br />
i2O <strong>Water</strong><br />
Mr Stuart Trow<br />
has a Civil Engineering degree from the University of Newcastle upon Tyne in<br />
the UK, and 32 years’ experience in the UK water industry. These include 30<br />
years involved with technical issues on water distribution systems, particularly<br />
leakage and losses. He now works as an independent consultant in the UK and<br />
internationally.<br />
43
Workshop papers
Keynote paper
Economic Aspects of <strong>Water</strong> Loss Reduction<br />
within Integrated Urban <strong>Water</strong> Management<br />
Prof. Dr Dr Karl-Ulrich Rudolph, Coordinator of UNW-DPC Working Group on Capacity<br />
Development for <strong>Water</strong> Efficiency<br />
ASTRACT<br />
It is obvious that in a system with a 50 per cent loss rate a minimum of 2m³ of drinking water has to be<br />
produced in order that 1m³ is to reach the consumer. In countries with scarce water resources, many<br />
people will receive no water at all because of water loss, and in low-income countries the water customer<br />
and/or taxpayer suffers, having to pay at least double costs. The journal WATER21 (June 2008, page 48)<br />
estimates the benefits of reducing water losses in lower and middle income countries to just half of the<br />
current level: an additional11 billion m³/a would be available to water customers, an additional 130 million<br />
people could again access to a public water supply, and water utilities would gain US$ 4 billion in selfgenerated<br />
cash flow.<br />
These figures illustrate the economic importance of water loss (WL) and the need for water loss reduction<br />
programmes (WLR-P). For decision-making and design of WLR-P, costs and benefits have to be analysed<br />
and evaluated, using a cost-benefit-analysis (CBA). This paper explains that:<br />
• CBA must be appropriate to regional conditions OPEX, CAPEX) and include surplus technical<br />
and administrative WL-damages;<br />
• German guideline recommends a WL of below 20 m³/h•km, or below 7%; design and implementation<br />
of WLR package solutions would support WL promotion, and local business should be developed<br />
through capacity building;<br />
• Financial arrangements using business models with know-how transfer, such as water franchise,<br />
can develop local business more than purely public operations or private concessions.<br />
49
50<br />
It is obvious that in a water system with 50 % loss<br />
through leakages and from other causes a minimum<br />
of 2 m³ of drinking water have to be produced if only<br />
1 m³ are to reach the consumer. In countries with<br />
scarce water resources many people will receive<br />
no water at all because of water losses, and in lowincome<br />
countries it is the water customer and/or<br />
the tax payer who suffers, having to pay at least<br />
double costs. The journal WATER 21 (June 2008,<br />
page 48) estimates the benefits to be gained from<br />
a reduction of water losses in lower and middle<br />
income countries to just half of the current level:<br />
• 11 billion m³/a would be available to water<br />
customers;<br />
• 130 million more people could again access<br />
public water supply;<br />
• water utilities would gain US$ 4 billion in<br />
self-generated cash flow.<br />
These figures illustrate the economic importance<br />
of water loss (WL) and the need for water loss<br />
reduction programmes (WLR-P). For decision<br />
making and design of WLR-P, costs and benefits<br />
have to be analysed and evaluated, using a costbenefit-analysis<br />
(CBA). This paper explains that:<br />
• CBA must be appropriate to<br />
regional conditions (OPEX, CAPEX)<br />
and include surplus technical and<br />
•<br />
administrative WL-damages;<br />
the German guideline recommends WL<br />
below 20 m³/h·km, or below 7 %;<br />
• design and implementation of WLR<br />
•<br />
package solutions would support WL<br />
promotion, and local business should be<br />
developed through capacity building,<br />
Financial arrangement through business<br />
models with know-how transfer, such as<br />
water franchise, can develop local business<br />
more than purely public operations or<br />
private concessions.<br />
1. FIGURES ABOUT WATER LOSSES IN<br />
DIFFERENT REGIONS<br />
Due to different calculation methods and a not<br />
always reliable data basis, it is necessary to verify<br />
data about water losses case by case. Data published<br />
for different countries reflect averages and cannot<br />
be regarded as valid for individual cities or utilities.<br />
Figure 1 shows data published for developing<br />
<strong>European</strong> countries and developing countries. As<br />
one might expect, water losses in most developing<br />
countries are quite high (up to 90 %), due to poor<br />
operation and maintenance of existing facilities.<br />
The low rate of water losses in Germany (less than<br />
8 %, and for some utilities around 3 %) are the<br />
result of the high budgets available for utilities, and<br />
the fact that the German tariff system allows full<br />
cost recovery for structural maintenance, without<br />
any significant problems with tariff collection.<br />
Certainly this is a strong economic incentive for<br />
extensive WLR-P.<br />
40%<br />
30%<br />
20%<br />
10%<br />
0%<br />
37%<br />
<strong>Water</strong> losses in %<br />
29%<br />
27%<br />
Figure 1: <strong>Water</strong> Loss Figures from Different Countries<br />
Years ago, an expert team from the World Bank<br />
made a tour through Germany and criticised<br />
that German water utilities have realised<br />
“uneconomically low water losses”. The discussion<br />
at that time was that approx. 15% of water losses<br />
would seem economically feasible under the<br />
conditions of the region (where water is not scarce;<br />
the recommendation would probably have been<br />
lower for countries which need desalination to<br />
25%<br />
Developing <strong>Bulgaria</strong><br />
Countries<br />
UK Italy France Danmark Germany<br />
9%<br />
Source: BGW 2004 u.a.
produce the water supply).<br />
The German utilities, being criticised for<br />
overstretching their WLR-P to achieve noneconomic<br />
low water loss rates, argued that low<br />
water losses are an indicator for good network<br />
maintenance, and that well-maintained networks<br />
have a longer lifetime and lower repair costs.<br />
However, although a loss of 15 % may have been<br />
justified a decade ago, the present “assumed<br />
optimum” might well be around 4 %,<br />
• because of increased costs for supplied<br />
water (production + distribution), especially<br />
power and regional water shortages,<br />
• because of improved technologies for<br />
water loss reduction (WLR), e.g. for<br />
leak detection, trenchless rehabilitation,<br />
automated metering, asset management<br />
etc.<br />
Figure 2 includes guide figures from German<br />
standards, for water losses in [m³/h ∙ km] which may<br />
serve as a first orientation where no other economic<br />
considerations or data are available. These indicate<br />
that percentages below 7 % are reasonable.<br />
German standard DVGW W 392<br />
Remarks:<br />
1. Hardly achievable<br />
2. Very good maintenance, new systems<br />
3. Achievable with technical/operational measures<br />
4. Maintenance not efficiently performed<br />
5. Maintenance and/or system in poor condition, if >30<br />
Figure 2: “Reasonable” Level of Leakage<br />
2. A STANDARD APPROACH TO COST-BENEFIT-<br />
ANALYSES<br />
51<br />
The CBA method of “first choice” is usually a<br />
comparison of WLR costs with WLR benefits,<br />
measured as reduced costs for water production,<br />
according to reduced leakages. Figure 3 illustrates<br />
the results of a CBA for a city which would be<br />
able to avoid desalination if the water losses were<br />
reduced below 30 %. From this level, the cheaper<br />
water from a river dam in the mountains would be<br />
sufficient to meet the demand.<br />
Figure 3: CBA (Cost-Benefit-Analysis) for WLR-P<br />
Another CBA approach is to compare the specific<br />
supply costs for different levels of water loss<br />
reduction, which is usually accompanied by equally<br />
high levels of technical failure. Figure 4 shows a<br />
calculation of specific supply costs in two different<br />
networks (a) the current situation for a large Asian<br />
city and (b) a calculation for the technical stages<br />
equal to high quality equipment and maintenance,<br />
such as are often achieved by water companies<br />
and water utilities in Germany (e.g. Gelsenwasser,<br />
Huber, Remondis, Siemens), Europe and other<br />
countries. It is understandable that leakage and<br />
technical failures inflate the specific cost of the<br />
water delivered enormously. Although higher costs<br />
for equipment might lead to a higher overall CAPEX
52<br />
of an additional 15 % (note: civil constructions<br />
unchanged), the resulting costs per cubic meter are<br />
much lower (€/m³ 1.33 for high quality, compared<br />
to €/m³ 4 for poor quality).<br />
Figure 4: WL and Cheap Technologies cause Surplus Costs<br />
Furthermore, a CBA should not be limited to public<br />
expenditures. Whenever water supply services are<br />
not reliable in continuity and pressure, the private<br />
customers are bearing significant additional<br />
expenses, for example for booster pumps, roof<br />
storage tanks etc. These extra costs (in one case:<br />
$/m³ 0.50 water sold) are often much higher than<br />
the amount the (usually public) utility would have<br />
had to spend on appropriate water loss reduction<br />
programmes, structural maintenance and network<br />
rehabilitation.<br />
3. SPECIFIC REqUIREMENTS FOR CBA IN DRY<br />
AND DEVELOPING COUNTRIES<br />
For developing and transformation countries,<br />
especially those that are dry and have scarce water<br />
resources, the definition of major cost components<br />
should reflect the specific situation onsite. This<br />
applies to labour costs (maybe near to zero for<br />
low-skilled labour in national economies with<br />
high unemployment), on electric power (in many<br />
countries power is still subsidised and does not<br />
reflect the real values, which should be considered in<br />
a CBA), on imports and foreign currency exchange<br />
rates (local products may be advantageous under<br />
certain national-economic conditions), on natural<br />
resources (like land used for plants to substitute<br />
water loss reduction) and on the calculation focus<br />
(any CBA should clearly indicate what is considered<br />
to be OPEX and CAPEX, especially regarding the<br />
difference between operational and structural<br />
maintenance, and whether the focus is on microeconomic<br />
or macro-economic issues).<br />
A review of about two dozen cost-benefit analyses<br />
(most of them donor-funded) in the framework of<br />
research projects funded by the World Bank, the<br />
EU and the German Federal Ministry of Education<br />
and Research, IEEM (the Institute of Environmental<br />
Engineering and Management, headed by the<br />
author) found that 17 were not appropriate in<br />
economic and methodology and/or regarding the<br />
input data. This may have led to unfair decisions<br />
regarding<br />
• wastewater pond systems versus activated<br />
sludge technology,<br />
• decentralised versus centralised systems,<br />
• water loss reduction versus desalination<br />
plants.<br />
4. ADDITIONAL DAMAGE DUE TO TECHNICAL<br />
LOSSES<br />
Figure 5 shows that the costs of failures from a<br />
leaking or even collapsing pipe network exceed the<br />
savings in expenditure for structural maintenance<br />
and rehabilitation(s). And emergency repair after<br />
failures have occurred will generate significant<br />
additional costs, especially as a result of accidents,<br />
destabilisation of foundations, road collapse,<br />
wetting of buildings, electrical equipment etc.,<br />
damage to trees and open spaces as a result of
flooding, hygienic risks or even disease, odour<br />
nuisance, for cleaning up flooded areas, additional<br />
emergency expenditure etc.<br />
Figure 5: Damage Due to Technical Losses<br />
5. ADDITONAL DAMAGE DUE TO<br />
ADMINISTRATIVE LOSSES<br />
The administrative losses, e.g. water theft or nonpayment<br />
of water supplied according to valid<br />
tariffs, is in no way limited to the loss of revenue<br />
for the water utility. The additional effects are much<br />
more severe, for example<br />
• excessive consumption (A user who doesn’t<br />
pay will not save water, this eventually leads<br />
to water shortage, usually hitting the poor<br />
and sub-urban population)<br />
• illegal water trafficking (In many cases it was<br />
found that illegal water trafficking is more<br />
likely in supply areas where administrative<br />
losses are not dealt with. If the water utility<br />
does not fight for proper payment through<br />
the water customers, someone else will step<br />
in - leading to structures often described as<br />
a "local water mafia".)<br />
• unwillingness to pay/charge (Where there<br />
is little revenue, there is little incentive for<br />
decision makers and managers to adopt<br />
appropriate water tariffs, and the search for<br />
appropriate billing and collection systems<br />
is hampered.)<br />
• Finally, administrative water losses<br />
53<br />
above a certain level will lead to financial<br />
destabilisation of the water utilities and<br />
preclude the development of sustainable<br />
water services.<br />
This may result in what can be described as a<br />
“vicious circle in water and sanitation” (see Figure<br />
6).<br />
Figure 6: The Vicious Circle in <strong>Water</strong> and Sanitation<br />
In many developing and transformation countries,<br />
water tariffs are below costs. The utilities are forced<br />
to work with insufficient budgets. But, with an<br />
insufficient budget, investments and operations are<br />
below needs, leading to poor water services, low<br />
customer satisfaction and a negative public image.<br />
In this situation, political support (“willingness<br />
to charge”) for the introduction of cost-covering<br />
water tariffs is less likely. This vicious circle could<br />
be broken if all the water produced reached the<br />
paying customer.<br />
In other words: A proper water loss reduction<br />
programme is an essential pre-condition for<br />
achieving sustainable water services.<br />
6. PUBLIC RELATIONS AND WATER LOSS<br />
REDUCTION<br />
There are several reasons why water loss reductionprogrammes<br />
are not attractive for public relations<br />
and decision makers who depend on public votes:
54<br />
• <strong>Water</strong> loss reduction activities are either<br />
invisible to the public, or disturbing.<br />
• Today's politicians will be made responsible<br />
for the expense and inconvenience of a<br />
water loss reduction programme, whereas<br />
the benefits are for the future.<br />
• No good "package solutions” for easy<br />
handling by the client are yet on the market<br />
(apart from some very new IT, GIS-based<br />
service products).<br />
• Lobbying powers are focused rather on big<br />
investment (e.g. desalination, dams), than<br />
on water loss reduction programmes as a<br />
business target.<br />
75 % of total expenditure is usually for distribution,<br />
and only 25 % for the production of water. Operations<br />
and maintenance, especially water loss reduction<br />
programmes, are often neglected when preparing<br />
budgets. <strong>Water</strong> loss reduction programmes usually<br />
receive only 10 % to 30 % of the calculated needs in<br />
budget expenditures (estimated average).<br />
The question is, how can water loss reduction<br />
programmes be promoted better. Probably the<br />
following activities are necessary:<br />
• Raise awareness, education, training;<br />
• Eradicate intransparencies and populism;<br />
• Promote the financial benefits of water loss<br />
reduction;<br />
• Create reliable "package solutions";<br />
• Enable local business.<br />
The last issue is of outstanding importance. Franchise<br />
might be one option to change the acceptability. Of<br />
course, until now, only experienced, international<br />
players have been able to deliver an overall, reliable<br />
success-oriented package for water loss reduction<br />
in urban networks. Instead of hiring such large<br />
international companies (which are not always<br />
favoured by local decision-makers), it might seem<br />
better to hire local and smaller businesses, enabled<br />
through franchise contracts with the professional<br />
international players. This approach is different<br />
from the conventional scheme, i.e. to choose the<br />
international player, who then sub-contracts local<br />
SMEs under whatever conditions and for whatever<br />
duration.<br />
7. ACKNOWLEDGEMENTS<br />
This paper includes results and findings from<br />
research projects and studies sponsored by: Project<br />
No. 02WT0354, Project No. 0330734A, Project<br />
No. VNM 07/004, Project No. TH/Asia Pro Eco/04<br />
(101301), Project No. ASIE/2006/129-100, Project<br />
No. 1539.<br />
The author would like to thank these institutions<br />
for supporting the work on the important issue of<br />
water loss reduction.
Case Studies
Map of participating countries<br />
57
Albania<br />
Development and Delivery of a <strong>Water</strong> Loss<br />
Control Training Course<br />
Ms Elisabeta Poçi, Programme and Training Manager, <strong>Water</strong> Supply and Sewerage<br />
<strong>Association</strong> of Albania<br />
ABSTRACT<br />
In most parts of the world, historically water has been seen as an infinite resource: It was felt that given<br />
sufficient capital, additional water sources could always be developed, when needed. So lost water has been<br />
largely ignored by water utilities or simply accepted as a part of the operations of a water supply system.<br />
The <strong>Water</strong> Supply and Sewerage <strong>Association</strong> of Albania identified <strong>Water</strong> Loss Control as the highest<br />
priority for its members, and made it the first course to be developed and scheduled into its routine training<br />
programme. The course has been given several times and continues to attract great interest. It is delivered<br />
by actual water utility staff with practical experience in the theory and procedures presented.<br />
The <strong>Association</strong> has prepared a Training Manual on <strong>Water</strong> Loss Control, which was developed by combining<br />
the best practice experience of other countries concerning water loss control with the Albanian water<br />
utilities’ specific technical and managerial conditions. The manual was revised several times to better fit<br />
the Albanian reality of the water sector. Based on the manual, a series of Power Point presentations were<br />
developed, which are used to support the training. The theoretical knowledge in the manual has been<br />
combined with practical examples from the Albanian water utilities that are a step ahead in controlling and<br />
managing their water loss.<br />
The course lasts for two days and consists of six modules. The second day includes a field exercise during<br />
which the use of water loss detection equipment is demonstrated in a “hands-on” environment. Thus,<br />
the course participants can appreciate the relative simplicity of using the equipment, and immediately<br />
appreciate the value of the technology to locate underground leaks.<br />
59
60<br />
GENERAL INFORMATION ABOUT THE WATER<br />
SUPPLY AND SEWERAGE ASSOCIATION OF<br />
ALBANIA<br />
The <strong>Water</strong> Supply and Sewerage <strong>Association</strong> of<br />
Albania is a professional, not-for-profit association<br />
of water supply and sewerage professionals who<br />
wish to improve the management of the water<br />
supply and sewerage sector, making it efficient,<br />
sustainable, and effective in accordance with the<br />
current laws and regulations in Albania. The<br />
association is legally registered in the Court of<br />
Tirana.<br />
The association was formed in the spring of 2000<br />
by a group of representatives from eight water<br />
supply and sewerage enterprises in Albania. These<br />
individuals saw a need for a professional association<br />
to represent the interests of the operating<br />
enterprises in the water sector, and to raise the level<br />
of professionalism in the sector.<br />
The association’s mission statement consists of two<br />
objectives:<br />
• To improve the capacity of those working<br />
to deliver water supply and sewerage<br />
services in Albania to perform their duties<br />
in a professional, reliable and cost-effective<br />
manner.<br />
• To represent the interests of water<br />
supply and sewerage utilities and other<br />
professional in the water sector in Albania<br />
regarding laws, decrees, and regulations<br />
that may be proposed for action by the<br />
Albanian parliament or government.<br />
The association has a voting membership of<br />
water supply and sewerage utilities totalling 30,<br />
plus a number of members in other membership<br />
categories, which include private company<br />
members; institutional members; individual<br />
members; and faculty members.<br />
The <strong>Water</strong> Supply and Sewerage <strong>Association</strong> of<br />
Albania has been a member of the <strong>European</strong> <strong>Water</strong><br />
<strong>Association</strong> (EWA) since November 2006. The<br />
Albanian association was the first to become an<br />
official member in the western Balkan countries.<br />
Some of the association’s programs and projects<br />
include:<br />
• Annual national conferences and exhibition<br />
of the water sector in Albania;<br />
• <strong>Association</strong> newsletter “Burimi” published<br />
in English and Albanian;<br />
• Polytechnic University student summer<br />
internship programme;<br />
• <strong>Association</strong> website;<br />
• Children’s water awareness programme;<br />
• Training courses.<br />
ALBANIAN WATER UTILITY SECTOR<br />
CHARACTERISTICS<br />
Based on the data provided by the Monitoring and<br />
Benchmarking Unit at the General Directorate of<br />
<strong>Water</strong> Supply and Sewerage, some the performance<br />
indicators for the water sector in Albania are as<br />
follows:<br />
Service Coverage<br />
The data provided by the utilities in the programme<br />
estimate a service coverage factor for water supply<br />
services of 76.4%, and for sewerage services 44.7%.
Metered Consumption<br />
<strong>Water</strong> sold and metered at customer connections<br />
in all 54 participating utilities included in the<br />
programme represents only 42% of the total water<br />
supplied to the distribution systems of these 54<br />
participating utilities.<br />
<strong>Water</strong> Production and <strong>Water</strong> Sales<br />
(Litres per capita per day)<br />
Based on 2007 data, it can be stated that the average<br />
production is 306 litres/capita/day, or at least<br />
double the suggested demand norm; the average<br />
sales are 105 liters/capita/day, i.e. two-thirds of the<br />
norm in effect.<br />
lcd<br />
350.0<br />
300.0<br />
250.0<br />
200.0<br />
150.0<br />
100.0<br />
50.0<br />
0.0<br />
<strong>Water</strong> Produced vs. Sold in liters/capita/day<br />
(Averages by Production System Types Groups)<br />
100% gravity 100% pumped 25-85% gravity<br />
Average <strong>Water</strong> Production (lcd)<br />
Average <strong>Water</strong> Sale (lcd)<br />
The graph shows average values of production and<br />
sales in liters per capita per day (l/c/d) calculated<br />
for groups of utilities created on the basis of the<br />
type of production system (gravity-based, mixed<br />
and pump-based).<br />
Bill Collection Rate<br />
61<br />
The data for 2007 show the overall bill collection<br />
rate for the 54 utilities in the Program as 74%.<br />
The collection rate for household customers is<br />
lower than collections from private entities and<br />
institutions. Specifically, the average collection<br />
rates for households, private entities, institutions<br />
and wholesale are, respectively, 69.0%, 74.6%, 93.0%<br />
and 15.0%.<br />
Non-Revenue <strong>Water</strong><br />
The data for 2007, show that non-revenue water<br />
represents 69% of the total water produced and/<br />
or purchased based on the data reported by the 54<br />
water utilities participating in the Program.<br />
31%<br />
69%<br />
Non-Revenue <strong>Water</strong> <strong>Water</strong> Sold<br />
This compares very poorly with the suggested nonrevenue<br />
water or loss norm of 15-25%. When nonrevenue<br />
water is such a high percentage, it has a very<br />
dramatic impact on the financial performance of a<br />
utility in terms of pumping costs or in lost revenues<br />
due to non-billed, unregistered customers.
62<br />
WHY ORGANIzE A WATER LOSS TRAINING<br />
COURSE<br />
The annual volume of water lost (non-revenue<br />
water), across a water supply system, is an important<br />
indicator of both water distribution efficiency,<br />
as well as administrative procedures that do not<br />
properly account for water. Controlling water loss<br />
is one of the main challenges for all water companies<br />
striving to become financially self-sustaining.<br />
Moreover, considering these figures of water loss the<br />
<strong>Water</strong> Supply and Sewerage <strong>Association</strong> of Albania<br />
identified <strong>Water</strong> Loss Control as one of the highest<br />
priorities for its members and therefore made it the<br />
first course to be developed and scheduled into its<br />
routine training program.<br />
The course has been delivered several times to<br />
date and continues to attract large applications for<br />
registration. This course provides the participants<br />
with the full knowledge needed to begin to conduct<br />
a water loss control program for a water utility. The<br />
course is delivered by actual water utility personnel,<br />
who have had practical experience in the theory<br />
and procedures presented.<br />
ASSOCIATION’S APPROACH IN DEVELOPING THE<br />
COURSE<br />
The <strong>Association</strong> prepared a Training Manual on<br />
<strong>Water</strong> Loss Control, which was developed by<br />
combining the best practice experience of other<br />
countries concerning water loss control, together<br />
with the Albanian water utilities specific technical<br />
and managerial conditions. The manual was revised<br />
several times by different professionals in the water<br />
sector mainly engineers from the <strong>Association</strong>’s<br />
Technical Committee, in order that it might better<br />
fit the Albanian reality of the water sector.<br />
Considering the best experience on water loss<br />
detection and reduction of one of our members,<br />
the Korca <strong>Water</strong> Supply and Sewerage utility, two<br />
engineers from this utility were chosen to deliver<br />
the training. Based on the manual, the trainees<br />
developed a series of Power Point presentations,<br />
which are used to support the training delivery.<br />
The theoretical knowledge found in the manual<br />
has been combined with practical examples mainly<br />
from the Korca water utility, which is a step ahead<br />
in controlling and managing water loss.<br />
The training lasts for two days, and during the second<br />
day, the participants are involved in a field exercise<br />
where the use of water loss detection equipment<br />
is demonstrated in a “hands-on” environment. In<br />
this way, the course participants can appreciate the<br />
relative simplicity and ease of using the equipment,<br />
while also developing an immediate appreciation of<br />
the value of the technology to locate unseen leaks<br />
under the ground.<br />
In support of the training course a questionnaire was<br />
developed by the trainees with different questions<br />
related to the water loss. Each participant from<br />
each of the water utilities in the course is required<br />
to fill in this questionnaire which gets collected<br />
afterwards by the trainees. After making a first<br />
interpretation of the data and answers given by the<br />
participants, the trainees invite the audience to be<br />
involved in discussions while considering different<br />
topics of the questionnaire.<br />
The course has been conducted for three years so<br />
far and around 70 people from the staff of the water<br />
utilities all over Albania have been trained.<br />
A good partner to the association in addressing the<br />
water Loss control has been as well the General<br />
Directorate of the <strong>Water</strong> Supply and Sewerage<br />
Utilities of Albania which has supported the<br />
development and organization of the <strong>Water</strong> Loss<br />
Control Training Course by the <strong>Association</strong>.
COURSE CONTENT<br />
The course provides a common basis for defining<br />
the components of water loss so that professionals<br />
in the water sector may speak with a common<br />
language when addressing this important<br />
management issue. The training modules in the<br />
course include the following:<br />
• Role of Metering and <strong>Water</strong> Demand<br />
Management<br />
• Understanding <strong>Water</strong> Balance<br />
• Performance Indicators<br />
• Pressure Management<br />
• Use of <strong>Water</strong> Audits and Leak Detection<br />
• Conduct of a <strong>Water</strong> Audit<br />
All participants in the course receive the<br />
<strong>Association</strong>’s official <strong>Water</strong> Loss Control Manual of<br />
Practice with guidelines and forms for conducting<br />
water audits and water balances. In addition, each<br />
participant receives a Certificate of Completion as<br />
evidence of having attended the training.<br />
TARGET AUDIENCE<br />
This course is particularly valuable and has<br />
been attended by <strong>Water</strong> Utility Directors, Chief<br />
Engineers, Directors of Customer Service, and<br />
Consulting Engineers. It has raised the awareness<br />
of practitioners in the water utility field and has<br />
established a common understanding of the<br />
terminology in the field and how to begin to analyze<br />
water loss and non-revenue water by breaking the<br />
problem down into more discrete elements that can<br />
each be addressed in a unique, solution oriented<br />
way.<br />
REFERENCES<br />
63<br />
• Unaccounted for <strong>Water</strong> Manual of Practice<br />
– December 2004<br />
• The Urban Institute, Washington, DC<br />
• <strong>Water</strong> Loss Control Manual<br />
• Standardized <strong>Water</strong> Audit Methodology,<br />
Julian Thornton, Mc Graw Hill<br />
• <strong>Water</strong> Audits and Leal Detection<br />
• Manual of <strong>Water</strong> Supply Practices, AWWA,<br />
Second Edition<br />
• <strong>Water</strong> Audits and Loss Control Programs<br />
• Manual of <strong>Water</strong> Supply Practices, AWWA,<br />
Third Edition
64<br />
Albania: city of Korca<br />
The case study of the Korca <strong>Water</strong> Supply and<br />
Sewerage Company<br />
Mr Petrit Tare, Director, Korca <strong>Water</strong> Supply and Sewerage Company<br />
ABSTRACT<br />
Over a period of eight years, this company has gone from supplying six hours of water per day to 24 hours<br />
of water per day, at constant pressure, while producing only one third the volume of water produced when<br />
the improvement programmes started.<br />
With financial assistance of the German government (KfW) this has involved, along with other capital<br />
investments, a comprehensive metering programme, combined with an aggressive programme to detect<br />
illegal connections, and a leak detection program.
Bosnia & Herzegovina and Montenegro:<br />
The <strong>Water</strong> Loss Situation in Bosnia and<br />
Herzegovina / Montenegro<br />
Mr Djevad Koldzo, Unaccounted-for <strong>Water</strong> expert, Hydro-Engineering Institute Sarajevo<br />
Bosnia and Herzegovina has 121 municipalities,<br />
and the same number of <strong>Water</strong> Utilities. As a result<br />
of the war conflict from 1992 to 1996, most of the<br />
water supply systems have been devastated. During<br />
the post-war period, thanks to contributions<br />
from the international community, water utility<br />
companies were able to purchase or were donated<br />
specific equipment for measurement and detection<br />
of water loss. Unfortunately, due to the poor<br />
working conditions and low wages, water utility<br />
companies are scarcely able to attract personnel<br />
with quality and expertise.<br />
Only a few years ago, water utility companies did<br />
not pay attention to water loss in their systems,<br />
especially those utilities where water was conveyed<br />
by gravity to the water supply network. Some water<br />
utilities have reached the point of collapse due to<br />
poor system maintenance, while others that use<br />
pumping systems for water supply became million<br />
debtors to power supply companies.<br />
The general opinion that water is a national good<br />
and therefore should not be paid for was common<br />
in the after war period. Besides, no water utility<br />
had more than 50% incorporated water meters<br />
in their system network, and only 35 of the 121<br />
65<br />
water utilities had measuring devices at the<br />
pertaining source. From 1997, under the patronage<br />
of international organisations, the first project for<br />
reduction of water loss was implemented in three<br />
water utilities: Livno, Zenica and Bihać.
66<br />
Later, the project for reduction of water loss started<br />
at the water utility in Konjic under the patronage<br />
of USAID. This project delivered excellent results,<br />
the water loss being reduced from 68% to 14%, and<br />
it was proclaimed the year’s best applied project<br />
by the organisation ECO LINKS, as in addition to<br />
saving water it also contributed to the preservation<br />
of the River Neretva. It also received the Greco<br />
Initiative award in Cairo. The methodology that<br />
was applied in these projects was based on the<br />
following activities:<br />
According to detailed insight into water supply<br />
systems and to specific needs for reduction of<br />
leakages, the selection of measurement zone was<br />
done. One of the important criteria for selecting<br />
the zones was number and type of consumers<br />
within the zone.<br />
Some preconditions had to be met prior to<br />
establishment of the zones in site. It included<br />
provision of the zone’s network maps and register<br />
of the zone’s water consumers, selection of a single<br />
inflow location into the zone equipped with a main<br />
chamber, the provision of adequate zone, section<br />
and house connection valves within zones, as well<br />
as accurate and calibrated water meters.<br />
The initial and one of the most important phases<br />
in applying leakage reduction methods involved<br />
the elaboration of implementation plans. These<br />
were designed on the basis of detailed site visits,<br />
and presented a guide for implementation used by<br />
team members.<br />
The plans included a dynamic plan of activities,<br />
devices and instruments to be used, and maps<br />
of each zone containing data on pipelines types,<br />
measurement and control points, etc.<br />
In line with the implementation plans, two<br />
measurement methods were implemented within<br />
isolated zones: the balance method and the night<br />
measurement campaign. The balance method<br />
provided various input data such as the average<br />
quantity of unaccounted for water (network losses<br />
and administrative losses), as well as the minimal<br />
night flow value.<br />
The night measurement campaign served to<br />
determine the quantity of total water losses and<br />
wastages divided into three components: water<br />
wastages within consumers’ installations, water<br />
leakages from the secondary network, water losses<br />
at the mains.<br />
Night measurement campaigns also provided<br />
insight into the location of leaks and wastage,<br />
according to which detailed sound leak detection<br />
at these locations was undertaken.<br />
A leak repair campaign was conducted, followed<br />
by a second measurement in the zones, aiming to<br />
obtain precise values of reduced water leakages.<br />
By 2001 most of the water utility companies had<br />
introduced water meters for all consumers, and<br />
a new law has been passed requiring that in large<br />
new buildings every apartment must have its own<br />
water meter, with remote sensing in some cities<br />
(Sarajevo, Tuzla, Bihać).<br />
<strong>Water</strong> losses in water utilities are not only<br />
physical, but also administrative nature in nature.<br />
Administrative water utilities are aware of this<br />
situation and try to procure measures for water loss<br />
reduction programmes. Until now, 12 water utility<br />
companies have done this, and two are planning to<br />
do the same.<br />
The following table gives a schematic overview of<br />
water losses in some water utilities, where water<br />
loss measures have been applied in recent years in<br />
Bosnia and Herzegovina.
Values for water loss given in the table do not only<br />
refer to physical losses, but also to administrative<br />
ones that are often higher than physical ones.<br />
A special problem is water consumption in big<br />
apartment houses fitted with only one water meter,<br />
where the quantity of water used is charged by<br />
lump sum assigned in advance. <strong>Water</strong> reduction is<br />
not possible in these buildings if there is only one<br />
regular payer in the facility. Another problem for<br />
water utilities is non-payment of bills for water<br />
supply by public institutions and state companies.<br />
Montenegro, like Bosnia and Herzegovina, was<br />
a republic of former Yugoslavia. Since May 2006<br />
Montenegro has been an independent country,<br />
and its government has already published an<br />
international tender for a project to reduce water<br />
loss in cities such as Budva and Herceg Novi i<br />
Bar that are situated on the Adriatic coast. This<br />
programme is financed by the KfW bank.<br />
Montenegro has a total of 23 municipalities and<br />
the same number of water utility companies.<br />
Despite the fact that Montenegro was not affected<br />
by the conflict, the water utilities are in a similar<br />
condition. After the finalisation of some projects<br />
on the sea coast, projects in Cetinje were initiated,<br />
and projects for Plav, Nikšić and Kotor are in the<br />
preparation phase.<br />
67<br />
A particularly interesting case is the city of Cetinje,<br />
which has 8,000 inhabitants and is situated only 18<br />
km from the coast, 780 m above the sea level. <strong>Water</strong><br />
is conveyed from the source located 121 m above<br />
the sea level, and thence by booster pumps to a cutoff<br />
chamber which is situated 884 m above sea level.<br />
Finally it is conveyed by gravity to the city’s water<br />
supply network. Thus enormous losses of extremely<br />
expensive water were combined with significant<br />
expenses for the power supply. This situation<br />
almost caused the collapse not only of the water<br />
utility company, but also of the self-administration<br />
unit, and was the reason for declaring the water<br />
loss project a state responsibility. thanks to this<br />
project, physical water losses have decreased, but<br />
the problem of illegal connections to the water<br />
utility still remain.
68<br />
CONCLUSION:<br />
Significant improvement in developing awareness<br />
of the importance of water loss activities as the<br />
most efficient way to procure “new” water supplies<br />
has been observed in both countries in recent years.<br />
The main problem, on which attention should be<br />
focused in the near future, is self-administration<br />
support in establishing new legislation to simplify<br />
water utility companies charging their claims.<br />
<strong>Water</strong> utility companies generally have the<br />
equipment needed to measure and detect water<br />
losses, but this is rarely used due to lack of qualified<br />
personnel.<br />
Therefore, the charge rate in some water utility<br />
companies is still low, and companies should have<br />
more autonomy
<strong>Bulgaria</strong><br />
Innovations in mitigating water losses<br />
Mr Stefan Zhelyazkov, Executive Director of Stroitelna mehanizatsia AD, Kazanlak<br />
ABSTRACT<br />
<strong>Bulgaria</strong> has a well developed water supply network, based on a core of main water lines, the majority built<br />
during the 1960s and 1970s. However, some pressure water lines are more than 80 years old and in need of<br />
repair or replacement. The most common problems are leakages caused by corrosion or joint dislocation,<br />
and a decrease in cross-section due to accumulation of sediment and incrustations.<br />
Apart from the financial losses, massive leakages may cause subsidence and accidents. So replacement or<br />
at least repair of a large number of main pressure lines is urgently needed. The standard digging technology<br />
offers a well known and safe solution, but is expensive, time-consuming and inefficient. Rapid growth of<br />
cities in recent decades means that many main pressure lines are now located in highly urbanized areas,<br />
where the excavation of principal thoroughfares would cause considerable problems (and financial losses)<br />
for local residents and businesses.<br />
Trenchless technologies allow the existing pipelines to be replaced or repaired while avoiding the<br />
shortcomings of the standard pipe-laying techniques. One of the best and most widely used trenchless<br />
technologies for the rehabilitation of main pressure water lines is the “Phoenix” (also known as the<br />
Cured In Place Pipe – CIPP). It is used for the rehabilitation of pipelines that are damaged, leaking due to<br />
corrosion, have deteriorated or have dislocated joint seals, are cracked or crushed, and made of different<br />
materials (steel, asbestos-cement, cast iron, reinforced concrete, etc.) The method guarantees 100 per<br />
cent elimination of leaks and improvement of the pipe’s hydraulic properties. Until recently this particular<br />
trenchless technology had not been used in <strong>Bulgaria</strong>, despite its undisputed advantages. Its first application<br />
was for the Lovech <strong>Water</strong> Supply Company. This report also gives details of the rehabilitation of a 600 mm<br />
diameter water main line in Lovech using the “Phoenix” technology.<br />
69
70<br />
<strong>Bulgaria</strong> has a well developed water supply network,<br />
based on a core of main water lines, the majority<br />
of which were built during the 1960s and 1970s.<br />
However, some pressure water lines in use are 80<br />
or more years old. Their life-time is coming to an<br />
end or expired long ago, so a considerable number<br />
of them are in bad condition and need repair or<br />
replacement.<br />
The most common problems are leakages caused by<br />
corrosion or joint dislocation, as well as decrease of<br />
their cross section due to accumulation of sediment<br />
and formation of incrustations.<br />
In addition to the resulting direct financial losses for<br />
the water supply companies, massive leakages are<br />
most dangerous because they can cause collapses<br />
and accidents.<br />
Therefore there is a pressing necessity for<br />
replacement or at least repair of a considerable<br />
number of main pressure lines. The standard<br />
digging technology offers a well-known and safe,<br />
but expensive, time-consuming and ineffective<br />
solution. As a result of the rapid growth of cities<br />
during the last decades many main pressure lines<br />
are now positioned in highly urbanized areas, where<br />
the tearing up of whole principal thoroughfares<br />
would cause great difficulties (and respectively<br />
– financial losses) for the local inhabitants and<br />
business activities.<br />
Alternative trenchless technologies are available<br />
that allow the existing pipelines to be replaced or<br />
repaired while avoiding the shortcomings of the<br />
standard digging technologies.<br />
One of the best and most widely used trenchless<br />
technologies for the rehabilitation of main pressure<br />
water lines rehabilitation is “Phoenix” (also called<br />
“Cured In Place Pipe – CIPP). It is used for the<br />
rehabilitation of pipelines that are damaged,<br />
leaking due to corrosion, have deteriorated or<br />
have dislocated joint seals, are cracked or crushed,<br />
and made of different materials – steel, asbestoscement,<br />
cast iron, reinforced concrete, etc. The<br />
method ensures a 100 per cent leakage elimination<br />
and improvement of the pipe’s hydraulic properties.<br />
Until recently, this particular trenchless technology<br />
had not been applied in <strong>Bulgaria</strong> despite its<br />
indisputable advantages. Its first application for the<br />
Lovech <strong>Water</strong> Supply Company is now a fact.<br />
During the last two decades replacement of old<br />
asbestos-cement pipes with new HDPE pipes has<br />
been going on, and now 40 per cent of the pipe<br />
network that needs repair has been covered. The<br />
water main pipeline, constructed with steel pipes<br />
at the beginning of the 1980s to serve the needs<br />
of approximately 70 per cent of the population<br />
of Lovech, was not included in the scope of these<br />
activities. Its operational life is already finished and<br />
it had broken down repeatedly due to corrosion<br />
leakages.<br />
The replacement of this pipeline with a new one<br />
using traditional digging technology would be<br />
expensive, extremely time-consuming, cause<br />
serious traffic problems, and ultimately big<br />
collateral losses to society.<br />
Because of this, the above-mentioned “Phoenix”<br />
technology, or the “Cured In Place Pipe” technology,<br />
was used for rehabilitation of a part of this pipeline.<br />
This technology offers additional advantages, such<br />
as:<br />
Increased (if necessary) pipeline working pressure<br />
up to 13 – 15 bar<br />
Increased chemical resistance of the pipeline<br />
Applicable even in extremely confined and difficult<br />
surroundings
Capability of crossing single knees up to 90 0 (R =<br />
3 OD) or 4 consecutive knees of 45 0 each (when<br />
rehabilitating siphons)<br />
The rehabilitation was done in eight segments<br />
with a total length of 950 m. The diameter of the<br />
pipeline varies from 600 mm to 400 mm through<br />
the different segments.<br />
Now I would like to shortly inform you about the<br />
“Phoenix” technology and its application in the city<br />
of Lovech.<br />
The rehabilitation is performed by installing a<br />
hermetically sealing liner on the inner surface of<br />
the old pipe. The material used to line the damaged<br />
pipeline is a flexible double layer pipe. After<br />
installation it is glued tight to the existing pipe, as<br />
shown in cross-section Fig. 1.<br />
Fig. 1<br />
Position 1 is the wall of the existing pipe.<br />
Position 2 is the epoxy resin, which glues<br />
the liner to the existing pipe.<br />
Position 3 is reinforcing fabric, made<br />
of polyester fibre, which provides the<br />
structural strength of the liner and<br />
resistance to inside and outside loads.<br />
71<br />
Position 4 is a HDPE layer (1-2 mm thick),<br />
which provides a smooth inside surface of<br />
the liner and compliance with sanitary and<br />
hygienic regulations.<br />
The repair sequence of a single section of about 190<br />
m length steel pipeline with diameter 600 mm is as<br />
follows:<br />
Fig.2<br />
1. Preparation: Includes digging technological<br />
pits and delivery of the necessary materials;<br />
inspection of the pipe section with a special<br />
CCTV camera for assessment of the pipe<br />
condition; cleaning of the inside surface of<br />
the pipe from incrustations, rust, deposits,<br />
etc. with high pressure (750 – 1200 bar)<br />
water jet; repeated inspection of the<br />
cleaned pipe. (Pic.2)
72<br />
Fig. 3<br />
2. Liner installation: The liner is supplied in<br />
inverted shape, i.e. outside is the HDPE<br />
layer, inside is the reinforcing polyester<br />
fibre layer. Because the liner is flexible<br />
it is transported rolled up on reels with<br />
minimum size. Below is shown a reel with<br />
liner for the rehabilitation of a water pipe<br />
with a total length of 450 m and diameter<br />
of 600 mm. (Fig.3)<br />
The installation starts with preparation of the liner<br />
and the epoxy resin; pouring in and distribution<br />
of the resin along the liner; rolling up of the liner<br />
into the inversion drum and fixing to the inversion<br />
head. (Fig. 4).
Fig. 4<br />
The liner is rolled up inside the inversion drum, the<br />
reinforcing fabric is uniformly impregnated with<br />
the epoxy (or polyester) resin. One end of the liner<br />
is fixed to the inversion head, the other to a rope<br />
with length equal to the liner length.<br />
The other end of the rope is fixed to an axle in<br />
the center of the inversion drum. When the axle<br />
is rotating, first the rope and then the liner are<br />
wound inside the drum until the inversion head is<br />
positioned at the inversion drum flange. The flange<br />
and the whole inversion drum are hermetically<br />
sealed. Compressed air is fed inside the drum, the<br />
air pressure starts to push out the liner through<br />
the opening in the inversion head, simultaneously<br />
inverting the liner.<br />
After inversion the resin-impregnated reinforced<br />
73<br />
fabric is outside the liner and the isolating HDPE<br />
layer is inside.<br />
The continuously expanding liner “hose” is directed<br />
to the end of the rehabilitated pipe and starts to fill<br />
it (Fig. 5).<br />
Fig. 5<br />
The process continues until the “hose” reaches the<br />
technological pit at the end of the rehabilitation<br />
section. The air pressure presses the liner against<br />
the pipe walls. The curing of the pipe is accelerated<br />
by high temperature steam, produced by a steam<br />
generator (Fig. 6).
74<br />
Fig. 6<br />
When the resin cures, the excess material is cut<br />
out at both ends of the rehabilitated section and<br />
repeated CCTV camera inspection is done; this<br />
completes the installation process (Fig.7).<br />
Fig. 7<br />
3. Finishing operations: The last step of the<br />
process is the connection of the rehabilitated<br />
sections, filling in the technological pits<br />
and pavement reconstruction.<br />
Due to the elasticity of the liner before the resin<br />
is cured, the air pressure pushes the liner out at<br />
any T-junctions. These are easily located during<br />
the CCTV inspection and can be cut open with a<br />
remotely controlled manipulator.<br />
This technology allows the contractor to achieve<br />
several effects simultaneously:<br />
• Complete elimination of leakages through<br />
joints, corrosion, cracks, displacements<br />
• Improvement of the hydraulic properties<br />
of the pipe due to the smooth inside HDPE<br />
layer and the marginal decrease of the<br />
inside cross section of the pipe – a total<br />
diameter decrease of 8 mm.<br />
• Complete stop of internal corrosion<br />
• Elimination of incrustations<br />
• Increase of the pipe lifespan<br />
• Increase of pipeline resistance to vibrations<br />
and earth movements<br />
With this technology it is possible to repair pipelines<br />
with diameters ranging from 150 mm to 1200 mm,<br />
in sections of up to 400 – 600 m.<br />
In conclusion I would like to say that owing to the<br />
development of the trenchless technologies and<br />
their expanding rate of application in <strong>Bulgaria</strong>, we<br />
now have at our disposal various opportunities<br />
for a fast and effective rehabilitation of the water<br />
supply network without adverse effects to the<br />
environment and disruption of daily life.<br />
The trenchless technologies are the best solution<br />
for a successful decrease and minimization of losses<br />
of the precious natural resource potable water.
<strong>Bulgaria</strong>: city of Sofia<br />
Analysis of water consumption and water<br />
losses in DMA 348, 349 and 840 in Geo Milev<br />
residential district, Sofia<br />
Prof. Dr Gantcho Dimitrov, Head of <strong>Water</strong> and Sanitation Dept., University of Architecture,<br />
Civil Engineering and Geodesy, Sofia<br />
ABSTRACT<br />
An analysis was made of the type of consumption, the condition of the water supply system and its failures<br />
for District Metered Areas (DMA) 348, 349 and 840 in Sofia. On the basis of inflow measurements in the<br />
three DMA zones, the minimum night rate flow was determined. As a result, the experimental distribution<br />
curve of the inflow was obtained and the maximum hourly flow rate was determined with 95 per cent<br />
accuracy. In order to reduce water losses and the number of breakages, a pressure regulator produced by<br />
BERMAD – Israel was installed. After the regulator was put into operation, a 51 per cent reduction in the<br />
minimum night rate flow was measured.<br />
75
76<br />
The reduction of water loss from worn-out water<br />
distribution systems has a multiple effect: economic,<br />
social and ecological [2]. In order to achieve such<br />
an effect in the water supply systems of the district<br />
metered areas (DMA) 348, 349, 840 of the district<br />
metered zone (DMZ) 340 in Geo Milev district of<br />
Sofia (Fig.1), an analysis was made of the system’s<br />
condition, the type of water users, and variations<br />
in water flow and pressure [1]. The three DMAs<br />
348, 349 and 840 are fed by Dragalevtzi pressure<br />
reservoir at an elevation of 653.8 m via a Ø 400 mm<br />
steel pipeline.<br />
A comparison between the elevation of Dragalevtzi<br />
pressure reservoir (653.8 m) and the lowest<br />
elevations of the individual areas (DMA 348-550,<br />
DMA 349-552 and DMA 840) shows that the<br />
static heads are over 100 m, which predestines the<br />
necessity of their regulation.<br />
The three DMAs have a total of 38,127 m of<br />
water distribution system with 1,327 service pipe<br />
connections, which deliver water to 23,209 users<br />
living in 1,094 buildings. The majority of pipes<br />
are made of PE (37.8%), cast-iron (33.7%) or steel<br />
(21.3%). In DMA 348 PE and cast-iron pipes<br />
prevail (36.3% and 32.4% respectively), while the<br />
proportion of steel pipes is 23.9%. In DMA 349 the<br />
cast-iron and steel pipes make up 40.1% and 28%<br />
respectively. A smaller proportion (16.1%) of the<br />
water supply system of the three DMAs came into<br />
operation after 1942-1945 and 1956-1969, while<br />
the majority (50.5%) dates from after 1985.<br />
Failures in the water supply system result mainly<br />
from corroded steel pipes and service pipe<br />
connections. In the first quarter of 2009 there<br />
were 15 failures in street pipes, 6 in service pipe<br />
connections, and 1 in a stop valve. The failure rate<br />
(88 per year over a total of 38,127 m pipelines) is<br />
2.31 per kilometer per year, whereas the average<br />
in <strong>European</strong> countries is 0.8/km/year, and 0.1-0.4/<br />
km/year in the USA and Japan. [2].<br />
Electromagnetic flow meters (ABB, Aquaprobe II)<br />
and Multilog ZX loggers made by Halma <strong>Water</strong><br />
Management have been installed at the input<br />
of the three DMAs to measure water flow and<br />
pressure. These are two-channel devices that allow<br />
information transmission to the central station in<br />
the form of an SMS message every 15 minutes. The<br />
water flow and pressure data recorded between 12<br />
and 19 January 2009 are illustrated in Figures 2 and<br />
3.<br />
Figures 2 a, b, and c show that the minimum night<br />
flow for the three areas measured at М348-01 is<br />
390.58 m³/h, and for DMAs 349 and 840 is 206.73<br />
m³/h and 66.88 m³/h. The water head for the period<br />
January-March 2009 varies considerably - for DMA<br />
348 from 55 m to 80 m in the daytime, and up to 85<br />
m during the night (Fig. 3a); for DMA 349 from 55<br />
m to 80 m during the day and up to 91 m at night<br />
(Fig. 3b); and for DMA 840 from 55 m to 86 m<br />
during the day and up to 86 m at night (Fig. 3c). This<br />
is due to the different elevations of the measuring<br />
points (DMA 348 at 569.5 m, DMA 349 at 555.5 m<br />
and DMA 840 at 557.5 m) as well as to the lack of<br />
pressure regulation.<br />
Data for the measured night flow, night<br />
consumption, inevitable water losses, and water<br />
losses in the night for the three DMAs are shown<br />
in Table 1.
DMA<br />
Indicator<br />
Minimum night<br />
flow measured,<br />
m³/h<br />
<strong>Water</strong> consumption<br />
during night, m³/h<br />
Inevitable water<br />
losses, m³/h<br />
348 349 840 Total<br />
206.73 116.97 66.88 390.58<br />
5.68 7.95 5.25 18.88<br />
3.63 5.34 4.97 13.86<br />
<strong>Water</strong> losses, m³/h 197.42 103.68 56.66 357.84<br />
TABLE 1<br />
The infrastructural water loss index ILI for the three<br />
areas is 58.4, and it has been determined through<br />
the real annual water losses that CARL = 7147.82<br />
m³/d and inevitable annual water losses UARL =<br />
122.35 m³/d [3,6].<br />
Some studies in other countries indicate lower<br />
values for the ILI index, for example in the UK ILI<br />
= 2–6.2; in Australia ILI = 1-15.5; in South Africa<br />
ILI = 2-15.5, and North America ILI = 1-6.2 [4,5,6].<br />
Higher ILI values have been found in Southeast<br />
Asia – from 19 to 598, in Thailand - from 46 to<br />
543, and in Bahrain 60 [6]. The conclusion is that<br />
urgent measures should be undertaken for water<br />
loss reduction in DMAs 348, 349 and 840 through<br />
pressure regulation, regular monitoring of the water<br />
distribution system for hidden leakages (followed<br />
by fast repair action), as well as replacement of<br />
worn-out pipeline sections.<br />
On the basis of the hourly flow rate for the period<br />
January-March 2009 the experimental distribution<br />
curve was obtained (Fig. 4). The maximum hourly<br />
flow rate with 95% confidence is 627 m³/h.<br />
77<br />
In conformity with the maximum hourly flow rate,<br />
the necessary amount for fire-extinguishing, and<br />
the inflow and outflow pressure, two solutions are<br />
suggested for pressure regulation at the point M<br />
348.01 – with a pressure regulator DN 300 type 720<br />
ES – NVI with V-port manufactured by Bermad of<br />
Israel, represented in by <strong>Bulgaria</strong> by the company<br />
Industrial Parts, and a RKV RIKO Valve with DN<br />
300 from VAG, Germany. The first solution was<br />
chosen following a public procurement procedure.<br />
After installation of the pressure regulator, the<br />
head was maintained at between 46 m and 53 m,<br />
while the flow varied from 200 m³/h to 600 m³/h<br />
(Fig. 5). The result was a reduction of the minimum<br />
night flow for the three areas from 391 m³/h to 200<br />
m³/h , or by 51%.<br />
The regulation accuracy can be raised with the<br />
help of the Bermad hydro-mechanical pressure<br />
regulator 7PM, which regulates the water flow and<br />
the outflow pressure.<br />
When pump units in high-rise buildings become<br />
operational, a possible pressure reduction in DMAs<br />
349 and 840 may be expected.<br />
The following conclusions may be drawn on the<br />
basis of the measurement data analysis for DMAs<br />
348, 349 and 840 as well as of the adopted solution<br />
for pressure regulation:<br />
1. The analysis made of the condition of the<br />
water supply systems in the three areas<br />
indicates a system failure rate coefficient<br />
equal to 2.31;<br />
2. The nighttime water losses in the DMAs<br />
have been determined (see Table 2);<br />
3. The infrastructural index for water losses<br />
for the three areas has been obtained (ILI<br />
= 58.4);
78<br />
4. A statistical analysis of the water flow for<br />
the three DMAs has been made, and the<br />
experimental distribution curve of the<br />
maximum hourly water flow has been<br />
obtained (Qmaxh = 627 m³/h);<br />
5. The pressure variation at the input of the<br />
DMAs has been analyzed, and has been<br />
found to be too high (between 5.5 bar and<br />
9.1 bar); hence, its regulation is necessary.<br />
6. A DN 300 pressure regulator was chosen<br />
for the three areas, which led to a reduction<br />
of the minimum night flow from 391 m³/h<br />
to 200 m³/h , or by 51%.<br />
REFERENCES<br />
• Dimitrov, G., Reduction of the real losses of<br />
water through pressure reduction with the<br />
help of a pressure regulator for a group of<br />
DMAs in the capital city. No. G.D. - 158,<br />
28.08.2007.<br />
• Dimitrov, G., Raising the effectiveness<br />
of the water supply systems in <strong>Bulgaria</strong>.<br />
Research work. 2004.<br />
• Lambert, A., W.Hirner. Losses from <strong>Water</strong><br />
Supply Systems: Standard Terminology and<br />
Recommended Performance Measures.<br />
•<br />
The blue pages. IWA, October 2000.<br />
Lambert, A. Ten Years Experience in<br />
using the UARL Formula to Calculate<br />
Infrastructure Leakage Index. <strong>Water</strong> Loss<br />
2009. Cape Town<br />
• Limberger, R., K.Brothers, A.Lambert,<br />
R.McKenzie, A.Rizzo, T.Waldron. <strong>Water</strong><br />
Loss Performance Indicator. <strong>Water</strong> Loss,<br />
2007, Bucharest.<br />
• Mckenzie,R., C.Seago, R.Liemberger.<br />
Benchmarking of Losses from Potable<br />
<strong>Water</strong> Reticulation Systems-Results from<br />
IWA TASK TEAM. <strong>Water</strong> Loss 2007,<br />
Bucharest.<br />
• Introduction to Non Revenue <strong>Water</strong><br />
Management. <strong>Water</strong> Loss 2009. Cape Town.<br />
Fig. 1. Location of DMAs 348,349 and 840 in Geo Milev district, Sofia,<br />
with the water metering chambers M 348-01; M 349-01 and 840-01<br />
Fig. 2. <strong>Water</strong> flow variations in DMAs 348, 349 and 840 for the period<br />
12-19 January 2009; a – DMA 348; b – DMA 349; c – DMA 840
Fig. 3. Pressure height variations at the water metering chambers of<br />
DMA 348, 349 and 840; a – DMA 348; b – DMA 349; c – DMA 840<br />
Fig. 4. Distribution curve of the hourly water flow for DMA 348 for the<br />
period January-March 2009<br />
Fig. 5. <strong>Water</strong> flow variation after the installation of a pressure regulator<br />
at the input to DMA 348.<br />
79
80<br />
<strong>Bulgaria</strong>: city of Kardzhali<br />
An efficient SOLUTION for the reduction of<br />
water losses and number of FAILURES in the<br />
lower part of the town of Kardjali<br />
Prof. Dr. Gantcho Dimitrov, Head of <strong>Water</strong> and Sanitation Dept., University of Architecture,<br />
Civil Engineering and Geodesy, Sofia<br />
ABSTRACT<br />
The water flow and pressure at the entrance of the lower part of the town of Kardzhali were measured with<br />
the help of an electromagnetic flowmeter Aqua Probe 2. After analysis of the water consumption data,<br />
the maximum hourly flow rate and the design flow rate were determined for the lower part of Kardzhali.<br />
Taking into account the necessary pressure at the critical point of the zone and the design water flow, a<br />
pressure regulator with a nominal diameter of DN 600 was chosen, with two levels of regulation (day and<br />
night). The project was implemented in August 2008 and the total savings due to the reduction of water<br />
losses, amount of damage, reagents and power consumption for cleaning the fast filters amount to approx.<br />
BGN 1.5 million per year.
The real water loss reduction and the number of<br />
failures depend considerably on the water pressure<br />
management in the water supply systems [1, 2,<br />
3]. Studies in this respect have been performed<br />
in <strong>Bulgaria</strong> [1, 2] in certain areas of over 40<br />
settlements, where 105 pressure regulators (with<br />
direct or indirect action) are in operation. As a<br />
result, water losses have been reduced by 15% –<br />
40% of the 24h water flow, and the number of the<br />
visible failures dropped by 50% - 90% [1].<br />
Of special interest is the proposed solution for<br />
pressure regulation in the lower part of the town of<br />
Kardjali, where the water supply service is offered<br />
to 12,720 subscribers (out of a population of 27,400)<br />
through 6,550 service pipe connections.<br />
The lower part of Kardjali is supplied from the<br />
Borovitsa Dam (elevation 459m), through Ø800mm<br />
and Ø900mm steel pipelines, 25.463 km long. <strong>Water</strong><br />
is treated in a two-stage treatment plant (DWTP)<br />
through sedimentation with coagulation, filtration<br />
with rapid filters, ozonation and disinfection. <strong>Water</strong><br />
delivery to the lower part of Kardjali is realized from<br />
a pressure reservoir with 13,000m3 capacity (water<br />
surface elevation 316.25m) through a DN800 steel<br />
pipeline.<br />
The water distribution network of the lower part<br />
of Kardjali has an overall length of 75.834 km, of<br />
which 32.414 км (42.7%) are plastic pipes (PEHD<br />
and PVC), 6.034 km (8.0%) are steel pipes, and<br />
37.386 km (49.3%) are asbestos-cement pipes .<br />
The greater part of the network (57.3%) consists of<br />
worn-out steel and asbestos-cement pipes, which<br />
is the reason for frequent failures and water losses.<br />
The highest areas of the lower part (elevations<br />
265-275m) are zones of low-rise buildings (up to 3<br />
floors), while the lowest areas (elevations 230-245m)<br />
feature mainly 5-7 storey buildings, and some 10-12<br />
storey buildings. The highest (14-storey) building is<br />
at an elevation of 233m, and this is the critical point<br />
81<br />
for determination of the minimum pressure in this<br />
part of town.<br />
Data analysis of water flow, pressure maintained,<br />
and operational characteristics of the water<br />
distribution network indicated that:<br />
• The capacity of the 13,000 m3 pressure<br />
reservoir is not fully utilized, which<br />
predetermines the necessity of flushing the<br />
rapid filters at the DWTP in the night hours<br />
only, in spite of the degree of clogging;<br />
• The water delivery to the highest areas<br />
of the lower part of the town is disturbed<br />
when the rapid filters are flushed at night;<br />
• Through two stop valves, DN100 (at the<br />
market and at the Lead-Zinc Works),<br />
650m3 - 1300 m3 of water are released<br />
between 02:00h and 05:00h in the morning,<br />
which can be discharged into the pressure<br />
reservoir as well;<br />
• No constant pressure is provided in the<br />
water distribution network of the lower<br />
part of the town, which leads to frequent<br />
failures;<br />
• The subjective and improper pressure<br />
reduction through evacuation of<br />
preliminary treated water leads to<br />
•<br />
additional water losses and expenditures<br />
for reagents and power supply;<br />
There is no constant water supply to the<br />
higher areas and high-rise buildings in the<br />
zone.<br />
In order to eliminate the ndicated shortcomings in<br />
the operation of the water distribution system in<br />
the lower part of the town and to raise the reliability<br />
of the system, measurements of the water flow<br />
and pressure were carried out in the period from<br />
10 – 15 August 2007 with the help of the electromagnetic<br />
flow meter AquaProbe 2 from the ABB<br />
company at the input point to the zone, as well as
82<br />
current pressure measurements at specific points<br />
of the system.<br />
The variations in the water flow and in the pressure<br />
at the beginning of the zone (elevation 248m) are<br />
shown in Fig.1 and Fig.2 respectively. The lowest<br />
values of water flow and pressure are observed in<br />
the night due to the reduction of the supplied water<br />
amount caused by flushing the rapid filters at the<br />
DWTP. This is well illustrated in Fig.3, which depicts<br />
the variations of the water flow and pressure on 13<br />
Aug 2007. In spite of the pressure reduction during<br />
certain time intervals in the night, the relation<br />
between the minimum and average 24h water flow<br />
for the above period is from 51.6% to 69%, which is<br />
indicative of high water losses. Another specificity<br />
is that the pressure at the point of measurement<br />
(the beginning of the lower part of the town) varies<br />
considerably from 2.56 bar to 6.53 bar, which may<br />
cause failures and greater water losses.<br />
The dynamic pressures have been measured at<br />
different points of the water distribution system,<br />
being 1.6 – 3.5 bar at elevations of 265-275m, and<br />
3.5 – 6.0 bar for the remaining part of the lower<br />
zone.<br />
In conformity with the designed water flow (1,275<br />
m3 /h) and fire-protection water amount (144<br />
m3 /h), and the necessary daytime pressure of 5 bar<br />
and night-time pressure of 3.5 bar, two technical<br />
solutions have been suggested for pressure<br />
regulation at the input to the lower zone:<br />
• Pressure regulator delivered by the<br />
•<br />
company Bermad, Israel, represented by<br />
Industrial Parts Ltd., with diameter DN600,<br />
type 720-24ES with “V-port” for regulation<br />
of daytime and nighttime pressure, with<br />
hydraulic action (Figs. 4, 5).<br />
Pressure regulator with a ring-piston VAG<br />
RKV RIKO with diameter DN400, delivered<br />
by VAG-Germany, with electric drive.<br />
Following the public procurement procedure, the<br />
Bermad regulator has been selected. It was put into<br />
operation in August 2008, and its functioning has<br />
been perfect so far. The shaft containing the pressure<br />
regulator and the necessary fittings is shown in<br />
Fig.4. The pressure regulator, type 720-24ES-1 (Fig.<br />
5) has a two-chamber driving mechanism, anticavity<br />
body, V-shaped gate for normal regulation of<br />
small and large water flows, two pilot valves (2 and<br />
3), and a controller BE-PRV, which sends signals for<br />
opening and closing of the induction valve 4 and<br />
securing the necessary daily and night pressure.<br />
The considerable effect of the pressure regulator<br />
operation for the lower part of Kardjali may be<br />
expressed in the following way:<br />
• <strong>Water</strong> loss reduction by 20%;<br />
• Failure reduction by 75%;<br />
• Avoidance of treated water losses (about<br />
1,000 m3 /d) due to the elimination of the<br />
need to open the two DN100 stop valves<br />
for pressure reduction - at the Market, and<br />
Lead and Zinc Works;<br />
• Reduction of power costs and coagulants<br />
for water treatment at the DWTP;<br />
• Provision of water reserves by using the<br />
volume of the 13,000 m3 pressure reservoir;<br />
• Improvement of service quality by the<br />
water utility through the maintenance of<br />
the necessary pressure in the high areas and<br />
buildings and reduction of water supply<br />
breaks, due to a lower number of failures;<br />
• Avoidance of the role of the human factor<br />
in the maintenance of the necessary water<br />
pressures and raising the operational<br />
reliability of the water supply system;<br />
• Security of the necessary fire-protection<br />
reserve in the 13,000 m3 pressure reservoir;<br />
• Impact reduction of the rapid filters flushing<br />
at the DWTP on the water distribution.
The total economic effect of the pressure regulator<br />
implementation is about 1.5 mil. <strong>Bulgaria</strong>n Leva<br />
per year. The funds spent for shaft construction<br />
and assembly of fittings, filter and the pressure<br />
regulator have been reimbursed from the reduced<br />
operational costs (power consumption, coagulation,<br />
disinfection, failures) for 4 months.<br />
REFERENCES<br />
1. Dimitrov, G., Raising the effectiveness<br />
of the water supply systems in <strong>Bulgaria</strong>.<br />
Research work. 2004.<br />
2. Dimitrov, G., Trichkov, I. Experimental<br />
determination of water losses in municipal<br />
water supply systems. <strong>Water</strong> Economy, No.<br />
3/4, 1996.<br />
3. Frantozzi, M. Lambert.A, Including<br />
the effects of pressure management in<br />
calculations of Short-Run Economic<br />
Leakage Levels. <strong>Water</strong> Loss, Bucharest,<br />
2007.<br />
Fig.1 Variation of water flow at the input of the lower part of Kardjali<br />
for the period 10 - 15 Aug 2007<br />
Fig.2. Variation of pressure at the input of the lower part of Kardjali for<br />
the period 10 - 15 Aug 2007<br />
Fig.3 Variation of water flow and pressure at the input of the lower part<br />
of Kardjali on 13 Aug 2007 (Monday)<br />
Fig.4. Shaft with pressure regulator of Bermad, with the necessary fittings<br />
and blocks<br />
83
84<br />
Fig.5. Pressure regulator, Bermad 720-24ES with V-port and 2 modes of<br />
operation (day and night)<br />
1-pressure regulator;<br />
2-pilot valve for pressure regulation during the day;<br />
3-pilot valve for pressure regulation during the night;<br />
4-induction valve;<br />
5-controller
<strong>Bulgaria</strong> - Italy<br />
Free water balance software – <strong>Bulgaria</strong>n<br />
version<br />
Ms G. Mihaylova, Mr M. Fantozzi, Mr A. Lambert, Dr A. Paskalev, Studio Fantozzi<br />
ABSTRACT<br />
Substantial advances have been made by the IWA <strong>Water</strong> Losses Task Force (WLTF) in the last few years in<br />
developing practical water loss management methods. The IWA WLTF approach has been implemented<br />
successfully in many countries all over the world.<br />
This paper presents a free software (CheckCalcs) for calculating water balance and performance indicators<br />
for <strong>Bulgaria</strong>n water supply systems. The software has been customized for <strong>Bulgaria</strong>n water supply<br />
terminology and the <strong>Bulgaria</strong>n language, in order to promote the practical application of the IWA WLTF<br />
approach in <strong>Bulgaria</strong>.<br />
The paper also includes a presentation of a case study that is representative of a typical <strong>Bulgaria</strong>n water<br />
supply system.<br />
This application represents a practical approach to introduce international best practice methodologies<br />
for non-revenue water management in <strong>Bulgaria</strong>, and aims to encourage <strong>Bulgaria</strong>n utilities to adopt IWA<br />
WLTF methodology and to improve their performance in managing water distribution systems.<br />
85
86<br />
INTRODUCTION<br />
Substantial advances have been made by the IWA<br />
<strong>Water</strong> Losses Task Force (WLTF) in the last few<br />
years in the development of practical water loss<br />
management methods. The IWA WLTF Approach<br />
has been implemented with success in many<br />
countries all over the world. This paper presents<br />
free software (CheckCalcs) for calculating water<br />
balance and performance indicators for <strong>Bulgaria</strong>n<br />
water supply systems. The software has been<br />
customised for <strong>Bulgaria</strong>n water supply terminology<br />
and language, in order to promote the practical<br />
application of the IWA WLTF Approach in <strong>Bulgaria</strong><br />
and to improve the performance in managing water<br />
distribution systems. The paper also includes a<br />
presentation of a case study which is representative<br />
of a typical <strong>Bulgaria</strong>n water system.<br />
STATUS OF THE WATER SERVICES AND LEAKAGE<br />
IN BULGARIA<br />
Depending on the precipitation in a given year, on<br />
the territory of <strong>Bulgaria</strong> between 9 and 24 billion m3<br />
of water are produced. The average annual amount<br />
of water per capita is between 2300 m3 and 2500<br />
m3. <strong>Bulgaria</strong> therefore ranks among the five poorest<br />
countries in terms of water resources in Europe,<br />
together with Poland, the Czech Republic, Belgium<br />
and Cyprus. Although 98% of the territory is supplied<br />
with water, nearly 500,000 citizens do not have 24hour<br />
access to water during drought periods. There<br />
are a total of 52 major water supply companies, most<br />
of them publicly owned. There is one concession<br />
- Sofia. The water sector in <strong>Bulgaria</strong> has suffered<br />
from a lack of investment over the past 15 years<br />
and the incomes of the population do not allow<br />
a significant increase in tariffs. Most of the water<br />
supply systems were constructed in the period 1960-<br />
1970. The total length of mains in the water supply<br />
and water distribution network is 70,620 kilometres,<br />
and the asbestos-cement pipes, which represent<br />
70% of the network are in very bad condition. It is<br />
difficult to quantify the leaks from these, but they<br />
are mainly from the joints, as a result of the rubber<br />
gaskets losing elasticity. In the period before the<br />
changes of 1989 the effectiveness of any activities<br />
was of secondary importance, a practice which<br />
continued during the transition from communism<br />
to democracy. The combination of these factors<br />
led to inadequate provision of services, high water<br />
losses, environmental risks related to water quality,<br />
and financial difficulties for companies.<br />
REGULATORY FRAMEWORK:<br />
• The law of regulation of water supply and<br />
sewerage services<br />
This Act (from 20.01.2005) governs the regulation<br />
of prices, availability and quality of water supply and<br />
sewerage services of the operating companies for<br />
water and sewerage services. It is operated by the<br />
State Committee on Energy and <strong>Water</strong> Regulation<br />
(‘The Commission’), created under the Energy Act.<br />
• Ordinance No. 1 of 5 May 2006 for<br />
ratification of the methodology for<br />
determining admissible water losses in<br />
water supply systems<br />
The methodology is used for: status control of the<br />
water supply systems in the urban zones, analysis<br />
and valuation of the water supply systems’ status<br />
in the urban zones, determination of the total real<br />
losses quantity in the water supply systems and of<br />
the terms of reaching the admissible water losses.<br />
The part of the ordinance relating to water balance<br />
and real losses starts with the basic IWA <strong>Water</strong><br />
Balance, but then diverges from IWA recommended<br />
performance indicators by incorporating modified<br />
sections of German and UK practice, with some<br />
inconsistencies. This makes the application of the<br />
process complex and difficult to apply consistently.
IWA WLTF METHODOLOGY: GETTING STARTED,<br />
THE BASIC APPROACH<br />
The ‘4-Component’ diagram, shown in Figure<br />
1, is now widely used internationally, to explain<br />
the practical concepts for managing Real Losses<br />
as promoted by the IWA WLTF. Real Losses can<br />
be constrained and managed by an appropriate<br />
combination of all of the four management activities<br />
shown as arrows. For each system, at any particular<br />
time, there will be an Economic Level of Real<br />
Losses, this usually lies somewhere between the<br />
CARL and the UARL. The three activities are Speed<br />
and Quality of Repairs, Pressure Management, and<br />
Active Leakage Control. They all tend to be more<br />
cost-effective in the short term in Euro spent/m3 saved than pipeline and assets management, and<br />
should be considered jointly when calculating the<br />
Short Run Economic Level of Leakage (SRELL). For<br />
any distribution system, the large box represents<br />
the Current Annual Real Losses CARL (calculated<br />
from a standard IWA <strong>Water</strong> Balance, preferably<br />
with 95% confidence levels). The Unavoidable<br />
Annual Real Losses UARL are calculated from the<br />
equations developed in Lambert et al (1999), based<br />
on mains length, number of service connections,<br />
customer meter location and average pressure.<br />
The Infrastructure Leakage Index (ILI) is the<br />
non-dimensional ratio of CARL/UARL, and is<br />
the recommended ‘best practice’ Performance<br />
Indicator for operational management of Real<br />
Losses.<br />
© WRP (Pty) Ltd, 2001<br />
Fig 1: Practical Management of Real Losses using the 4 – Component<br />
method.<br />
87<br />
ILI benchmarks the efficiency of operational<br />
leakage management at current pressure. An ILI<br />
of 10 means that Real Losses volume is 10 times<br />
the lowest technically achievable real losses for the<br />
system at current average pressures.<br />
The following two figures illustrate some ILIs<br />
around the world:<br />
Fig 2: ILIs for 22 Systems in <strong>European</strong> Developed Countries (Data from<br />
ILMSS Ltd)
88<br />
Fig 3: ILIs for 33 Systems in Developing Countries (Data from WRP (pty))<br />
( 5 system ILIs > 50 have been omitted)<br />
The IWA WLTF methodology and the basic<br />
approach can be summarised in four steps:<br />
Step A: Assess your losses and identify data<br />
deficiencies;<br />
Step B: Identify ‘how are we doing’ using the<br />
most meaningful performance indicator<br />
(ILI) and the World Bank Institute Banding<br />
System;<br />
Step C: Analyse your data and start to<br />
develop your strategy and<br />
Step D: Set initial targets and get started:<br />
learn as you progress.<br />
FREE WATER BALANCE SOFTWARE – BULGARIAN<br />
VERSION<br />
Whilst the basic logic and principles of this<br />
approach are becoming widely accepted, potential<br />
users in utilities, who have had their interest and<br />
expectations raised, can easily become demotivated<br />
by a lack of appropriate calculation tools to get<br />
started. Increasingly, free software is provided<br />
by IWA WLTF members for this purpose. One<br />
of these is CheckCalcs, one of the LEAKSSuite<br />
series of educational software (www.leakssuite.<br />
com), designed by A. Lambert, leader of the first<br />
IWA WLTF, to assist and encourage water utilities<br />
everywhere to improve their leakage management<br />
performance. The softwares are designed to be<br />
easily customised and upgraded to suit the specific<br />
requirements of individual utilities, once users<br />
have become familiar with basic principles and<br />
concepts.<br />
The <strong>Bulgaria</strong>n language version of CheckCalcs<br />
was created as a collaborative unfunded project<br />
by the authors of this paper, to assist water utilities<br />
in <strong>Bulgaria</strong> to quickly identify opportunities for<br />
saving money and saving water using the IWA<br />
‘best practice’ approach. The water balance<br />
and components of non-revenue water have<br />
been customised in accordance with <strong>Bulgaria</strong>n<br />
legislation, terminology, units and language.<br />
Translation from English to <strong>Bulgaria</strong>n has been<br />
carried out by Gergina Mihaylova with technical<br />
support from Atanas Paskalev of AQUAPARTNER<br />
in Sofia.<br />
Most of the water balance information that is needed<br />
for the IWA best practice international water<br />
balance is already in the <strong>Bulgaria</strong>n Ordinance No.1<br />
of 5 May 2006. The two water balances use mostly<br />
the same input data, and the terms ‘authorised’ and<br />
‘unauthorised’. Figure 4 shows the standard IWA<br />
water balance. In the <strong>Bulgaria</strong>n CheckCalcs, the<br />
<strong>Water</strong> Balance calculation is split into two parts, in<br />
accordance with the national practice of separating<br />
systems into ‘external’ and ‘internal’ water supply<br />
pipelines. Both water balance calculations identify<br />
metered and unmetered components. The option of<br />
entering confidence limits helps to quickly identify<br />
deficiencies in data quality and availability, but still<br />
produces a first estimate of real losses volume even<br />
if the raw data is of doubtful quality.
Inputwatervolume<br />
Authorisedconsumption<br />
<strong>Water</strong><br />
losses<br />
Billed water Revenue<br />
water<br />
Unbilled water Nonrev-<br />
Apparentlosses<br />
Under-registered consumption<br />
Unauthorised consumption<br />
Metering process errors<br />
Unmeteredconsumption<br />
Real losses (physical<br />
losses)<br />
Fig 4: Standard IWA <strong>Water</strong> Balance<br />
Non-operating<br />
meters<br />
Unmetered<br />
low<br />
flow<br />
(Clientsideleakages)<br />
Nonuseful<br />
water<br />
enue<br />
water<br />
Because of high consumption (and intermittent<br />
supply) in many parts of <strong>Bulgaria</strong>, percentage by<br />
volume is not a reliable performance indicator for<br />
analyzing problems and identifying local priorities<br />
and cost-effective solutions. The other performance<br />
indicator used in Ordinance No 1 of 5th May 2006 –<br />
m3 /km mains/day – is also unreliable for assessing<br />
and comparing performance as it is makes no<br />
allowance for losses on service connections, and<br />
is strongly influenced by density of connections,<br />
meter location, pressure and intermittent supply.<br />
In contrast, the Infrastructure Leakage Index<br />
(ILI) allows for mains length, number of service<br />
connections, system pressure, continuity of supply,<br />
and customer meter location, and so provides a<br />
fairer comparison of performance in management<br />
of Real Losses (known as ‘Metric’ Benchmarking.<br />
This has now been recognized by the OVGW<br />
Austrian Benchmarking study which has tested<br />
the ILI and now recommends using it rather than<br />
percentages or losses per km of mains. ILI was<br />
89<br />
also used as the basis for the World Bank Institute<br />
Banding System.<br />
Using data from the ‘Internal’ <strong>Water</strong> Balance,<br />
CheckCalcs calculates ILI and other traditional<br />
performance indicators (including percentages,<br />
losses/service connection or losses/km mains<br />
depending upon density of connections) for NRW,<br />
Apparent Losses and Real Losses (see Fig 5), and<br />
(not shown here) also explains the limitations and<br />
appropriate circumstances for using each of them.<br />
Fig 5: Part of Performance Indicators Worksheet from CheckCalcs (Case<br />
study –Vratza)<br />
The software then allocates the ILI of the system<br />
within the WBI Banding system and identifies<br />
priorities for action according to which Band (A<br />
to D) the ILI lies within. The calculated system<br />
ILI is also compared with ILIs for the country or<br />
geographical region (in this case, for Developing<br />
Countries), as shown below in Fig. 6.<br />
Figure 6: Part of ‘WBI Guidelines’ Worksheet from CheckCalcs (Case<br />
study – Vratza)<br />
Thus it can be seen that CheckCalcs helps the user<br />
to achieve the first three steps (A,B,C) of the IWA<br />
WLTF methodology described above.
90<br />
To achieve Step D (the most important one) it is<br />
necessary to make a commitment to improving<br />
the management of water losses, and realise that<br />
you will learn as you progress. Further assistance<br />
and guidance can be obtained through members<br />
of the <strong>Water</strong> Loss Task Force. These are the first<br />
steps of a continual commitment to reducing the<br />
Non-Revenue <strong>Water</strong> in the <strong>Bulgaria</strong>n water supply<br />
systems. Today Aquapartner is one of an increasing<br />
number of companies that progressively apply the<br />
methodology and develop a firm foundation for<br />
NRW reduction strategies.<br />
REFERENCES<br />
• Lambert A, 2002. International Report on<br />
<strong>Water</strong> Losses Management and Techniques:<br />
Report to IWA Berlin Congress, October<br />
2001. <strong>Water</strong> Science and Technology:<strong>Water</strong><br />
Supply Vol 2 No 4, August 2002<br />
• Brown T.G., Lambert A., Takizawa M.,<br />
Weimer D, (1999). A Review of Performance<br />
Indicators for Real Losses from <strong>Water</strong><br />
Supply Systems. AQUA, Dec 1999. ISSN<br />
0003-7214<br />
• Fantozzi, M., Lambert A., (July 2005)<br />
Recent advances in calculating Economic<br />
Intervention Frequency for Active Leakage<br />
Control, and implications for calculation of<br />
Economic Leakage Levels, IWA International<br />
Conference on <strong>Water</strong> Economics, Statistics<br />
and Finance – Rethymno (Greece).<br />
• Lambert A., Ten years experience in<br />
using the UARL formula to calculate<br />
the Infrastructure Leakage Index, IWA<br />
Conference ‘<strong>Water</strong> Loss 2009’, Cape Town<br />
(South Africa), April 2009.
Cyprus: city of Lemesos<br />
Application of Key Technologies for <strong>Water</strong><br />
Network Management and Leakage Reduction<br />
Mr Bambos Charalambous, <strong>Water</strong> Board of Lemesos<br />
ABSTRACT<br />
The <strong>Water</strong> Board of Lemesos identified the need for the development and implementation of a Supervisory<br />
Control and Data Acquisition (SCADA) system, which would provide real time control and management of<br />
the water production and storage and of the distribution network. To this end the <strong>Water</strong> Board introduced<br />
an on-line control system that allowed the efficient and effective supervision, control and management of<br />
water production and storage and a continuous monitoring system of the water supply into the network.<br />
This paper describes the development and implementation of the continuous monitoring systems employed<br />
at the <strong>Water</strong> Board, their main features and benefits.<br />
91
92<br />
1. INTRODUCTION<br />
The town of Lemesos is situated on the south<br />
coast of the island of Cyprus in the north-eastern<br />
Mediterranean Sea, has a current population of<br />
170,000 and is the second largest town of the island.<br />
The <strong>Water</strong> Board of Lemesos is a non-profit,<br />
semi-government organisation charged with the<br />
responsibility of supplying potable water to the<br />
town and environs of Lemesos. The <strong>Water</strong> Board<br />
has 110 employees, covers a supply area of some 70<br />
km², having well fields, storage reservoirs, pumping<br />
stations and underground water distribution<br />
networks.<br />
2. BACKGROUND<br />
It is essential to describe briefly the operation and<br />
management of the water supply system of the<br />
<strong>Water</strong> Board in order to provide the reader with<br />
a basic understanding of the water production,<br />
storage and distribution systems.<br />
The topographical location of Lemesos is such<br />
that the elevation of the supply area varies from<br />
sea level to 315 metres above sea level. To ensure<br />
acceptable pressure limits to consumers the supply<br />
area is divided into seven pressure zones, each with<br />
its own storage reservoir. <strong>Water</strong> from the boreholes<br />
is pumped to the lowest elevation storage reservoir<br />
at zone 1 and, depending on the demands at higher<br />
elevations, water is successively pumped to zone 2<br />
up to zone 7 reservoirs. <strong>Water</strong> is also obtained from<br />
a treatment plant by gravity to reservoirs at zones<br />
1, 2 and 3. <strong>Water</strong> from the lowest reservoir at zone<br />
1 is transferred to the highest reservoir at zone 7<br />
by successive pumping via high lift transfer pumps<br />
located at each reservoir site (Figure 1).<br />
Figure 1. <strong>Water</strong> Storage Schematic<br />
Initially the water production network was<br />
operated manually with underground borehole<br />
pumps and high lift transfer pumps being operated,<br />
depending on demand, by manually switching the<br />
pumps on and off. Operational problems, such as<br />
storage reservoir over spilling or emptying, and<br />
pumping station malfunctions frequently occurred.<br />
To resolve these problems it was required to have<br />
personnel attending the works on a 24-hour basis,<br />
which, coupled with mandatory manual activities<br />
such as daily readings of the district meters and<br />
manual operation of control valves and pumps,<br />
resulted in additional costs to the <strong>Water</strong> Board.<br />
3. IMPLEMENTATION OF A CONTROL SYSTEM<br />
In 1986, the <strong>Water</strong> Board embarked on an ambitious<br />
expansion programme. This included, inter alia,<br />
major extensions to the distribution system,<br />
construction of new storage reservoirs and the<br />
elaboration of a study regarding the installation of<br />
a telemetry system to provide Supervisory Control<br />
And Data Acquisition (SCADA) facilities for the<br />
water production and storage system.<br />
The SCADA system comprises a control centre and<br />
14 outstations, which are located at the various<br />
wellfield, storage reservoir and pumping station<br />
sites in order to monitor and control the water
production and storage system. Communication<br />
between the control centre and the outstations is<br />
through dedicated telephone lines provided by the<br />
local telecommunications authority.<br />
4. THE SCADA SYSTEM<br />
The system is designed to indicate flow<br />
measurements, water levels in reservoirs and<br />
boreholes and the operating status of all pumping<br />
equipment. Information and data is collated at the<br />
remote sites, such as pumping stations and storage<br />
reservoirs, and sent through the outstations via<br />
dedicated telecommunication lines to the control<br />
centre.<br />
The supply and installation cost of the SCADA<br />
system including all subsequent extensions and<br />
upgrades at current values is approximately<br />
€ 670,000. It is worth mentioning that the<br />
operating cost of the system is considered high at<br />
approximately € 100 per month per leased line, 14<br />
in total.<br />
The installation of the SCADA system contributed<br />
towards the efficient and effective operation<br />
of the water production and storage system.<br />
Data collection enables accurate water demand<br />
forecasting scenarios to be made thus enhancing<br />
forward planning and programming.<br />
5. DISTRICT METERED AREA (DMA)<br />
MONITORING<br />
The experiences gained from the application of<br />
the SCADA system proved invaluable when there<br />
was the need to implement continuous monitoring<br />
of the flow into discrete areas of the distribution<br />
network called District Metered Areas (DMAs),<br />
and of the pressure. Both flow and pressure are<br />
essential for the implementation of any leakage<br />
reduction strategy.<br />
93<br />
The selection criteria for the continuous monitoring<br />
system were decided taking into consideration<br />
present and future needs and requirements. To<br />
this end careful consideration and examination<br />
of the available techniques, methodologies and<br />
technologies was undertaken in order to adopt<br />
an appropriate system. The selection criteria used<br />
were the following:<br />
• Small capital expenditure with minimum<br />
maintenance.<br />
• Easy to install, simple and easy to operate.<br />
• Low running costs and easy to expand.<br />
• Continuous recording and storing of data<br />
on site.<br />
• Downloading of data on request or at<br />
preset times.<br />
• Multi communication capability via PSTN,<br />
GSM, Radio, WWW.<br />
After careful consideration it was decided to employ<br />
a telematic type of solution, which combines<br />
information technology and telecommunication<br />
networks using the World Wide Web for data<br />
transfer.<br />
The heart of the system is a programmable<br />
controller installed at each DMA meter location<br />
that is capable of precise registration of events and<br />
optimal archiving of stored data. The overall cost<br />
for each station is approximately €1,800, but most<br />
importantly the operating cost of such a solution is<br />
extremely low, €14/month.<br />
The <strong>Water</strong> Board gains several benefits to from the<br />
application of the above DMA monitoring system<br />
(Figure 2). The operational cost of the system is<br />
very low, and it basically requires no maintenance.<br />
The system provides an environmentally friendly<br />
solution utilising solar energy for power. It is
94<br />
considered to be the backbone of the leakage<br />
management strategy, providing data on a<br />
continuous basis that is used to analyse the<br />
water loss in the DMAs and set priorities for leak<br />
location. In addition it provides early warning for<br />
large bursts, thus triggering the mechanism for leak<br />
location and repair.<br />
Figure 2. DMA Monitoring System<br />
6. FUTURE TRENDS<br />
It is becoming increasingly apparent that the<br />
existing telecontrol systems need to be expanded<br />
and integrated with other systems to provide better<br />
and more efficient management. The <strong>Water</strong> Board<br />
recognised this and upgraded its system to operate<br />
under the Windows environment thus making the<br />
first step towards integration with systems such as<br />
Geographical Information Systems (GIS).<br />
A combination of the GIS and SCADA systems<br />
would provide an excellent basis for network models<br />
for more efficient and effective network planning.<br />
Furthermore, this combination would be further<br />
enhanced by linking it to the customer billing data.<br />
Use of Automatic Meter Reading for the customers’<br />
meters will improve both the accuracy of the work<br />
and level of customer service.<br />
7. CONCLUSION<br />
It is recognised that the implementation of on-line<br />
control and monitoring technology by the Board<br />
has resulted in higher efficiency and effectiveness<br />
in the planning and operation of the water supply<br />
system.<br />
The benefits gained from the system were immediate<br />
and apparent. The system contributed to the better<br />
and more efficient operation and management<br />
of the network, resulting in cost reduction.<br />
Furthermore there was a marked enhancement of<br />
the Board’s image resulting in a high standard of<br />
service to its customers.
Czech Republic<br />
A Conceptual Approach to <strong>Water</strong> Loss<br />
Reduction<br />
Mr Miroslav Tesarik, Project Manager, Danish Hydraulic Institute, DHI a.s.<br />
ABSTRACT<br />
<strong>Water</strong> utilities have made considerable efforts to reduce water loss from their pipe networks during recent<br />
decades. However, they often focus on a limited range of measures, such as using the best equipment and<br />
organization to detect and repair breakages, stabilizing the boundaries of existing supply zones, and measuring<br />
inflow into the zones to evaluate NRW. Such an approach can be relatively ineffective in some parts of the water<br />
supply system. The effect of leakage detection is often low in large supply zones with uneven conditions. Pipe<br />
networks with high or unstable pressure conditions have a high leakage and breakage rate, and even if leakage<br />
detection is efficient, overall leakage from the network remains high. This paper presents methodology and<br />
results of integrated conceptual water loss projects comprised of several interconnected parts, such as:<br />
• Building and calibrating a hydraulic model of the water supply system.<br />
• Initiating measurement campaigns as the main instrument to survey leakage distribution, verify<br />
network capacity and identify network shortcomings.<br />
• Conducting a detailed leakage distribution survey.<br />
• Verifying the capacity of the supply system, identifying network shortcomings and impediments<br />
to future requirements.<br />
• Evaluating future needs, especially considering urban development, and proposing appropriate<br />
system augmentation.<br />
• Evaluating existing pressure conditions and proposing operational measures and system<br />
augmentations to optimize them for the future.<br />
• Evaluating the existing metering system and proposing divisions to the supply zone with appropriate<br />
flow measurement.<br />
• Evaluating hydraulic and water quality parameters in a hydraulic model to ensure an optimal<br />
solution.<br />
Application of this methodology is discussed using results from a NRW case study project for the city of<br />
Blagoevgrad, <strong>Bulgaria</strong>.<br />
95
96<br />
INTRODUCTION<br />
In many cities the water losses reach very high<br />
levels. With regard to the fact that increased<br />
leakages may have a number of causes, it is<br />
necessary to examine a range of influences and<br />
take these into account in the resultant long-term<br />
solution of leakage reduction. The conceptual<br />
approach to the leakage detection in water supply<br />
systems is a fundamental tool for the location of the<br />
leakage and contributes highly to better utilization<br />
of available water sources.The conceptual approach<br />
is also essential for minimising both the investment<br />
and operational costs connected with the water<br />
supply systems.<br />
BUILDING OF A HYDRAULIC MODEL OF THE<br />
WATER SUPPLY SYSTEM<br />
The model topology of the WSS was built based on<br />
AutoCAD files provided by the client. Additional<br />
information about the layout of the pipe network<br />
of the existing system was supplemented during<br />
model building, based on the operational map and<br />
the discussion with the Operator.<br />
The whole extent of the pipe network was divided<br />
for evaluation purposes into subareas, based<br />
on experiences from a survey and monitoring<br />
campaign. The subareas are just logical units, not<br />
the pressure zones, while the WWS in Blagoevgrad<br />
is to a large extent interconnected. A complete final<br />
model is presented in the figures below.<br />
Figure 1 Distribution system- evaluation areas<br />
Figure 2 Distribution system –pipe diameters
MEASUREMENT CAMPAIGNS<br />
As the next step, the systematic measurements of<br />
flows and pressures have to be carried out.<br />
SELECTION OF SUPPLY zONES WITH<br />
SIGNIFICANT LEAKAGE<br />
For screening of supply zones from a point of view<br />
of the leakage magnitude, it is necessary first of<br />
all to conduct a complex evaluation of all supply<br />
zones from the perspective of the balance of water<br />
consumption and supplied water. For this purpose it<br />
is necessary to include all the available information.<br />
The result is an overview of all the components of<br />
inflow into the individual supply zones (domestic<br />
consumption, big consumer consumption, leakage).<br />
On the basis of the data collection, processing and<br />
analysis in collaboration with the sewer operator,<br />
it is possible to select those supply zones with<br />
a significant leakage and finally to propose the<br />
measurement campaign, i.e. to divide the selected<br />
supply zones into measurement sections and define<br />
the necessary setting changes of the water supply<br />
system (closing some valves etc.).<br />
SYSTEMATIC MEASUREMENTS OF FLOWS AND<br />
PRESSURES<br />
Systematic measurements of flows are not only<br />
basic tools for leakage quantification, but they also<br />
help the operators and administrators of water<br />
supply systems to better manage the operation of<br />
the system. During normal operation, some hidden<br />
problems may not emerge, e.g. (partly) closed<br />
pipes, encrusted pipelines, hidden major failures,<br />
incorrect data in technical documentation, etc.<br />
Consequently serious complications can appear,<br />
97<br />
resulting in substandard water supply conditions,<br />
especially as regards pressure conditions in the case<br />
of new water intakes from a network with already<br />
reduced capacity, or during failures, planned lockouts<br />
of pipelines, etc. Apart from mathematical<br />
model calibration, the main reason for monitoring<br />
the pipeline network is to obtain information on<br />
leakage, overall network operation and to check the<br />
pipeline network capacity. A detailed monitoring<br />
campaign can identify and locate problems both<br />
in the main distribution system and in particular<br />
supply zones. Closed hydraulic valves, strongly<br />
encrusted sections, significant deviations from<br />
operational documentation (GIS), etc., can be<br />
identified.<br />
In the city of Blagoevgrad, 2 portable Fluxus flow<br />
meters and 10 portable Sewad pressure meters<br />
were used for the measurement of inflow to and<br />
pressure distribution in several separable supply<br />
zones for the time span of 2-6 days.<br />
SHORT MONITORING CAMPAIGNS UNDER<br />
STANDARD OPERATIONAL CONDITIONS<br />
Monitoring, as provided by the operator (the stable<br />
monitoring sites), is most often supplemented by<br />
the portable units located on the key inflows to the<br />
distribution system. These monitoring campaigns<br />
can be used for filling the gaps in the knowledge<br />
about the water supply system operation and for<br />
the basic model calibration.
98<br />
Gramada supply zone.<br />
Reservoir 7000 Istok supply zone<br />
Figure 3 Example of measured pressures (upper part of pictures) and<br />
flows (lower part of pictures) in 2 supply zones in the city of Blagoevgrad<br />
SPECIAL MONITORING CAMPAIGNS<br />
A very effective method for detecting non-standard<br />
events in water supply networks is to use hydraulic<br />
models of the water supply network in combination<br />
with monitoring the pressure and flow conditions<br />
during non-standard loading situations, especially<br />
during hydrant tests.<br />
Figure 4 Measured pressures in the central part of the city of Blagoevgrad<br />
during a period of serious pipe breakdown and during the<br />
partial zone separation, i.e. during non-standard operational conditions<br />
Hydrant tests in selected locations are combined<br />
with pressure measurements in several places<br />
in the network. The allocation of such tests and<br />
measurements, or of other manipulations in the<br />
water supply network, is adapted to specific needs.<br />
Hydrant tests yield measured sets of pressure values<br />
for various water intakes from hydrants. Evaluation<br />
by the mathematical model can provide very detailed<br />
information on the characteristics of the water<br />
supply network, i.e about the quality of the hydraulic<br />
connection between the place of hydrant water<br />
intake and the place of the pressure measurement.<br />
The specification of the monitoring campaign<br />
depends on the purpose of the campaign, on<br />
information given by the operator and on the<br />
preliminary mathematical model simulations.<br />
The real conditions in the water supply network,<br />
especially the location of usable hydrants, must be<br />
taken into account. Last but not least, it is necessary<br />
to evaluate and discuss with the operator potential<br />
risks to water quality, etc.<br />
LEAKAGE DETECTION – NIGHT MEASUREMENT<br />
CAMPAIGN<br />
As stated before, the measurement of distribution<br />
of leakages in the water supply system is based on<br />
the temporary division of the piping network into<br />
measurement sections. Measurement sections<br />
are separated by closing regular or zone valves.<br />
With this network setting, the measurement of<br />
night inflows into measurement sections and the<br />
measurement of pressures have to be carried out.<br />
Consequently, the leakage is evaluated in individual<br />
measurement sections while taking into account<br />
large night consumers, if there are any.<br />
The principle for location of the leakage is to divide<br />
the measurement sections by closing the valves into<br />
smaller and smaller parts. The manipulation with
the valves must be feasible from an operational point<br />
of view, so close collaboration with the water supply<br />
system operator is absolutely necessary. Leakage into<br />
measurement sections is then evaluated with regard to<br />
night consumption of large clients, and, if applicable,<br />
the objectified night inflow. In addition to the actual size<br />
of the leakage [l/s], it is also possible to evaluate other<br />
leakage indicators such as unit leakage [l/s/km], which<br />
takes into account the length of the water distribution<br />
network and indicates locations of the network where<br />
subsequent detailed detection of the leakage and repair<br />
of hidden leakages will be most effective.<br />
Based on the night minimum flows and also taking<br />
into account the measurements carried out in<br />
specific operational conditions, the first estimate of<br />
the leakage level for the current status supply zones<br />
was carried out in the city of Blagoevgrad.<br />
Areas Leakage [l/s]<br />
Osvobozdenie 2<br />
Central City Nord 40<br />
Elenovo 25<br />
Gramada 2<br />
Strumsko 30<br />
Central City South 20<br />
Orlova Cuka 5<br />
Jampalica 3<br />
Total 127<br />
Table1 Leakage estimate based on the measurement campaign result in<br />
the city of Blagoevgrad<br />
EVALUATION OF FUTURE REqUIREMENTS<br />
Important inputs for the definition of future water<br />
supply requirements are the Urban Development<br />
Plan, projected demands in the system, planned<br />
reconstruction of AC pipes and existing conceptual<br />
studies.<br />
The major problem of the water supply system in the<br />
99<br />
city of Blagoevgrad is the bad technical condition<br />
of existing AC pipes. Consequently, a huge<br />
reconstruction program has been prepared, which<br />
has to be included in the conceptual approach to<br />
water loss reduction.<br />
EVALUATION AND OPTIMISATION OF<br />
PRESSURES<br />
Optimisation of pressures is a measure which is<br />
important primarily from the perspective of the<br />
long-term impact on reduction of water leakages<br />
and the breakdown rate and increasing the life<br />
span of the network. According to experience, a<br />
reduction of pressure by 10% causes a reduction<br />
in the breakdown rate by 25%. Optimisation of<br />
pressures is thus very important for operational<br />
and investment savings. For the evaluation of the<br />
optimum pressures in the network, it is necessary<br />
to take into account the height of the housing<br />
development. Pressures of 40 m w.c. may be low in<br />
a high rise housing development, but too high for<br />
a housing development comprising family houses.<br />
Figure 5 Principle of assessment of pressures in water supply systems<br />
Through simulation in the model it is possible to<br />
evaluate the pressures above the height of the housing<br />
development relatively precisely. At the same time it is<br />
possible to evaluate the causes of the main problems<br />
which prevent optimisation of pressures.<br />
For the city of Blagoevgrad, a new system of<br />
conceptual pressure zones and corresponding<br />
supply zones was recommended.
100<br />
Figure 6 Analysis of terrain elevation<br />
Figure 7 Final proposal of the supply zones<br />
The inflow measurement for supply zones should<br />
be installed at existing outflow pipes from the<br />
reservoirs, as part of new manholes for the<br />
installation of pressure reduction valves. In case of a<br />
gravity system, it is proposed to divide the network<br />
into several supply zones (in the example of the city<br />
of Blagoevgrad this is the case for the Dzampalica,<br />
New Elenovo, Zapad and Cakalica gravity systems).<br />
The optimization of pressures in zones can be<br />
evaluated effectively with the help of graphical<br />
output, as demonstrated in Figure 8.<br />
Figure 8 Example of the analysis of pressures for the future status of<br />
the city of Blagoevgrad<br />
CONCLUSION<br />
The leakage situation of individual water supply<br />
systems reflects a whole range of factors. Of these<br />
the most significant are inappropriate material<br />
used for the construction of the water supply<br />
systems, the increasing age of the water supply<br />
systems and the related deterioration of their<br />
technical condition. This situation can be described<br />
as the historical debt in the renewal of the water<br />
supply systems. The large scale rehabilitation of the<br />
water supply pipes, which is currently underway
in many cities, will certainly help in the reduction<br />
of overall leakage and simultaneously opens the<br />
way for continuous fighting of leakage on a more<br />
detailed scale and the optimization of pressures, as<br />
described in the paper.<br />
As has been shown for the city of Blagoevgrad, even<br />
in a case where it is difficult to define the supply<br />
zones for the existing system, it is possible to get<br />
valuable information about the level of leakage in<br />
the zones through a comparatively short term flow<br />
and pressure monitoring campaign. This, together<br />
with the analysis of the current status of the system<br />
and future requirement analysis, forms a basis for<br />
conceptual recommendations, which include the<br />
draft of the pressure and supply zoning. Proper<br />
pressure zone definition, as well as definition of<br />
locations for steady measurements of flows (supply<br />
zoning), can contribute efficiently to water loss<br />
reduction in water distribution systems.<br />
101
102<br />
Czech Republic<br />
<strong>Water</strong> loss management - Veolia’s experience<br />
in the Czech Republic<br />
Mr Bruno Jannin, Project Manager, Veolia<br />
ABSTRACT<br />
This paper gives a technical and economic assessment of the water loss management that has been successfully<br />
implemented by Veolia in the Czech Republic during the last ten years. Veolia started operations in Pilsen in<br />
the Czech Republic in 1996, and is today the leading operator with approximately 6,000 employees, serving a<br />
population of 4 million and with an annual turnover of €500 million. When Veolia took over the management<br />
of local operators, water loss and the high level of non-revenue water (NRW) was just one of many problems.<br />
However, tackling this particular issue efficiently was essential to create a positive image for the newlyestablished,<br />
private and foreign-based operator. The reduction of NRW was also a financial necessity.<br />
Very different situations may be encountered with respect to water loss and NRW, from completely deficient<br />
management, which may eventually lead to shortage of water for the customers, to extremely well run networks<br />
with an efficiency ratio of more than 95 per cent. The water services taken over by Veolia in the Czech Republic<br />
were in an intermediate situation, with NRW at approximately 40 per cent (essentially physical water losses, as<br />
commercial losses were at low level). By comparison, the NRW rates of 20 per cent in rural areas and 10 per<br />
cent in built-up areas commonly observed, for example, in Veolia’s French water services, are a good indicator<br />
of the level of performance that can be achieved over time. To that end, Veolia applied an integrated approach<br />
based on methodology and technologies that had been successful in similar situations. Efficient water loss<br />
reduction relies on a combination of good management of the network pressure, identification of leakages,<br />
efficient repair, and replace wment of worn-out sections. The experience of the staff and their in-depth<br />
knowledge of the network are necessary but not sufficient. Modern technology such as GIS, network<br />
modelling and leakage detection equipment is indispensable to reach a satisfactory level of performance.<br />
Today NRW is about 20 per cent in Veolia’s Czech operations and is still improving. In Prague, network<br />
efficiency has increased by 2 per cent per year since Veolia took over operations, and will reach 80 per cent<br />
(20% NRW) this year. Over the same period, the volume supplied to the network has fallen significantly,<br />
and water loss fell from 48 million m3 in 2001 to 23 million m3 in 2008.
Greece<br />
A Paradigm Shift in <strong>Water</strong> Loss Audits:<br />
High accuracy water meters as a means to decrease non-useful<br />
water lost in client-side leakages<br />
Mr Stefanos Georgiadis, Assistant General Manager, Network Facilities, Athens <strong>Water</strong><br />
Supply and Sewage Company S.A. & Mr Panagiotis Georgiadis, Engineering Consultant,<br />
MPhil - (Oxide Ltd)<br />
ABSTRACT<br />
The human species has always relied on water for survival. This makes potable water one of the most prized<br />
and valuable goods. Thus minimizing water loss has always been a major concern. Several ways of dealing<br />
with this issue have emerged.<br />
Decades ago the main focus was on the technical aspects of water loss, and was the first attempt to control<br />
losses scientifically and on a large scale. It involved the categorization of water being lost, and water<br />
reaching the meter. This approach was strictly technical and relied on losing as little water as possible<br />
throughout the distribution network.<br />
More recently, a new trend has emerged which is now used globally. This is based on financial criteria<br />
and takes more factors into account. It has led to increased insight into the problem, and is how the water<br />
industry looks at water losses today. It involves the categorization of water into water accounted for and<br />
water unaccounted for (or measured and non-measured water), and relies mainly on maximizing the<br />
metering capabilities of an organization in addition to reducing leakages in order to minimize financial<br />
losses, thus adding the financial perspective to the technical one.<br />
This paper takes a somewhat different approach to the issue. The key factor is where the water ends up. A<br />
new categorization of water is therefore proposed: useful and non-useful water. This involves considering<br />
both water usage and social criteria in order to establish which factors affect the issue, and thus determine<br />
the actions to be taken. Based on minimizing household losses, and realizing the link between water loss<br />
and the sewage network, this new perspective is hoped to greatly improve the financial situation of water<br />
companies by minimizing water wastage and eliminating water losses.<br />
103
104<br />
HISTORIC OVERVIEW<br />
From a historic point of view mankind has always<br />
relied on water for its well-being. Access to<br />
sources of fresh drinking water still remains a very<br />
important issue worldwide. In more recent years<br />
and in order to satisfy these needs, the main issue<br />
in developed and developing countries has been the<br />
construction and expansion of water distribution<br />
networks. These works are normally carried out in<br />
order to cover already existing needs in irrigation<br />
and potable water, on a tight schedule and budget<br />
and with increased societal pressure.<br />
After having being constructed, water networks<br />
need to be operated, which requires a greater skillset<br />
of asset management, and which the authorities<br />
usually lack. Asset management is very important,<br />
and is the only way to ensure that the infrastructure<br />
will deliver maximum benefits in financial and<br />
hydrological terms. After all, the end goal is to meet<br />
the water usage needs of the community.<br />
Meeting those needs proved of course to be a task<br />
much harder than expected. The amount of water<br />
initially provided to the network and the amount of<br />
water measured when reaching the end customer<br />
have always been two entirely different figures.<br />
This gave birth to the concept of water loss audits.<br />
The difference in these two figures, as well as other<br />
problems, such as water network malfunctions,<br />
water pressure drops during peak hours, and the<br />
ever increasing demand for water were hastily<br />
attributed solely to water losses through leakages<br />
in the network, also known as physical losses. As a<br />
result, a trend for extensive water leakage detection<br />
programmes was developed in the early 1980s.<br />
These programmes yielded significant results in<br />
water saving, but are costly due to the rigorous<br />
manual labour and specialised technology required.<br />
Almost a decade later, in the early 1990s, instead of<br />
physical losses more emphasis was placed on the<br />
new and broader concept of non-revenue water.<br />
This was a more accurate way of determining water<br />
losses, since it included all physical losses, plus a<br />
number of other factors, and more importantly:<br />
• <strong>Water</strong> tank overflows<br />
• Post-works washing of networks and<br />
branches<br />
• Illegal water connections<br />
• Errors in water measurement processes<br />
• Errors in the water metering devices and<br />
mechanisms (mainly water-meters)<br />
A DIFFERENT POINT OF VIEW<br />
The parameterisation of the problem of water losses<br />
has been a field of extensive research and elaborate<br />
studies worldwide, although it is far from easy to<br />
find all the parameters to the problem and the way<br />
they affect the end result.<br />
At first, water loss audits adopted a technical<br />
point of view, which eventually gave way to a more<br />
financial and managerial angle, that of non-revenue<br />
water. This paper proposes an entirely different<br />
point of view regarding water loss audits, that of<br />
actual water usage. It is the writers’ belief that the<br />
most accurate way to determine water losses is to<br />
categorize water into useful and non-useful water.<br />
Such a categorization envelops the problem of<br />
water losses in the best possible way, and requires<br />
a different perspective in the way water loss audits<br />
are carried out today. The proposed categorization<br />
for different types of losses is clearly illustrated in<br />
the following table:
Inputwatervolume<br />
Authorisedconsumption<br />
<strong>Water</strong><br />
losses<br />
Billed water Revenue<br />
water<br />
Unbilled water Nonrev-<br />
Apparentlosses<br />
Under-registered consumption<br />
Unauthorised consumption<br />
Metering process errors<br />
Unmeteredconsumption<br />
Real losses (physical<br />
losses)<br />
CLIENT-SIDE LEAKAGES<br />
Non-operating<br />
meters<br />
Unmetered<br />
low<br />
flow<br />
(Clientsideleakages)<br />
Nonuseful<br />
water<br />
enue<br />
water<br />
Prior to elaborating on the distinction between<br />
useful and non-useful water, let us cast a quick<br />
glance at what is predominantly viewed as the<br />
source of the problem.<br />
The most overlooked factor of the non-useful water<br />
problem is client leakage at consumer households<br />
and facilities. The seemingly low flow levels<br />
involved, i.e. a tap dripping, makes us wrongly<br />
assume that there is a small amount of water lost,<br />
ignoring that this amount may well exceed the water<br />
actually used by a family. This misunderstanding is<br />
due to the inherent incapability of water meters to<br />
measure the low flows involved.<br />
Despite the lack of reliable case studies that<br />
quantify client-side leakages in a water distribution<br />
network, we can estimate that it is comparable to<br />
105<br />
the amount of evident and non-evident network<br />
water pipe leakages (physical losses). Yet water<br />
companies invariably emphasize physical losses<br />
while undermining client-side leakages.<br />
<strong>Water</strong> that is lost through client-side leakages always<br />
ends up in sewage treatment facilities, instead of<br />
enriching the aquifer, as commonly assumed. In<br />
terms of financial cost, this means we have to pay<br />
double the cost of distribution network leakages,<br />
since this water is not only lost, but also treated<br />
as impure. In terms of environmental impact this<br />
poses an unnecessary delay to the natural water<br />
cycle, while depriving both the consumers and<br />
the environment (gardens, parks, etc.) of perfectly<br />
serviceable water.<br />
Client-side leakage is a giant misunderstanding.<br />
• Its impact is much greater than commonly<br />
assumed<br />
• Its financial and environmental cost is<br />
enormous<br />
• It serves absolutely no purpose<br />
• It is visible, but it usually remains unseen<br />
• It is easy and cheap to repair, but it usually<br />
remains unrepaired<br />
In contrast to network leakages, client side leakages<br />
will not be solved by implementing specialised<br />
technology or high cost methodology. It suffices<br />
to make the problem evident by helping the public<br />
understand its importance and rectify relevant<br />
antisocial behaviour (leaving such leakages<br />
unattended). Over time, this can be achieved<br />
through environmental education, awareness<br />
campaigns, etc. On the short run though, we must<br />
explore other, more tangible solutions.<br />
By utilizing modern water meter technology, we can<br />
both reveal the problem and accurately measure its<br />
extent. This is a step towards fixing the problem or<br />
at least towards gathering the necessary funds to<br />
treat the purposelessly lost water before returning
106<br />
it to the environment. After all, the replacement of<br />
old water meters with high technology new ones<br />
of increased sensitivity, always yields impressive<br />
results for the water supplier, as we will see below.<br />
PROFILING URBAN CONSUMPTION<br />
Of course we must not fall into the trap of assuming<br />
that all water distribution systems are identical.<br />
Different potable water usages display distinct<br />
demand profiles. Perhaps the most common one<br />
nowadays is that of urban consumption. This<br />
profile is derived from the demand of potable water<br />
for usage in everyday activities within a regular<br />
household (e.g. washing the dishes, taking a shower,<br />
etc). The urban consumption profile is more or less<br />
standard for all modern cities and is determined<br />
by the same social behaviours; it follows certain<br />
patterns, trends and characteristics:<br />
• The minimum water flow normally<br />
required for everyday needs is always more<br />
than 200 lt/h (small valves and tanks, e.g.<br />
toilet flush)<br />
• The maximum water flow normally<br />
required for everyday needs is in the order<br />
of 1200-1500 lt/h, only occurring in the<br />
rare case of simultaneous usages.<br />
This is the outcome of the very nature of urban<br />
usage of potable water. A fully open running tap<br />
has a water flow in the order of 1000 lt/h. <strong>Water</strong> is<br />
always required in large flows but for brief periods<br />
of time. This means that a constant low flow of<br />
under 50lt/h cannot correspond to human usage.<br />
The observation of such a low constant flow is a<br />
certain sign of client-side leakage.<br />
Bearing in mind that the average household<br />
consumption of water per day does not exceed 500<br />
lt, we can estimate that the average time of water<br />
consumption per day does not exceed 30 minutes,<br />
which corresponds to 2% of total time. That is, only<br />
1 out of 50 water meters actually registers water<br />
consumption at any given time.<br />
Therefore, with sufficiently high specification<br />
and sensitivity water meters, it is easy to perceive<br />
client-side leakage when performing the actual<br />
measurement, by the low flow indication (slow<br />
turning of the flow indicator), stressing the<br />
importance of the minimum start flow (Qs).<br />
HIGH ACCURACY WATER METERS: THE<br />
SOLUTION TO AN UNDETECTED PROBLEM<br />
It is most important to stress that the notion of a<br />
high accuracy water meter cannot be separated<br />
from the concept of minimum start flow. <strong>Water</strong><br />
meters are usually categorized according to 75/33,<br />
as class A for irrigation, and up to class D for<br />
laboratory specifications. The level of accuracy<br />
is the same regardless of class (2% and 5%), with<br />
the only variable being the level of accuracy at low<br />
flows (minimum start and transitional flow). Since<br />
human water consumption always corresponds to<br />
high flows, there should be no value attached to<br />
metrological class; however, this is not so.<br />
But what constitutes an accurate meter?<br />
Typically, a water meter must be suitable for<br />
potable water (materials and coatings), comply to<br />
E.C. standards, be easy to read, have an adequate<br />
life expectancy, incorporate a filter and nonreturn<br />
valve, and be compatible with the existing<br />
infrastructure.<br />
Actually, a water meter must have a realistic<br />
nominal flow (Qn=1,5 m3 /h instead of Qn=2,5<br />
m3 /h or Q3=2,5 m3 /h instead of Q3=4 m3 /h), have<br />
adequately high sensitivity to register low flows<br />
(low minimum start flow), and have a reasonable<br />
cost.
It should be noted that networks usually feature<br />
meters with higher capacity than necessary, in case<br />
of simultaneous multiple high flows, which scarcely<br />
appear. Although financially insignificant, this<br />
negatively influences the meters’ sensitivity.<br />
An issue that arises is whether to opt for volumetric<br />
or tachymetric meters. While volumetric have a<br />
higher sensitivity (3 lt/h vs 10 lt/h), they are also<br />
more vulnerable to water impurities. Overall,<br />
though, volumetric water meters have a competitive<br />
advantage in detecting client-side leakages.<br />
Any attempt to upgrade water meter accuracy is<br />
rewarded with impressive results:<br />
• Revenue water is increased, since older<br />
water meters systematically under-register<br />
all flows regarding human consumption.<br />
• Revenue water may even be doubled, when<br />
including client-side leakage.<br />
• Zero consumption measurement, often<br />
due to malfunction, is minimized.<br />
• Client-side leakages are revealed, charged,<br />
and therefore repaired.<br />
• <strong>Water</strong> requirements decrease, since no<br />
longer catering for leakages.<br />
• Network capacity is indirectly increased<br />
while peak hour head loss decreases.<br />
• Non-revenue water is certainly, easily,<br />
quickly and decreased, at no cost.<br />
However, these upgrading attempts may also entail<br />
the unpleasant consequence of complaints from<br />
consumers who will now be called to pay for the<br />
previously undetected leakage. Since the amount of<br />
lost water is not easily perceived, consumers will<br />
not accept increased bills for the same apparent<br />
water consumption. It is recommended to:<br />
• Detect client-side leakage at the time of the<br />
meter replacement<br />
• At the same time inform the consumers of<br />
any leakages, both orally and in writing<br />
107<br />
• Distribute informative brochures on the<br />
social, financial and environmental impact<br />
of client-side leakages<br />
• Follow up shortly after the replacement,<br />
and again inform consumers if the leakage<br />
remains unrepaired<br />
• Be willing to provide discount for the first<br />
increased bill, as a proof of good will. No<br />
further delay to repair leakages will be<br />
accepted.<br />
When client-side leakages are detected and repaired,<br />
the unit price of revenue water drops, while water<br />
consumption decreases, with a positive impact on<br />
network workload and available water resources.<br />
Revenues are only temporarily increased, if leakages<br />
are promptly repaired. Thus, water production and<br />
distribution expenses will be reduced. Therefore<br />
the benefit is not directly financial; but lies in the<br />
fact that less water is being lost.<br />
Treated sewage water is not as pure as potable, it<br />
is merely marginally clean, in order to be returned<br />
to the environment. Therefore, increased sewage<br />
water due to client-side leakages entails a high cost,<br />
both financially and environmentally. In contrast,<br />
network water pipe physical losses contribute to<br />
the aquifer, with no negative environmental impact.<br />
In fact, it could be as environmental recovery, apart<br />
of course from the energy spent for its production<br />
and distribution.<br />
Non-revenue water caused by water meter<br />
under-measurement only entails financial and<br />
social cost (unjust cost distribution), with no real<br />
environmental cost. Under-measurement does<br />
not increase water consumption, since those that<br />
are overcharged decrease their consumption, and<br />
balance the total amount. However, non-useful<br />
water due to client-side leakages entails all of the<br />
above financial consequences, plus an extra cost<br />
for sewage treatment. Plus an extra environmental
108<br />
cost, for sewage water is neither potable nor a<br />
contributor to the aquifer. Plus an extra investment<br />
cost, in terms of potable water and wastewater<br />
infrastructure (networks and facilities). The<br />
following table clearly illustrates the major<br />
differences in cost between different leakage types:<br />
Cost<br />
Leakage<br />
type<br />
Physical<br />
losses<br />
Underregistered<br />
water<br />
ClientsideleakagesMalfunctioning<br />
meters<br />
Infrastructure<br />
needs<br />
Sewage<br />
Treatment<br />
Environmental<br />
cost<br />
yes no yes yes<br />
no no no yes<br />
yes yes yes yes<br />
no no no yes<br />
Financial<br />
cost<br />
The term of under-registered water mentioned<br />
above is not to be confused with all metering errors<br />
involved in apparent losses. Under-registration<br />
is after all statistically distributed (since all water<br />
meters invariably age). The relevant error leads to an<br />
adjustment of the unit price, which is temporarily<br />
unjust, but in the long run just. Most commonly<br />
used water meters are similar, so that everyone will<br />
be under-measured eventually. On the contrary, not<br />
all consumers have internal (client-side) leakages,<br />
yet everyone is called to pay the price.<br />
CONCLUSIONS<br />
To sum up the history of the mentality of water<br />
management policy makers in a nutshell, we have<br />
come a long way from distinguishing between<br />
utilized water and physical losses, to distinguishing<br />
between revenue and non-revenue water. But we<br />
have to take one more step. The crucial distinction<br />
is that between useful and non-useful water (water<br />
losses as a potential environmental disaster), lost to<br />
client-side leakages. Despite the ignorance of both<br />
expert policy makers and the public, the amount of<br />
water that is termed as non-useful is comparable to<br />
the amount of physical losses in the network.<br />
However, non-useful water is much more than<br />
just a financial loss; it poses a direct threat to<br />
both society and the environment. In a time of<br />
high political tensions (ethnic) conflict over water<br />
resources, climate change and global uncertainty<br />
we cannot afford to lose a single drop of water. That<br />
is, of useful water…
FYR Macedonia: city of Skopje<br />
Experiences Gained and Results Achieved<br />
through active leakage Control and Pressure<br />
Management in Particular DMA’s in the City of<br />
Skopje, FYR Macedonia<br />
Mr Bojan Ristovski, Director of Leak Detection Department, On-Duty Center and Call<br />
Center, P.E. <strong>Water</strong> Supply and Sewerage-Skopje<br />
ABSTRACT<br />
Whereas the population of our planet is growing and shifting, the world’s water resources are finite, and the<br />
availability of quality water resources is declining. This makes careful and efficient utilization of existing<br />
water resources essential.<br />
The level of water loss is commonly accepted as a principal indicator of the overall efficiency and<br />
condition of any water supply system. Reducing water loss is becoming one of the main ways to deal<br />
with the increasing imbalance between water consumption and availability. <strong>Water</strong> supply companies in<br />
FYR Macedonia generally report water losses of between 40 and 70%. It is therefore imperative to adopt<br />
and implement a strategy to address and measure the components that will lead to a reduction in this<br />
figure. Four basic methods for the successful management of real losses are generally accepted: pressure<br />
management in the system, improving the speed of leak repair, active leakage control, and infrastructural<br />
improvements. This paper presents case studies addressing two of these methods: active leakage control<br />
and pressure management.<br />
The first promotes the idea of District Metered Areas (DMAs) as an appropriate method to control<br />
water loss, as well as the gradual trend from passive to active methods of loss control, the introduction of<br />
standardized terminology for the components of the consumption balance, and the indicators suggested<br />
by IWA to evaluate real water losses. The project was carried out in the Butel-Radisani-Suto Orizari part<br />
of the water supply system of Skopje, the capital of FYR Macedonia, and addresses active leakage control.<br />
The second focuses on the promotion of active leakage control, and on pressure management to control<br />
losses. In the high pressure zone Aerodrom-Novo Lisice a coordinated approach was adopted, combining<br />
awareness, the identification and reduction of real losses by pressure reduction, and installation of a<br />
monitoring system to permit early leak detection and the systematic reduction of water losses.<br />
109
110<br />
INTRODUCTION<br />
<strong>Water</strong> losses in the system are a phenomenon<br />
faced by all water production and supply utilities.<br />
As far as the water supply companies in Republic<br />
of Macedonia are concerned, leakage has been<br />
identified as a serious problem. Many parts of the<br />
country have excessive leakage levels exceeding the<br />
amount of revenue water, with losses of between 40<br />
and 65% of the system input.<br />
Concerning real losses, it is generally accepted that<br />
there are four basic methods for their successful<br />
management: pressure management in the system,<br />
improving the speed of leak repair, active leakage<br />
control, and infrastructural improvements.<br />
This paper presents a case study that addresses<br />
two of these methods: active leakage control and<br />
pressure management.<br />
1. CASE STUDY: PRESSURE MANAGEMENT<br />
(STAGE I) AND ACTIVE LEAKAGE CONTROL<br />
(STAGE II)<br />
The city of Skopje is mainly supplied by gravity from<br />
the Rasce spring, with average input into the system<br />
of 4500 l/s, and from the well areas Nerezi-Lepenec,<br />
with a total capacity of 1420 l/s. For certain higher<br />
areas of the city of Skopje, high pressure zones have<br />
been established. The current case study refers to<br />
the water loss reduction activities in one of the<br />
high pressure zones Aerodrom-Novo Lisice (Figure<br />
1.), which supplies water to the fourth floor and<br />
above of residential buildings in the settlements<br />
Aerodrom and Novo Lisice.<br />
Figure 1. <strong>Water</strong> supply system High Pressure zone Aerodrom-Novo Lisice<br />
1.1 Pressure Management – Stage 1<br />
The first stage of this project concerned water loss<br />
reduction through pressure management. In order<br />
to determine possibilities for pressure reduction,<br />
several pressure measurements were performed<br />
(data are shown in Table 1), and monitoring of the<br />
system inflow (Graph 1.).<br />
Measuring point<br />
No.2 Bojmija Street (11th<br />
floor)<br />
No.4 Pandil Siskov Street<br />
(6th floor)<br />
No.7 Blvd. Jane Sandanski<br />
(7th floor)<br />
No.47 Blvd. Jane Sandanski<br />
(17th floor)<br />
No.60 Blvd. ASNOM (6th<br />
floor)<br />
No. 77 Blvd Vidoe Smilevski-Bato<br />
(8th floor)<br />
Maximum Pressure<br />
(bar)<br />
Minimum Pressure<br />
(bar)<br />
5.04 4.33 4.66<br />
7.04 6.62 6.85<br />
6.13 5.69 5.81<br />
3.82 3.34 3.65<br />
7.24 6.87 7.08<br />
6.75 6.41 6.62<br />
Table 1. Pressure data before installation of pressure reduction valve<br />
Average Pressure (bar)
Q (l/s)<br />
90<br />
80<br />
70<br />
60<br />
50<br />
40<br />
30<br />
20<br />
10<br />
0<br />
Daily Flow Diagram - System input (l/s)<br />
00:00:02<br />
06:00:02<br />
12:00:02<br />
18:00:02<br />
00:00:02<br />
06:00:02<br />
12:00:02<br />
18:00:02<br />
00:00:02<br />
06:00:02<br />
12:00:02<br />
18:00:02<br />
00:00:02<br />
06:00:02<br />
12:00:02<br />
18:00:02<br />
00:00:02<br />
06:00:02<br />
12:00:02<br />
18:00:02<br />
00:00:02<br />
06:00:02<br />
12:00:02<br />
18:00:02<br />
00:00:02<br />
06:00:02<br />
12:00:02<br />
12.03.2008 13.03.2008 14.03.2008 15.03.2008 16.03.2008 17.03.2008 18.03.2008<br />
Graph 1. Daily inflow in the High Pressure zone Aerodrom-Novo Lisice,<br />
for the period 12.03.2008 - 18.03.2008<br />
Based on the statistical data shown and the<br />
analysis carried out on site, it was concluded that<br />
the existing pressure was higher than required,<br />
and that a reduction by approximately 2 bar was<br />
permissible, allowing the installation of PRV Ф 250<br />
mm with constant outlet pressure on Ø 400 mm<br />
ductile-iron pipe.<br />
1.2 Comparison of the condition before and after<br />
installation of Pressure Reduction Valve<br />
In order to show the effect of pressure reduction, the<br />
pressure in two particular locations within the area<br />
examined were permanently monitored, as was the<br />
system inflow (see Graph 2, Table 2, and Graph 3).<br />
Graph 2. Pressure before and after installation of pressure reduction<br />
valve<br />
Measuring<br />
point<br />
Pressure before<br />
installation of Pressure<br />
Reduction<br />
Valve<br />
Max<br />
(bar)<br />
Min<br />
(bar)<br />
Average<br />
(bar)<br />
111<br />
Pressure after<br />
installation of<br />
Pressure Reduction<br />
Valve<br />
Max<br />
(bar)<br />
Min<br />
(bar)<br />
Average<br />
(bar)<br />
No.12 Blvd<br />
AVNOJ<br />
8.96 8.48 8.76 7.18 6.57 6.76<br />
No.102 Blvd<br />
AVNOJ<br />
9.22 8.77 9.04 7.43 6.87 7.03<br />
Pressure Reduction (%) 22.83<br />
Pressure Reduction (bar) 2<br />
Table 2. Statistical data of pressure monitored at the measuring points<br />
before and after installation of pressure reduction valve<br />
Graph 3. Daily inflow in the period 29.3.2008 – 2.4.2008 and also from<br />
4.4.2008 – 7.4.2008, after the installation of PRV (on 3.4.2008)
112<br />
1.3 Benefits achieved with the implemented pres-<br />
sure reduction methodology<br />
The archived results after the PRV installation,<br />
which is related to water savings during minimum<br />
night flow as well as water savings for a 24-hour<br />
period, are shown below in Table 3.<br />
Before installation<br />
of PRV<br />
After installation<br />
of PRV<br />
Min night flow (l/s)<br />
Min night flow (m3/h)<br />
<strong>Water</strong> savings - Min Night Flow<br />
(m3/h)<br />
<strong>Water</strong> savings - Min Night Flow (%)<br />
Daily inflow (m3/day)<br />
44.65 160.8 4899.3<br />
<strong>Water</strong> savings for a 24-hour period<br />
(m3/h)<br />
36.62 127.0 33.74 21 4029.4 820 17<br />
Table 3. <strong>Water</strong> savings during minimum night consumption, for a 24hour<br />
period in DMA Aerodrom- High Pressure zone, expressed in m3 and in %.<br />
2. ACTIVE LEAKAGE CONTROL - STAGE 2<br />
The second phase of this project addressed active<br />
leakage control, which requires the establishment<br />
of District Metered Areas as an adequate leakage<br />
control method. These activities were based on<br />
field flow measurements, methodology for leakage<br />
assessment, and systematic inspection of the water<br />
supply network.<br />
The examined DMA High Pressure Zone<br />
Aerodrom-Novo Lisice was divided into three<br />
sub-DMAs, which are separated by clearly defined<br />
boundaries as shown in Figure 9.<br />
Because of the characteristics of the water supply<br />
network, the established sub-DMAs are actually<br />
<strong>Water</strong> savings for 24-hour period (%)<br />
temporal and the flow at the appropriate inlets and<br />
outlets was monitored using portable ultrasound<br />
flow meters. It was necessary to close only one of<br />
the boundary valves, as shown in Figure 2.<br />
Figure 2. Overview of the three sub-DMAs, which are separated by<br />
clearly defined boundaries<br />
2.1 Methodology for leakage redaction applied in<br />
the study<br />
The water loss methodology used in this project<br />
is shown on Figure 3. <strong>Water</strong> loss in the DMA<br />
and relevant sub-DMAs within the project was<br />
calculated with night flow analysis (method of<br />
minimum night flow). The measurement data are<br />
shown in Table 4.
Figure 3. <strong>Water</strong> Loss Methodology<br />
Sub-DMA<br />
DMA DESIGN<br />
REPAIR,<br />
ANALYZE<br />
DETECTION<br />
ACTIVITIES<br />
EFFECTIVENESS<br />
Min (l/s)<br />
Max (l/s)<br />
Average (l/s)<br />
Qmin/h /Q av/h<br />
Daily consumption (m3/<br />
day)<br />
Minimum night consumption<br />
(m3/h)<br />
Sub-DMA<br />
401<br />
2.73 13.11 7.76 0.35 670.15 12.85<br />
Sub-DMA<br />
402<br />
9.24 22.28 16.22 0.57 2072.78 72.06<br />
Sub-DMA<br />
403<br />
16.11 33.65 23.99 0.67 1401.61 32.54<br />
DMA 400 32.62 69.97 47.97 0.48 4144.53 117.45<br />
Table 4. Calculated leakage according to the<br />
method of minimum night flow for a 24-hour<br />
period (14.5.2008)<br />
2.2. Systematic activity for the reduction of Real<br />
<strong>Water</strong> Loss<br />
LEAK<br />
LOCATION<br />
ON SITE MEASUREMENT OF<br />
PRESSURE AND FLOW<br />
ACOUSTIC<br />
SOUNDING<br />
SURVEY<br />
ANALYZE THE DATA<br />
AZNP AND MNF<br />
VISUAL INSPECTION OF<br />
WATER, SEWERAGE SYSTEM,<br />
ON SITE SURVEY<br />
FOR ILLEGAL CONNECTIONS<br />
The systematic reduction activity used in this<br />
project included visual inspection of the water and<br />
sewerage network, acoustic methods with contact<br />
microphones and noise loggers, and pinpointing<br />
with ground microphones and digital correlators.<br />
The systematic examination of the water supply<br />
network performed by the Leakage Detection<br />
Department on practically all the sub-DMAs<br />
recorded a significant number of various types of<br />
leaks contributing to the high night consumption.<br />
Taking into consideration the existence of high<br />
113<br />
and low zones in the examined area which, by<br />
rule, have to be separated, it was found that these<br />
were connected in two places, resulting in water<br />
overflow from the upper into the lower zone as well<br />
as in increased water loss in the area examined.<br />
These links were disconnected immediately upon<br />
their detection.<br />
Upon elimination of all visible and detected leaks,<br />
additional measurement of flow in the entire DMA<br />
was conducted.<br />
2.3 Final results achieved with implementation of<br />
PRM and ALC<br />
With the implementation of the two stages in this<br />
project (installation of a PRV (first stage) as well<br />
as monitoring, analysis, location and repair of the<br />
leaks (second stage), significant water savings were<br />
achieved. The final results are shown in Graphs 4<br />
and 5 and in Table 5.<br />
Graph 4. Overview of daily consumption diagram at the inflow after<br />
repair of some of the previously located leaks
114<br />
Graph 5. Overview of daily consumption pattern at the inflow after<br />
implementation of ALC.<br />
<strong>Water</strong> input in the system:<br />
Before project implementation<br />
After completion of Stage<br />
I- Pressure Reduction<br />
After completion of Phase<br />
II- Active Leakage Control<br />
Daily consumption<br />
(m3)<br />
Minimum night flow<br />
(m3/h)<br />
4899.29 160.75<br />
4029.44 127.01<br />
3888.23 110.22<br />
Table 5. Overview of daily consumption and minimum night flow,<br />
related to the different stages implemented in this project<br />
CONCLUSION<br />
• With the installation of the Pressure<br />
Reduction Valve (first phase), the registered<br />
minimum night flow was reduced by 33.73<br />
m3/h or 21% of inflow, i.e. a saving of 840<br />
m3/day or 17%.<br />
• The implementation of active leakage<br />
control (second phase) resulted in an<br />
additional minimum night flow reduction<br />
of 16.80 m3/h or 13%, i.e. a saving of 141.21<br />
m3/day or 4%, related to the first phase.<br />
• After the implementation of both phases,<br />
water losses were reduced by 50.53 m3/h or<br />
31%, which means a saving of 1011 m3/day<br />
or 26%.<br />
• <strong>Water</strong> savings of more than 1000 m3/day<br />
result in a decreased number of pumping<br />
hours; decreased electricity consumption<br />
for the pump, as well as economic savings.<br />
• References<br />
• Malcolm, F. Stuart, T. Losses in <strong>Water</strong><br />
Distribution Networks<br />
• Conference Proceedings,(2008) Ohrid,<br />
•<br />
Macedonia, 2nd International Conference”<br />
<strong>Water</strong> Loss Management, Telemetry and<br />
SCADA in <strong>Water</strong> Distribution Systems”<br />
Conference Proceedings,(2007) Bucharest,<br />
Romania, IWA Specialized conference<br />
”<strong>Water</strong> Loss 2007”<br />
• David B. Leakage Detection and<br />
•<br />
Management<br />
Organization of the metering system and<br />
management in modern water supply<br />
systems- Ph.D. Dusan Obradovic
Malta<br />
Managing Leakage in Malta:<br />
The WSC Approach towards quantifying and<br />
Controlling <strong>Water</strong> Losses<br />
Mr Nigel Ellu, Regional Manager, <strong>Water</strong> Services Corporation<br />
ABSTRACT<br />
The Malta <strong>Water</strong> Services Corporation (WSC) has come a long way since launching its national leakage<br />
control policy in 1995. Real losses have been reduced from an ILI (Infrastructure Leakage Index) of over<br />
10 prior to 1995 to an ILI of just above 2 in 2009. Leakage values in Gozo (Malta’s sister island) have been<br />
put down even further, and this island now has an ILI of below 1.5. The WSC sees its achievements in real<br />
water loss control as a result of synergies between two important areas. The first is its five-force leakage<br />
control methodology. This looks at the management, resource and skill requirements needed to reduce real<br />
losses to a value as close to an ILI of 1 as is economically viable. Each force targets a particular dimension<br />
impacting upon leakage, and all five forces must be sufficiently robust for the methodology to succeed.<br />
The second is the way leakage has been managed. Initially, the <strong>Water</strong> Audit section was set up to tackle leakage<br />
control. This section has now devolved into four regions, covering Malta and Gozo, where all operations<br />
related to the distribution of potable water are handled. This further change integrated all the five forces<br />
into one unit – a region. This new set-up eliminated conflicts between different sections and major gains<br />
resulted in leakage control. The regional set-up gave the required momentum to sustain and improve the<br />
results achieved. At the start of 2009, water and waste water operations were amalgamated to improve the<br />
management of the collection of waste water, resulting in the management of the complete water cycle.<br />
The tool used to quantify and control water losses is the water balance, which compares inputs and outputs<br />
of flow to identify leaks. The tool uses zone meter flow rates and pressure to calculate the ILI, resulting in<br />
the leakage per zone, and the reduction of flow per zone needed to achieve the target ILI. The regional ILI<br />
is also calculated and plotted weekly to measure regional performance. The result in real water loss control<br />
has been a continual reduction in ILI. This tool is presently being adapted to incorporate waste water. The<br />
water inputted into different zones is balanced with the waste water output from all these zones. Waste<br />
water flow is measured at different points in the network, usually pumping stations. The water balance is<br />
therefore a tool to quantify and control the complete water cycle.<br />
115
116<br />
INTRODUCTION<br />
<strong>Water</strong> in Malta is a scarce and expensive resource.<br />
With this scenario, the <strong>Water</strong> Services Corporation,<br />
which is the national water operator on the Maltese<br />
Islands, has been tackling the problem of leakage<br />
since the middle of the twentieth century. However,<br />
it only started to actively and consciously manage<br />
leakage in an effective manner since the midnineties,<br />
when a highly specialised section was set<br />
up for this purpose.<br />
The <strong>Water</strong> Production Sources<br />
Potable water for the Maltese Islands comes from<br />
two different sources. These are sea water reverse<br />
osmosis plants (RO) and groundwater sources.<br />
From the total production figures taken from<br />
the 2008 Yearly Report, the total potable water<br />
production for the Maltese Islands last year reached<br />
30,809,614m3 , of which 16,871,911m3 was RO<br />
water and 13,937,703m3 water abstracted from the<br />
ground. Taken as a percentage, these figures equate<br />
into 54.8% and 45.2% respectively.<br />
THE MANAGEMENT OF WATER LOSSES<br />
As one would expect, with over 50% of its water<br />
coming from reverse osmosis plants, water in<br />
Malta is expensive. It was also scarce, at least up<br />
to the early 1990s, when there were widespread<br />
shortages and water cuts were the order of the day.<br />
Since water production at the time was not meeting<br />
demand, the <strong>Water</strong> Services Corporation opted to<br />
boost production from its RO plants until finally<br />
the scarcity problem was overcome.<br />
However, once this problem was solved, another<br />
was soon apparent, as computations indicated that<br />
around two-thirds of the water produced was not<br />
being billed. It was obvious that there was a huge<br />
leakage problem.<br />
Following initial leakage quantification based<br />
on sector night flows, the leakage amount was<br />
quantified. Using the bottom-up approach, leakage<br />
was calculated to be a staggering 3,900m3 /hr (ILI of<br />
10) in 1995. During 2008, leakage stood at a value<br />
of just over 600m3 /hr (ILI of 2.75).<br />
The WSC sees this achievement in real water<br />
loss control as a result of synergies between two<br />
important contexts. The first is its five-force leakage<br />
control methodology. The second is the way leakage<br />
has been managed.<br />
The Five-Force Leak Control Methodology<br />
This reduction in leakage was brought about by<br />
the implementation of a strategy based upon<br />
a methodology which was adapted from the<br />
IWA-approved model to manage leakage. The<br />
methodology is known as the “Five-Force Leak<br />
Control Methodology” and is shown in Figure 1.<br />
Figure 1: The Five-Force Leak Control Methodology<br />
The model basically represents five components<br />
acting together to decrease the value of leakage as<br />
close as possible to that of the unavoidable leakage
amount (ILI of 1). Although this is extremely<br />
difficult to achieve, most countries worldwide<br />
strive to get as close as possible to this figure, with<br />
varying degrees of success.<br />
The components that contribute to the control of<br />
leakage in the model are the following:<br />
• Network rationalisation<br />
• Pressure Management<br />
• Active Leakage Localisation<br />
• Dynamic Leakage Repair<br />
• Replacement of Critically Weak Pipework<br />
The time element governing the five-force leakage<br />
control methodology<br />
It has been clearly established that the successful<br />
long-term strategy for effective leakage reduction<br />
must include the time factor on each component of<br />
the leakage control methodology. It can be argued<br />
that leakage control will be successful only if the<br />
location and repair of leakages is carried out at a<br />
rate higher than the occurrence of new leakages.<br />
Daily operations in complex multi-dimensional<br />
scenarios often end up as a balancing act between<br />
the available resources (in this case manpower)<br />
and the tasks required. Studies carried out show<br />
that the constantly-dwindling workforce is a major<br />
hindrance to achieving better results. This is a key<br />
factor in the implementation of the final stage of<br />
possibly all the tactics that lead to a successful<br />
reduction in leakage. The conclusion drawn is that<br />
there is a direct relationship between availability<br />
of repair teams and the variation of leakage. The<br />
workforce problem is now being tackled with the<br />
procurement of a number of contracts for service.<br />
Leakage Management<br />
The Malta <strong>Water</strong> Services Corporation (WSC) has<br />
come a long way from its launching of a national<br />
leakage control policy in 1995. Leakage has been<br />
117<br />
managed throughout these years in three main<br />
steps:<br />
• Extensive Leakage Detection<br />
• The <strong>Water</strong> Audit Section<br />
• The Regions (Central, North, South and<br />
Gozo)<br />
The <strong>Water</strong> Audit Section<br />
In 1995, the initial step taken by the <strong>Water</strong> Audit<br />
Section was directed at quantifying leakage.<br />
Following initial leakage quantification based<br />
on sector night flows, the leakage amount was<br />
quantified at a 3,900m3 /hr (ILI of 10).<br />
The response of the Corporation to this high<br />
leakage was to set up a highly specialised team to<br />
manage its water losses. The <strong>Water</strong> Audit Section<br />
was assigned the task of studying how to curb the<br />
ever-growing national demand for water. Up until<br />
that time, the Corporation had no proper strategy<br />
on leakage control. The methodology in place was<br />
an extensive leakage detection exercise to cover<br />
the whole water distribution network three or four<br />
times a year. However, this ‘blind detection’ was<br />
absolutely not effective, since the tests were not<br />
concentrated on the weak and problematic spots of<br />
the network.<br />
The section’s manager had spent a number of years<br />
researching leakage management. The section<br />
was built on a motivated team, consisting of<br />
leakage engineers, technicians and detectors who<br />
could implement the strategy that was crafted to<br />
manage leakage in the Maltese Islands. The water<br />
distribution network was divided into three and led<br />
by a leakage engineer. Each engineer directed self<br />
motivate teams responsible for a number of zones<br />
(DMAs).<br />
The implementation of this effective methodology<br />
started reaping immediate dividends. System<br />
demand was gradually reduced by reducing leakage.
118<br />
The decrease in system demand corresponded to<br />
a similarly sharp decrease in the ILI. Thus from<br />
the mid-nineties to the early years of the new<br />
millennium, the ILI was brought down from a<br />
staggering figure of 10 to the far more respectable<br />
figure of around 3.7.<br />
The Change from the <strong>Water</strong> Audit Section to the<br />
Regions<br />
However, the momentum of continuous gains<br />
could not be sustained. The early years of the new<br />
millennium provided a different challenge. In fact,<br />
as leakage was further reduced, gains became<br />
increasingly more difficult to achieve. Even worse,<br />
the leakage values started to slowly creep up again<br />
between 2001 and 2003.<br />
The response of the <strong>Water</strong> Services Corporation<br />
was a complete change in concept, whereby the<br />
lines of responsibility of all the staff became far more<br />
clearly defined. The strategy of the Corporation<br />
was to have one unit, a region responsible for all<br />
the day-to-day operations. The driving principle<br />
here was that this region, since it was assigned<br />
the task to manage leakage, had to have complete<br />
control over all the five components of the Five-<br />
Force Model. Thus, the <strong>Water</strong> Audit Section was<br />
now part of a far more empowered organisation,<br />
designed and resourced to take the management of<br />
leakage to another level. This strategy was based on<br />
flexibility and multi-skilling, ingredients which are<br />
so essential in this day and age for any organisation<br />
to be successful.<br />
This had an immediate effect on most of the region’s<br />
objectives, with the results obtained for leakage<br />
control amongst the most dramatic. Figure 2<br />
shows how the change brought the <strong>Water</strong> Services<br />
Corporation back on track in its continuous<br />
efforts to better manage leakage. The peaks and<br />
troughs highlight the seasonal effects on the water<br />
network. Nevertheless, superimposed on these are<br />
the tactical moves that continually take place to<br />
ensure the attainment of set goals. Although the<br />
diminishing gradient follows the expected trend<br />
as the <strong>Water</strong> Services Corporation approaches the<br />
unavoidable leakage levels, the plot shows an alltime<br />
low, snapshot ILI level of 2.4 as compared to<br />
6.5 five years ago. Correspondingly, instantaneous<br />
leakage has been reduced from a high of 1160m3 /hr<br />
in January 2004 to 450m3 /hr at the end of December<br />
2008.<br />
Figure 2: Infrastructure Leakage Index from the launching of the three<br />
Regions in Malta<br />
At the start of this year, the water and waste<br />
water operations were amalgamated to improve<br />
the management of the collection of waste water<br />
following the initial distribution of potable water.<br />
Each region was assigned both water and waste<br />
water operational responsibilities. Results are<br />
already showing positive trends in the targets set<br />
out. Customer satisfaction has improved following<br />
this amalgamation and budgeted figures are on<br />
track. This has resulted in the management of the<br />
complete water cycle.
Zone/Cluster Name<br />
MelliehaReservoir<br />
Ta’<br />
PenelluMellieha<br />
old<br />
Pellegrin<br />
MNF (min) m³/hr<br />
No of Accounts<br />
Length of MAINS km<br />
Night Cons l/conn/hr<br />
Leak Qty (min) m³/hr<br />
No of conn<br />
ILI @ pre-sent<br />
Tar-get MNF for ILI=2 m 3 /hr<br />
5.00 1249 12.10 2.00 2.29 901 1.68 5.5 0.0<br />
29.20 4021 36.28 2.00 19.39 2489 5.03 16.5 12.7<br />
6.10 819 7.74 2.00 4.09 620 4.41 3.7 2.4<br />
Tunninet<br />
1.80 1412 3.08 2.00 0.00 397 0.00 4.0 0.0<br />
Mellieha<br />
new<br />
17.50 2303 26.62 2.00 11.82 1355 5.18 9.6 7.9<br />
Etna 2.80 645 3.59 2.00 1.38 390 2.52 2.5 0.3<br />
Santa<br />
Marija<br />
Est<br />
1.00 449 7.14 2.00 0.09 441 0.13 2.4 0.0<br />
Qortin 6.00 571 6.97 2.00 4.45 526 5.59 2.9 3.1<br />
Selmun<br />
1.20 54 2.16 2.00 1.00 41 9.58 0.3 0.9<br />
Mistra/Xemxija<br />
4.80 1120 6.79 2.00 2.35 297 4.47 3.4 1.4<br />
CLUS-<br />
TER<br />
SUB-<br />
TO-<br />
TALS<br />
34.20 5270 48.38 21.69 3390 4.15 21.9 12.7<br />
Figure 3: A Cluster from the North Region <strong>Water</strong> Balance<br />
The <strong>Water</strong> Balance<br />
The tool used to quantify and control water losses<br />
is the water balance. This compares inputs and<br />
outputs of flow for leakage investigation. The<br />
number of accounts and connections and the<br />
length of water mains per zone are inputted into<br />
Mnf to re-duce m³/hr<br />
119<br />
the water balance. This tool is built up using zone<br />
meter flow rates and pressure, together with the<br />
above data, to calculate the ILI. This gives the<br />
leakage per zone, and the amount of flow per zone<br />
needed to reduce, to achieve the target ILI. This is<br />
shown in Figure 3.<br />
The region ILI is also calculated and plotted weekly<br />
to measure regional performance. The continual<br />
reduction in ILI is the achievement in real water<br />
loss control. The north region ILI trend is shown<br />
in Figure 4.<br />
8.4<br />
8.2<br />
8.0<br />
7.8<br />
7.6<br />
7.4<br />
7.2<br />
7.0<br />
6.8<br />
6.6<br />
6.4<br />
6.2<br />
6.0<br />
5.8<br />
5.6<br />
5.4<br />
5.2<br />
5.0<br />
4.8<br />
4.6<br />
4.4<br />
4.2<br />
4.0<br />
3.8<br />
3.6<br />
3.4<br />
3.2<br />
3.0<br />
2.8<br />
2.6<br />
2.4<br />
2.2<br />
2.0<br />
15<br />
1<br />
29<br />
43<br />
57<br />
71<br />
85<br />
Figure 4: North Region ILI Trend<br />
ILI TREND - NORTH REGION<br />
99<br />
113<br />
127<br />
141<br />
In the case of Malta, the whole island has been<br />
divided into 300 zones, each having its own<br />
respective ILI that is calculated on a weekly basis.<br />
The actual minimum night flow (MNF) together<br />
with the desired MNF required to achieve the<br />
targeted ILI is compared. This is used as a tactical<br />
tool to easily identify priority areas needing<br />
attention. It also helps to focus on the zones with<br />
the highest gains in terms of leakage. This way,<br />
the common misconception that zones that carry<br />
the highest MNF values should be tackled first is<br />
solved. An example is shown in Figure 5.<br />
155<br />
169<br />
183<br />
197<br />
211<br />
w eeks elapsed as at 1st. Jan. 2004<br />
225<br />
239<br />
253<br />
267<br />
281<br />
295<br />
309
120<br />
Zone/Cluster ILI @<br />
present<br />
Target Mnf to reduce<br />
MNF(min)<br />
for ILI=2<br />
m³/hr m³/hr<br />
Maghtab 8.88 1.1 2.9<br />
Wied il-ghasel/<br />
Burmarrad<br />
7.42 0.3 0.7<br />
Salina 3.80 1.0 0.5<br />
Qawra1(low) 3.74 4.7 1.4<br />
Qawra2 (High) 6.28 8.6 3.9<br />
Bugibba(high) 2.72 8.7 0.9<br />
Bugibba<br />
new(low)<br />
4.11 11.8 4.2<br />
Ghajn Tuffieha 0.00 1.4 0.0<br />
Ghajn Tuffieha +<br />
Halferh<br />
2.17 0.1 0.0<br />
Manikata. 8.44 1.1 2.4<br />
Figure 5: Zones in need of attention<br />
This tool is presently being adapted to incorporate<br />
waste water. The water inputted into different<br />
zones is balanced with the waste water output<br />
from all these zones. Waste water flow is measured<br />
at different points in the network, usually pumping<br />
stations. This way, the water balance is the tool to<br />
quantify and control the complete water cycle.<br />
CONCLUSION<br />
The <strong>Water</strong> Services Corporation has shown a<br />
promising evolution towards the management of<br />
water losses since the mid 1990s. Its targets over<br />
the coming months are aimed at sustaining and<br />
improving on these achievements.<br />
With regards to achievements in real losses, the<br />
target is to reach an Infrastructure Leakage Index<br />
of 1.5. This is a very ambitious target which has<br />
already been achieved on the sister island of Gozo<br />
for a number of years now. The aim is to attain the<br />
same level in Malta, which has a far more complex<br />
distribution network.<br />
With regards to leakage management, the target is<br />
to continue the amalgamation process of the water<br />
and waste water units into the region. Each region<br />
will be able to manage and control losses in both<br />
water and waste water networks. This way we will<br />
be able to manage the complete water cycle.<br />
REFERENCES<br />
• GALEA ST JOHN S., 2006. Leakage<br />
Management in Malta: Methods Used and<br />
Achievements to Date. Global Leakage<br />
Technology Summit. London, England.<br />
• GALEA ST JOHN S., 2002. Motivation<br />
and Performance in the <strong>Water</strong> Services<br />
Corporation. Thesis. MBA: University of<br />
Malta.<br />
• MALTA WATER SERVICES<br />
CORPORATION, 2006. Annual Report<br />
2005/2006. Malta<br />
• MALTA WATER SERVICES<br />
CORPORATION, 2007. Annual Report<br />
2006/2007. Malta<br />
• MALTA WATER SERVICES<br />
CORPORATION, 2008. Annual Report<br />
2006/2007. Malta<br />
• MARGETA, J., IACOVIDES, I.,<br />
AZZOPARDI, E., 1997. Integrated<br />
•<br />
Approach to Development, Management<br />
and Use of <strong>Water</strong> Resources. Split: Priority<br />
Actions Programme.<br />
RIZZO, A., 2001. A Strategic Management<br />
Plan at the <strong>Water</strong> Services Corporation. The<br />
Case for a National <strong>Water</strong> Leakage Control<br />
Programme. Thesis. MBA: University of<br />
Malta.<br />
• RIOLO, S. 2007. Snapshot ILI – a KPI-based<br />
tool to complement goal achievement.<br />
• GALEA ST JOHN, S 2008. <strong>Water</strong> Loss<br />
Control in Malta
Romania: city of Timisoara<br />
CASE STUDY REGARDING THE IMPLEMENTATION<br />
OF THE WATER LOSS REDUCTION STRATEGY IN<br />
TIMISOARA, ROMANIA<br />
Mr Mihai Grozavescu, Assistant Director, Katalin Bodor, Head of <strong>Water</strong> Department<br />
Timișoara, Ilie Vlaicu, General Director, Alin Anchidin Head of <strong>Water</strong> Loss Detection<br />
Compartment, S.C. AQUATIM S.A.<br />
ABSTRACT<br />
The water supply in Timisoara City is ensured through a ring network with a total length of 618 km,<br />
consisting of main pipes and secondary distribution pipes. The pipes are: 49% grey cast iron, asbestos<br />
cement or pre-stressed concrete, between 50 and 90 years old; 26% steel, between 20 and 40 years old; and<br />
the remainder PVC, polyethylene, glass-fiber reinforced polyesters or ductile cast iron less than 20 years<br />
old. There are 22,25 connections with a total length of 182km, of which 48% are polyethylene and PVC, and<br />
52% lead, zinc steel and grey cast iron. 100% of the connections are metered and the pressure in the system<br />
is between 2.0-2.3 atmospheres.<br />
The infrastructure leakage indicator (ILI) for the supply network of Timisoara City is 55, with a real annual<br />
loss of 46,391m3/day. This led to the elaboration of a strategy to reduce losses in the first stage to less<br />
than 25%. This paper presents the water losses reduction strategy and the first results obtained after its<br />
implementation.<br />
The established strategy tackles the four activities (pressure management, proactive loss management,<br />
assets management, repair speed and quality) that directly influence the inevitable losses dynamic.<br />
The short-term water loss reduction strategy foresees proactive water loss detection in connections,<br />
reinforcements and main pipes. The detected damage is registered in the repairs programme. The medium<br />
and long term water loss reduction strategy foresees the division of the system into metered sectors in<br />
order to concentrate detection activity on the part of the supply network with the highest losses, to identify<br />
the necessary investment and prioritize them.<br />
The water loss reduction strategy was implemented in 2008, leading to a 2% reduction of losses in the first<br />
year.<br />
121
122<br />
GENERAL VIEW<br />
The water distribution system in Timisoara City is<br />
provided through a ring network with a total length<br />
of 618 km, formed of main and secondary pipes.<br />
The pipes are made of 49% grey cast iron, asbestos<br />
cement pre-stressed concrete (50-90 years old),<br />
26% steel (20-40 years old) and PVC, polyethylene,<br />
and glass fibre reinforced polyesters, ductile cast<br />
iron (not older than 20 years).<br />
There are 22,625 connections with a total length of<br />
182 km, out of which 48% are of PEHD and PVC,<br />
52% of lead, zinc steel and grey cast iron, and 100%<br />
of the connections are metered with the pressure<br />
in the system between 2.0-2.3 atmospheres. Of the<br />
total number of connections, 90.2% are destined for<br />
public use (the number of residents in Timisoara<br />
City is about 330,000), 7.4% are connections for<br />
business agents, and 2.4% are connections for<br />
public institutions.<br />
Following the analysis of the <strong>Water</strong> Balance, it has<br />
become apparent that for the water supply system<br />
of Timisoara, the current annual real loss (CARL)<br />
is 75,348 litres/km of pipe/day, the unavoidable<br />
annual real loss (UARL) is equal to 845 m3/<br />
day, having in view that connection density is 39<br />
connections/km of pipe and the average pressure in<br />
the system is between 2.0-2.3 atmospheres.<br />
The infrastructure leakage indicator (ILI) for<br />
the supply network of Timisoara City is 55, far<br />
surpassing 12, a value that indicates an acceptable<br />
technical management of water losses.<br />
This led to the elaboration of a strategy in order to<br />
reduce the water losses to less than 25% in the first<br />
stage.<br />
WATER LOSS REDUCTION STRATEGY<br />
The established strategy tackles the activities –<br />
pressure management, proactive loss management,<br />
assets management, repair speed and quality – that<br />
have a direct influence on the unavoidable loss<br />
dynamics.<br />
The short-term water loss reduction strategy<br />
foresees the proactive water loss detection on<br />
connections; reinforcements and main pipes<br />
according to Fig.1. The detected damages are<br />
registered in the repairs programme.<br />
Loss-Detection<br />
on connections and fittings<br />
Program<br />
40 assets /day<br />
Realisation of Loss-Detection<br />
Fiche of Loss-Detection (FLD)<br />
FLD analysis<br />
Emission<br />
Major damage note/medium/minor<br />
Loss-Detection<br />
on main pipes<br />
Program<br />
1.000 m/day<br />
Fig.1. The water loss reduction strategy in the short term.<br />
In the implementation of the short term strategy,<br />
starting from January 2008 until now, 27% of the<br />
total number of connections have been inspected<br />
and 23% of the total pipe length; we have also<br />
inspected over 2,350 fittings (valves, compensators),<br />
990 water hydrants and 34 public fountains.<br />
Following the inspections we have found 456<br />
damages, of which 38% were major damages.<br />
The water loss reduction strategy in the medium<br />
and long term, as seen in Fig.2, foresees the division<br />
of the water supply system in metered sectors with<br />
the purpose of directing the detection activity in<br />
that part of the supply network that presents the
highest losses, to identify the necessary investment<br />
and to prioritize the investments.<br />
SECTOR IDENTIFICATION<br />
METERING<br />
AUDIT<br />
The introduction of the ATTRIBUTES<br />
in the DATA BASE<br />
MONITORISATION<br />
WATER BALANCE analysis<br />
Fig.2. The water loss reduction strategy in the medium and long terms.<br />
The water supply system was divided into 23 DMAs,<br />
of which two have been implemented – “Neptune”<br />
DMAs and “Plopi” DMAs.<br />
CASE STUDY “NEPTUN” DMAS<br />
“Neptun” DMAs are composed of 12 streets with<br />
4-story blocks of flats and houses. The water supply<br />
of the DMA’s is ensured through a distribution<br />
network with a total length of 3,645 km, formed<br />
of pipes with diameters ranging from 80-300mm,<br />
88.2% of which are made of steel which is older than<br />
20 years, and the rest (11.8%) is from high density<br />
polyethylene with an age between 11-20 years .<br />
The total length of connections is 863 m, made<br />
of 50% lead, steel and grey cast iron, the rest is<br />
PEHD. The connections are 100% metered and<br />
the pressure in the system is contained between<br />
2.0-2.3 atmospheres. From the total number of<br />
connections, 80.4% is reserved for the public<br />
and 19.6% are connections destined to economic<br />
agents. Also the water supply system is equipped<br />
with 28 valves and 17 hydrants.<br />
“Neptun” DMAs are powered from a single point,<br />
the volume is measured with a water meter, type<br />
YES<br />
LOSS<br />
< 25%<br />
YES NO<br />
OK<br />
VERIFICATION<br />
ELIMINATION OF<br />
THE LOSS<br />
DETECTION<br />
LOCALISATION OF<br />
LOSSES<br />
NO<br />
Wortex 200 mm, class B, mounted horizontally.<br />
123<br />
Fig.3 shows the values obtained following<br />
monitoring, from implementation until present,<br />
of the principal performance indicators of the<br />
distribution network: the unavoidable annual real<br />
loss (UARL), the current annual real loss (CARL),<br />
and the infrastructure leakage indicator (ILI).<br />
Fig.3. The evolution of performance indicators in “Neptun” DMAs<br />
In 2008 in “Neptun” DMAs we detected 6 damages<br />
(2 valve defects, 3 connection defects and one pipe<br />
damage); the duration of the repairs was between<br />
1-5 days. The biggest loss of 48% was registered in<br />
August as a result of the 3 connection damages and<br />
of a major damage on the distribution pipe. The<br />
water loss in 2008 was 23%.<br />
In 2009, we had two damages (a defect on the pipe<br />
and a defect on a connection). The maximum loss<br />
in 2009 was 35% for the month of February, because<br />
of damage on the distribution pipe. Also in this<br />
month we observe a growth of the UARL indicator;<br />
this can be explained by the fact that the duration<br />
of the repair of the damage on the pipe was 16 days.<br />
According to the monthly monitoring of “Neptun”<br />
DMAs in 2009 (January –August) the loss dropped<br />
by 2% compared to 2008.
124<br />
CASE STUDY “PLOPI” DMAS<br />
“Plopi” DMAs are comprised of 27 streets with<br />
houses.<br />
The water supply of the DMAs is made through<br />
a distribution pipe with a length totalling 8,097<br />
km, formed of pipes with diameters between 100-<br />
200mm. 24.43% of the network distribution pipes<br />
are made from grey cast iron with an age greater<br />
than 20 years, 24.05% is made from PVC pipes<br />
and asbestos-cement with an age between 11-20<br />
years and the rest (51.52%) are pipes made of high<br />
density polyethylene, PEHD, with an age of less<br />
than 10 years.<br />
The total length of connections is 2073 m, made<br />
from 28% lead and steel; the rest of the 72% is<br />
from PEHD. The connections are 100% metered<br />
and the pressure in the system is between 2.0-<br />
2.3 atmospheres. Out of the total number of<br />
connections, 94.5% are destined for the population,<br />
and 4.5% are connections destined for business<br />
agents. The water supply system is also equipped<br />
with 43 valves and 63 hydrants as well as a public<br />
fountain, which is out of use.<br />
“Plopi” DMAs are metered by two water meters as<br />
follows: one water meter, type Wortex, 150 mm,<br />
class B, is mounted horizontally through which<br />
the water volume is measured for DMAs input;<br />
and another water meter, type Wortex, 150 mm,<br />
class B, is mounted horizontally, through which we<br />
measure the volume of water that exits the DMAs.<br />
A sense valve is mounted in front of this water<br />
meter, which only allows water to exit the DMAs.<br />
Fig.4 shows the monthly values obtained following<br />
monitoring, from implementation until now, of the<br />
main performance indicators of the distribution<br />
network: the unavoidable average real loss (UARL),<br />
the current annual real loss (CARL), and the<br />
infrastructure leakage indicator (ILI), respectively,<br />
which results from the water balance.<br />
From fig.4 we observe that after the first month<br />
of monitoring in “Plopi” DMAs, the loss was 29%,<br />
which is 4% higher than the target of 25%. The<br />
following verifications have come to the conclusion<br />
that a 29% loss was produced by the damages<br />
done following the beginning of the work done to<br />
extend the sewerage network. Therefore, in 2008<br />
(September - December) the loss of drinking water<br />
was 50%, because of the damage caused by the<br />
work to extend the canal network, the creation of<br />
sewerage connections, work done to extend the<br />
water network and the creation of new connections.<br />
In 2009 (January - August) in “Plopi” DMAs, there<br />
has been more damage that has had the effect of<br />
growing water losses. In May we detected the<br />
failure of a hydrant and a connection (loss of 31%);<br />
in June we detected a connection failure; in July we<br />
detected pipe damage; and in August we detected<br />
two pipe defects. In April the loss was 37%, due<br />
to the entering in service of a PEHD pipe, with a<br />
diameter of 110-125 mm and a total length of 2.4<br />
km. We observed that starting in May there was a<br />
growth in the unavoidable annual real loss (UARL),<br />
due to the fact that the time which passed between<br />
damage detection and its repair was 22 days in the<br />
case of the hydrant, and 17 days in the case of the<br />
connection (May); an additional factor was the<br />
growth of the number of connections. The water<br />
loss in the year to August 2009 (January - August)<br />
was of 27%, with 2% more than the proposed target.
Fig.4. The evolution of performance indicators in “Plopi” DMAs<br />
CONCLUSIONS<br />
The division of the water supply system in metered<br />
areas, which allows for the direction of the detection<br />
activity to that part of the distribution system with<br />
the highest loss, also allows for the identification of<br />
the necessary investments and enables the ranking<br />
of those investments in order of priority.<br />
From the case studies presented, we see that<br />
monitoring of the specific performance indicators<br />
to the DMAs, at least on a monthly basis, leads to<br />
the growth of operating performance within the<br />
system (through quick location of the losses, and<br />
growth of speed and quality of repairs), and of<br />
course the reduction of the water loss caused by<br />
damages.<br />
The implementation of the strategy to reduce the<br />
water losses in Timisoara City has started in 2008,<br />
having as an effect the reduction of losses by 2% at<br />
the end of the first year. The unbilled water volume<br />
in 2008 was about 15 million m3 with 2.2 million m3 less than in 2007.<br />
REFERENCES<br />
125<br />
• Malcolm Farley, Stuart Trow, Losses<br />
in <strong>Water</strong> Distribution Networks: A<br />
Practitioner’s Guide to Assessment,<br />
•<br />
Monitoring and Control, IWA Publishing,<br />
2003<br />
District Metered Areas, Guidance Notes,<br />
IWA Publishing, February 2007, Version 1<br />
• Leak Location and Repair, Guidance Notes,<br />
IWA Publishing, March 2007, Version 1
126<br />
Romania: city of Satu Mare<br />
Non revenue-generating water at SC Apaserv<br />
Satu Mare SA – Regional Company <strong>Water</strong> and<br />
Sewage Services<br />
Mr Sava Gheorhe, Mr Claudiu Tulba, Project Manager of WWTP-PIU, S.C.APASERV SATU<br />
MARE SA<br />
ABSTRACT<br />
“<strong>Water</strong> that does not bring revenue at SC Apaserv Satu Mare SA –Regional Society service water and<br />
sewage”<br />
The water supply in Satu Mare City is ensured through a ring network with a total length of 186,803 km,<br />
formed of main pipes and secondary distribution pipes. The pipes are made of: 5.77 % of grey cast iron up<br />
to 40 years old and more, 71.72% asbestos cement up to and more than 10-40 years old, 4.04% pre-stressed<br />
concrete up to 20 years old, 4.31% from steel 20-40 years old and 14.16 of PVC, polyethylene, glass fibre<br />
reinforced polyesters, ductile cast iron not older than 10 years. There are 15,501 connections with a total<br />
length of 155 km, of which the majority are from polyethylene and PVC, and the rest lead, zinc steel and<br />
grey cast iron. All connections are metered; the pressure in the system is between 2.0-3.2 atmospheres. The<br />
Infrastructure Leakage Indicator (ILI) for the supply network of Satu Mare City is 21.68, with a real annual<br />
loss of 215 thousand m3/month. This led to the elaboration of a strategy to reduce the water losses to less<br />
than 25 per cent in the first stage.<br />
This paper presents the water losses reduction strategy and the initial results obtained after its<br />
implementation. During the first years the water losses were reduced from 40 per cent to 28per cent. The<br />
established strategy tackles the four activities – pressure management, proactive loss management, assets<br />
management, repairs speed and quality - that have a direct influence on the inevitable losses dynamic.<br />
The short term water loss reduction strategy foresees proactive water loss detection in connections,<br />
reinforcements and main pipes. Damage detected is registered in the repairs programme. The medium and<br />
long term water loss reduction strategy foresees the division of the system into metered sectors in order<br />
to direct detection activity to the part of the supply network with the highest losses, identify the necessary<br />
investments and prioritize these. The implementation of the water loss reduction strategy started in 2005,<br />
and will continue with a reduction of losses of 1 per cent per year.
INTRODUCTION<br />
S.C. “APASERV SATU MARE S.A.” was founded in<br />
accordance with the Decision of the Local Council<br />
of Satu Mare Municipality no. 16 / 83 / 25.08.2004<br />
From the date of 28.09.2005 pursuant to Order no.<br />
607 of ANRSC - Bucharest, it obtained the Class 2<br />
license for public water supply and sewerage<br />
It was founded in order to fulfill the conditions of<br />
the Financing Memorandum concluded between<br />
the Government of Romania and the <strong>European</strong><br />
Commission on financial assistance grants awarded<br />
by the Instrument for Structural Policies for Preaccession,<br />
ISPA Measure No. 2002 / RO / 16 / P /<br />
PE / 019 “Satu Mare Improvements to the <strong>Water</strong><br />
Supply and Wastewater Collection and Treatment<br />
Systems “<br />
Since May 2007, S.C. “APASERV SATU MARE S.A”<br />
has become a regional operator.<br />
ShareholderS<br />
SC APASERV SATU MARE SA is a joint stock<br />
company, 100% privately owned from funds from<br />
local public authorities.<br />
At present, contracts regarding delegation of<br />
management of the water supply public service by<br />
concession have been concluded with 15 localities,<br />
and are in the process of being concluded with the<br />
other localities. Furthermore, the taking-over of<br />
the public services will be made a priority for the<br />
town councils which are shareholders of SC SATU<br />
MARE APASERV S.A<br />
Starting on 27.03.2009, the Inter-community<br />
Development <strong>Association</strong> (IDA) was founded by<br />
the town halls of various localities from Satu Mare<br />
County and the County Council of Satu Mare. Each<br />
127<br />
local authority will sign contracts of delegation<br />
with the IDA.<br />
ORGANIzATION<br />
In 2009, the company had a total number of 458<br />
employees in various departments that cover most<br />
areas of the county.<br />
There is also a department for the detection and<br />
visualization of losses subordinated to the Technical<br />
Director, which has the following composition:<br />
Head of office:<br />
• Visualization Laboratory and detection of<br />
water losses<br />
• Visualization Laboratory and detection of<br />
sewage<br />
Interventions are provided through collaboration<br />
with the <strong>Water</strong> Department / Sewage Department,<br />
the departments involved in remedying any arising<br />
damages.<br />
GENERAL OBJECTIVES OF THE STRATEGY NRW<br />
• Lowering the NRW (non-revenue water) at<br />
cost-effective values - Dec.2010<br />
• Satu Mare city from 37.68 % to 35 % (total<br />
losses)<br />
• Carei town from 62.39 % to 55 %<br />
• Tasnad town from 54.49 % to 44 %<br />
• Improve the operational management<br />
•<br />
by implementing an active management<br />
system of the losses until 2010;<br />
Reduction until 2013 of the operating<br />
costs in real terms by 3% compared to the<br />
reference year of 2008, by implementing<br />
methods of active control of losses<br />
• We estimate the extension of the average<br />
life of the drinking water distribution<br />
networks by 3 years, following operational
128<br />
measures of the active control of losses<br />
• Reduce by 5%, until 2010, the complaints on<br />
interruptions in supply and / or regarding<br />
pressure<br />
• Modernization of the system for monitoring<br />
and solving complaints - December 2010<br />
• Improving activities of operation and<br />
maintenance in general and the control<br />
of losses in particular, so that in the next<br />
5 years the company can be among the<br />
top 10 regional operators in Romania in<br />
benchmarking exercise on the low level of<br />
NRW<br />
<strong>Water</strong> Consumption and water losses during 1995-<br />
2008 Satu Mare City, Satu Mare County<br />
The total losses are expressed in thousands m3 . As<br />
we can observe, the consumption apparently saw<br />
a decreasing trend and total losses have increased.<br />
This can be explained: Initial losses were very small<br />
because in 1996 water consumption was higher and<br />
the equipments were new. <strong>Water</strong> consumption has<br />
decreased greatly along with:<br />
• closure of companies which were big<br />
consumers<br />
• increase of individual metering; for<br />
•<br />
example it reached 98% in Satu Mare city<br />
(the inhabitants associations were given<br />
up).<br />
due to the investments in technology at<br />
the time, the water price increased and<br />
the operation and maintenance personnel<br />
decreased<br />
The existing composition of water networks in Satu<br />
Mare city<br />
As we can see from the chart, the pipes are composed<br />
of the following: 5.77 % from grey cast iron – up to<br />
40 years old and more; 71.72% asbestos cement – up<br />
to or more than 10-40 years old; 4.04% pre-stressed<br />
concrete – up to 20 years old: 4.31% from steel –<br />
20-40 years old; and 14.16 PVC, polyethylene, glass<br />
fiber reinforced polyesters, ductile cast iron – not<br />
older than 10 years. There are 15,501 connections<br />
with a total length of 155 km, out of which the<br />
majority are from polyethylene and PVC, and the<br />
rest from lead, zinc steel and grey cast iron. 98%<br />
of the connections are metered and the pressure in<br />
the system is between 2.0-3.2 atmospheres.<br />
The following activities have been made to date for<br />
Reducing <strong>Water</strong> Losses:<br />
The completion of the investment ISPA No. 2002/<br />
RO / 16 / P / PE /019 “Satu Mare Improvements<br />
to the <strong>Water</strong> Supply and Wastewater Collection<br />
and Treatment Systems” is approaching, which<br />
provides for the refurbishment of the raw water<br />
mains and wells and refurbishment of the drinking<br />
water treatment plant Mărtineşti for the water<br />
supply system;<br />
• S.C. APASERV SATU MARE S.A. has a<br />
laboratory equipped to detect water losses<br />
that has Hidrolux and Corelux, Datalogger;<br />
• Flow meters were purchased and installed<br />
to beneficiaries, in Satu Mare the degree of<br />
metering to connections is 98%;<br />
• The flow meters installed to beneficiaries<br />
are in the process of being sealed;<br />
• The program for repairs and washing of the<br />
water networks was executed based on a<br />
program on the streets (in 2008);<br />
• The program for reducing water losses was<br />
run in the period between 2005 – 2008<br />
• The program for verification of the<br />
Laboratory for water losses detection was<br />
run on every street located in Satu-Mare<br />
City, once a year
The main objectives achieved and currently in being<br />
executed:<br />
• the strategy NRW was made at the end of<br />
year 2008; its implementation will follow;<br />
• respecting the Program for Reducing <strong>Water</strong><br />
Losses for the period 2008-2010<br />
• continuing the action of sealing the flow<br />
meters installed to beneficiaries;<br />
• continuing the action of purchasing and<br />
mounting the flow meters to beneficiaries;<br />
• execution of the investment works from<br />
MRD funds– replacement of networks and<br />
valves;<br />
• metering of water consumption at property<br />
limits, where the rule is not respected;<br />
• storage and permanent monitoring of data<br />
related to failures on connections and<br />
hydrants;<br />
• drawing up the program for metrological<br />
testing at an interval of 5 years;<br />
• storage and monitoring the structural<br />
damages from water networks (typical<br />
form)<br />
• running the annual verification program<br />
of the laboratory for localization of water<br />
losses on every street from Satu Mare – 2<br />
times a year<br />
Specific Objectives NRW:<br />
• Identifying, with high precision, all<br />
components of the water balance,<br />
•<br />
correcting and completing the methods of<br />
calculation and estimates, together with a<br />
consultant;<br />
Increasing metering to 99% - December<br />
2009, which will reduce losses by about<br />
0.5%<br />
• Decreasing unmetered and uninvoiced<br />
consumption by;<br />
• Metering in proportion to 80% of its own<br />
129<br />
•<br />
consumers;<br />
Estimating, calculating with more precision<br />
the water used for washing networks;<br />
• <strong>Water</strong> consumed by fire hydrants- fire sites;<br />
• Apparent losses;<br />
• 10% reduction of unauthorized<br />
•<br />
consumption in a year by identifying<br />
unauthorized consumers;<br />
Reducing errors of meter measurement by<br />
20 % -Dec. 2009;<br />
• Discovering of defective flow metersreaders<br />
of index consumed;<br />
• Replacing defective flow meters-water<br />
department;<br />
• Real losses - reduction of losses in the<br />
network by 1% in 12 months by discovering<br />
hidden defects, visualization-losses office<br />
through losses detection program<br />
• Promptness in interventions and repairing<br />
of faults –intervention sheet<br />
The strategy adopted will be active<br />
Medium and long-term measures<br />
• Creation of districts / sub districts for<br />
monitoring and measurement of losses<br />
• Continued annual investments in IID<br />
programs (development funds): expansion<br />
and replacement of network pipes with<br />
high wear<br />
• Continuing the regional investment<br />
programs by accessing Cohesion Funds<br />
Indicators to evaluate the losses in the pipes:<br />
The indicators from the table are according to<br />
I.W.A., the International <strong>Water</strong> <strong>Association</strong><br />
As can be seen from the data presented for the<br />
assessment of the losses in 2007, the data were not<br />
quite correct. Thus can be explained along with the<br />
increase of losses in Tasnad town – in fact there
130<br />
were no measurements at the outlet from the<br />
pumping station and the meters mounted to the<br />
beneficiaries were old.<br />
<strong>Water</strong> balance and assessment of losses in 2007-<br />
2008 in Satu Mare<br />
<strong>Water</strong> balance and assessment of losses in 2008 in<br />
`Tăşnad<br />
Operation and maintenance practices<br />
• The OPERATION AND MAINTENANCE<br />
PROGRAM, running for 10 years, contains<br />
current practices and future objectives. It<br />
is being improved by an ISPA Consultant,<br />
following discussions between the ROC<br />
and FOPIP.<br />
• The Assets Management Plan has been<br />
finalized together with the FOPIP<br />
•<br />
Consultant.<br />
An additional module for management of<br />
the fixed assets is to be acquired by the<br />
ROC<br />
• By the end of the year, the reconciliation<br />
of GIS data with that of accounting will be<br />
made by the ROC.<br />
• Division into districts and sub-districts of<br />
Satu Mare city<br />
Necessary resources:<br />
• purchase and installation of meters at the 5<br />
points of the measurement areas: Deadline<br />
April 2010<br />
• procurement and installation of 5 pressure<br />
transducers - including the software<br />
•<br />
necessary: Deadline 2009<br />
procurement and installation of 10 valves<br />
and 20 valves Dn 300 and Dn 200, to<br />
achieve measurement areas: Deadline 2009<br />
• procurement and installation of 11<br />
flow meters Dn 200 and Dn 300 to<br />
achieve measurement areas: Deadline 2010<br />
• procurement and installation of 3<br />
pressure transducers (water plant no.<br />
1, No. 2 water plant, pumping station<br />
Fagului) and software necessary to<br />
drive the water distribution process:<br />
Deadline 2010<br />
PIloT STUdY oN WaTer loSSeS IN TaSNad<br />
NrW :<br />
Requirements – FOPIP CONSULTANT<br />
1. Establish a team to implement the project<br />
(existing resources) subordinated to the<br />
Technical Director. The team should<br />
include technical staff and personnel to<br />
repair the network.<br />
2. Repair valves and hydrants to determine the<br />
right location and appropriate efficiency.<br />
Replacing all fittings defects identified.<br />
3. Identify any additional valves (each<br />
main pipe must be isolated) and hydrant<br />
required.<br />
4. Installation of additional valves and<br />
hydrants, if necessary<br />
5. Installation of a counter to the pumping<br />
station (or checking the accuracy of the<br />
existing one). The counter must be easy to<br />
use, considering its purpose of collecting<br />
information.<br />
6. Provision of a facility for monitoring the<br />
level at the water tower, at the higher<br />
pressure areas and checking the valve<br />
system for possible isolation<br />
7. Measurement of the indication of the<br />
meter of the property / population for each<br />
pipeline which can be isolated.<br />
8. Installation of flow meters (not for<br />
invoicing) at the selected properties, which<br />
are currently invoiced in system “pausal”<br />
(estimated) .This will not be necessary if the
Program for metering is advanced.<br />
9. Identifying the network locations where<br />
hydrants/ valves/ hydrant installations can<br />
be used further as mobile equipment for<br />
wastewater measuring.<br />
10. Continuing the programme of the<br />
installation / replacement of water meters.<br />
Continuing the programme of monthly<br />
reading of the meters and identification of<br />
the meters which are suspect / defective for<br />
replacement.<br />
11. Identifying the necessary equipment for<br />
the Project of <strong>Water</strong> Losses reduction–<br />
correlator / location equipment / listening<br />
equipment / portable flow measurement<br />
unit (lab) / pressure measuring equipment.<br />
12. Taking the opportunity at the moment of<br />
repair or installation of the pipe fittings to<br />
record the condition of the pipes – material,<br />
diameter, internal and external conditions.<br />
13. Installing the checking meters on the<br />
service pipes to establish the accuracy of<br />
the older meters.<br />
Benefits:<br />
1. <strong>Water</strong> losses reduction in the network.<br />
2. A better understanding of the network<br />
operation.<br />
3. Setting a minimum acceptable flow at<br />
night.<br />
4. Early identification of water losses in the<br />
network.<br />
5. Defining an objective policy for replacement<br />
of the meters.<br />
6. Demonstration of an improved service,<br />
taking in consideration a proactive<br />
approach to reduce water losses.<br />
131<br />
Works carried out in order to eliminate <strong>Water</strong><br />
Losses - Pilot Study -District Tasnad Town<br />
Works executed during the period May 2007 -<br />
August 2009<br />
1. For the metering works, the following<br />
actions were made:<br />
• 15 staircases of blocks of flats were metered<br />
with 250 pcs water meters for apartments<br />
• 49 water meters were mounted at economic<br />
agents<br />
• 430 water meters were installed at private<br />
houses on the street<br />
• 150 pcs water meters with metrological<br />
testing bulletin expired or defects were<br />
changed<br />
• 54 general water meters were mounted at<br />
all staircases of blocks of flats in Tasnad<br />
town<br />
• 2 water meters were mounted for the<br />
detection of water losses in the network:<br />
• 1 water meter for the area I- pumping<br />
station Strand –Blaja village<br />
• 1 water meter for the area II -railway<br />
station area<br />
• After the mounting of the new water<br />
meters and replacement of the defective<br />
water meters, monthly readings were made<br />
(not at 4 months)<br />
2. 23 defective valves were identified from a<br />
total of 67 pcs<br />
3. 10 old valves were replaced with new valves<br />
4. 22 valves were repaired<br />
5. 6 defective hydrants were identified and<br />
replaced with new above-ground hydrants<br />
6. 60 connections were repaired and 102<br />
connections were replaced<br />
7. 24m of raw water main on the Crasna Street<br />
were replaced<br />
8. the water network on Campului Street was<br />
replaced with a length of 1,200m and 2<br />
hydrants were mounted
132<br />
9. one valve Dn 150 and one manometer were<br />
mounted on the Crasna street for water<br />
loss detection<br />
10. by means of the mobile detection laboratory,<br />
around 70% of the network was checked in<br />
order to detect the defects<br />
11. repairs were made on the water network in<br />
350 locations<br />
12. the water network was rehabilitated with a<br />
length of 150m on Lacrimioarei street<br />
13. 5 flow meters Dn100 were replaced at 5<br />
wells<br />
14. 5 submersible pumps of the Hebe type were<br />
replaced with new pumps of the Grundfos<br />
type<br />
15. 2 flow meters Dn 100 with impulses were<br />
mounted for recording the flow variations<br />
16. 7 pcs section valves were mounted in the<br />
intervention area for the pilot study<br />
17. a failure was detected and repaired at the<br />
pipeline from the water tower<br />
18. the water networks and sewer networks<br />
were integrated partially into GIS<br />
19. approximatively 95% of the water meters<br />
that had been mounted at the population<br />
and economic agents were sealed<br />
activities proposed for monitoring and reducing the<br />
water losses<br />
• Continuously monitoring the raw water<br />
main which supplies the two pressure areas<br />
• Increasing the degree of metering up to<br />
100%<br />
• Continuing the actions of replacement<br />
and sealing the defective water meters and<br />
those which are outside the validity period<br />
of meteorological checking<br />
• Replacement of the defective hydrants and<br />
mounting the new above-ground hydrants<br />
• Completion and permanent monitoring<br />
of the list of structural damages from the<br />
water network<br />
Forms Registration and monitoring of water loss<br />
These are 2 examples which we consider to be the<br />
most relevant and easy to use:<br />
• List of structural damages in water network<br />
• Situation of damages: conneections and<br />
hydrants<br />
Examples of the records are included in a GIS.
Republic of Serbia<br />
<strong>Water</strong> Loss Reduction in the Republic of<br />
Serbia: Practical Experiences and Encountered<br />
Problems<br />
Mr Branislav Babić, Mr Aleksandar Djukić, Faculty of Civil Engineering University of<br />
Belgrade<br />
ABSTRACT<br />
A chronic lack of funds for investment in proper maintenance, rehabilitation and modernisation of water<br />
supply systems (WSS) in Serbia during the last twenty years has led to an increase in water losses. In the<br />
last several years a few measures for the detection and reduction of water losses were implemented, but<br />
the scope and effects of those measures were limited due to unreliable water production and consumption<br />
data, and due to incomplete information on existing network water connections. In addition, the absence<br />
of commonly accepted terminology and methodology for activities on water losses reduction are posing<br />
further obstacles in the preparation and implementation of sound and efficient measures.<br />
Recently, methodology proposed by the International <strong>Water</strong> <strong>Association</strong> has been applied in several<br />
waterworks, but this methodology still is not commonly accepted. Although exact data are not available,<br />
recent estimates revealed that current water losses in WSS in Serbia are approx 40 per cent of delivered<br />
water. In addition to the overview of the current state of water loss reduction in Serbia, the paper presents a<br />
summary of case studies from two major cities in Serbia. As the first step towards a definition of measures<br />
for reduction of water losses and increase of water supply system efficiency, the public utility company<br />
Belgrade <strong>Water</strong> Supply and Sewerage has contracted four local companies to perform analyses of the state<br />
of the water supply network and water losses in different suburban areas of Belgrade (i.e. pilot zones).<br />
The first phase of the project is completed and activities included the survey of the water supply network,<br />
the identification of all consumers and most of the illegal connections, the development of databases,<br />
mathematical modelling, the checking of the existing water meters and measurements of flow rates and<br />
pressures. The second phase of the project is about to begin and activities will include the preparation<br />
and execution of detailed field measurements, analyses of the results of measurements, the calibration of<br />
mathematical models, the definition and execution of rehabilitation measures and the monitoring of their<br />
effects. In another Serbian city, the city of Pozarevac, a complex water loss reduction programme has been<br />
launched, aiming not only to reduce water losses but to modernise overall operation of the company and<br />
provide training of company staff.<br />
133
134<br />
1. PRESENT STATE IN THE SECTOR<br />
A chronic lack of funds for investment in proper<br />
maintenance, rehabilitation and modernisation of<br />
water supply systems (WSS) in Serbia during the<br />
last twenty years has led to an increase in water<br />
losses. Although exact data are not available, recent<br />
estimates revealed that current water losses in<br />
WSS in Serbia are approx 40% of delivered water.<br />
The Republic of Serbia <strong>Water</strong> Resources Master<br />
Plan (prepared in the mid 1990s, adopted in 2002)<br />
recognized the need for reduction of water losses<br />
from water supply networks. The Master Plan<br />
envisaged that water losses shall be reduced to<br />
18% of delivered water by the year 2021. However,<br />
since the time the Master Plan was adopted very<br />
little had been done in that regard. Overlapping<br />
of competences in the water sector, insufficient<br />
institutional capacities and specific knowledge in<br />
the field, low water prices and other factors lead<br />
to the situation where no national water policy in<br />
reducing water losses and common methodology<br />
exist. Fro the past several years some measures for<br />
the detection and reduction of water losses were<br />
implemented in several water supply systems,<br />
usually as a result of cooperation of municipalities<br />
with international cooperation organisations<br />
and competent national authorities, but the<br />
scope and effects of those measures were limited<br />
due to unreliable data on water production and<br />
consumption, incomplete information on existing<br />
network and water connections, and other factors.<br />
All waterworks companies in Serbia are established<br />
as public utility companies founded by a municipality<br />
or a city. According to the current regulations, the<br />
owner of all waterworks and sewerage assets is the<br />
Republic of Serbia. The current level of water prices<br />
in Serbia is not nearly enough to provide full cost<br />
recovery, leading to heavy dependence of utility<br />
companies on governmental subsidies. In the past<br />
decade some progress was made in reducing illegal<br />
consumption, installing bulk meters, replacement<br />
of old pipes and increasing the percentage of<br />
collected water bills.<br />
2. CITY OF BELGRADE<br />
The Public Utility Company Belgrade <strong>Water</strong>works<br />
and Sewerage (PUC BWS) supplies over 1,350,000<br />
inhabitants, a greater part of industry in the city and<br />
all municipal institutions. 60% of total abstracted<br />
water originates from groundwater, while 40% is<br />
abstracted from surface waters - the river Sava.<br />
The distribution network has more than 2,500 km<br />
of pipes, 20 pumping stations and 21 water tanks.<br />
It is estimated that around 1,000 km of pipes of<br />
service connections are built. The most commonlyused<br />
pipe material is cast iron (around 50%). The<br />
distribution network of the Belgrade <strong>Water</strong>works<br />
is divided into five water supply elevation zones,<br />
which are arranged between the levels 70.00 and<br />
325.00 m.a.m.s.l. Customers of the PUC BWS<br />
services are households, institutions and industry.<br />
verall share in water consumption of institutions<br />
and industry is approximately 28 %, of which 45 %<br />
denotes to institutions and 55 % to industry.<br />
Annual water production has been slowly declining<br />
in recent years (total decline ~5%), amounting<br />
last year to nearly 240 million m3 , while billed<br />
consumption is around 160 million m3 . Data<br />
on illegal customers of the BWS are still a rough<br />
estimate only. Since 2001 more than 20,000 new<br />
customers who were not previously paying for<br />
water supply services have been registered. <strong>Water</strong><br />
production of the BWS meets customer demands<br />
throughout the year, but occasional water shortages<br />
occur during summer months on the border areas<br />
of the BWS due to transportation limitations of<br />
the distribution network and unauthorized water<br />
consumption. Low water prices, leaking water<br />
installations in buildings and poor water saving
practices led to high water consumption per capita<br />
(over 200 l/cap.day).<br />
Reduction of water losses has been identified by<br />
PUC BWS as one of priority tasks. In that regard<br />
the following measures have been implemented:<br />
• More than 150 major flow meters have<br />
been installed for various purposes (water<br />
production balancing, measurement of<br />
water consumption in water supply zones,<br />
control flow meters for managing the<br />
distribution network, etc.).<br />
• A great number of water meters on service<br />
connections have been replaced or installed<br />
for the first time.<br />
• Replacement of old pipes with new (mainly<br />
ductile) pipes has been intensified.<br />
• Analyses and reduction of water losses in<br />
four “pilot zones” was performed.<br />
However, the system of water meters is not<br />
sufficiently developed, and the same applies to<br />
the division of distribution networks into district<br />
metering areas, which would permit reliable and<br />
efficient flow monitoring, water losses estimation<br />
and rapid detection of any critical situation. Also,<br />
goals (benchmarks) for reducing water losses have<br />
still to be defined.<br />
2.1 Analyses and reduction of water losses in four<br />
“pilot zones”<br />
The Public Enterprise “Belgrade <strong>Water</strong> Supply<br />
and Sewerage” contracted four local companies to<br />
perform analyses of the state of the water supply<br />
network and water losses in different suburban<br />
areas of Belgrade (i.e. “pilot zones”). The main<br />
characteristics of the four pilot zones investigated<br />
are shown in Table 1.<br />
Table 1. Number of inhabitants and water meters in<br />
investigated pilot zones<br />
Pilot zone Inhabitants <strong>Water</strong> meters<br />
Kumodraž Selo 4,000 549<br />
Jajinci 4,000 1,169<br />
Baćevac 8,000 2,503<br />
Velika Moštanica 5,300 1,524<br />
135<br />
In the first phase, the investigations included<br />
field surveying, inventory of all elements of the<br />
existing distribution network (both legal and<br />
illegal), inventory of water connections (legal and<br />
illegal), water meters, manholes and water users.<br />
Readings on all water meters were checked three<br />
times during a period of three months. Each pilot<br />
zone has one input main pipe that was used for<br />
measurement of the flow rate and pressures during<br />
a period of at least six months. Every contractor<br />
developed a mathematical model of the water<br />
distribution network and a numerical database with<br />
all the collected and checked data for the assigned<br />
pilot zone. The contractors applied different<br />
procedures for water balance and distribution<br />
network simulation models, allowing the BWS to<br />
assess the applicability of different procedures and<br />
methodologies for analyses of water distribution<br />
systems.<br />
An inventory of the existing connections and<br />
water meters was performed up to the maximal<br />
possible extent for each zone. Connections and<br />
water meters were checked and, in some cases,<br />
reconstruction was needed in order to provide<br />
technically appropriate connections. This situation<br />
was further complicated by the fact that the majority<br />
of buildings in the considered zones were built<br />
without construction permits and were connected<br />
to the water supply distribution network by means<br />
of illegally constructed connections, usually not up<br />
to the technical requirements.
136<br />
The second phase of the project is in progress and<br />
activities include the preparation and execution<br />
of detailed field measurements, analyses of the<br />
results of measurements, the calibration of<br />
mathematical models, the definition and execution<br />
of rehabilitation measures and the monitoring of<br />
their effects.<br />
Terminology used and characteristics of distribution<br />
networks<br />
Each contractor applied a specific methodology and<br />
terminology for data analyses. This will allow the<br />
BWS to assess different approaches and definitions<br />
of terms that are to be used in further similar<br />
analyses. These approaches will be harmonized<br />
with the IWA guidelines and terminology and later<br />
adopted by the BWS as their Internal Technical<br />
Guidelines.<br />
Results of measurements and estimate of water<br />
losses<br />
Pressures and flow rates were measured in the main<br />
input pipes on each of the four areas investigated<br />
during a period of at least six months. A summary<br />
of the results, including measured minimal night<br />
flows are shown in the following table.<br />
Table 2. Measured flows and pressures on the main supply<br />
pipes<br />
Pilot zone Night flow<br />
Qmin (l/s) Qmin / Pressure<br />
Qaverage (bar)<br />
K u m o d r a ž<br />
Selo<br />
18 0.7 2.1-2.7<br />
Jajinci 22 0.6 2.0-2.5<br />
Baćevac 10 0.4 2.0-2.3<br />
Velika<br />
Moštanica<br />
12 0.6 5.0-6.0<br />
Although all the areas investigated are comprised<br />
only of households without any industrial water<br />
users, measured results show significant night<br />
flows, indicating potentially high levels of water<br />
losses. For the “Jajinci” and “Velika Moštanica”<br />
zones Unavoidable Average Real Losses (UARL)<br />
and Infrastructure Leakage Index (ILI) parameters<br />
were calculated (Table 3).<br />
Table 3. Estimation of performance indicators<br />
Pilot zone UARL ILI<br />
Jajinci 67.3 7.15<br />
Velika Moštanica 72.7 3.35<br />
For “Jajinci” zone further analyses were performed<br />
and performance indicators were estimated by<br />
water balance calculation over a period of 180 days,<br />
for which measured results were available (Table<br />
4). According to IWA suggestions, the following<br />
parameters were obtained for the Jajinci region:<br />
• Total number of connections in the<br />
network: 1,246<br />
• Position of water meters in the network:<br />
5-10 m, average 7.0 m from regulation line;<br />
• Total length of water distribution network:<br />
17.179 km<br />
• Average pressure during regular operation:<br />
63.0 m<br />
• Density of water connections: 72.5 per km
Table 4. Consumption and water losses in the “Jajinci”<br />
pilot zone<br />
Category No. Average Total con- % of % of<br />
of daily consumption total inwasumption<br />
within balance lossputter (m3/day) period (m3) esme-<br />
Per In Per In<br />
terswa- zone water zone<br />
termemeterter<br />
<strong>Water</strong><br />
losses<br />
1600.5 288,090 100 52.93<br />
Estimated<br />
consumption<br />
due to<br />
water metermalfunction<br />
(measured<br />
discharge<br />
was zero)<br />
145 1.46 211.7 262.8 38,106 13.23 7.00<br />
Estimated<br />
consumption<br />
that<br />
was not<br />
measured<br />
46 1.46 67.2 262.8 12,089 4.20 2.22<br />
Estimated<br />
unauthorisedconsumption<br />
520 1.46 759.2 262.8 136,656 47.44 25.11<br />
Total<br />
apparent<br />
losses<br />
1038.1 186,851 64.86 34.33<br />
Real losses 562.4 101,239 35.14 18.60<br />
For water network in Jajinci region, CARL indicator<br />
is calculated as follows:<br />
• Real losses during analysed period (180<br />
days during 2004.): 101,239 m3<br />
• CARL: 481.1 l/conn.day<br />
In water distribution, water losses are inevitable<br />
to some extent (UARL). This indicator takes into<br />
consideration length of the network, number of<br />
connections, length of the connections from the<br />
137<br />
distribution network to the water meters and<br />
operational pressure in the network. The UARL for<br />
the Jajinci region is 67.30 l/day per connection. The<br />
indicator ILI is calculated by dividing CARL and<br />
UARL. For this region, the indicator ILI = 481.13<br />
/ 67.30 = 7.15. The IWA workgroup suggested<br />
that indicator ILI should be around 1.0 for the<br />
systems with low water losses and around 10.0 for<br />
high leaking systems. It is worth mentioning that<br />
extensive water losses from water meters were<br />
discovered.<br />
3. CITY OF POzAREVAC<br />
The Pozarevac municipality is located in the central<br />
part of Serbia, 75 km south-east of Belgrade. The<br />
municipality has 75,000 inhabitants, of which<br />
more than 45,000 live in the municipality centre<br />
– the city of Pozarevac. In 2007 the municipality<br />
of Pozarevac, through the municipal water supply<br />
company PUC <strong>Water</strong>works Pozarevac, arranged<br />
for a preparation of the municipal <strong>Water</strong> Supply<br />
Master Plan. The Master Plan outlined the most<br />
critical problems in the existing communal water<br />
supply scheme, as well as its long term development.<br />
The most critical issues in the existing water supply<br />
scheme include inadequate monitoring, control<br />
and operation of the water source, insufficient<br />
operational efficiency, deficiency of water storage<br />
capacity, an outdated and unreliable distribution<br />
network and a very high level of water losses. The<br />
project aiming at modernization and development<br />
of the water supply system has been prepared with<br />
support of the Municipality Support Programme of<br />
North-East Serbia, funded by EAR (the latter by the<br />
Delegation of the EU Commission to the Republic<br />
of Serbia). The comparison between operational<br />
indicators in the PUC in Pozarevac with some<br />
national indicators from neighbouring countries is<br />
given in the following table.
138<br />
Table 5. Operational indicators in the PUC in Pozarevac<br />
and in some neighbouring countries.<br />
Bosnia and<br />
Herzegovina<br />
Czech<br />
Croatia<br />
Hungary<br />
Romania<br />
Collected bills % N/A 98 60 100 100 85<br />
Drinking water<br />
coverage %<br />
72 91 93 99 93 70<br />
Non revenue drinking<br />
water %<br />
62 20 19 20 40 43<br />
Residential water<br />
consumption (l/c/d)<br />
134 102 261 114 112 190<br />
Povarevac<br />
The project was originally oriented towards<br />
implementation of the upgrade of groundwater<br />
source. However, in order to achieve the overall<br />
project objectives and improve the level of<br />
communal services, it was deemed necessary to<br />
also tackle the very poor status of the distribution<br />
network and introduce measures aimed at<br />
improving operational efficiency. The scope of the<br />
project includes: (1) Upgrade of the infrastructure<br />
and equipment at the groundwater source; (2)<br />
Replacement of the old transmission/distribution<br />
main through the town centre; (3) Realisation of<br />
a comprehensive leakage detection programme<br />
with training of the PUC in leakage detection,<br />
and handing over necessary leakage detection<br />
and measuring equipment to the PUC. The total<br />
cost of the project is 3.95 million Euro, of which<br />
nearly 80% is financed by the EU and the rest by<br />
the Municipality. Realisation of a comprehensive<br />
leakage detection programme started in late 2008,<br />
and the scope of the programme includes:<br />
• Establishment of a GIS database of<br />
structures and consumers; new billing<br />
system.<br />
• Preparation, calibration and verification<br />
of mathematical model of distribution<br />
networks, connected with the GIS.<br />
• Establishment of district metering areas,<br />
field measurements, water balancing.<br />
• Supply of leak detection equipment and<br />
detection of leaks from distribution mains.<br />
• Training of PUC <strong>Water</strong>works Pozarevac<br />
in GIS, mathematical modelling new<br />
computerised billing system, operation of<br />
leakage detection equipment.<br />
• Preparation of a plan for repairs and longterm<br />
activities on water loss reduction, to<br />
be implemented by the PUC <strong>Water</strong>works<br />
after completion of the initial programme.<br />
• Supply and installation of equipment<br />
(e.g. flow meters, pressure regulators,<br />
pressure gauges, SCADA system, computer<br />
equipment).<br />
Implementation of the programme is behind<br />
schedule mainly due to incomplete information<br />
on the existing network and water connections.<br />
The new computerised billing system has been<br />
commissioned and immediately provides an<br />
increase in the percentage of collected bills.<br />
Completion of the programme is expected in mid<br />
2010.<br />
REFERENCES<br />
• H Alegre, JM Baptista, E Cabrera Jr, F<br />
Cubillo, P Duarte, W Hirner, W Merkel, R<br />
Parena: Performance Indicators for <strong>Water</strong><br />
Supply Services - Second Edition, IWA<br />
Publishing, London, UK, 2006<br />
• B.Babić, D.Prodanović, M.Ivetić:<br />
„Preliminary Results of <strong>Water</strong> Losses<br />
Research in Sections of Belgrade <strong>Water</strong><br />
Supply System and Developing of Technical<br />
Guidelines and Procedures”, Eight<br />
International Conference on Computing<br />
and Control for the <strong>Water</strong> Industry, CCWI<br />
2005, “<strong>Water</strong> Management for the 21st
•<br />
Century”, CIWEM, IWA, IAHR, Exeter,<br />
UK, Septembar 2005.<br />
Municipal Support Programme North-East<br />
Serbia, An-EU funded Project managed by<br />
the <strong>European</strong> Agency for Reconstruction:<br />
FEASIBILITY STUDY - Pozarevac<br />
water supply system rehabilitation, VNG<br />
International, 2007<br />
139
140<br />
Turkey: city of Antalya<br />
District Metered Areas (DMAs) for the<br />
Management of <strong>Water</strong> Losses in Antalya City<br />
Mr İbrahim Palancı*, Ms Tuğba Özden*, Mr İsmail Demirel*, Mr İ.Ethem Karadirek and<br />
Prof. Habib Muhammetoglu, University of Akdeniz, Faculty of Engineering, Department<br />
of Environmental Engineering, Antalya and Antalya Metropolitan Municipality, ASAT*<br />
ABSTRACT<br />
In 2007 Antalya <strong>Water</strong> and Wastewater Administration (ASAT) of the Antalya Metropolitan Municipality<br />
established a professional SCADA (Supervisory Control and Data Acquisition) system at all wells, pumping<br />
stations, distribution reservoirs and also along the drinking water distribution network. There are more<br />
than 80 SCADA stations for the online continuous measurement and analysis of water quantity and quality.<br />
All the values measured are sent wirelessly to a control centre at ASAT for evaluation and storage.<br />
Groundwater is the only water source in Antalya City. An average of 230,000 m3 is abstracted daily from<br />
about 40 wells and pumped to the distribution reservoirs. Antalya City is in a karst region, so water lost<br />
from the system percolates down and does not appear on the surface. Consequently, pipe breakdowns or<br />
bursts are difficult to detect. Average losses of potable water in Antalya City were 60 per cent before the<br />
SCADA system was installed, compared to the average water loss rate in Turkey, which is estimated to be 50<br />
per cent. The SCADA system enabled water losses to be reduced by more than 10 per cent over a two-year<br />
period. However, ASAT aims to reduce losses to less than 25 per cent in the near future. In this context, the<br />
Scientific and Technological Research Council of Turkey (TÜBİTAK) has agreed to fund a research project<br />
to manage chlorine levels and water losses in Antalya City using Geographical Information System (GIS),<br />
hydraulic and water quality modelling, and the data from the SCADA system. The budget for this project<br />
is more than USD 1 million, and ASAT is collaborating with the Environmental Engineering Department<br />
of Akdeniz University, Antalya, which is leading the project. It started on 1 July 2008 and will run for 30<br />
months. District Metered Areas (DMAs), together with the SCADA system and records of customer water<br />
bills, are effective in determining and managing water losses and their components. A pilot study area<br />
in the Konyaalti district of Antalya City has been divided into 22 DMAs. The water bill records and flow<br />
rate measurements provided by SCADA are being used to determine water losses in each DMA. Also,<br />
minimum night flows, hourly, daily and seasonal flow rate variations are being investigated to determine<br />
the physical and apparent water losses. This paper presents the initial results of this ongoing project, with<br />
real examples and detailed figures from DMAs.
BACKGROUND<br />
<strong>Water</strong> loss from drinking water distribution<br />
networks is a common problem in many cities and<br />
countries all over the world. The average yearly<br />
water loss can be as high as 50% in many countries<br />
such as Turkey. <strong>Water</strong> losses can be divided into<br />
two major parts namely: 1) real or physical water<br />
losses, and 2) apparent water losses. Real water<br />
losses are due to the leakage from the joints of<br />
the water pipes, leakage from house connections,<br />
leakage from cracks and bursts in pipes. Leakage<br />
also occurs from the overflows of storage tanks.<br />
Apparent losses are mainly due to illegal water<br />
consumption and customer metering inaccuracy.<br />
The volume of total water losses is the difference<br />
between system input volume and volume of<br />
authorized consumption.<br />
The reduction and control of water loss is becoming<br />
even more vital in this age of increasing demand<br />
and changing weather patterns that bring droughts<br />
to a considerable number of locations in the world.<br />
Many utilities have developed, or are developing,<br />
strategies to reduce water losses to an economic or<br />
acceptable level in order to preserve valuable water<br />
resources (Tooms and Pilcher, 2006).<br />
Reducing water losses leads to many benefits such<br />
as 1) reduction in energy consumption required to<br />
abstract, treat and distribute water, 2) reduction<br />
in water losses implies reduction in the amount of<br />
chemicals needed to treat and disinfect the water, 3)<br />
reduction in water losses saves the water abstracted<br />
from water resources, 4) low water losses are<br />
associated with low possibility of pollution.<br />
A DMA is an area of a distribution system that is<br />
specifically defined (usually by the closure of valves)<br />
and in which the quantities of water entering and<br />
leaving it are metered, as depicted in Figure 1. The<br />
flow is analyzed to determine the level of leakage<br />
141<br />
within the area to enable the leakage practitioner<br />
to determine where it would be most beneficial<br />
to undertake leak location activities (Tooms, S.,<br />
Morrison, JAE., 2005).<br />
Permanently monitored DMAs are the most<br />
effective way of reducing the duration of<br />
previously unreported leakage, because continuous<br />
monitoring of night flows facilitates the rapid<br />
identification of unreported breaks, and provides<br />
the data required to make the most cost effective<br />
use of leak localization and pinpointing resources<br />
(R. Sturm, J. Thornton,2005). The SCADA system<br />
is a good tool for permanently monitoring DMAs.<br />
Figure 1. DMA (Morrison JAE et al. 2007)<br />
Minimum flow rates in residential areas usually<br />
occur between 2 a.m. and 5 a.m. This is called<br />
Minimum Night Flow (MNF). Most of MNF is real<br />
losses due to leakage from the water distribution<br />
system. Thus, MNF has a good relation with real<br />
losses. Studying MNF is important to determine<br />
real losses and to study the impacts of different<br />
scenarios to reduce water leakage. Figure 2 depicts<br />
MNF.
142<br />
Figure 2. Minimum Night Flow (Morrison JAE et al. 2007)<br />
Pressure management can be defined as the practice<br />
of managing system pressures to an optimum level of<br />
service, thus ensuring sufficient and efficient supply<br />
to legal users and consumers, while eliminating or<br />
reducing pressure transients and variations, faulty<br />
level controls and reducing unnecessary pressures,<br />
all of which cause the distribution system to leak<br />
and break unnecessarily. There are many different<br />
tools that can be used when implementing pressure<br />
management, including pump controls, altitude<br />
controls and sustaining valves (Thornton J. and<br />
Lambert, A., 2006). Management of pressure is<br />
a key factor in an effective leakage management<br />
policy. This has long been recognized by the <strong>Water</strong><br />
Board and the ultimate goal is for all DMAs to<br />
be equipped with Pressure Release Valves (PRVs)<br />
to reduce pressure where possible and to control<br />
and stabilize pressure in DMAs where pressure<br />
reduction is not practicable (Charalambous, B.,<br />
2007).<br />
WATER LOSSES IN ANTALYA CITY<br />
Antalya City is a karstic region, so water lost<br />
from the distribution system percolates through<br />
it and does not appear on the surface of the<br />
ground. Consequently, it is difficult to detect pipe<br />
breakdowns or bursts. Therefore, the average water<br />
losses of potable water in Antalya City used to be<br />
60% before completing the SCADA (Supervisory<br />
Control And Data Acquisition) system in 2007. This<br />
percent was higher than the average water losses in<br />
Turkey, which were estimated at 50%.<br />
A more than 10% reduction of water losses was<br />
achieved with the help of the SCADA system<br />
during the last two years. However, Antalya <strong>Water</strong><br />
and Wastewater Authority (ASAT) plans to reduce<br />
the water losses to less than 25% in the near future.<br />
In this context, the Scientific and Technological<br />
Research Council of Turkey (TÜBİTAK) has<br />
agreed to fund a research project to manage<br />
chlorine levels and water losses in Antalya City<br />
using the Geographical Information System (GIS),<br />
hydraulic and water quality modeling, and the<br />
data sets produced by the SCADA system. The<br />
budget of the project is more than one million<br />
USD. Within the project, ASAT collaborates well<br />
with the Environmental Engineering Department<br />
of Akdeniz University, Antalya, Turkey which leads<br />
the project. The project was started in July 2008<br />
and will continue for 30 months.<br />
APPLICATION OF DMA IN ANTALYA CITY<br />
District Metered Areas (DMAs) in conjunction<br />
with the SCADA system and records of customer<br />
water bills are efficient in determining and<br />
managing water losses and the components of the<br />
losses. A pilot study area in Antalya City, namely<br />
the Konyaalti region, was divided into 22 DMAs.<br />
The records of water bills in addition to the flow<br />
rate measurements provided by the SCADA system<br />
are currently used to determine water losses in<br />
each DMA. Also, minimum night flows, hourly,<br />
daily and seasonal variations of flow rate are being<br />
investigated to determine the physical and apparent<br />
water losses. The research study is still going on.<br />
However, the initial results obtained from two<br />
DMAs are given below.
Figure 3. DMAs of the pilot study area (different colors represent differ-<br />
ent DMAs)<br />
RESULTS<br />
Total water loss was calculated for a small tourist<br />
area in Antalya named Beach Park DMA. Details of<br />
the study can be found elsewhere (Palanci, I, et al.<br />
2009) while Table 1 summarizes the calculations.<br />
Table 1. Monthly water revenue, water supply and water<br />
losses in Beach Park DMA<br />
First<br />
Reading<br />
Date<br />
Second<br />
Reading<br />
Date<br />
<strong>Water</strong><br />
revenue<br />
(m 3 )<br />
<strong>Water</strong><br />
supply<br />
(m 3 )<br />
<strong>Water</strong><br />
losses<br />
(m 3 )<br />
Percent<br />
of water<br />
losses<br />
(%)<br />
17.06.2008 14.07.2008 7767 11940 4173 34.95<br />
14.07.2008 15.08.2008 9373 14910 5537 37.14<br />
15.08.2008 13.09.2008 7895 11740 3845 32.75<br />
13.09.2008 16.10.2008 7179 12990 5811 44.73<br />
16.10.2008 14.11.2008 5696 10410 4714 45.28<br />
14.11.2008 17.12.2008 5333 8830 3497 39.60<br />
17.12.2008 19.01.2009 5425 11440 6015 52.58<br />
Total 48,668 82,260 33,592 40.84<br />
Also, real water losses were reduced by applying<br />
pressure management, using pressure release<br />
valves, to another DMA area called Vestel as shown<br />
in Figure 4.<br />
Figure 4. Reduction of minimum night flow as a result of reducing the<br />
pressure at Vestel DMA.<br />
ACKNOWLEDGEMENTS<br />
143<br />
This research sttudy was supported by the Scientific<br />
and Technological Research Council of Turkey,<br />
TÜBİTAK (Project No. 107G088), Antalya <strong>Water</strong><br />
and Wastewater Administration (ASAT) of Antalya<br />
Metropolitan Municipality and Akdeniz University,<br />
Antalya, Turkey.<br />
REFERENCES<br />
• Charalambous, B., (2007), “Effective<br />
•<br />
Pressure Management of District Metered<br />
Areas” <strong>Water</strong> Loss Conference 2007,<br />
September 2007, Romania.<br />
Morrison JAE, Tooms S and Hall G (2007)<br />
“Sustainable District Metering”, <strong>Water</strong><br />
losses 2007. September 2007,<br />
• Palancı, I, Özden,T, Demirel, I, Karadirek,<br />
I.E. and Muhammetoglu, H, Management<br />
of <strong>Water</strong> Losses Using SCADA and District<br />
Metered Areas (DMAs): Case Study of<br />
Antalya City-Turkey, <strong>Water</strong> losses 2009,<br />
Cape Town, South Africa.<br />
• R, Sturm, J, Thornton, (2005), “Proactive<br />
Leakage Management using District<br />
•<br />
Metered Areas (DMA) and Pressure<br />
Management – Is it applicable in North<br />
America?”, Leakage 2005 Conference.<br />
Thornton J. and Lambert A. (2006),
144<br />
•<br />
“Managing pressures to reduce new breaks”<br />
<strong>Water</strong> 21 IWAP, December 2006.<br />
Tooms, S., and Pilcher, R. (2006), “Practical<br />
Guidelines on Efficient <strong>Water</strong> Loss<br />
•<br />
Management”, <strong>Water</strong> Supply, August, 47.<br />
Tooms, S., Morrison JAE. (2005), “DMA<br />
Management Manual by the <strong>Water</strong> Losses<br />
Task Force: Progress”, Leakage 2005<br />
Conference.
Turkey: city of Antalya<br />
Monitoring and Management of <strong>Water</strong><br />
Distribution Network in Antalya City, using<br />
the SCADA System<br />
Mr İsmail Demirel*, Mr İbrahim Palancı*, Ms Tuğba Özden*, Mr İ.Ethem Karadirek and<br />
Prof. Habib Muhammetoglu, University of Akdeniz, Faculty of Engineering, Department<br />
of Environmental Engineering, Antalya and Antalya Metropolitan Municipality, ASAT*<br />
ABSTRACT<br />
Antalya City is one of the most important tourist centres in Turkey and is located on the Mediterranean<br />
coast. Antalya <strong>Water</strong> and Wastewater Administration (ASAT) is responsible for the provision of water<br />
and wastewater services for an area of 141,719 ha, with a population of more than 700,000 and more than<br />
300,000 subscribers (s. www.asat.gov.tr). The inhabited areas in Antalya City are located at different levels,<br />
ranging from the sea level to 250 m above sea level. The Antalya water distribution system is therefore<br />
complex, consisting of six main pressure zones. <strong>Water</strong> loss from the distribution network is currently<br />
about 50 per cent, which is similar to the overall average in Turkey.<br />
The main water sources in Antalya City are groundwater wells and springs. Groundwater is distributed to<br />
the city untreated. However, to reduce the risk of pollution during distribution, liquid chlorine in the form<br />
of sodium hypochlorite is added to maintain certain concentrations of residual chlorine throughout the<br />
network.<br />
Antalya <strong>Water</strong> and Wastewater Administration (ASAT) of the Antalya Metropolitan Municipality has<br />
recently installed an efficient Supervisory Control and Data Acquisition (SCADA) system for the city’s<br />
drinking water distribution. The distribution network includes 9 pumping stations, 17 reservoirs, many<br />
deep groundwater wells and about 60 pipe network stations. SCADA also monitors water level in the<br />
reservoirs, operation of pumps in the pumping stations, pressure and flow rates in pipe network stations,<br />
positions of valves (open, closed, partially open) in addition to energy and water consumption. The<br />
system also includes security alarms at reservoirs, pumping and measuring stations. Many water quality<br />
parameters such as temperature, pH, conductivity, turbidity and residual free chlorine are also measured<br />
at locations along the distribution network. The SCADA system was completed in 2007 and cost more<br />
than EUR 4 million. It has proven to be very efficient in reducing water losses, controlling water quality,<br />
reducing energy consumption and improving water services to the customers. The paper provides actual<br />
examples from the Antalya water distribution network, including photographs.<br />
145
146<br />
INTRODUCTION<br />
Antalya City is one of the most important<br />
tourist centres in Turkey and is located on<br />
the Mediterranean coast. Antalya <strong>Water</strong> and<br />
Wastewater Administration (ASAT) of the Antalya<br />
Metropolitan Municipality is responsible for<br />
providing water and wastewater services for an<br />
area of 141,719 ha, with a population of more than<br />
700,000 people and more than 300,000 subscribers<br />
(see the ASAT web site at www.asat.gov.tr).<br />
The main water sources in Antalya City are<br />
groundwater wells and springs. The water abstracted<br />
is of high quality, except for relatively high levels of<br />
hardness (Çelik, E. & Muhammetoglu, H., 2008).<br />
The water is distributed to the city without any<br />
treatment. However, liquid chlorine in the form of<br />
sodium hypochlorite is added to maintain certain<br />
concentrations of residual chlorine throughout the<br />
water distribution network, thus reducing the risk<br />
of pollution during distribution of potable water<br />
(Tiryakioglu, O. et al. , 2005).<br />
The inhabited areas in Antalya City are located at<br />
different levels ranging from sea level up to 250 m<br />
above the sea level. Thus, the water distribution<br />
system is complex and consists of six main<br />
independent pressure zones (ASAT –Akdeniz U.,<br />
2008).<br />
DESCRIPTION OF THE ANTALYA SCADA SYSTEM<br />
ASAT SCADA stations are categorized as deep<br />
wells, pumping stations, distribution reservoirs<br />
and pipe network stations. The system includes<br />
nine pumping stations, 17 reservoirs, many deep<br />
wells and about 60 pipe network stations located<br />
in the drinking water network. The SCADA system<br />
also monitors water levels in the reservoirs, the<br />
operation of pumps in the pumping stations,<br />
pressure and flow rates at pipe network stations,<br />
valve positions (open, closed, partially open) as<br />
well as energy and water consumption. In addition,<br />
the system includes security alarms in reservoirs,<br />
pumping stations and measurement stations. Many<br />
water quality parameters such as temperature, pH,<br />
conductivity, turbidity and residual free chlorine<br />
are also controlled at many locations along the<br />
water distribution network. The SCADA system<br />
was completed in 2007 at a cost over four million<br />
Euros, and has proved to be very efficient in<br />
reducing water losses, controlling water quality,<br />
reducing energy consumption and improving water<br />
services to the customers.<br />
Figure 1. SCADA Control Centre<br />
All the monitoring results are displayed online<br />
and are also stored in the SCADA Control Centre<br />
shown in Figure 1. Results of the measured and
analyzed parameters are evaluated by SCADA<br />
engineers who work at the ASAT Control Center.<br />
Figure 2 is a SCADA screen shot showing the water<br />
levels in the reservoirs in addition to the conditions<br />
of the pumping stations.<br />
Figure 2. SCADA screen shot showing pumping stations (PM) and Distribution<br />
Reservoirs (DR)<br />
BENEFITS OF THE SCADA SYSTEM<br />
The SCADA system has helped with quick<br />
detection and good repair of frequent bursts in the<br />
water distribution network. Figure 3 depicts the<br />
flow rate and pressure due to pipe breakdown in the<br />
middle of August 2009. No water flow was visible<br />
on the surface due to the karstic characteristics<br />
of the area (Kaçaroglu, F., 1999), nor were any<br />
complaints received from customers regarding any<br />
water breakdown or shortage of supply. The data<br />
sets obtained from the SCADA system informed<br />
about the event by giving warning alarms. Also, the<br />
SCADA data sets assisted in detecting the location<br />
of the pipe burst by giving the amount of flow rate<br />
increase.<br />
The SCADA system has helped with quick detection and good repair of frequent bursts<br />
in the water distribution network. Figure 3 depicts the flow rate and pressure due to<br />
pipe breakdown in the middle of August 2009. No water flow was visible on the<br />
surface due to the karstic characteristics of the area (Kaçaroglu, F., 1999), nor were any<br />
complaints received from customers regarding any water breakdown or shortage of<br />
supply. The data sets obtained from the SCADA system informed about the event by<br />
giving warning alarms. Also, the SCADA data sets assisted in detecting the location of<br />
the pipe burst by giving the amount of flow rate increase.<br />
Figure 3. SCADA screen shot showing the pressure profiles (upper curve) and flow<br />
rate (lower curve) after a breakdown in one of the water distribution pipes<br />
Figure 3. SCADA screen shot showing the pressure profiles (upper<br />
curve) Monitoring and the flow water rate input (lower to the reservoirs curve) after in addition a breakdown to the water level in one has prevented of the<br />
the overflow of reservoirs and helped in detecting leakages. For example, the data sets<br />
water supplied distribution by the SCADA pipes station at Çaglayan water distribution reservoir (15,000 m 3<br />
storage capacity) showed that there was a water leakage of 100 m 3 /hour originating<br />
from a serious crack in the inlet pipe of the reservoir, as shown in Figure 4.<br />
147<br />
Monitoring the water input to the reservoirs in<br />
addition to the water level has prevented the<br />
overflow of reservoirs and helped in detecting<br />
leakages. For example, the data sets supplied by<br />
the SCADA station at Çaglayan water distribution<br />
reservoir (15,000 m3 storage capacity) showed<br />
that there was a water leakage of 100 m3 Figure 4. Crack in the inlet pipe to Çaglayan water distribution reservoir<br />
3<br />
/hour<br />
originating from a serious crack in the inlet pipe of<br />
the reservoir, as shown in Figure 4.
148<br />
Figure 4. Crack in the inlet pipe to Çaglayan water distribution reservoir<br />
Similarly, SCADA station showed that the pumped<br />
water flow rate from Bogaçay station was less than<br />
expected. This was caused by a rubber ring that had<br />
been sucked from the water network, as shown in<br />
Figure 5. Solving this problem led to an increase in<br />
the flow rate from 1180 m3 /hour to 1480 m3 /hour<br />
without increasing energy consumption.<br />
Figure 5. A rubber ring had reduced the capacity of Bogaçay pumping<br />
station<br />
The quality of Antalya drinking water is also<br />
controlled and managed by the SCADA system.<br />
According to the Turkish related standards, free<br />
residual chlorine should be within certain limits,<br />
usually between 0.1 and 0.5 mg/l as residual free<br />
chlorine (TS266, 2005). Real time measurements<br />
of residual free chlorine are taken at many points<br />
along the water distribution network. Warning<br />
alarms are given by the SCADA system if any of the<br />
levels measured exceed predetermined limits.<br />
“Gürkavak” is an important water spring that<br />
supplies Antalya with around 440 m3 /hour of<br />
drinking water. The capacity of this spring water<br />
increases considerably after rainful events because<br />
of the karstic feature of Antalya groundwater. In<br />
addition, heavy rains increase the turbidity levels<br />
of this water resource to levels exceeding the<br />
permissible limits for drinking water. When this<br />
occurs, the SCADA system automatically closes<br />
certain valves to stop the supply from this water<br />
source to Antalya City. At the same time, the<br />
SCADA system triggers an alarm to warn the water<br />
operators at ASAT about the situation.<br />
CONCLUSIONS<br />
The SCADA system of water distribution is very<br />
useful. In Antalya, the drinking water distribution<br />
system is monitored, controlled and managed<br />
by the SCADA system. This has led to increased<br />
reliability of the system, as well as reducing water<br />
losses and improving the water services to the<br />
customers cost-effectively. Using the capabilities<br />
of the SCADA system, the following was achieved<br />
in Antalya (ASAT, 2009):<br />
• average water production from the different<br />
sources was reduced from 260,000 m3 /day<br />
to 230,000 m3 /day (-11.54%)<br />
• total water losses were reduced from<br />
169,000 m3 /day to 120,750 m3 /day (-28.55%)
• total water losses were reduced from 65%<br />
to 42.5%<br />
• daily energy consumption was reduced<br />
from 208,000 kW to 138,000 kW (-33.65%)<br />
• energy consumption for water production,<br />
pumping and distribution was reduced<br />
from 0.8 kW/m3 to 0.6 kW/m3 (-25%)<br />
• energy consumed for lost water is reduced<br />
from 135,200 kW/day to 72,450 kW/day<br />
(-46.41%)<br />
ACKNOWLEDGEMENTS<br />
This research study was supported by the Scientific<br />
and Technological Research Council of Turkey<br />
(Project No. 107G088), Antalya <strong>Water</strong> and<br />
Wastewater Administration (ASAT) of Antalya<br />
Metropolitan Municipality, and the project fund<br />
unit of Akdeniz University, Antalya, Turkey.<br />
REFERENCES<br />
• Araujo, L., Ramos, H., Coelho, S.,<br />
(2006). Pressure Control for Leakage<br />
Minimisation in <strong>Water</strong> Distribution<br />
•<br />
Systems Management, <strong>Water</strong> Resources<br />
Management, 20, Number 1, 133-149.<br />
ASAT & Akdeniz U. (2008), Modelling<br />
Chlorine Levels in Antalya <strong>Water</strong><br />
Distribution Network using SCADA & GIS,<br />
The Scientific and Technological Research<br />
Council of Turkey, Project Proposal,<br />
Project No. 107G088.<br />
• ASAT (2009), Progress Report of<br />
•<br />
SCADA Center for 2009, ASAT, Antalya<br />
Metropolitan Municipality.<br />
Çelik, E and Muhammetoglu H. (2008),<br />
Improving public perception of tap water<br />
in Antalya City – Turkey, Journal of <strong>Water</strong><br />
Supply: Research and Technology – AQUA,<br />
57, Issue: 2, 109-113.<br />
149<br />
• Kaçaroglu, F. Review of Groundwater<br />
Pollution and Protection in Karst Areas,<br />
<strong>Water</strong>, Air, & Soil Pollution, 113, Numbers<br />
1-4, 337-356, 1999.<br />
• Marunga A., Hoko Z., Kaseke E., (2006),<br />
Pressure management as a leakage<br />
reduction and water demand management<br />
tool: The case of the City of Mutare-<br />
Zimbabwe, Physics and Chemistry of the<br />
Earth, 31, Issue 15-16, 763- 770.<br />
• Tiryakioglu, O., Muhammetoglu, A.,<br />
•<br />
Muhammetoglu, H., Soyupak, S., (2005).<br />
Modeling chlorine decay in drinking<br />
water distribution network: Case Study of<br />
Antalya – Turkey, Fresenius Environmental<br />
Bulletin, 14, No.10, 907-912.<br />
TS266 (2005), Turkish Standards for <strong>Water</strong><br />
intended for human consumption, Turkish<br />
Standard Institute, ICS 13.060.20.
Experts and institutions<br />
151
DWA, Germany<br />
The German experience to investigate sewer<br />
networks<br />
Mr Johannes Lohaus, General Manager, German <strong>Water</strong> <strong>Association</strong> for <strong>Water</strong>, Wastewater<br />
and Waste<br />
ABSTRACT<br />
Systematic construction of a sewer system in Germany began as a result of the emerging industrial<br />
revolution and the rapid growth of cities in the 19th century. In 1842, Hamburg was the first German city<br />
to build a systematic sewer network (“Sielnetz”), which was designed by the English engineer William<br />
Lindley. In 1867, the Free City of Frankfurt followed. Today, 96 per cent of the country’s population are<br />
connected to a public sewer system, and the public network of combined wastewater and surface water<br />
sewers is estimated to have a length of over 500,000 km.<br />
As the sewer systems aged, their maintenance and the rehabilitation of older sewer networks became<br />
an issue. In 1984, DWA established its working group “Rehabilitation and Replacement of Sewers and<br />
Drains”, and published the advisory leaflet ATV M 143 Inspection, Repair, Rehabilitation and Replacement<br />
of Sewers and Drains, Part 1: Principles. In 1991, Part 2: Optical Inspection, was printed, which laid the<br />
down principles for the systematic assessment of the sewer networks that have been adopted by almost<br />
every city in Germany.<br />
In 1984, DWA began a survey among local authorities concerning the condition of their sewer networks,<br />
and ascertained that only a small fraction of the public sewer system had been inspected. Meanwhile, the<br />
condition of more than 80 per cent of the public sewer network has been assessed and documented.<br />
One important outcome of the DWA survey was that 20 per cent of all the sewer sections show signs<br />
of damage that needs to be repaired in the short or medium term. The presentation will describe which<br />
methods will be used to rehabilitate the German sewer system.<br />
As the DWA-advisory leaflet Rehabilitation Strategies says, the rehabilitation of the sewer system represents<br />
a task for generations to come, and has become one of Germany’s major wastewater engineering challenges.<br />
153
154<br />
DWA, Germany<br />
Creating a concept of rehabilitation of a pipe<br />
system<br />
Mr Jörg Otterbach, German <strong>Water</strong> <strong>Association</strong> for <strong>Water</strong>, Wastewater and Waste<br />
ABSTRACT<br />
A pipe system, like a drainage or sewage system, has three successive functions:<br />
• collection of the water inputs<br />
• transport of these inputs within the system<br />
• treatment of the water prior to discharge from the system.<br />
In order to fulfil these functions adequately, investigations are required such as a review of exiting<br />
information, as well as hydraulic, environmental, structural and operational investigations. These must<br />
be done carefully because this information will be used as a basis for the entire rehabilitation concept.<br />
Appraisal and classification of the information involves comparing the performance of the system against<br />
the performance requirements. The result is a list of the main problems within the pipe system.<br />
The next step is to choose a rehabilitation method. There are three main methods: repair, renovation and<br />
replacement. Repair means rehabilitation of a single location; renovation is the rehabilitation of the pipeline<br />
with retention of the existing pipe; replacement involves removing/destroying the old pipe. The engineer<br />
assesses the method with his/her knowledge of the rehabilitation methods and the boundary conditions.<br />
The choice of rehabilitation method is an important step in the process, because it will determine the<br />
investments required for many years.<br />
Combining the results of the rehabilitation plan for each single pipeline leads to a concept for the system as<br />
a whole. By prioritizing the planned building measures and establishing a time schedule for the execution<br />
of the work, a complete overview of the necessary investments for the coming years is obtained.
INTRODUCTION<br />
Drain and sewer systems provide a service to the<br />
community, which can be briefly described as:<br />
• fast removal of wastewater from premises<br />
for reasons of public health and hygiene;<br />
• prevention of flooding in urban areas;<br />
• protection of the aquatic environment. [1]<br />
A pipe system such as a drain and sewer system has<br />
three successive functions:<br />
• collection of the water input<br />
• transport of this input within the system<br />
• treatment of the water prior to discharge<br />
from the system.<br />
INVESTIGATION<br />
To fulfil the functions of a sewer system it is<br />
necessary to make investigations such as reviewing<br />
exiting information, hydraulic, environmental,<br />
structural and operational investigation. Damaged,<br />
defective or hydraulically overloaded drains and<br />
sewers represent a potential hazard through<br />
flooding and collapses, and through pollution<br />
of groundwater, soil and watercourses. It is very<br />
important to make these investigations carefully,<br />
because the whole concept of the rehabilitation is<br />
based on this information.<br />
The collection and review of all available relevant<br />
information about the sewer system should<br />
be carried out and is the basis from which all<br />
other activities are subsequently planned. This<br />
information should include historical records.<br />
[1] Examples are: location, materials and size of<br />
drains and sewers including outfalls (inventory);<br />
the position, depth and levels of manholes and the<br />
levels of connections to the manholes; the positions<br />
155<br />
of connections to drains and sewers; groundwater<br />
levels and velocities.<br />
Testing and inspection procedures for hydraulic<br />
investigations can be required in order to ensure<br />
an adequate evaluation of flows (dry weather<br />
and storm), infiltration, exfiltration and wrong<br />
connections. Surveys can include precipitation<br />
and flow measurements, identification of wrong<br />
connections and groundwater measurements.<br />
The location of trade effluent sources shall be<br />
identified and the nature, quality, quantity and the<br />
potential environmental hazards reviewed.<br />
The recording of the actual condition of drain<br />
and sewer systems can be carried out directly by<br />
walking through or indirectly with the aid of a<br />
closed circuit television (CCTV) system. The drain<br />
and sewer system should be cleaned as necessary<br />
to make it possible to record and assess the actual<br />
condition. During the survey the system should be<br />
kept free from wastewater as far as necessary. [1]<br />
The result is a list of the main problems of the<br />
system investigated.<br />
ASSESSMENT<br />
The results of the structural investigations can<br />
also be relevant to the assessment of the hydraulic<br />
performance and environmental impact. Appraisal<br />
and classification of the investigations (in Germany<br />
there are five classes for structural hazards) means<br />
contrasting the performance of the system against<br />
the performance requirements.
156<br />
Figure 1: The assessment [1]<br />
The next step is choosing a method of rehabilitation.<br />
There are three main methods of rehabilitation:<br />
repair, renovation and replacement. Repair means<br />
a rehabilitation of a single location, renovation is<br />
the rehabilitation of the pipeline with retention of<br />
the existing pipe, and replacement is rehabilitation<br />
with destruction of the old pipe. An engineer or a<br />
rehabilitation specialist assesses the method, taking<br />
into account the available rehabilitation methods<br />
and the boundary conditions.<br />
Figure 2: Decision process for selection of structural solutions [1]<br />
The assessment of the rehabilitation method is<br />
an important step in the process, because it will<br />
determine the investments required for many years<br />
to come.<br />
DEVELOPING THE PLAN<br />
Collecting the results of the planning of<br />
rehabilitation for a single pipeline provides a<br />
concept for the whole system. It is collecting by<br />
methods or localisation. For example there are<br />
building projects of a whole street or one special<br />
method such as relining. The priority of each<br />
building project is determined and the proposed<br />
works include costing and phasing.<br />
This results in a final list with the required<br />
investments for the coming years. However, this is
not a static list; because it needs to be updated as<br />
projects are implemented.<br />
RESULT<br />
The performance requirements for the system<br />
should be updated following each specific<br />
maintenance operation. In any case the performance<br />
requirements shall be as close as possible to, or<br />
better than, the performance requirements of the<br />
existing system.<br />
In principle the performance requirements for a<br />
rehabilitated system should be the same as those<br />
for a new system.<br />
157
158<br />
EWA<br />
Tools for capacity development – the<br />
experience of the <strong>European</strong> <strong>Water</strong> <strong>Association</strong><br />
Ms Boryana Dimitrova, Management Assistant, <strong>European</strong> <strong>Water</strong> <strong>Association</strong><br />
ABSTRACT<br />
The <strong>European</strong> <strong>Water</strong> <strong>Association</strong> (EWA) is an independent non-governmental and non-profit organisation<br />
promoting the sustainable and improved management of the total water cycle and hence the environment<br />
as a whole. It is one of the major professional associations in Europe that covers the whole water cycle. With<br />
member associations from nearly all <strong>European</strong> countries, today, EWA consists of 25 <strong>European</strong> leading<br />
professional organisations in their respective countries, each representing professionals and technicians<br />
for wastewater and water utilities, academics, consultants and contractors as well as a growing number<br />
of corporate member firms and enterprises. EWA thus represents about 50,000 professional individuals<br />
working in the broad field of water and environmental management.<br />
The objective of EWA is to advance the common interests of members and become their principal pan-<br />
<strong>European</strong> technical and scientific forum, influential with the <strong>European</strong> Commission in the sustainable<br />
management of water assets and the environment. One of the major benefits for the EWA members is that<br />
the association facilitates the exchange of knowledge and experience by providing a network of experts<br />
and opportunities for discussion of key technical and policy issues – meetings, workshops, conferences<br />
and seminars.<br />
Capacity development is covered by almost all EWA members in different aspects. They are offering a wide<br />
spectrum of training workshops and seminars, in addition to certified courses, vocational training etc.
UN-HABITAT<br />
Lessons Learned from Regional <strong>Water</strong> Loss<br />
Reduction Capacity Building Programmes<br />
and their Implications for <strong>Water</strong> Operators’<br />
Partnerships<br />
Ms Julie Perkins, Programme Officer, United Nations Human Settlement Programme<br />
ABSTRACT<br />
UN-HABITAT, the UN’s urban agency, has long been concerned with helping urban water utilities provide<br />
sustainable, efficient and affordable access to clean water and basic sanitation to burgeoning populations.<br />
<strong>Water</strong> Demand Management, and especially water loss reduction, is paramount to these goals, and water<br />
loss reduction has been a pillar of UN-HABITAT’s regional activities in Africa, Asia and Latin America<br />
since 1999.<br />
The presentation will highlight achievements and lessons learned from two capacity building initiatives<br />
in Africa, and discuss ongoing and future activities to control water losses through capacity building<br />
undertaken in the context of the Global <strong>Water</strong> Operators’ Partnerships Alliance. The <strong>Water</strong> for African<br />
Cities Programme, launched in 1999, aims to strengthen the capacity of cities to respond to the urban<br />
water and sanitation crisis. It is being implemented in 17 African cities and consists of city level pilots and<br />
regional activities that bring together city-level actors from across the continent. The regional training and<br />
capacity building programme resulted in sizeable water loss reduction in the target cities. The Lake Victoria<br />
Programme addresses the water and sanitation needs particularly of the poor in the secondary towns<br />
around Lake Victoria. A “champion” utility in the region took the lead in a fast-track capacity building<br />
programme for five small utilities. A priority was reducing unaccounted-for-water by providing training<br />
and assistance in water audits, non-revenue water issues, and water demand management, including the<br />
provision of hands-on assistance in operationalizing leak detection and repair systems. This programme<br />
was an important precursor to greater water loss reduction investments.<br />
The Global <strong>Water</strong> Operators’ Partnerships Alliance (GWOPA) is a global network of partners with a<br />
common commitment to helping water utilities support one another though partnerships. Its capacity<br />
building efforts aim to develop the skills of water operators to share their know-how with other utilities.<br />
GWOPA draws primarily on utilities as its source of expertise. It is working to implement and develop<br />
effective models for skill building centred round water operators.<br />
159
160<br />
i2O <strong>Water</strong>, United Kingdom<br />
Pressure Management Mechanics –<br />
Understanding the relationships between<br />
pressure and water loss.<br />
Mr Stuart Trow, Consultant and Non-Executive Director, i2O <strong>Water</strong> Ltd<br />
ABSTRACT<br />
Pressure management is fundamental to a well organised water loss reduction strategy and has been used<br />
in water distribution system engineering for many years. However, it is only in the past 10 to 15 years that<br />
there have been a number of advancements in the understanding of the mechanics of pressure management<br />
and the relationship between pressure and the factors which drive water loss.<br />
The paper describes the relationships between pressure and:<br />
• Leakage flow rate<br />
• Burst frequency and the natural rate of rise of leakage<br />
• Customer consumption<br />
• Economic intervention frequency<br />
• Infrastructure life expectancy.<br />
The paper also summarises the benefits to be gained from pressure management and considers the options<br />
for implementing it. It includes practical examples and real data to support the latest theories, demonstrates<br />
the importance of pressure management and provides guidance on the analytical techniques used to predict<br />
the impact of pressure management schemes as part of a well constructed pressure management strategy.
INTRODUCTION:<br />
Pressure management is a fundamental part of<br />
a well organized water loss reduction strategy. It<br />
has been practised in water distribution system<br />
engineering for many years and the benefits are<br />
well understood:<br />
• It reduces burst frequency and so reduces<br />
the natural rate of rise of leakage (NRR)<br />
• As a result it extends the economic period<br />
between ALC interventions and changes<br />
the economic level of leakage (ELL)<br />
• Reduced burst frequency will extend the<br />
life of network assets<br />
• It reduces the flow rate from all existing<br />
leakage paths – both bursts and background<br />
leaks<br />
• It reduces the size of expanding leakage<br />
paths<br />
• It can reduce certain types of customer use<br />
(open tap use)<br />
• It can give benefits to customers if managed<br />
correctly by stabilising pressures at levels<br />
above the minimum acceptable<br />
Where pressure management has been<br />
implemented organisations have had to deal with<br />
possible disadvantages:<br />
• Reducing pressure may make leaks more<br />
difficult to detect<br />
• Customers may notice reduced pressure<br />
• Reservoirs may not fill at night<br />
• Fire flows may be affected<br />
• Valves and zone boundaries have to be<br />
monitored and maintained<br />
• There is a potential loss of revenue from<br />
pressure related use<br />
161<br />
Therefore, it is important to understand the<br />
underlying mechanics of pressure management.<br />
However, it is only in the past 10 to 15 years, due<br />
largely to the work of the IWA <strong>Water</strong> Loss Task<br />
Force (WLTF), that there have been a number<br />
of advancements in our understanding of the<br />
relationships between pressure and the factors<br />
which drive water loss and elements of water use.<br />
This paper describes the relationships between<br />
pressure and leakage flow rate, burst frequency<br />
and the natural rate of rise of leakage, customer<br />
consumption, economic intervention frequency,<br />
and infrastructure life expectancy.<br />
LEAKAGE FLOW RATE:<br />
The flow rate from any particular leak is proportional<br />
to the pressure in the system. Most hydraulics text<br />
books refer to the relationship between pressure<br />
and the flow through an orifice. Splits and holes<br />
in pressurized pipes causing leakage will act as<br />
orifices. The relationship is stated as:<br />
V = C d √2gP where:<br />
• V is the velocity of water through the orifice<br />
in m/sec<br />
• Cd is a discharge coefficient. It is a factor<br />
less than 1 which does not have dimensions<br />
• P is the pressure in metres head<br />
• g is the gravitational constant in m/sec2<br />
So, for a hole of a given area, the flow rate in m3 /<br />
sec varies with the square root of the pressure, i.e.<br />
leakage is proportional to P 0.5 . Current practice<br />
is to relate leakage to P to the power of N1. In this<br />
case N1 = 0.5. This relationship can be proved on<br />
laboratory test rigs. However, when measurements<br />
are taken from district meter areas, the relationship<br />
tends to be more pronounced. The reduction in<br />
leakage from pressure reduction is more than<br />
predicted from the theoretical relationship as<br />
shown in Figure 1.
162<br />
Country Number of<br />
Sectors Tested of N1<br />
Mean Value Range of<br />
of N1 value<br />
UK (TR154) 17 1.13 0.70 to 1.68<br />
JAPAN(1979) 20 1.15 0.63 to 2.12<br />
BRAZIL (1998) 13 1.15 0.52 to 2.79<br />
UK (2003) 75 1.01 0.36 to 2.95<br />
CYPRUS (2005) 15 1.47 0.64 to 2.83<br />
Sources of Data: Technical Report R154, <strong>Water</strong> Research Centre, Nov 1980<br />
OGURA, Japanese <strong>Water</strong> Works <strong>Association</strong> Journal, May 1981<br />
BBL Ltda Brazil, private communication<br />
UKWIR Report 03/WM/08<br />
Charalamous B, Leakage 2005 paper<br />
Figure 1 – N1 values for 140 sectors from 5 countries<br />
Attempts have been made to fit an equation to the<br />
empirical data. The results are similar, with some<br />
variations depending on the way in which the tests<br />
were conducted, and whether the relationship is<br />
between pressure and leakage, or pressure and flow<br />
or night flow. However, while the aggregation of<br />
tests in individual districts tends to be similar, with<br />
the average N1 value in Table 1 being 1.11, there<br />
are major differences between the individual tests<br />
themselves. Analysis shows that the power factor<br />
(N1) can vary between values of about 0.5 and<br />
values over 2. This is difficult to explain from the<br />
test rig results.<br />
In 1994, a new theory was proposed. As well as the<br />
flow velocity being a function of pressure, perhaps<br />
the area of the orifice varied with pressure in<br />
some situations. This would explain the variability<br />
between one district and another. A district with<br />
leakage predominantly from fixed area holes (e.g.<br />
corrosion pin holes in metal pipes) would tend to<br />
have N1 values of about 0.5. In districts where the<br />
holes vary in size proportionately with pressure the<br />
N1 value will tend towards 1.5 (the area varies with<br />
P1 , and the velocity varies with P0.5 , so together<br />
the flow rate varies to P1.5 ). Values greater than<br />
1.5 are explained by the existence of leakage paths<br />
which increase in size in two directions, so they<br />
vary with P2 .<br />
Ratio of Leakage Rates L 1/L o<br />
1.40<br />
1.20<br />
1.00<br />
0.80<br />
0.60<br />
0.40<br />
0.20<br />
Relationships between Pressure (P) and Leakage Rate (L):<br />
N1<br />
L1/Lo = (P1/Po) 0.00<br />
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<br />
Ratio of Pressures P1/Po Fig 2 – Relationship between pressure and leakage flow rate<br />
N1 = 0.50<br />
N1 = 1.00<br />
N1 = 1.15<br />
N1 = 1.50<br />
N1 = 2.50<br />
When assessing the cost-benefit of pressure<br />
management, it is clearly important to understand<br />
the effectiveness of the proposed schemes in the<br />
area under consideration. However, due to the<br />
variability this can be difficult. Therefore, when<br />
considering pressure management as a general<br />
policy or for a relatively large supply zone, it is<br />
reasonable to assume a linear relationship between<br />
pressure and leakage flow rate (i.e. N1 =1). This<br />
is due to the aggregation. When assessing the<br />
effectiveness of pressure reduction in an individual<br />
district, an assessment can be made of the N value<br />
from two factors, the predominant type of mains,<br />
and the initial leakage level.<br />
In systems which are comprised completely of<br />
plastic mains and service pipes, then the N1 value<br />
will tend towards 1.5, regardless of the level of<br />
leakage. In metal pipe systems, the N1 value is a<br />
little over 1 for systems with very low leakage, with<br />
normal N1 value between 0.75 and 1. As leakage<br />
increases due to the predominance of bursts,<br />
rather than background leakage, the N1 value tends<br />
toward 0.5. If there is insufficient information to<br />
make such an assessment, then an average of 1.15<br />
is used widely.<br />
If the pressure–leakage relationship is critical to<br />
the accuracy of the result of some other exercise,<br />
then a test should be made in the specific district
to alter the pressure and measure the impact on<br />
leakage level based on the nightflow data. The flow<br />
and pressure data can be analysed to determine the<br />
N1 value. This approach may be required in control<br />
areas used to determine the policy on pressure and<br />
leakage management, or in districts used to assess<br />
per capita use in un-measured properties.<br />
BURST FREqUENCY AND THE NATURAL RATE OF<br />
RISE OF LEAKAGE:<br />
The relationship between pressure and burst<br />
frequency has not been well understood until the<br />
past 3 years when data has been tested against a<br />
new theory which considers the impact of all critical<br />
factors. Data from one UK water supply company<br />
from the 1990s (Fig. 3) shows the burst frequency<br />
in a number of DMAs including one showing<br />
before and after pressure reduction. The data set is<br />
limited in size, but it indicates that a unit reduction<br />
in pressure will give a 3 or 4 times reduction in<br />
burst frequency, e.g. reducing pressure from 80m<br />
to 40m (a 2:1 reduction) will reduce the burst rate<br />
from 7 bursts per 100 properties per year to only 1.<br />
Of course there are many other factors which affect<br />
the burst frequency of mains including weather<br />
conditions, pressure surges, accidental damage,<br />
ground movement, traffic loading and corrosion.<br />
Therefore, it is difficult to obtain good quality data<br />
to prove the strength of the relationship. Burst<br />
frequencies will be more reliable in larger areas,<br />
e.g. supply zone, but at that scale it is more difficult<br />
to make significant changes in pressure. Therefore<br />
most data is available at DMA level, where the burst<br />
rate is more erratic, and so it may take several years<br />
to determine the true benefits.<br />
Bursts per 1000 properties<br />
per year<br />
Mains bursts per 1000 km per<br />
year<br />
Figures 3 and 4 – Relationship between Average zone Night pressure<br />
(ANzP) and burst frequency<br />
163<br />
Before reduction After reduction<br />
12<br />
10<br />
8<br />
6<br />
4<br />
2<br />
0<br />
0 50 100 150<br />
Average Zone Night Pressure (metres)<br />
400<br />
300<br />
200<br />
100<br />
0<br />
0 50 100 150<br />
Average zone night pressure (AZNP)<br />
(Metres)<br />
Data from another UK water company (Fig 4),<br />
expressed in terms of bursts / 1000 km / year shows<br />
a similar relationship, with approximately a 4:1<br />
factor.<br />
Further UK research on large data sets from 1996 to<br />
2003 proved inconclusive. Case studies were used<br />
by WLTF (2000 to 2004) to stimulate collection<br />
and analysis of good repairs data ‘before’ and ‘after’<br />
pressure management. Many case studies showed<br />
remarkable reductions in burst frequencies after<br />
pressure management. The intention in 2005 had<br />
been to fit a relationship similar to that for pressure<br />
to leakage flow rate, this time using an N2 value.<br />
However, the latest view is that the N2 approach<br />
is now recognised as inappropriate. The WLTF<br />
Pressure Management Team are now using an<br />
alternative conceptual approach known as “the<br />
straw that breaks the camel’s back”
164<br />
Figure 5 – Latest conceptual approach to pressure vs failure rate<br />
The theory (Fig. 5) states that if initial burst<br />
frequency ratio is ‘low’, then the % reduction in<br />
bursts is expected to be zero or very small. If initial<br />
burst frequency ratio is ‘high’, % reduction in bursts<br />
is expected to be significant. Separate predictions<br />
are possible for mains, and service connections<br />
This latest concept has so far been tested on data<br />
from 12 countries as shown in Figure 6. There<br />
are separate predictions for mains, and service<br />
connections. The initial burst frequencies are<br />
expressed as a multiple of burst frequencies used<br />
in the Unavoidable Annual Real Losses (UARL)<br />
formula used to calculate ILI.<br />
• 13 mains bursts/100 km mains/year<br />
• 3 service bursts/1000 conns/year (main to<br />
property line)<br />
• 13 bursts/100 km of pipe/year (after<br />
property line)<br />
On average for the 112 case studies, the % reduction<br />
in repairs was 1.4 times the % reduction in Pmax<br />
(the maximum pressure). The range was between<br />
0.7 times and 2.8 times. From this, zone specific<br />
forecasts can now be made.<br />
Number of Assessed Average % Average<br />
Country<br />
<strong>Water</strong> Utility or<br />
System<br />
Pressure<br />
Managed<br />
Sectors in<br />
initial<br />
maximum<br />
pressure<br />
reduction %<br />
Mains (M) or<br />
in reduction<br />
Services (S)<br />
maximum in new<br />
study (metres) pressure breaks<br />
Brisbane 1 100 35% 28% M,S<br />
Australia Gold Coast 10 60-90 50%<br />
60%<br />
70%<br />
M<br />
S<br />
Yarra Valley 4 100 30% 28% M<br />
Bahamas New Providence 7 39 34% 40% M,S<br />
Bosnia<br />
Herzegovin<br />
Gracanica 3 50 20%<br />
59%<br />
72%<br />
M<br />
S<br />
Caesb<br />
2<br />
70 33%<br />
58%<br />
24%<br />
M<br />
S<br />
Sabesp ROP 1 40 30% 38% M<br />
Sabesp MO 1<br />
58 65%<br />
80%<br />
29%<br />
M<br />
S<br />
Brazil<br />
Sabesp MS 1<br />
23 30%<br />
64%<br />
64%<br />
M<br />
S<br />
SANASA 1<br />
50 70%<br />
50%<br />
50%<br />
M<br />
S<br />
Sanepar 7<br />
45 30%<br />
30%<br />
70%<br />
M<br />
S<br />
Canada Halifax<br />
1 56 18%<br />
23%<br />
23%<br />
M<br />
S<br />
Colombia<br />
Armenia<br />
Palmira<br />
25<br />
5<br />
100<br />
80<br />
33%<br />
75%<br />
50%<br />
50%<br />
94%<br />
M<br />
S<br />
M,S<br />
Bogotá 2 55 30% 31% S<br />
Cyprus Lemesos 7 52.5 32%<br />
45%<br />
40%<br />
M<br />
S<br />
England<br />
Bristol <strong>Water</strong><br />
United Utilities<br />
21<br />
10<br />
62<br />
47.6<br />
39%<br />
32%<br />
25%<br />
45%<br />
72%<br />
75%<br />
M<br />
S<br />
M<br />
S<br />
Italy<br />
Torino<br />
Umbra<br />
1<br />
1<br />
69<br />
130<br />
10%<br />
39%<br />
45%<br />
71%<br />
M,S<br />
M,S<br />
USA American <strong>Water</strong> 1 199 36% 50% M<br />
Total number of systems 112<br />
Maximum 199 75% 94% All data<br />
Minimum 23 10% 23% All data<br />
Median 57 33.0% 50.0% All data<br />
Average 71 38.0% 52.5% M&S together<br />
Average 36.5% 48.8% Mains only<br />
Average 37.1% 49.5% Services only<br />
Figure 6 – Results of case studies showing reduction in burst frequency<br />
after pressure reduction<br />
CUSTOMER CONSUMPTION:<br />
Recent data shows that there is a relationship<br />
between pressure and customer use, and that the<br />
impact of pressure reduction can be assessed as a<br />
water efficiency measure. Any consumption from<br />
devices connected direct to mains pressure will give<br />
a reduced flow rate at reduced pressure. Examples<br />
include taps, showers, and hose pipes. WCs and<br />
urinals, which use a flush valve rather than a cistern<br />
will show a reduced consumption. With un-vented<br />
boiler water systems driven by mains pressure,<br />
the effect will be experienced on the hot water<br />
system as well as the cold water. It is thought that<br />
the tendency to leave the tap running for longer at<br />
lower flow rate is more than compensated by the<br />
reduced flow rate, so that the overall volume used<br />
is lower.
If the device is connected to a header cistern<br />
(perhaps in the loft space) there will be no impact<br />
from pressure reduction. Therefore, it is important<br />
to understand the predominant type of plumbing<br />
system in an area when predicting the effect of<br />
pressure management on consumption.<br />
Current thinking is that Consumption rate C varies<br />
with average Pressure P to the exponent N3, so that<br />
for prediction purposes in distribution systems:<br />
C1/C0 = (P1/P0)N3<br />
Therefore, it is the ratio of pressures, and the N3<br />
exponent, that are the key parameters. It is suggested<br />
that different N3 exponents should be used for inhouse<br />
and external consumption (irrigation etc.).<br />
Test data are available from UK, Australia and<br />
South Africa which reinforce this theory. For inhouse<br />
consumption the N3 exponent suggested<br />
guideline range is 0 to 0.2, average 0.1. If customers<br />
have storage tanks, then the ‘in-house’ exponent =<br />
0. For ‘Outside’ consumption the N3 exponent in<br />
Australian tests was confirmed as 0.5 for sprinklers,<br />
but 0.75 for seepage hoses. The suggested range is<br />
0.4 to 0.6, average 0.5.<br />
ECONOMIC INTERVENTION FREqUENCY:<br />
Changing pressure will change the economic<br />
frequency between active leakage control exercises<br />
to find and fix unreported bursts. The methodology<br />
is shown in Figure 7. After pressure management,<br />
background leakage will reduce, the rate of rise of<br />
unreported leakage will reduce, and the number of<br />
reported bursts and leaks will decrease. So, the ELL<br />
will tend to reduce as a result.<br />
Where performance on the management of real<br />
losses is being monitored by reference to the ILI<br />
(Infrastructure Leakage Index) it is important to<br />
165<br />
understand that pressure reduction will reduce<br />
real loss, but it may not reduce ILI. Therefore, a<br />
combined approach of using ILI with a new index,<br />
the PMI, is recommended.<br />
Figure 7 – Real loss before and after pressure management<br />
INFRASTRUCTURE LIFE ExPECTANCY:<br />
Effective pressure management will extend the life<br />
of underground assets and defer the investment<br />
involved in replacing mains and services. Normal<br />
practice is to replace mains and services when<br />
the failure rate exceeds a set threshold at which<br />
customer service is being interrupted too often to<br />
carry out repair works. By reducing pressure and<br />
so reducing failure rate, the life of the assets can be<br />
extended as shown schematically in Figure 8.<br />
Failure rate<br />
Increase in<br />
asset life<br />
Figure 8 – Extension of asset life by pressure reduction<br />
Reduction in<br />
pressure<br />
Age - years
166<br />
CONCLUSION:<br />
Our understanding of pressure management in<br />
water distribution systems has been extended<br />
significantly in recent years, allowing us to make<br />
better estimates of the savings and other benefits<br />
to be obtained. In addition, pressure management<br />
technology has advanced to the point where we<br />
can incorporate intelligence into the system to<br />
maintain pressures at optimum levels, in order to<br />
maximise the cost / benefit ratio, and allow pressure<br />
management to be the foundation for water loss<br />
reduction.<br />
REFERENCES:<br />
• Losses in <strong>Water</strong> Distribution<br />
Networks. A Practitioner’s Guide to<br />
Assessment, Monitoring and Control<br />
•<br />
Author(s): M Farley, S Trow. Publication<br />
Date: 01 Apr 2003 • ISBN: 9781900222112<br />
Trow S.W. ‘Development of a Pressure<br />
Management Index’. <strong>Water</strong> Loss 2009.<br />
Cape Town<br />
• Lambert AO and McKenzie RD (2002)<br />
‘Practical experience of using the<br />
infrastructure leakage index’, paper<br />
•<br />
presented at the IWA Conference ‘Leakage<br />
Management – a Practical Approach’<br />
Cyprus, November<br />
Trow SW, (2007) ‘Alternative Approaches<br />
to Setting Leakage Targets’ IWA <strong>Water</strong><br />
Loss 2007, Bucharest, September<br />
• Fantozzi, M and Lambert AO. (2007)<br />
‘Including the Effects of Pressure<br />
•<br />
Management in Calculations of Short Run<br />
Economic Leakage Levels’. IWA <strong>Water</strong> Loss<br />
2007 Bucharest<br />
Thornton and Lambert. <strong>Water</strong> 21 article.
i2O <strong>Water</strong>, United Kingdom<br />
Intelligent Pressure Management – A new<br />
development for monitoring and control of<br />
water distribution systems<br />
Mr Stuart Trow, Consultant and Non-Executive Director, i2O <strong>Water</strong> Ltd<br />
ABSTRACT<br />
Pressure management is a key element in reducing losses in water distribution systems. Flow modulation<br />
has been shown to provide added benefits in comparison to fixed outlet pressure reducing valves. However,<br />
the additional benefits do not always cover the extra cost and operational issues.<br />
• The paper describes a new system for controlling pressure reducing valves which represents a<br />
quantum leap from current technologies. It includes:<br />
• A new pilot valve system which is unlike anything currently available<br />
• A communications network which uses data from the specific installation together with a database<br />
of information from all installations<br />
• A mathematical algorithm which self learns the relationships between flow and pressure in a district<br />
The paper gives details of the development of the system from the initial user specification, through the<br />
technical development of the mechanical components, hard- and software to the field installations. The<br />
paper also highlights the benefits from a water utility perspective and includes case study results.<br />
167
168<br />
INTRODUCTION<br />
Pressure management is recognised as a key<br />
element of a strategy for reducing water losses<br />
in water distribution systems. Flow modulation<br />
has been shown to provide added benefits in<br />
comparison to fixed outlet pressure reducing<br />
valves. However, the additional benefits do not<br />
always cover the extra cost and operational issues.<br />
This paper describes an intelligent form of pressure<br />
management developed by i2o <strong>Water</strong> Limited with<br />
support from Severn Trent <strong>Water</strong>. The benefits of<br />
the system are outlined, which include:<br />
• Reduced losses as compared with other<br />
forms of pressure management<br />
• More stable pressure regime producing<br />
fewer bursts<br />
• Better customer service<br />
• Better information to allow more efficient<br />
management of assets<br />
SEVERN TRENT WATER<br />
Severn Trent <strong>Water</strong> is the second largest water<br />
company in England and Wales supplying eight<br />
million customers. It has 20 major water treatment<br />
plants and its network comprises 43,000 km of<br />
distribution mains and 2,800 DMAs. In England<br />
and Wales, water companies are required to<br />
meet statutory leakage targets set by the industry<br />
regulator OFWAT. However, in each of the two<br />
years to April 2006 and April 2007, Severn Trent<br />
missed their leakage target. It was imperative for<br />
the company not to miss any further targets to<br />
avoid risking serious financial penalties.<br />
A programme was successfully introduced which<br />
brought leakage down from 524MLD in the year<br />
to April 2007 to 491MLD in the following year<br />
by improved operational management and large<br />
increases in find and fix activity. However, this<br />
has also resulted in an increase in the company’s<br />
operating expenses. Over the next five years, Severn<br />
Trent is aiming for further reductions in leakage<br />
to 453MLD and the challenge is to achieve these<br />
demanding targets without driving up operating<br />
expenses further.<br />
Severn Trent believes that more effective pressure<br />
management can help to achieve the leakage targets<br />
in a more cost effective manner. However, this<br />
requires new methods and new technology. This<br />
was why, in 2005, Severn Trent agreed to collaborate<br />
with the start-up company i2O <strong>Water</strong> to help them<br />
to develop and test their new technology.<br />
Severn Trent already uses pressure management<br />
extensively and has installed over 2,800 PRVs,<br />
almost all of which have fixed outlets, currently<br />
regarded as basic pressure management. The fixed<br />
outlet PRVs have brought down average pressures<br />
in the DMAs and have had a significant impact on<br />
leakage and burst rates. However, it is not possible<br />
to achieve an optimal solution with fixed outlet<br />
PRVs for the following reasons:<br />
1. The PRVs have to be set high enough so<br />
that, during maximum demand in the<br />
DMA when there is maximum head-loss<br />
in the network, all customers get adequate<br />
pressure. At other times of day the PRV<br />
output pressures are too high.<br />
2. The PRV outlet pressures are normally<br />
checked less than once every three years as<br />
this is a laborious process requiring logging<br />
of the DMA. Therefore, a high factor of<br />
safety is needed in the setting to allow for<br />
changes to levels of demand.<br />
3. Local operatives or technicians may<br />
increase the output pressures of a PRV in<br />
order to solve a particular local problem<br />
or issue. Even when the issue is solved, the<br />
PRV pressure may not be restored to its
correct setting.<br />
All the above issues are leading to higher average<br />
pressures in the DMAs than necessary to maintain<br />
satisfactory customer service. There was previously<br />
no technology available to deal with the second two<br />
issues. However, there are two common techniques<br />
for addressing the first issue of varying flow<br />
related to head-loss in the DMA. These are time<br />
modulation and flow modulation, known currently<br />
as advanced pressure management.<br />
Time modulation:<br />
This is a common technique using a simple<br />
electronic controller connected to the PRV to<br />
switch between a day and night setting. Severn<br />
Trent considered but ruled out Time Modulation<br />
for two reasons:<br />
1. If there is a fire at night, the fire flow may be<br />
restricted due to the low setting<br />
2. A sudden switch between day and night<br />
settings may cause large amplitude pressure<br />
transients in the DMA which could reduce<br />
the life of the mains and may also have a<br />
negative impact on customer service by<br />
increasing the risk of new bursts.<br />
Flow modulation:<br />
This assumes that there is a consistent relationship<br />
between the flow into the DMA and the head-loss<br />
in the DMA. It uses this relationship to adjust the<br />
output pressure of the PRV depending on the flow<br />
rate into the DMA. A more detailed explanation is<br />
given below:<br />
Figure 1: A typical DMA<br />
169<br />
Figure 1 shows a typical DMA with a PRV installed<br />
at the inlet. The critical point is that point which<br />
is either at the furthest distance or at the highest<br />
elevation, or both, in relation to the DMA inlet. It<br />
is the point in the DMA that will normally see the<br />
lowest pressure. There is a further point shown, the<br />
AZP point, where the average zone pressure (AZP)<br />
can be measured. The PRV drops the pressure down<br />
from the PRV inlet pressure (P1) to the PRV outlet<br />
pressure (P2). P2 is set manually after installation<br />
of the PRV. Because it cannot be varied easily, it<br />
must be set to a conservatively high level that will<br />
be safe under the worse case conditions and for<br />
future changes in the network.<br />
Figure 2: Pressures in a DMA under high demand/flow rate conditions<br />
i.e. during the day
170<br />
Figure 3: Varying critical point pressure with PRV fixed outlet pressure<br />
Figure 2 shows the system at a time of maximum<br />
demand during the daytime. The high flow rates in<br />
the pipes create a large head loss between the inlet<br />
to the DMA and the critical point. If the PRV has<br />
been set up correctly, P2 will be set high enough<br />
to provide adequate critical point pressure (P3).<br />
However, at night when inflow is lowest, the head<br />
loss between the DMA inlet and the critical point<br />
is minimal and the pressure rises across the whole<br />
DMA until it is close to P2.<br />
This can be seen graphically in Fig. 3. P2 remains<br />
stable while P3 varies considerably as the head loss<br />
across the DMA varies with changing demand.<br />
Figure 4: Varying PRV outlet pressure and steady critical point pressure<br />
with Flow Modulation<br />
Using Flow Modulation, P2 is continuously adjusted<br />
(Fig. 4) in response to changes in flow rate, so that<br />
the pressure at the critical point (P3) is always<br />
kept just above the minimum level necessary. As<br />
the head-loss in the DMA between the PRV and<br />
the critical point changes with changing demand,<br />
P2 must be continually adjusted to achieve this.<br />
Severn Trent has some Flow Modulation, but<br />
limitations in the technology have held back wider<br />
scale implementation. The key limitations are<br />
considered as follows:<br />
1. Setting up the controllers requires specialist<br />
staff. The DMA must first be logged, then<br />
the relationship between P2 pressure and<br />
flow rate is programmed into a controller<br />
to control adjustments to the PRV. This<br />
process must also be repeated from time to<br />
time if there are changes in the DMA.<br />
2. As with fixed outlet PRVs, the settings<br />
programmed into the table of the controller<br />
are out of date as soon as they have been<br />
entered. In particular, the DMA may<br />
have been logged in the winter with quite<br />
different demand patterns to the summer.<br />
For this reason, the pressures in the table<br />
must be conservative with a considerable<br />
factor of safety built in.<br />
The pressure control achieved at the critical point<br />
is not always stable and can vary on some DMAs by<br />
as much as +/- 5m over the course of a day. For this<br />
reason, Severn Trent always builds in a large factor<br />
of safety when using flow modulation and would<br />
typically target 24m minimum. The reason that the<br />
critical point pressure is not always stable is that<br />
the flow-pressure relationship is quite complex and<br />
varies over time, from day to day and from season to<br />
season as patterns of demand change. Reliability of<br />
pressure control systems is understandably crucial.<br />
Malfunctions have the ability to interrupt supply if<br />
the PRV is inadvertently closed or to cause bursts if
it is inadvertently opened. Severn Trent felt that a<br />
higher standard of reliability was required from the<br />
hardware. It was felt necessary to look at alternative<br />
ways of changing the PRV output pressure that did<br />
not rely on either solenoid valves or air pumps.<br />
Severn Trent’s objective was to find technology that<br />
was capable of overcoming the above disadvantages<br />
of conventional flow modulation techniques. For<br />
this reason, they initiated the collaboration with<br />
i2O <strong>Water</strong>.<br />
THE INTELLIGENT PRESSURE MANAGEMENT<br />
SYSTEM:<br />
The intelligent pressure management system sets<br />
out to overcome the disadvantages of existing<br />
flow modulation technology; achieving this with<br />
two principal innovations: self learning control<br />
algorithms, which learn the characteristics of the<br />
DMA and adapt to changes, and a new design<br />
of PRV Advanced Pilot Valve (APV) which<br />
enables the PRV output pressure to be changed<br />
reliably, smoothly and accurately in response to<br />
electronic signals from a controller. A new pilot rail<br />
containing the APV is installed on the PRV in place<br />
of the standard pilot rail. This transforms the fixed<br />
outlet PRV into a PRV with a variable outlet that<br />
can be varied by the controller. The controller is<br />
then mounted in the PRV chamber and connected<br />
to the APV. The controller monitors the flow rates<br />
and pressures at the PRV, communicates with the<br />
server and adjusts P2 to the correct level.<br />
A P3 sensor is also installed at the critical point.<br />
This measures the pressures at the critical point<br />
and communicates with the i2O server. A further<br />
sensor (P4 sensor) can be installed at the AZP point<br />
to send back the AZP pressures (P4). If a P4 sensor<br />
is not used, an appropriate method should be used<br />
to calculate P4.<br />
Figure 5: The Intelligent Pressure Management System configuration<br />
APV<br />
Controller<br />
Figure 6: A typical installation<br />
171<br />
Both the controller and the P3 sensor send their<br />
data back to the central server on a scheduled<br />
basis, typically once a day, using the GSM network.<br />
During each communication, the previous 24<br />
hours’ pressure and flow data (P1, P2, P3 and Q)<br />
are uploaded to the server and an updated control<br />
algorithm is downloaded back to the controller.<br />
Since pressure and flow data accuracy is essential for<br />
optimum control; both the controller and P3 sensor<br />
feature advanced pressure sensing technology, with<br />
24bit analogue to digital converters, 0.1% accuracy<br />
transducers and high speed sampling to get a true<br />
average pressure reading. The system features SMS
172<br />
and email alarm functionality, both by the field<br />
devices and the central server, which can generate<br />
more sophisticated condition monitoring alarms.<br />
Data is stored on an SQL database with options<br />
for synchronising with the customer’s database,<br />
and for generating WITS compatible XML files for<br />
importation into the customer’s existing computer<br />
systems.<br />
ADVANCED PILOT VALVE (APV)<br />
A potential weakness in existing Flow Modulation<br />
technology is the method of adjusting P2. This is<br />
normally done by using solenoids to pulse either<br />
water or compressed air into a bias chamber that<br />
exerts a variable force onto the conventional pilot<br />
valve spring. Such systems can experience short<br />
battery life and limited range. Solenoids used to<br />
pulse water are often unreliable due to grit in the<br />
water affecting the mechanism of the solenoid.<br />
The systems that use compressed air to actuate<br />
the bias chamber are vulnerable to flooding of the<br />
PRV chamber. The new APV is a development of<br />
the conventional sprung diaphragm pilot valve,<br />
but with an innovative feature which enables<br />
adjustment of the pressure set point with minimal<br />
energy input. This enables the pilot to be adjusted<br />
with a small electrical signal.<br />
SELF LEARNING CONTROL ALGORITHMS<br />
The control algorithm is a significant innovation<br />
which enables all pressure optimisation to be<br />
carried out continuously and remotely from the<br />
device. As data is accumulated in the central SQL<br />
database, the algorithm learns the relationships<br />
between head-loss, flow rate, time of day, day of<br />
week and seasonal effects. The algorithm works<br />
on confidence levels, and will only start making<br />
adjustments to the control parameters when there<br />
is sufficient evidence to support the change.<br />
Figure 7: Self learning algorithm<br />
The i2o system can be installed in a few hours<br />
without the need for a survey. Initially, it will<br />
maintain the existing fixed P2 pressure, and<br />
incrementally start optimisation in a controlled<br />
fashion. After a period of several days, the algorithm<br />
will have optimised the control parameters such<br />
that the critical point pressures do not drop below<br />
the target critical point pressure with a 99.5%<br />
confidence level. After optimisation, the algorithm<br />
will continue to monitor new data as it is uploaded<br />
to the database. This enables it to adjust parameters<br />
if the characteristics within the DMA change, due,<br />
for example, to the building of a new housing estate,<br />
or industrial change of use.<br />
RESULTS FROM TRIAL INSTALLATIONS<br />
In January 2008, Severn Trent tested a prototype<br />
intelligent pressure management system on one<br />
of their DMAs. The trials were carried out over a<br />
period of several weeks and showed leakage savings<br />
in excess of 25% compared with the fixed outlet<br />
PRV. By August 2008, fully ruggedized production<br />
systems were available from i2O, and Severn Trent<br />
ordered six systems in order to conduct a longer<br />
term trial. Severn Trent selected a variety of different<br />
DMAs with varying levels of leakage and head-loss.<br />
The system was first installed on a medium-sized<br />
DMA comprising some 2,000 mainly residential
properties near Leicester. The DMA had previously<br />
been fitted with a flow modulation device, but was<br />
running at an optimized fixed outlet pressure at the<br />
time when the system was fitted. After a period of<br />
time, the self-learning algorithm had confidence to<br />
commence optimization of the pressures. Whilst<br />
the DMA was already set at an optimized fixed<br />
outlet pressure for peak summer flows, the system<br />
identified that the fixed outlet pressure could be<br />
optimized for the current winter flow patterns.<br />
Figure 8: First trial site – Halfway House DMA<br />
After approval from Severn Trent; the system<br />
initially optimized the fixed outlet pressure for<br />
the current season by taking outlet pressure<br />
down by 2 meters in two 1 meter steps. This<br />
initial optimization is part of a ‘Soft Start’ routine<br />
which has been developed recently to ensure<br />
that any significant change in DMA pressures<br />
is implemented slowly. This reduces customer<br />
complaints since the changes occur over a longer<br />
period. The system recalibrated after the fixed<br />
optimization had completed and commenced flow<br />
modulation with different day and night target<br />
pressures.<br />
The system can be seen to be accurately controlling<br />
P2 pressures to achieve critical point pressures to<br />
within close tolerances of Severn Trent’s stipulated<br />
minima. This graph more clearly shows three stages<br />
173<br />
of implementation on a DMA where the PRV outlet<br />
pressure was set conservatively high:<br />
1. Initial period: The system started with a<br />
period of 7-14 days of automatic calibration<br />
during which time the PRV was set to<br />
maintain the earlier conservative fixed<br />
outlet pressure.<br />
2. Fixed outlet optimization: This was<br />
followed by an incremental stepped<br />
fixed outlet optimization – all managed<br />
automatically and remotely.<br />
3. Flow modulation: After a recalibration,<br />
the system commenced flow modulation,<br />
with a further ‘soft’ incremental reduction<br />
of target pressures from 20m to 18m during<br />
both day and night.<br />
CALCULATION OF LEAKAGE SAVINGS<br />
Throughout the trial, the average zone pressure<br />
was estimated by i2O by logging at the calculated<br />
average zone point (PAZP). The PAZP was measured<br />
both before the fixed pressure optimisation (P4 ), 0a<br />
after the optimisation of the fixed outlet pressure<br />
(P4 ), and after flow modulation had commenced<br />
0b<br />
(P4 ). Leakage was estimated before the trial<br />
1<br />
started using the ‘bottom up’ approach, i.e. night<br />
leakage was calculated by monitoring the night<br />
line and appropriate legitimate consumption was<br />
subtracted. This initial night leakage was multiplied<br />
by the calculated hour to day factor to establish the<br />
baseline daily leakage (L0).
174<br />
Figure 9: Leakage Savings at Halfway House DMA<br />
The effective leakage reduction was calculated<br />
using the FAVAD method<br />
L 1 =L 0 .(P4 1 /P4 0 ) N1 .Leakage reduction was calculated<br />
both due to the fixed outlet optimisation (L 1a ) and<br />
the flow modulation optimisation (L 1b ) as shown<br />
on the graph above. At the time of implementation,<br />
the leakage L was 285 m 0 3 /day.After fixed outlet<br />
optimisation, the leakage L was 262 m 1a 3 /day, an 8%<br />
reduction. After flow modulation optimisation, the<br />
leakage L was 228 m 1b 3 /day, a 20% reduction.<br />
In light of the excellent confidence levels, Severn<br />
Trent <strong>Water</strong> has since reduced the target minimum<br />
critical point pressure to 20m, giving a 26%<br />
reduction in leakage.<br />
CONCLUSIONS<br />
The intelligent pressure management system has<br />
demonstrated a good control of pressures at the<br />
Critical Point. This has enabled Severn Trent to<br />
reduce Average Zone Pressures, and hence leakage<br />
without effecting customer service. The system<br />
adapts to changes in the characteristics of the<br />
DMA and will ensure that the pressure will always<br />
remain optimised. This provides a more consistent<br />
service to customers. As well as the operational<br />
benefits, the system provides a wealth of data on the<br />
performance of the network under control, which<br />
is of value in the efficient management of the water<br />
company’s assets. The system has so far proved to<br />
be reliable, through demanding winter conditions.<br />
A trial of a further six systems in 2009 resulted in<br />
leakage savings in each DMA of between 9 and 33%.<br />
Severn Trent believes that this system has a big<br />
potential to help it achieve leakage targets more<br />
efficiently and at a lower cost than current methods of<br />
mains replacement or find and fix. Severn Trent has<br />
ordered further i2O systems as a result of the trials.<br />
This paper is an abbreviated and modified form of<br />
the one submitted for the IWA <strong>Water</strong> Loss 2009 by<br />
Trow and Payne.<br />
REFERENCES<br />
• May J. (1994) ‘Leakage, Pressure and<br />
Control’. Paper presented at BICS<br />
International Conference on Leakage<br />
Control Investigation and Underground<br />
Assets, London, March<br />
• Thornton J and Lambert A (2005),<br />
Progress in practical prediction of<br />
•<br />
pressure:leakage, pressure>burst frequency<br />
and pressure:consumption relationships<br />
Halifax 2005<br />
Chesneau O, Bremond B, Le Gat Y<br />
(2007). Predicting leakage rates through<br />
background losses and unreported bursts<br />
modelling. IWA <strong>Water</strong>Loss Conference<br />
Proceedings Volume 1, Bucharest, Sept<br />
2007. ISBN 978-973-7681-25-6<br />
• Fanner P.V., Sturm R, Thornton J,<br />
Liemberger R (2007). Leakage Management<br />
Technologies. AWWARF Project Report<br />
2928<br />
• Farley. M and Trow S.W. – Losses in <strong>Water</strong><br />
Distribution Networks, A Practitioner’s<br />
Guide to Monitoring and Control’ IWA<br />
Publishing 2003 ISBN 1 900222 11 6
CEOCOR, Austria - Belgium<br />
Cost efficient leakage management in water<br />
supply systems<br />
Mr Max Hammerer, Klagenfurt, Austria, Representative of CEOCOR <strong>Association</strong>, Belgium<br />
ABSTRACT:<br />
The level of pipeline network losses and the amount of damage to supply systems are a measure of the<br />
quality of the substance of the system as well as its availability to consumers. Therefore, it is necessary for<br />
the system components and system condition to be clearly and unambiguously documented. The basis for<br />
the assessment of a system is systematic inspection and service, as well as documentation and assessment of<br />
the results. Legislators and trade associations have developed guidelines regarding the type and frequency<br />
of inspections to be conducted, so that recommendations and threshold values can be consulted to arrive<br />
at an assessment of the condition of a system.<br />
Due to the complex structure of supply systems, the inventory data of the pipelines is managed in a<br />
Geographical Information System (GIS). This technique permits consistent data management from the<br />
consumer to the internal parts and systems in graphical and alphanumerical form. This data inventory<br />
is the basis for the systematic inspection, service and maintenance of the supply system. The results of<br />
the inspections are assessed. Necessary appraisals of repairs are entered in the damages file and analysed<br />
selectively. Maintenance strategies are derived and developed from the inventory data and the condition<br />
data. With this approach, limited resources are used optimally and a sustainable drinking water supply is<br />
guaranteed.<br />
175
176<br />
1. INTRODUCTION<br />
Companies for public water supply must manage<br />
two basic tasks:<br />
• fulfilment of the public mandate (customer<br />
satisfaction, availability, corporate image,<br />
and reducing and keeping the pipeline<br />
network losses low and having low risks<br />
from external influences)<br />
• efficient business management (cost of<br />
supply, corporate success and a long-term<br />
cost and rate structure)<br />
The extent to which the company succeeds in<br />
striking a balance between these two tasks and<br />
successfully manages them is determined by the<br />
quality of the management and the long-term value<br />
of the supply systems.<br />
The condition of the pipeline system is determined<br />
by the level of annual pipeline network losses and<br />
the amount of damage or alternatively repairs.<br />
For the definition of the amount of damage, it<br />
is important for leak testing to be performed<br />
continuously so that these figures refer to existing<br />
and not to (coincidentally) discovered damage.<br />
2. RECORDING THE CONDITION OF THE<br />
PIPELINE SYSTEMS<br />
Pipeline systems consist of pipelines (feed lines,<br />
main lines, supply lines, and connecting lines),<br />
internal parts (valves etc.), and fittings. Within<br />
the scope of modern company management,<br />
the pipeline system is managed in a Geographic<br />
Information System (GIS). For the individual<br />
components, there are defined procedures for<br />
inspecting or alternatively defining the condition<br />
and the functional performance.<br />
2.1. Goal-Orientated Maintenance<br />
Within the scope of goal-orientated maintenance,<br />
the operating condition of drinking water pipeline<br />
networks must be monitored regularly and their<br />
internal parts must be monitored in addition to<br />
make sure they can be found, that they have no<br />
leaks, and that they function.<br />
Inspections of the system components must be<br />
documented in suitable lists and statistics including<br />
the date, systems used, and the respective results.<br />
The results of the inspections must be managed<br />
in damage statistics. Furthermore, a variety of<br />
information regarding events, maintenance work,<br />
costs, and assessments of the inspected items must<br />
be documented.<br />
2.2 Inspection for Leaks in the Lines (Pipelines)<br />
The type, extent, and time intervals of line<br />
inspections are mainly determined by the level<br />
of water loss according to the annual balance, to<br />
deviation between the registered feed quantity and<br />
comparative values, to the frequency of damage,<br />
and to the local conditions (subsoil, pipeline<br />
material, supply pressure, etc.).<br />
The basis for preparing the annual loss balance<br />
requires the maintenance and analysis of all feed and<br />
delivery quantities by means of suitable measuring<br />
equipment. So-called “internal consumption” and<br />
other water deliveries that are not billed must be<br />
recorded exactly and documented.<br />
DVGW has developed key figures that provide an<br />
approximate value for the level of pipeline losses.<br />
However, is has been established that key values for<br />
the level of water losses can only be related to local<br />
conditions, which are affected by many factors.<br />
Each company must define its own key values and
derive conclusions from them for technical and<br />
economical measures.<br />
3. WATER LOSSES IN DRINKING WATER<br />
PIPELINE NETWORKS<br />
<strong>Water</strong> losses are reduced for hygienic, supplyrelated,<br />
ecological and economical reasons. Low<br />
water losses are an important indicator of good<br />
pipeline network condition and lead to availability<br />
and reduced costs for maintenance. The most<br />
accurate and comprehensive measurement possible<br />
for the water volumes fed into the pipeline network<br />
and discharged from it is an important element<br />
in determining water loss. Here, the model,<br />
installation and size of the water meters must be<br />
selected according to the technical standard.<br />
3.1. Early Detection of Pipeline Network Losses<br />
Early detection of water losses involves the use of<br />
permanently installed water meters that delimit<br />
the entire supply zone or sub-zone (pressure or<br />
supply zones), as well as the feed lines. These<br />
quantity values must be documented carefully and<br />
can provide a clear indication of the development<br />
and existence of water losses based on their levels.<br />
On one hand, this could be weekly quantities, daily<br />
quantities, or night time minimum values, which<br />
must be processed based on the consumption<br />
structure. Here, it is practically impossible to derive<br />
any general key values. The consumption trend<br />
can also be read from the long-term comparison of<br />
inflow quantities.<br />
3.2. Factors Influencing the Level of <strong>Water</strong> Losses<br />
The level of water losses is influenced by many<br />
factors, some of which cannot be influenced. This<br />
applies mainly to the installed pipeline system and<br />
177<br />
its installation quality, which was selected and<br />
installed many years previously according to the<br />
standards of the time (pipeline materials, installed<br />
parts, connection systems, installation technology,<br />
etc.).<br />
Therefore, it is particularly important to identify<br />
those factors that will allow an economically and<br />
technically feasible procedure to effectively reduce<br />
the pipeline network losses. Extensive knowledge<br />
of the supply system as a whole is necessary for this<br />
decision, as well as specific knowledge of the pipeline<br />
system and all internal parts and their condition.<br />
The GIS graphical and alphanumerical pipeline<br />
documentation, the results of a GIS-conforming<br />
damages file, and the results of a GIS-conforming<br />
pipeline network analysis are instrumental for this.<br />
Naturally the results of the damages analysis must<br />
be input from a systematic and regular pipeline<br />
network inspection so that influences on the<br />
pipeline components and weaknesses are not<br />
shown based on dominant events and situations.<br />
A differentiation of the factors influencing the level<br />
of pipeline network losses is required so that the<br />
local problems can be dealt with selectively and the<br />
desired goal of lowering the pipeline network losses<br />
can be achieved. The individual influencing factors<br />
must be identified and evaluated from the existing,<br />
long-term analysis of the operating data.<br />
Besides selective influences affecting the level of<br />
pipeline network losses, the causes of the damages<br />
must be dealt with, which are also influenced by<br />
local conditions. Here as well, one must take into<br />
consideration that one is dealing with existing<br />
situations, which cannot be influenced for the next<br />
30, 50 or more years.<br />
Therefore, identify and act!
178<br />
3.3 Procedure to Record and Reduce <strong>Water</strong> Losses<br />
Looking for leaks (method of determining and<br />
localising leakage points) is broken down into two<br />
procedural steps:<br />
• Prelocation (procedure of narrowing<br />
•<br />
down likely leakage points to the smallest<br />
possible area or network section with<br />
inflow measurement or acoustic system)<br />
Localisation (acoustic procedure to localise<br />
the leakage points down to the point as a<br />
basis for excavation and repair)<br />
The reasons for initiating a search for leaks could<br />
be:<br />
• routine or regular inspection of the pipeline<br />
system at the recommendation of rule<br />
groups or operational guidelines<br />
• other causes<br />
4. DAMAGE STATISTICS<br />
Damage statistics are entered in the PC program<br />
for all repairs made to the water supply system. The<br />
repairs are entered on a pre-existing damage form<br />
with clearly defined names and terms so that all<br />
criteria are available to be analysed.<br />
It appears that to assess the condition of the<br />
supply system and to make other statements for<br />
future measures, damage data is necessary over an<br />
extended period of time so that damage trends can<br />
be recognised and evaluated.<br />
The establishment of damage statistics is an<br />
indispensable requirement for operators of pipeline<br />
systems to documentat and assess the condition of<br />
the system.<br />
The following data are necessay for defining and<br />
analysing the failures:<br />
• Location of the failure<br />
• Defect on<br />
• Type of defect<br />
• Date of repair<br />
•<br />
The content of the damages file covers all the builtin<br />
components of the supply system.<br />
The analyses and evaluations require experience<br />
and knowledge of the assessment of weak points<br />
because besides generating the statistics, these<br />
results are used to assess future investments and<br />
strategies to reduce water losses. Data from more<br />
than 10 years is necessary for a careful assessment<br />
of the pipeline condition. Parallel to the damage<br />
data, the pipeline inventory data should be managed<br />
synchronously to determine annual key values for<br />
changes to the damage dynamics. A modern GIS<br />
maintains an archive for the system inventory and<br />
the damage data. That way, the damage dynamics<br />
can be assigned to the respective current pipeline<br />
inventory of the past.<br />
4.1. Analysis of the Damage Data<br />
It is important to know where the weak points in<br />
the network are located:<br />
• in what system components<br />
• in what streets or zones<br />
• type of damage and cause of damage<br />
• reason for repair (leak localisation or selfevident)<br />
• when did the damage occur or alternatively<br />
when was it repaired<br />
• additional information about the pipeline,<br />
bedding, and measures<br />
With this information it is possible to conduct the<br />
necessary analysis to assess the condition of the<br />
system.
Note: The failures in a supply system are not<br />
uniformly distributed in their position!<br />
4.2. Key Values for Damage Rates in Supply Net-<br />
works<br />
For orientation purposes, DVGW reports guide<br />
values for damage rates. They are reported in<br />
worksheets and in the annual statistics as operating<br />
key values. The data in the following table are<br />
average values within one year.<br />
Each supply company should maintain equivalent<br />
statistics and use them to establish a trend for a time<br />
period of at least 5 years to assess the condition of<br />
the pipeline system.<br />
Every company must establish its own key values<br />
taking into consideration the local conditions and<br />
develop a strategy for operation management<br />
based on them.<br />
4.3. Connection Between Loss Trends and Damage<br />
Trends<br />
The loss trends and the damage trends are not<br />
necessarily connected. The results of many analyses<br />
of pipeline networks have shown that a reduction<br />
of the amount of damage is essentially dependent<br />
on renewal of the pipeline components.<br />
On the other hand, a reduction of the pipeline<br />
network losses is essentially dependent on a<br />
reduction of the elapsed time for the individual<br />
damage.<br />
Therefore, identify losses as quickly as possible and<br />
then localise and repair them immediately.<br />
This refers to the substance and the availability<br />
because an old pipeline network with very dynamic<br />
179<br />
damage cannot be kept functional in the long<br />
term by repairs. Systematic renewals are therefore<br />
absolutely necessary.<br />
5. MAINTAINING THE SUBSTANCE OF PIPELINE<br />
SYSTEMS<br />
The pipeline systems and facilities are constantly<br />
ageing and therefore increasingly susceptible<br />
to damage and water losses. The availability<br />
becomes less certain and the costs for inspections<br />
and maintenance increase. As with all system<br />
components in our lives that are in constant use<br />
and subject to a great variety of loads, there is<br />
always wear and tear. Here, we are talking about<br />
the service life of the lines and facilities. This is the<br />
service life after which the pipelines and system<br />
components must be renewed in order to ensure<br />
the reliability and efficiency of the supply.<br />
The substance of the pipe system is influenced by<br />
the level of water losses and the numbers of the<br />
failures on the pipelines. Both factors should be<br />
reduced in practice.<br />
• Reduction of water losses by monitoring,<br />
leak detection and repairs<br />
• Reduction of the number of failures by<br />
replacement of pipelines on the basis of the<br />
failure statistics and rehabilitation strategy<br />
6. ROAD MAP FOR REDUCING WATER LOSSES<br />
Long term monitoring<br />
• Inflow quantity into the supply sector and<br />
determination of key parameters<br />
• Documentation of the failure repairs in a<br />
failure statistic
180<br />
Organisation of leak detection works<br />
• Implementation of the right methods and<br />
instruments<br />
• Staff training<br />
• Determination of performance indicators<br />
of the inflow and repair concentration<br />
Implementation of a future orientaded inspection<br />
and rehabilitation strategy<br />
• Cost- and benefit calculation for deciding<br />
on repair and rehabilitation<br />
• Selection of the right pipe materials for<br />
local situations<br />
• Training programme and guidelines for<br />
qualified construction works<br />
7. EFFICIENCY WATER LOSS REDUCTION<br />
The necessity of reducing and keeping the pipeline<br />
network losses low is justified as follows:<br />
• ecological aspects<br />
• legal liability aspects<br />
• supply-related aspects<br />
• preservation of systems and substance<br />
aspects<br />
• image-orientated aspects of the water<br />
supplier<br />
• financial aspects<br />
The efficiency and effectiveness of water loss<br />
reduction requires that the pipeline systems<br />
be systematically or permanently monitored,<br />
inspections carried out regularly, that there be an<br />
immediate response to possible water leaks, and<br />
that a repair be made immediately after the site of<br />
the leak is determined.<br />
All measures and results must be systematically<br />
documented so that comparative analyses are<br />
possible over longer time periods (development of<br />
the damage dynamics and loss dynamics with the<br />
dedicated costs).<br />
The operating goal of these organisational measures<br />
is to keep the duration of the water discharge from<br />
the leak site short.<br />
The work involved in finding leak sites is dependent<br />
on the following factors:<br />
• amount of damage<br />
• existing waste volumes<br />
• operating pressure (sound energy)<br />
• pipeline materials (sound propagation)<br />
• number of contact points (acoustic leak<br />
position location)<br />
• structure of the supply network (size of the<br />
grid regions to be monitored)<br />
• objective of a requested possible water loss<br />
volume in the pipeline network<br />
The efficiency of a reduction of the pipeline<br />
network losses is explained based on a nomogram<br />
and results examples.<br />
8. CONCLUSION<br />
Inventory control and recording the condition of<br />
supply systems is indispensable. The guidelines<br />
for the scope of the inspections and the inspection<br />
cycles are recorded in the relevant guidelines of the<br />
trade associations.<br />
Each company must establish its own key values so<br />
that local conditions are taken into consideration.<br />
Based on these key values, each operator of<br />
supply systems must develop its own strategy for<br />
maintaining the supply and above all for maintaining<br />
the substance of the asset value so that operation is<br />
guaranteed in the long term both technically and<br />
economically. With the described procedure, ways<br />
have been shown by which optimum operations<br />
management can be achieved for an efficient
eduction of pipeline losses in harmony with the<br />
philosophy of the company, the local influences, the<br />
current condition of the systems, and the economic<br />
possibilities.<br />
9. LITERATURE AND SOURCES<br />
• DVGW Worksheet W 392, Edition May<br />
2003 (Pipeline network inspection and<br />
water losses – measures, methods, and<br />
assessments)<br />
• DVGW Worksheet W 400-3, Edition<br />
September 2006 (Technical rules for the<br />
water distibution systems – TRWV; Part 3:<br />
Operation and Maintenance)<br />
• DVGW Worksheet W 395, Edition July<br />
1998 (Damage statistics for water pipeline<br />
netorks)<br />
• DVGW Energy <strong>Water</strong> Practice, Sept. 2006<br />
(Damage statistics for water supply 1997-<br />
2004)<br />
• OENORM B 2539, Edition 01.12.2005<br />
(Technical monitoring of drinking water<br />
supply systems)<br />
181
182<br />
DLR, Germany<br />
<strong>Water</strong> Efficiency and <strong>Water</strong> Management - a<br />
Shared Responsibility<br />
Dr Dagmar Bley, <strong>Water</strong> Strategy Initiative Office at Project Management Agency of DLR,<br />
Germany<br />
ABSTRACT<br />
Places where water is abundant have always attracted human settlement and urban development. But<br />
unwise exploitation and poor management of originally rich resources has created man-made water<br />
scarcity. Responsibility for water needs to be shared across sectors. Efficient urban water management is<br />
one of the pressing tasks of the century, not only for the 60 per cent of the world population that will live in<br />
urban agglomerations by 2025. <strong>Water</strong> demand in many of these areas is still increasing, and is also causing<br />
problems for agriculture. But in many countries inefficient irrigation is still at the root of water shortage.<br />
Solution-oriented cooperation at the urban-rural interface is therefore needed.<br />
Economic growth leads to increased demand for water. During the last 30 years, water efficiency in<br />
industry has increased considerably, with 95 per cent recycling rates achieved in some cases. This has<br />
relieved pressure on water resources and released water for domestic supply. <strong>Water</strong> loss reduction is still<br />
one of the most challenging tasks. Worldwide roughly one third of the usable water in urban areas is<br />
lost during distribution, enough to provide safe water to the 1.3 billion people lacking adequate water<br />
services. Active and passive leakage control and the elimination of the illegal use of water require capacity<br />
development on planned maintenance, better education and greater public involvement. Although in<br />
Europe water is generally abundant, many areas experience shortages and periodic droughts. The <strong>European</strong><br />
Commission estimates that water efficiency could be improved by nearly 40 per cent through technological<br />
improvements, whilst changes in human behaviour and production patterns could increase savings further.<br />
A global comparison of water supply systems shows that a sustainably-managed water supply is affordable. A<br />
reasonable target is less than 7 per cent water loss - the rate in Germany. The financial burden per individual or<br />
household would be less than 1 per cent of the average income - worldwide. Thus an efficient and safe water supply<br />
is cheap, and is the primary tool for poverty reduction. Increasing capabilities and knowledge can make water<br />
scarcity the exception rather than the rule.
Annexes<br />
183
184
Workshop programme<br />
MONDAY 16 NOVEMBER<br />
8:00 Registration of participants<br />
9:00 Opening Session<br />
Welcoming Addresses:<br />
• Dr Valeri Nikolov, President, <strong>Bulgaria</strong>n <strong>Water</strong> <strong>Association</strong> (BWA)<br />
• Dr Reza Ardakanian, Director, UN-<strong>Water</strong> Decade Programme on Capacity<br />
Development (UNW-DPC)<br />
• Ms Anne Bousquet, Global <strong>Water</strong> Operators Partnerships Alliance, United<br />
Nations Human Settlement Programme (UN-HABITAT)<br />
• Mr Vladimir Stratiev, Chief of Cabinet of the Minister of Environment and<br />
<strong>Water</strong> of <strong>Bulgaria</strong><br />
• Mr Yordan Tatarski, Chief of Cabinet of the Minister of Regional Development<br />
and Public Works of <strong>Bulgaria</strong><br />
9:50 Children performance/folk dances<br />
10:00 Group Photo<br />
Visiting Technical Exhibition<br />
Coffee break<br />
11:00 Keynote – “Overview of status and challenges of water loss reduction in South East<br />
Europe”, Mr Károly Kovács, <strong>European</strong> <strong>Water</strong> <strong>Association</strong> (EWA)<br />
11:30 Keynote – “Economic aspects of drinking water loss reduction within Integrated<br />
Urban <strong>Water</strong> Management (IUWM)“, Prof. Dr K.U. Rudolph, Coordinator of<br />
UNW-DPC Working Group on Capacity Development for <strong>Water</strong> Efficiency<br />
12:00 Introductory remarks, Dr J.L. Martin-Bordes (UNW-DPC) and Dr Atanas Paskalev,<br />
(BWA)<br />
• Scope and purpose of the workshop, expected outcomes<br />
• Structure of sessions, introduction of chairpersons<br />
185
186<br />
12:30 Lunch break<br />
14:00 – 18:00 Session I: Technical solutions and case studies<br />
14:00 – 15:45 Panel 1: Invited presentations (15 minutes each):<br />
“<strong>Water</strong> supply and sewerage sector reforms in Albania: how to balance compliance<br />
and affordability” Dr Enkelejda Gjinali, Advisor to the Albanian Prime Minister<br />
on <strong>Water</strong> Policy and Issues & Lecturer at the Environmental Engineering<br />
Department of the Polytechnic University of Tirana, Albania<br />
“Innovations in mitigating water losses”, Mr Stefan Zhelyazkov, Executive Director<br />
of Stroitelna mehanizatsia AD, Kazanlak, <strong>Bulgaria</strong><br />
“Experience gained and results achieved through active leakage control and pressure<br />
management in particular DMAs in the city of Skopje”, Mr Bojan Ristovski, Director<br />
of Leak Detection Department, On-Duty Center and Call Center, P.E. <strong>Water</strong> Supply<br />
and Sewerage-Skopje, FYR Macedonia<br />
“Case-Study regarding the implementation of the water loss reduction strategy in<br />
Timisoara”, Mr Mihai Grozavescu, Assistant Director, S.C. AQUATIM S.A.,<br />
Romania<br />
Discussion with the members of the Panel<br />
15:45 – 16:15 Coffee Break at the Technical Exhibition<br />
16:15 – 18:00 Panel 2: Invited presentations (15 minutes each):<br />
“Managing Leakage in Malta: The WSC Approach towards Quantifying and<br />
Controlling <strong>Water</strong> Losses”, Mr Nigel Ellu, Regional Manager, <strong>Water</strong> Services<br />
Corporation, Malta<br />
“Conceptual approach to water loss reduction”, Mr Miroslav Tesarik, Project<br />
Manager, Danish Hydraulic Institute, DHI a.s., Czech Republic<br />
“Analysis of water consumption and water losses in DMA 348,349 and 840 in<br />
Geo Milev residential district, Sofia”, Prof. Dr. Gantcho Dimitrov, Head of <strong>Water</strong><br />
and Sanitation Dept., University of Architecture, Civil Engineering and Geodesy,<br />
Sofia, <strong>Bulgaria</strong><br />
“An efficient decision for the reduction of water losses and number of damages in<br />
the lower part of the town of Kardzhali”, Prof. Dr. Gantcho Dimitrov, Head of <strong>Water</strong>
and Sanitation Dept., University of Architecture, Civil Engineering and Geodesy,<br />
Sofia, <strong>Bulgaria</strong><br />
“<strong>Water</strong> Loss situation in Bosnia and Herzegovina and Montenegro”, Mr Djevad<br />
Koldzo, Unaccounted-for <strong>Water</strong> expert, Hydro-Engineering Institute Sarajevo,<br />
Bosnia & Herzegovina and Montenegro<br />
Discussion with the members of the Panel (cont. Session I)<br />
19:00 Reception, hosted by Infragroup Co. Ltd. (SUPERLIT Born Sanayi A.S.)<br />
TUESDAY 17 NOVEMBER<br />
9:00 – 13:00 Session II: Technical and administrative solutions and case studies<br />
9:00 – 10:45 Panel 1: Invited presentations (15 minutes each):<br />
“<strong>Water</strong> Loss Reduction in R. of Serbia: practical experiences and encountered<br />
problems”, Mr. Branislav Babić, Faculty of Civil Engineering University of Belgrade,<br />
Serbia<br />
“<strong>Water</strong> Loss Management: Veolia’s experience in the Czech Republic”, Mr Bruno<br />
Jannin, Project Manager, Veolia, Czech Republic<br />
“A Paradigm Shift in <strong>Water</strong> Loss Audits”, Mr Stefanos Georgiadis, Assistant General<br />
Manager, Network Facilities, Athens <strong>Water</strong> Supply and Sewage Company S.A.,<br />
Greece<br />
“Case-Study regarding the implementation of the water loss reduction strategy in<br />
Satu Mare”, Mr Claudiu Tulba, Porject Manager of WWTP-PIU, S.C.APASERV SATU<br />
MARE SA, Romania<br />
“Development and Delivery of a <strong>Water</strong> Loss Control Training Course”, Ms Elisabeta<br />
Poçi, Programme and Training Manager, <strong>Water</strong> Supply and Sewerage <strong>Association</strong> of<br />
Albania, Albania<br />
Discussion with the members of the Panel<br />
10:45 – 11:15 Coffee break at the Technical Exhibition<br />
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188<br />
11:15 – 13:00 Panel 2: Invited presentations (15 minutes each):<br />
“The German experience to investigate sewer networks”, Mr Johannes Lohaus<br />
General Manager of the German <strong>Association</strong> for <strong>Water</strong>, Wastewater and Waste<br />
(DWA), Germany<br />
“Creating a concept of rehabilitation of a pipe system” Mr Jörg Otterbach, WVER,<br />
German <strong>Water</strong> <strong>Association</strong> of <strong>Water</strong>, Wastewater and Waste (DWA), Germany<br />
“Tools for capacity development: the experience of the <strong>European</strong> <strong>Water</strong> <strong>Association</strong>”<br />
Ms Boryana Dimitrova, Management Assistant, <strong>European</strong> <strong>Water</strong> <strong>Association</strong><br />
(EWA)<br />
13:00 – 14:00 Lunch Break<br />
Discussion with the members of the Panel (cont. Session II)<br />
14:00 – 16:30 Session II: Technical and administrative solutions and case studies (cont.)<br />
14:00 – 15:00 Panel 1: Invited presentations (15 minutes each):<br />
“District Metered Areas (DMAs) for the Management of <strong>Water</strong> Losses in Antalya<br />
City”, Prof. Habib Muhammetoglu, University of Akdeniz, Faculty of Engineering,<br />
Department of Environmental Engineering, Antalya, Turkey<br />
“Monitoring and Management of <strong>Water</strong> Distribution Network in Antalya City”,<br />
Mr Ismail Demirel, Head of SCADA Branch, Antalya Metropolitan Municipality,<br />
Antalya <strong>Water</strong> and Wastewater Administration (ASAT), Turkey<br />
“A free water balance software – <strong>Bulgaria</strong>n version” Ms Gergina Mihaylova,<br />
Studio Fantozzi, Italy - <strong>Bulgaria</strong><br />
“Pressure Management Mechanics: understanding the relationships between<br />
pressure and water loss”, Mr Stuart Trow, Consultant and Non-Executive Director,<br />
i2O <strong>Water</strong>, United Kingdom<br />
“Intelligent Pressure Management: a new development for monitoring and control<br />
of water distribution systems”, Mr Stuart Trow, Consultant and Non-Executive<br />
Director, i2O <strong>Water</strong>, United Kingdom<br />
Discussion with the members of the Panel<br />
15:00 – 15:30 Coffee Break at the Technical Exhibition
15:30 – 17:00 Session III: Capacity development experiences and tools<br />
Panel 2: Invited presentations:<br />
“The case study of the Korca <strong>Water</strong> Supply and Sewerage Company”, Mr Petrit Tare,<br />
Director, Korca <strong>Water</strong> Supply and Sewerage Company, Albania<br />
“Cost efficient leakage management in water supply systems”, Mr Max Hammerer,<br />
Klagenfurt, Representative of CEOCOR <strong>Association</strong>, Austria - Belgium<br />
“Lessons learned from regional <strong>Water</strong> Loss Reduction Capacity Building Programmes<br />
and their Implications for <strong>Water</strong> Operators’ Partnerships”, Ms Julie Perkins,<br />
Programme Officer, UN-HABITAT<br />
“<strong>Water</strong> Efficiency and <strong>Water</strong> Management – a Shared Responsibility”, Dr. Dagmar<br />
Bley, <strong>Water</strong> Strategy Initiative Office at Project Management Agency of DLR,<br />
Germany<br />
17:00 – 17:30 Closing Session<br />
Discussion with the members of the Panel<br />
Wrap-up and the Way Forward<br />
Closing remarks:<br />
• Dr Atanas Paskalev, BWA<br />
• Dr Faraj El-Awar, UN-HABITAT<br />
• Dr Reza Ardakanian, UNW-DPC<br />
17:30 Exhibitors’ Session<br />
Infra Group Co. Ltd. (excl. representative for <strong>Bulgaria</strong> of SUPERLIT Boru<br />
Sanayi A.S.), main sponsor of BWA for the workshop<br />
VAG Armaturen GmbH, Germany<br />
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190<br />
WEDNESDAY 18 NOVEMBER<br />
9:00 – 13:00 Special Session: Exploring opportunities for establishing a regional SEE WOPs<br />
platform<br />
9:00 – 9:10 Welcome remarks, BWA<br />
9:10 – 9:20 WOP Session Objectives and Programme Overview<br />
9:20 – 9:35 Global <strong>Water</strong> Operators’ Partnerships Alliance: who we are, what we do<br />
9:35 – 9:50 WOPs in Practice, case-studies from the region<br />
9:50 – 10:05 Lessons from Regional WOPs processes<br />
10:05 – 10:20 Overview of water operators needs and challenges in the SEE region<br />
10:20 – 10:50 Coffee Break<br />
10:50 – 11:50 Interactive Session, Working-group sessions:<br />
Theme: What are the priority needs in terms of Capacity Building within WOPs for<br />
the SEE water operators? What can utilities learn from each other?<br />
11:50 – 12:10 Summary of Needs/Opportunities<br />
12:10 – 12:50 Draft Framework for Action and Discussion<br />
12:50 – 13:00 Final comments and Closure<br />
13:00 – 14:30 Lunch Break<br />
Closing
List of participants<br />
. Participant Company Address<br />
1 Alexieva, Nadia VK Vidin<br />
2<br />
Anchidin, Alin<br />
Head of <strong>Water</strong><br />
Loss Detection<br />
Compartment<br />
S.A.Aquatim SA<br />
3 Andreev, Penio Industrial Parts Ltd.<br />
4<br />
5<br />
6<br />
7<br />
Ardakanian, Reza<br />
Director<br />
Arnaudov, Igor<br />
General Manager<br />
Arsov, Roumen<br />
Professor, Secretary<br />
General, BWA<br />
Baader, Jorg<br />
Project Engineer<br />
8 Babic, Branislav<br />
UNW-DPC<br />
J.P. Vodovod I<br />
Kanalizacija Skopije<br />
BWA<br />
VAG Armaturen<br />
GmbH<br />
Faculty of Civil<br />
Engineering,<br />
University of<br />
Belgrade<br />
18, Chiroka,Str.<br />
3700 Vidin, <strong>Bulgaria</strong><br />
Phone: +359 94 601 162<br />
+359 94 601 079<br />
E-mail: office@vik-vidin.com<br />
Str. Gh.Lazar Nr.11-A<br />
Timisoara, Romania<br />
Phone: +40 256 201370<br />
Fax : +40 256 2947539<br />
E-mail: alin.anchidin@aquatim.ro<br />
4 Angel Kanchev Str.<br />
6000 Stara Zagora, <strong>Bulgaria</strong><br />
Phone: +359 42 621 836<br />
Fax: +359 42 621 836<br />
E-mail: bg.@ industrial-parts.com<br />
UN Campus,<br />
Hermann-Ehlers-Strasse 10, 53113 Bonn,<br />
Germany<br />
Phone +49 228 815 0651<br />
Fax: +49 228 815 0655<br />
E-mail: ardakanian@unwater.unu.edu<br />
27, Lazar Licenovski Str.<br />
1000 Skopje, Macedonia<br />
1 Hr. Smirnenski Blvd., A-111<br />
1046 Sofia, <strong>Bulgaria</strong><br />
Phone : +359 2 866 89 95<br />
+359 888 473 309<br />
Fax: +359 2 866 89 95<br />
E-mail: r_arsov_fhe@uacg.bg<br />
Carl-Reuter Str. 1<br />
68305 Mannhein, Germany<br />
Phone: +49 172 7349109<br />
Fax: +49749 291916<br />
E-mail: J.Baader@vag-armaturen.com<br />
Bulevar Kralja Alexandra 73,<br />
11000 Belgrade,Serbia<br />
Phone: +381 11 3218 557<br />
Fax: +381 11 33 70 223<br />
E-mail: babic@grf.bg.as.rs<br />
191
192<br />
9 Bachvarov, Doncho Alfa Laval Ltd.<br />
10<br />
11<br />
Baneva, Maya<br />
Technical Intern<br />
Bley, Dagmar<br />
Scientific Officer<br />
I20 <strong>Water</strong><br />
<strong>Water</strong> Strategy<br />
Initiative<br />
Office, Project<br />
Management<br />
agency at DLR<br />
12 Boiadjiev, Dimitar Akvaror Ltd.<br />
13 Boiadjiev, Petko Akvaror Ltd.<br />
14<br />
15<br />