CURRICULUM VITAE ET STUDIORUM Dr. Enrico Fortunato Creaco · PDF fileCURRICULUM VITAE ET...

1

CURRICULUM VITAE ET STUDIORUM

Dr. Enrico Fortunato Creaco

Nationality: Italian

Contact Address: Contact numbers:

Dipartimento di Ingegneria Civile +39(0)382985317 (ufficio)

e Architettura (DICAr) +39 3286149288 (cellulare)

Università degli Studi di Pavia email: [email protected]

Via Ferrata 3, 27100 Pavia

Italia

D.O.B. 29 May 1978

Abstract

Enrico Creaco obtained his PhD in Hydraulic Engineering in 2006 and has researched topics

pertinent to water and environmental systems for over ten years. Dr Creaco’s career began at

the Universities of Catania and then Ferrara, Italy, and he obtained an Associate Professor

Qualification in the Hydraulics, Hydrology and Hydraulic Infrastructure Sector in December

2013. From May 2014 to June 2015 Dr Creaco took up a Research Fellow post at the University

of Exeter and became Assistant Professor at the University of Pavia in September 2015. Since

April 2016, he has been Honorary Senior Reseach Fellow at the University of Exeter. Since

December 2016, he has been Adjunct Senior Lecturer at the University of Adelaide.

Dr Creaco has been lecturer on hydraulic infrastructures at both undergraduate and postgraduate

level and has published about 50 papers in a variety of international journals. He is Associate

Editor of the Journal of Water Resources Planning and Management-ASCE and participated in

various national and international research projects.

Qualifications

2 December 2013 Associate Professor Qualification in the Hydraulics, Hydrology and

Hydraulic Infrastructure Sector

4 April 2006 PhD in Hydraulic Engineering, with thesis entitled “Devices for the

Removal of Solids from Sewer Channels. Experimental Investigations and

Numerical Models,” under supervision of Prof. Carlo Modica, University

of Catania, Italy

July 2002 State examination granting license to practice as Professional Engineer

4 April 2002 5-year degree “cum laude” in Civil Engineering, University of Catania,

Italy

Language Competence

Italian Mother-tongue

English Proficient

French Basic

2

Awards

2016 Paper “Multi-objective optimization of pipe replacements and control

valve installations for leakage attenuation in water distribution networks”

is Highly Cited in ISI Web of Science

2014 Winner of the Battle of Background Leakage Assessment for Water

Networks, which took place at WDSA 2014

2012 Inserted in the short list of the 5 best young researchers in the field of

Hydraulic Engineering in the context of the “Evangelista Torricelli” prize

2011 2011 ASCE Outstanding Reviewer for the Journal of Water Resources

Planning and Management

Research Group Membership

2013 Gruppo Italiano Idraulica (GII)

2012 Centro Studi Sistemi Acquedottistici (CSSA)

2005 Associazione Idrotecnica Italiana

2003 Centro Studi Idraulica Urbana (CSDU)

Research Experience

December 2016 Adjunct Senior Lecturer in the School of Civil, Environmental and Mining

Engineering, University of Adelaide

April 2016 Honorary Senior Research Fellow at the College of Engineering,

Mathematics and Physical Sciences, University of Exeter

February 29th 2016 Visiting Professor at the College of Engineering, Mathematics and

March 11th 2016 Physical Sciences, University of Exeter

September 2015 Assistant Professor at the Department of Civil Engineering and

Architecture, University of Pavia in the ICAR/02 scientific and teaching

sector

May 2014 – Research Fellow in the College of Engineering, Mathematics and

June 2015 Physical Sciences, University of Exeter

Dec 2013 Research Contract at the Department of Engineering, University of

Ferrara in the ICAR/02 scientific and teaching sector in the topic

“Progettazione ottimale delle reti acquedottistiche – Laboratorio in Rete –

Tecnopolo di Ferrara – Terra & Acqua Tech”

Dec 2010 - Assistant Professor at the Department of Engineering, University of

Nov 2013 Ferrara in the ICAR/02 scientific and teaching sector

Mar 2009 - Research Contract at the Department of Engineering, University of

Nov 2010 Ferrara in the ICAR/02 scientific and teaching sector in the topic “PRRITT

2008 ENVIREN LAB.– Real time control and management of qualitative

aspects in water distribution networks”; participated in PRIN2008 entitled

“Efficiency and reliability in the processes of structural rehabilitation and

distributed chlorination”

Dec 2007 - Research Contract at the Department of Civil and Environmental

Nov 2008 Engineering, University of Catania in the ICAR/02 scientific and teaching

sector in the topic “Numerical models for hydraulic networks”

3

Oct 2006 - Research contract with the Department of Civil and Environmental

Dec 2006 Engineering, University of Catania concerning experimental tests on

devices for intercepting sewer sediments in the framework of the project

“Methodologies and devices for the management of sediments in sewer

systems” of PRIN2005 entitled “Standardization in the design of hydraulic

devices in sewer systems”

2003 - 2005 Research activities on sewer solid transport at “LGCIE INSA” center of

Lyon (France), overall length of stays abroad – 1 year

2003 - 2005 PhD course in Hydraulic Engineering, University of Catania

Nov 2002 - Research period at “LGCIE INSA” center of Lyon (France), fully funded

Dec 2002 by a scholarship from the University of Catania

2002 Participated in the design of the laboratory of Hydraulic Structures at the

University of Catania – Enna site and in the set-up of the measurement

facilities

2002 Participated in research activities at the Department of Civil and

Environmental Engineering, University of Catania in solid transport, real

time control and design of combined sewer overflow devices in sewer

channels

Teaching Experience (University)

2017/2018 Lecturer in “Hydrology”, Bachelor Degree in Civil and Environmental

Engineering, University of Pavia.

2017/2018 Member of the Teaching Board in the PhD programme in Civil

Engineering and Architecture, University of Pavia.



2015/2016 Lecturer in “Optimizing the design and management of water distribution

networks”, PhD programme in Civil Engineering and Architecture,

University of Pavia.

2015/2016 Lecturer in “Applied Hydraulics”, Masters Degree in Civil Engineering,

University of Pavia.



2014/2015 Exercises in module entitled “ECMM124 Hydroinformatics tools”,

lectured by prof. Dragan Savic at the University of Exeter.

2003 - 2018 Advisor and coordinator of numerous dissertations for the following

courses:

- Master Degree in Civil Engineering, University of Catania

- Master Degree in Environmental and Territory Engineering, University

of Catania

- Bachelor Degree in Civil Engineering at the University of Ferrara

- Bachelor Degree in Civil and Environmental Engineering, University

of Pavia.

- Bachelor Degree in Industrial Engineering, University of Pavia.

2013/2014 Lecturer in “Optimal Management of Water Systems”, Masters in Civil

Engineering, University of Ferrara.

4

2013/2014 Exercises of “Hydraulic Infrastructures”, Masters in Civil Engineering,

University of Ferrara.











2007 - 2009 Seminars and teaching support activities, University of Catania

4 April 2006 Named by the Environmental and Territory Engineering Teaching Area

Council of the University of Catania as expert on ICAR/02 subjects (i.e.

Hydraulic and Maritime Infrastructures and Hydrology)

Research Projects

2017/2018 Principal Investigator in project “NEWFRAME - NetWork-based Flood

Risk Assessment and Management of Emergencies", in reply to the

Fondazione Cariplo Call on “Ricerca dedicata al dissesto idrogeologico:

un contributo per la previsione, la prevenzione e la mitigazione del

rischio”, year 2017

2017/2018 UNIPV Scientific Manager in EU project 778136 “Water Quality in

Drinking Water Distribution Systems” in reply to Call: H2020-MSCA-

RISE-2017

2017/2018 Coordination in the Training Work Package in EU project 778136 “Water

Quality in Drinking Water Distribution Systems” in reply to Call: H2020-

MSCA-RISE-2017

2014/2015 participation in European Research Project iWIDGET within the Seventh

Framework Programme: “Improved Water efficiency through ICT

technologies for integrated supply-Demand side management” (Main

investigator: Prof. Dragan Savic)

2008-2010 participation in Italian Research Project PRIN 2008: Efficienza ed

affidabilità nei processi di riabilitazione strutturale e clorazione distribuita

(Main investigator: Prof. Marco Franchini)

2005-2007 participation in Italian Research Project PRIN 2005: Standardizzazione

della progettazione dei manufatti idraulici presenti nelle reti di drenaggio

urbano (Main investigator: prof. Carlo Modica)

Consultancy

2018 Modelling support to Prof. Hatem Haidar Lebanese, University Faculty of

Engineering, in the topic of Energy and leakage optimization in Lebanese

water distribution networks

2017 Technical Support to CESI S.p.A. for testing the performance of flow

meter through laboratory tests

5

2009/2010 Consultancy at ACOSET Spa (water utility in Catania), for developing

models for the analysis, design and real time control of water supply and

sewer systems

2008/2009 Consultancy at ACOSET Spa (water utility in Catania), for developing

models for the analysis, design and real time control of water supply and

sewer systems

2007 Consultancy at COGEN Spa (water utility in Enna), for developing the

hydraulic model of the sewer system of Gagliano Castelferrato (EN)

Teaching Experience (non-University)

2008 Lecturer on IFTS Course for High Level Technician in G.P.S. and G.I.S.

2007 Lecturer on IFTS Course for High Level Technician in Water Systems

2007 Lecturer on Criteria and Instruments for managing wet weather flows

2005/2006 Lecturer on IFTS Course

2003/2004 Lecturer on Acotec Course

2002/2003 Lecturer on Sudgest Course (Services and Formation for the Development)

Seminar and Conference Presentations

22-23 June 2017 Seminario Geri, Gaeta, Italy.

7-9 November 2016 Computing and Control for the Water Industry, Amsterdam, The

Netherlands

14 -16 September XXXV Convegno Nazionale di Idraulica e Costruzioni idrauliche,

2016 Bologna, Italy

28 June -1 July Novatech, Lyon, France

2016

2-4 Sept 2015 Computing and Control for the Water Industry, Leicester, UK

14-17 July 2014 Water Distribution Systems Analysis Conference (WDSA 2014), Bari,

Italy

2-4 Sept 2013 Computing and Control for the Water Industry, Perugia, Italy

10-15 Sept 2012 XXXIII Convegno Nazionale di Idraulica e Costruzioni idrauliche,

Brescia, Italy

14-18 July 2012 HIC 2012 - 10th International Conference on Hydroinformatics

"Understanding Changing Climate and Environment and Finding

Solutions"

24 May 2012 Giornata di studio “Le reti acquedottistiche e di drenaggio: progettazione,

manutenzione e sostenibilità alla luce degli aspetti economico-normativi”,

Ferrara, Italy

23-25 May 2012 WaterLossEurope 2012, Ferrara, Italy

5-7 Sept 2011 Computing and Control for the Water Industry 2011 “Urban Water

Management - Challenges and Opportunities," Exeter, UK

12-15 Sept 2010 Water Distribution Systems Analysis Conference (WDSA 2010), Tucson,

USA

27 June-1 July 2010 Novatech 2010, 7th International Conference on Sustainable Techniques

and Strategies in Urban Water Management, Lyon, France

21-25 June 2010 SIMAI, X Congresso di Matematica Applicata e Industriale, Cagliari, Italy

6

20 May 2010 Giornata di studio “la gestione delle reti acquedottistiche: dagli aspetti

tecnico-progettuali a quelli economico-normativi,” Ferrara, Italy

17-18 Sept 2009 Quarto Seminario “La ricerca delle perdite e la gestione delle reti di

acquedotto,” Aversa, Italy

9-12 Sept 2008 XXXI Convegno Nazionale di Idraulica e Costruzioni Idrauliche, Perugia,

Italy

31 Aug-5 Sept2008 11th International Conference on Urban Drainage 11 ICUD, Edinburgh,

Scotland

17-18 March 2008 Il ciclo delle acque in ambiente urbano. Il contributo di tre programmi di

ricerca di interesse nazionale, Bologna, Italy

25-28 June 2007 NOVATECH 2007, 6th International Conference on Sustainable

Techniques and Strategies in Urban Water Management, Lyon, France

17-18 May/6-8 June Sistemi e Tecnologie Avanzate per il Drenaggio Idraulico Urbano

2007 Moderno - STADIUM Politecnico di Milano

7-9 March 2007 Il ciclo delle acque in ambiente urbano. Il contributo di tre programmi di

ricerca di interesse nazionale, Taormina, Italy

10-15 Sept 2006 XXX Convegno di Idraulica e Costruzioni Idrauliche, Roma, Italy

22-26 May 2006 SIMAI, VIII Congresso di Matematica Applicata e Industriale, Ragusa,

Italy

7-10 Sept 2004 XXIX Convegno di Idraulica e Costruzioni Idrauliche, Trento, Italy

7-11 Nov 2003 XVIII European Junior Scientist Workshop on “Sewer Processes and

Networks,” Almograve, Portugal

7-10 Nov 2002 XVI European Junior Scientist Workshop on “Real Time Control and

Measurement in Urban Drainage systems,” Grammichele, Italy

Master Class and Course Presentations

2010 “L’utilizzo dei modelli EPR (Evolutionary Polynomial Regression)”

2008 Master class “Il comportamento idraulico dei manufatti nelle reti di

drenaggio: modellazione sperimentale o numerica?”, coordinated by prof.

Corrado Gisonni, in the context of the XXXI Convegno Nazionale di

Idraulica e Costruzioni Idrauliche

2004 Master class “Deflussi urbani e corpi idrici ricettori”, coordinated by prof.

Carlo Modica, in the context of XXIX Convegno di Idraulica e Costruzioni

Idrauliche

Invited Conference Presentations

2013 “Some aspects of the optimal design and management of water supply and

sewer systems”, Seminar Series in Urban Water Management, Eawag,

Dübendorf

2008 6th Seminar on Real Time Control, in the context of the 11th International

Conference on Urban Drainage, 11 ICUD, Edimburgh

7

Invited Examiner of PhD students

2017 Dr. Diego Garcia, “Contribution to Big Data Analytics in Water

Networks”, Universitat Politécnica de Catalunya, supervisor: Prof. Joseba

Quevedo. President of the Examining Panel.

2017 Dr. Francesca Scarpa, “Functional sectorization and optimization of water

distribution networks”, Technical University of Milan, supervisor: Prof.

Gianfranco Becciu

2016 Dr. Duc Cong Hiep Nguyen, “Optimal Water Allocation and Scheduling

for Irrigation Using Ant Colony Algorithms”, The University of Adelaide,

supervisor: Prof. Holger Maier

2016 Dr. Gerard Sanz, Thesis “Demand Modeling for Water Networks

Calibration and Leak Localization”,Universitat Politécnica de Catalunya,

supervisor: Prof. Ramon Perez

2015 Dr. Irene Fernández, “Optimum management of pressurized irrigation

networks”, Universidad de Córdoba, supervisors: Prof. M. Pilar

Montesinos Barrios, Dr. Juan Antonio Rodríguez Díaz

Courses attended

2008 “Affidabilità ed efficienza del servizio idrico urbano”, coordinated by

Prof. Viviani

2005 “Fenomeni di Trasporto Solido e Rischio Idraulico”, coordinated by Prof.

Paris

2004 “Numerical methods for hyperbolic equations and applications”, held by

Prof. Toro, University of Trento

2004 Corso di aggiornamento sulla progettazione di opere costiere”, coordinated

by Dr. Scaccianoce

2003 “La sistemazione idraulica dei bacini montani”, coordinated by Prof.

Maione

On-going Work as Editor

- Associate Editor of Journal of Water Resources Planning and Management, ASCE (since

June 2014)

- Guest Editor of Water, MDPI (since October 2017)

On-going Work as Journal Reviewer

- Applied Science, MDPI

- Energies, MDPI

- Engineering Optimization, Taylor & Francis

- Environmental Modelling & Software, Elsevier

- Hydrology research, IWA

- International Journal of Disaster Risk Reduction, Elsevier

- Iranian Journal of Science and Technology Transactions of Civil Engineering, Springer

- Journal of Engineering Mechanics, ASCE

- Journal of Environmental Management, Elsevier

8

- Journal of Hydraulic Engineering, ASCE

- Journal of Hydraulic Research, IAHR

- Journal of Hydroinformatics, IWA Publishing

- Journal of Water Resources Planning and Management, ASCE

- Journal of Water Supply: Research and Technology-AQUA, IWA

- Journal of Zhejiang University-SCIENCE A, Springler

- Sadhana - Academy Proceedings in Engineering Sciences, Springler

- Urban Water Journal, Taylor & Francis

- Water Research, IWA

- Water, MDPI

- Water Resources Management, Springler

- Water Science and Technology, IWA

- Water Science and Technology-Water Supply, IWA

Work as Reviewer of Conference Papers

2013 CCWI 2013

2013 NOVATECH 2013

2012 9th Urban Drainage Modelling (UDM) 2012 International Conference

2011 Fifth Seminar on “La diagnosi e la gestione dei sistemi idrici”

2010 NOVATECH 2010

Additional Note on Scientific Research

Author and co-author of more than 110 papers (see appendix A and appendix B), which

belong to the topics of Hydraulic Infrastructures, Hydrology and Water Resources

Management (ICAR/02 scientific and teaching sector):

50 papers in International Journals (IJ)

5 papers in National Journals (NJ)

5 papers in International Books (IB)

37papers presented at International Conferences (IC)

17 papers presented at National Conferences (NC)

PhD thesis (PhD)

Research Report (RR) concerning scientific activities abroad

- Continuity of the scientific productivity: cumulative number of papers on International

Journals plotted against time, starting from 2003 (beginning of the PhD programme) (Fig.

1)

9

Fig.1 – Total number of journal papers. For the construction of the graph, papers published

on-line and accepted for publication are considered as published in 2016.

APPENDIX A - LIST OF PAPERS

International Journals:

1 IJ.1 Campisano A., Creaco E., Modica C. (2004). Experimental and numerical

analysis of the scouring effects of flushing waves on sediment deposits. Journal

of Hydrology (ISI), 299(2004), pp. 324-334, Elsevier (ISSN: 0022-1694).

2 IJ.2 Campisano A., Creaco E., Modica C. (2005). Discussion of “Gate and Vacuum

Flushing of Sewer Sediment: Laboratory Testing” by Qizhong Guo, Chi-Yuan

Fan, Ramjee Raghaven and Richard Field. Journal of Hydraulic Engineering

(ISI), 131(12), pp. 1145-1146, ASCE (ISSN: 0733-9429).

3 IJ.3 Bertrand-Krajewski J.-L., Campisano A., E. Creaco E., Modica C. (2005).

Experimental analysis of the Hydrass flushing gate and field validation of flush

propagation modelling. Water Science and Technology (ISI), 51(2), pp. 129-137,

IWA Publishing (ISSN: 0273-1223).

4 IJ.4 Campisano A., Creaco E., Modica C. (2006). Experimental analysis of the

Hydrass flushing gate and laboratory validation of flush propagation modelling.

Water Science and Technology (ISI), 54(6-7), pp. 101-108, IWA Publishing

(ISSN: 0273-1223).

5 IJ.5 Campisano A., Creaco E., Modica C. (2007). Dimensionless approach for the

design of flushing gates in sewer channels. Journal of Hydraulic Engineering

(ISI), 133(8), pp. 964-972, ASCE (ISSN: 0733-9429).

6 IJ.6 Campisano A., Creaco E., Modica C., Reitano S. (2007). Sensitivity analysis of

the formulas for predicting hiding processes in simulating bed aggradation.

Communications to SIMAI Conferences (NOT ISI), Vol.2 (ISSN: 1827-9015).

7 IJ.7 Campisano A., Creaco E., Modica C. (2008). Laboratory investigation on the

effects of flushes on cohesive sediment beds. Urban Water Journal (ISI), 5(1), pp.

3-14, Taylor & Francis (ISSN: 1573-062X).

0

5

10

15

20

25

30

35

40

45

50

2003

2004

2005

2006

2007

2008

2009

2010

2011

2012

2013

2014

2015

2016

2017

Pa

pe

rs o

n i

nte

rna

tio

na

l jo

urn

als

-

Years

10

8 IJ.8 Creaco E., Bertrand-Krajewski J.L. (2009). Numerical simulation of flushing

effect on sewer sediments and comparison of four sediment transport formulas.

Journal of Hydraulic Research (ISI), 47(2), 195-202 (ISSN: 1814-2079).

9 IJ.9 Campisano A., Creaco E., Modica C. (2009). P controller calibration for the real

time control of moveable weirs in sewer channels. Water Science and Technology

(ISI), 59(11), 2237-2244, IWA Publishing (ISSN: 0273-1223).

10 IJ.10 Campisano A., Creaco E., Modica C. (2010). RTC of valves for leakage reduction

in water supply networks. Journal of Water Resources Planning and Management

(ISI), 136(1), 138-141, ASCE (ISSN: 0733-9496).

11 IJ.11 Creaco E., Campisano A., Khe A., Modica C., Russo G. (2010). Head

reconstruction method to balance flux and source terms in shallow water

equations. Journal of Engineering Mechanics (ISI), 136(4), 517-523, ASCE

(ISSN: 0733-9399).

12 IJ.12 Creaco E., Franchini M., Alvisi S. (2010). Optimal placement of isolation valves

in water distribution systems based on valve cost and weighted average demand

shortfall. Water Resources Management (ISI), 24(15), 4317–4338 (ISSN: 0920-

4741).

13 IJ.13 Campisano A., Creaco E., Modica C. (2011). A simplified approach for the

design of infiltration trenches. Water Science and Technology (ISI), 64(6), 1362-

1367, IWA Publishing (ISSN: 0273-1223).

14 IJ.14 Alvisi S., Creaco E., Franchini M. (2011). Segment identification in water

distribution systems. Urban Water Journal (ISI), 8(4), 203–217, Taylor & Francis

(ISSN: 1573-062X).

15 IJ.15 Alvisi S., Creaco E., Franchini M. (2012). Crisp discharge forecasts and grey

uncertainty bands using data-driven models. Hydrology Research (ISI), 43(5),

589-602, IWA Publishing (ISSN: 0029-1277).

16 IJ.16 Creaco E. (2012). Closure to Head reconstruction method to balance flux and

source terms in shallow water equations by Creaco E., Campisano A., Khe A.,

Modica C., Russo G. Journal of Engineering Mechanics (ISI), 138(5), 553–554,

ASCE (ISSN: 0733-9399).

17 IJ.17 Creaco E., Franchini M., Alvisi S. (2012). Evaluating water demand shortfalls in

segment analysis. Water Resources Management (ISI), 26(8), 2301–2321

Springler (ISSN: 0920-4741).

18 IJ.18 Creaco E., Franchini M. (2012). Fast network multi-objective design algorithm

combined with an a-posteriori procedure for reliability evaluation under various

operational scenarios. Urban Water Journal (ISI), 9(6), 385-399, Taylor &

Francis (ISSN: 1573-062X).

19 IJ.19 Creaco E., Franchini M. (2012). A dimensionless procedure for the design of

infiltration trenches. Journal American Water Works Association (ISI), 104(9),

45-46 (extended paper published on-line pages E501-E509) (ISSN: 2164-4535).

20 IJ.20 Campisano A., Creaco E., Modica C. (2013). Numerical modelling of sediment

11

bed aggradation in open rectangular drainage channels. Urban Water Journal

(ISI), 10(6), 365-376, Taylor & Francis (ISSN: 1573-062X).

21 IJ.21 Creaco E., Franchini M. (2013). A new algorithm for the real time pressure

control in water distribution networks. Water Science and Technology-Water

Supply (ISI), 13(4), 875-882 IWA Publishing (ISSN: 1606-9749).

22 IJ.22 Creaco E., Franchini M., Walski T.M. (2014). Accounting for phasing of

construction within the design of water distribution networks. Journal of Water

Resources Planning and Management (ISI), 140(5), 598-606, ASCE (ISSN:

1943-5452).

23 IJ.23 Farina G., Creaco E., Franchini M. (2014). Using EPANET for modelling water

distribution systems with users along the pipes. Civil Engineering and

Environmental systems (ISI), 31(1), 36-50, Taylor & Francis (ISSN: 1028-6608).

24 IJ.24 Marchi A., Salomons E., Ostfeld A., Kapelan Z., Simpson A.R., Zecchin A.C.,

Maier H.R., Wu Z.Y., Elsayed S. M., Song Y., Walski T., Stokes C., Wu W.,

Dandy G. C., Alvisi S., Creaco E., Franchini M., Saldarriaga J., Páez D.,

Hernández D., Bohórquez J., Bent R., Coffrin C., Judi D., McPherson T., van

Hentenryck P., Matos J.P., Monteiro A.J., Matias N., Yoo D.G., Lee H.M., Kim

J.H., Iglesias-Rey P. L., Martínez-Solano F.J., Mora-Meliá D., Ribelles-Aguilar

J.V., Guidolin M., Fu G., Reed P., Wang Q., Liu H., McClymont K., Johns M.,

Keedwell E., Kandiah V., Jasper M.N., Drake K., Shafiee E., Barandouzi M.A.,

Berglund A.D., Brill D., Mahinthakumar G., Ranjithan R., Zechman E.M., Morley

M.S., Tricarico C., De Marinis G., Tolson B.A., Khedr A., Asadzadeh M. (2014).

The Battle of the Water Networks II (BWN-II). Journal of Water Resources

Planning and Management (ISI), 140(7), 04014009-1-14, ASCE (ISSN: 0733-

9496).

25 IJ.25 Creaco E., Franchini M. (2014). Comparison of Newton-Raphson Global and

Loop Algorithms for Water Distribution Network Resolution. Journal of

Hydraulic Engineering (ISI), 140(3), 313-321, ASCE (ISSN: 0733-9429).

26 IJ.26 Creaco E., Franchini M., Walski T.M. (2015). Taking Account of Uncertainty in

Demand Growth When Phasing the Construction of a Water Distribution

Network. Journal of Water Resources Planning and Management (ISI), 141(2),

04014049-1-13, ASCE (ISSN: 0733-9496).

27 IJ.27 Creaco E., Pezzinga G. (2015). Multi-objective optimization of pipe

replacements and control valve installations for leakage attenuation in water

distribution networks. Journal of Water Resources Planning and Management

(ISI), 141(3), 04014059, ASCE (ISSN: 0733-9496).

28 IJ.28 Creaco E., Pezzinga G. (2015). Embedding Linear Programming in Multi

Objective Genetic Algorithms for Reducing the Size of the Search Space with

Application to Leakage Minimization in Water Distribution Networks.

Environmental Modelling & Software (ISI), 69, 308-318.

29 IJ.29 Wang Q., Creaco E., Franchini M., Savic D., Kapelan Z. (2015). Comparing Low

and High-Level Hybrid Algorithms on the Two-Objective Optimal Design of

Water Distribution Systems. Water Resources Management (ISI), 29(1), 1-16,

12

Springler (ISSN: 0920-4741).

30 IJ.30 Creaco E., Farmani R., Kapelan Z., Vamvakeridou-Lyroudia L., Savic D. (2015).

Considering the mutual dependence of pulse duration and intensity in models for

generating residential water demand. Journal of Water Resources Planning and

Management (ISI), doi: 10.1061/(ASCE)WR.1943-5452.0000557, ASCE (ISSN:

0733-9496).

31 IJ.31 Creaco E., Fortunato A., Franchini M., Mazzola M.R. (2015). Water distribution

networks robust design based on energy surplus index maximization. Water

Science & Technology: Water Supply (ISI), 15(6), 1253-1258, IWA Publishing

(ISSN: 1606-9749).

32 IJ.32 Campisano A., Creaco E., Modica C. (2016). Application of Real-Time Control

Techniques to Reduce Water Volume Discharges from Quality-Oriented CSO

Devices. Journal of Environmental Engineering (ISI), 142(1): 04015049, ASCE

(ISSN: 0733-9372).

23 IJ.33 Creaco E., Franchini M., Todini E.. (2016). The combined use of resilience and

loop diameter uniformity as a good indirect measure of network reliability. Urban

Water Journal (ISI), 13(2), 167-181, Taylor and Francis (ISSN: 1573-062X).

34 IJ.34 Creaco E., Franchini M., Walski T.M. (2016). Comparison of various phased

approaches for the constrained minimum-cost design of water distribution

networks. Urban Water Journal (ISI), 13(3), 270-283, Taylor and Francis (ISSN:

1573-062X).

35 IJ.35 Creaco E., Alvisi S., Franchini M. (2016). Multi-step approach for optimizing

design and operation of the C-Town pipe network model. Journal of Water

Resources Planning and Management (ISI), 142(5): C4015005, ASCE (ISSN:

0733-9496).

36 IJ.36 Walski T., Creaco E. (2016). Selection of Pumping Configuration for Closed

Water Distribution Systems. Journal of Water Resources Planning and

Management (ISI), 142(6): 04016009, ASCE (ISSN: 0733-9496).

37 IJ.37 Fernández I., Creaco E., Rodríguez Díaz J.A., Montesinos P., Camacho P., Savic

D. (2016). Rehabilitating pressurized irrigation networks for an increased energy

efficiency. Agricultural Water Management (ISI), 164(2), 212-222, Elsevier

(ISSN: 0378-3774).

38 IJ.38 Creaco E., Alvisi S., Farmani R., Vamvakeridou-Lyroudia L., Franchini M.,

Kapelan Z., Savic D. (2016). Methods for preserving duration-intensity

correlation on synthetically generated water demand pulses. Journal of Water

Resources Planning and Management (ISI), 142(2): 06015002, ASCE (ISSN:

0733-9496).

39 IJ.39 Creaco E., Lanfranchi E., Chiesa C., Fantozzi M., Carrettini C.A., Franchini M.

(2016). Optimisation of leakage and energy in the Abbiategrasso district. Civil

Engineering and Enviromnetal Systems (ISI), 33(1), 22-34, Taylor & Francis

(ISSN: 1028-6608).

40 IJ.40 Creaco E., Franchini M., Todini E. (2016). Generalized resilience and failure

13

indices for use with pressure driven modeling and leakage. Journal of Water

Resources Planning and Management (ISI), 142(8): 04016019, ASCE (ISSN:

0733-9496).

41 IJ.41 Creaco E., Berardi L., Sun S., Giustolisi O., Savic D. (2016). Selection of relevant

input variables in stormwater quality modelling by multi-objective evolutionary

polynomial regression paradigm. Water Resources Research (ISI), 52(4), 2403-

2419, AGU (ISSN: 1944-7973).

42 IJ.42 Creaco E., Kossieris P., Vamvakeridou-Lyroudia L., Makropoulos C., Kapelan

Z., Savic D. (2016). Parameterizing residential water demand pulse models

through smart meter readings. Environmental Modelling & Software (ISI),

80(June 2016), 33–40, Elsevier Science (ISSN: 1364-8152).

43 IJ.43 Liu H., Savic D.A., Kapelan Z., Creaco E., Yuan Y. (2017). Reliability Surrogate

Measures for Water Distribution System Design: Comparative Analysis. Journal

of Water Resources Planning and Management (ISI), 143(2), 04016072-1-14,

ASCE (ISSN: 0733-9496).

44 IJ.44 Creaco E., Blokker M., Buchberger S. (2017). Models for Generating Household

Water Demand Pulses: Literature Review and Comparison. Journal of Water

Resources Planning and Management (ISI), doi: 10.1061/(ASCE)WR.1943-

5452.0000763, ASCE (ISSN: 0733-9496).

45 IJ.45 Ciaponi C., Creaco E., Franchioli L., Papiri S. (2017). The importance of the

minimum path criterion in the design of water distribution networks. Water

Science and Technology – Water Supply (ISI), 17(6), 1558-1567.

46 IJ.46 Tinelli S., Creaco E., Ciaponi C. (2017). Sampling significant contamination

events for optimal sensor placement in water distribution systems. Journal of

Water Resources Planning and Management (ISI), doi:

10.1061/(ASCE)WR.1943-5452.0000814, ASCE (ISSN: 0733-9496).

47 IJ.47 Creaco E., Campisano A., Franchini M., Modica C. (2017). Unsteady Flow

Modeling of Pressure Real-Time Control in Water Distribution Networks. Journal

of Water Resources Planning and Management (ISI), doi:

10.1061/(ASCE)WR.1943-5452.0000821, ASCE (ISSN: 0733-9496).

48 IJ.48 Creaco, E., Pezzinga G., Savic D. (2017). On the choice of the demand and

hydraulic modeling approach to WDN real-time simulation. Water Resour. Res.

(ISI), 53, doi:10.1002/2016WR020104. AGU (ISSN: 1944-7973).

49 IJ.49 Creaco, E., Walski, T. (2017). Economic Analysis of Pressure Control for

Leakage and Pipe Burst Reduction. Journal of Water Resources Planning and

Management (ISI), doi: 10.1061/(ASCE)WR.1943-5452.0000846, ASCE (ISSN:

0733-9496).

50 IJ.50 Creaco, E. (2017). Exploring Numerically the Benefits of Water Discharge

Prediction for the Remote RTC of WDNs. Water (ISI), 9, 961, MDPI

14

National Journals:

51 NJ.1 Campisano A., Creaco E., Modica C. (2007). L’adozione di tecniche di RTC per

la riduzione delle perdite idriche nelle reti di acquedotto. Architettura del

paesaggio, 17(2007), allegato su CDROM (ISSN: 1125-0259).

52 NJ.2 Creaco E., Franchini M., Alvisi S. (2010). La modellazione delle reti con

distribuzione generica della domanda lungo i tronchi. L’Acqua, 2(2010), 79-82

(ISSN 1125-1255).

53 NJ.3 Creaco E., Franchini M., Alvisi S. (2011). Valutazione della domanda idrica non

soddisfatta a seguito dell’isolamento di settori di rete. Servizi a rete, Maggio-

Giugno, 87-91.

54 NJ.4 Creaco E., Franchini M. (2012). Una procedura di progetto delle reti idriche

basata sui costi di investimento e manutenzione e sull’affidabilità. L’Acqua,

4(2012), allegato su CDROM (ISSN 1125-1255).

55 NJ.5 Creaco E., Walski T. (2017). Analisi economica del controllo della pressione per

la riduzione di perdite e rotture nelle reti di distribuzione idrica. Servizi a rete,

3(maggio-giugno), 62.

International Books:

56 IB.1 Campisano A., Creaco E., Modica C. (2004). Comparison between the

performances of two combined sewer overflow devices in the reduction of water

volume and pollutant discharges. In: Sewer Networks and Processes within Urban

Water Systems, IWA WEM Book Series n. 4, Bertrand-Krajewshi J.-L. et al. (eds),

pp. 31-39, IWA Publishing (ISBN: 1 84339 506 1).

57 IB.2 Campisano A., Creaco E., Modica C. (2004). Improving combined sewer

overflow and treatment plant performances by Real Time Control operations. In:

Enhancing Urban Environment by Environmental Upgrading and Restoration,

NATO Science Series, vol. 43, pp. 123-138, September 2004, Marsalek J. et al.

(eds), Springler-Kluwer Academic Publishers, The Netherlands (ISBN: 1 4020

2693 5).

58 IB.3 Campisano A., Creaco E., Modica C. (2009). Laboratory experiments and

numerical models for the analysis of the hydraulics of flushing waves. In:

Standard Design of Hydraulic Structures in Urban Drainage Systems, G. Rasulo

and G. Del Giudice (eds), CSDU, Milano, pp. 43-58 (ISBN: 978 88 903223 2 7).

59 IB.4 Campisano A., Creaco E., Modica C. (2009). The erosive effects of flushing

waves on mobile beds. Laboratory experiments and numerical simulations. In:

Standard Design of Hydraulic Structures in Urban Drainage Systems, G. Rasulo

and G. Del Giudice (eds), CSDU, Milano, pp. 59-88 (ISBN: 978 88 903223 2 7).

60 IB.5 Campisano A., Creaco E., Modica C. (2009). Dimensionless numerical study of

the convenient flushing frequency in sewer channels. In: Standard Design of

Hydraulic Structures in Urban Drainage Systems, G. Rasulo and G. Del Giudice

(eds), CSDU, Milano, pp. 89-100 (ISBN: 978 88 903223 2 7).

15

International Conferences:

61 IC.1 Campisano A., Creaco E., Modica C. (2002). Controller calibration for moveable

weirs in sewer systems. In: Proceedings of the 16th European Junior Scientist

Workshop on “Real Time Control and Measurement in Urban Drainage

Systems”, Valle dei Margi, Catania, Italy, 7-10 november 2002, pp. 83-96, Grafica

Express Printing Works.

62 IC.2 Campisano A., Creaco E., Modica C. (2004). Comparison between the

performances of two combined sewer overflow devices in the reduction of water

volume and pollutant discharges. In: Proceedings of the 18th European Junior

Scientist Workshop on “Sewer Processes and Networks”, Almograve, Portugal,

8-11 november 2003.

63 IC.3 Campisano A., Creaco E., Modica C. (2004). Improving combined sewer

overflow and treatment plant performances by Real Time Control operations. In:

Proceedings of the NATO ARW on “Enhancing Urban Environment by

Environmental Upgrading and Restoration”, Rome, Italy, 5-8 november 2003,

Marsalek J. et al. (eds), pp. 105-120.

64 IC.4 Campisano A., Creaco E., Modica C., Ragusa F. (2004). Laboratory experiments

on bed deposit scouring during flushing operations. In: Proceedings of the 4th

International Conference on Sewer Processes and Networks, Madeira, Portugal,

22-24 november 2004, pp. 165-172.

65 IC.5 Bertrand-Krajewski J.-L., Campisano A., Creaco E., Modica C. (2004).

Experimental study and modelling of the hydraulic behaviour of a Hydrass

flushing gate. In: Proceedings of the 5th International Conference on Sustainable

Techniques and Strategies in Urban Water Management, Novatech 2004, Lyon,

France, 6-10 june 2004, vol. 1, pp. 557-564 (ISBN: 2 9509337 5 0).

66 IC.6 Campisano A., Creaco E., Modica C. (2005). A dimensionless approach for

determining the scouring performances of flushing waves in sewer channels. In:

Proceedings of the 10th International Conference on Urban Drainage,

Copenhagen, Denmark, 21-26 august 2005 (complete version in CDROM).

67 IC.7 Campisano A., Creaco E., Modica C. (2005). Experimental analysis of the

Hydrass flushing gate and laboratory validation of flush propagation modelling.

In: Proceedings of 10th International Conference on Urban Drainage, 10 ICUD,

Copenhagen, Denmark, 21-26 august 2005 (complete version in CDROM).

68 IC.8 Campisano A., Creaco E., Modica C., Reitano S. (2006). Numerical simulation

of aggradation processes by models for uniform sediments and sediment mixtures.

In: Proceedings of the 8th Congress of SIMAI, Baia Samuele, Italy, 22-26 may

2006, p. 170 (complete version in CDROM).

69 IC.9 Campisano A., Creaco E., Modica C., Reitano S. (2006). Flushing experiments

with cohesive sediments. In: Proceedings of the 2nd International IWA

Conference on Sewer Operation and Maintenance, Vienna, Austria, 26-27

october 2006, pp. 27-34.

70 IC.10 Creaco E., Bertrand-Krajewski J.-L. (2006). Modelling the flushing of deposits

in a combined sewer channel. In: Proceedings of the 6h International Conference

16

on Sustainable Techniques and Strategies in Urban Water Management,

NOVATECH 2007, Lyon, France, 25-28 June 2007, pp.1293-1300 (ISBN: 2

9509337 9 3).

71 IC.11 Campisano A., Creaco E., Modica C., Reitano S. (2007). Comparison between

the performances of two baffle profiles in capturing sewer floatables. In:

Proceedings of 32nd International Association of Hydraulic Engineering and

Research Congress IAHR 2007, Venice, Italy, 1–6 July, p.207 (complete version

in CDROM) (ISBN: 88 89405 06 6).

72 IC.12 Campisano A., Creaco E., Modica C., Reitano S. (2008). Temporal evolution of

the filling process of closed check dams. Laboratory experiments and numerical

modeling. Proceedings of River Flow 2008, Cesme, Turkey, 3–5 September, vol.

2, pp. 1389-1398 (ISBN: 978 605 60136 2 1).

73 IC.13 Campisano A., Comito M., Creaco E., Modica C., Reitano S. (2008). Laboratory

investigation on the performances of submerged under flowbaffles for the capture

of sewer floatables. In: Proceedings of 11th International Conference on Urban

Drainage, 11 ICUD, Edimburgh, 31 August–5 September, p. 21 (complete

version in CDROM).

74 IC.14 Campisano A., Creaco E., Modica C. (2009). P controller calibration for the real

time control of moveable weirs in sewer channels. In: Proceedings of ICA2009

10th IWA Conference on Instrumentation, Control and Automation, Cairns,

Australia, 14-17 June.

75 IC.15 Campisano A., Creaco E., Modica C. (2010). A simplified approach for the

design of infiltration trenches. In: Proceedings of NOVATECH 2010, Lyon,

France, 27 June – 01 July 2010 (complete version in CDROM) (ISBN: 978

2 917199 01 5).

76 IC.16 Creaco E., Campisano A., Khe A., Modica C., Russo G. (2010). Head

reconstruction method to balance flux and source terms in shallow water

equations. In: Proceedings of SIMAI 2010.

77 IC.17 Alvisi S., Creaco E., Franchini M. (2011). Detecting topological changes in water

distribution systems featuring one-way devices. In: Proceedings of CCWI 2011,

847-852 (ISBN: 0 9539140 8 9).

78 IC.18 Creaco E., Alvisi S., Franchini M. (2011). Comparison of procedures for

assessing water demand shortfalls caused by segment isolation. In: Proceedings

of CCWI 2011, 363-368 (ISBN 0 9539140 6 2).

79 IC.19 Creaco E., Alvisi S., Franchini M. (2011). A Fast New Method for Segment

Identification in Water Distribution Systems. In: ASCE Conference Proceedings,

doi:10.1061/41203(425)22 (ISBN: 978 0 7844 1203 9).

80 IC.20 Creaco E., Franchini M. (2012). A new algorithm for the real time pressure

control in water distribution networks. In: Proceedings of Water Loss Europe

2012 Conference.

81 IC.21 Creaco E., Franchini M. (2012). A new methodology for the design of reliable

water distribution networks. In: Proceedings of10th International Conference on

17

Hydroinformatics HIC 2012.

82 IC.22 Creaco E., Franchini M. (2014). Low level hybrid procedure for the multi-

objective design of water distribution networks. Procedia Engineering, 70, 369–

378, doi:10.1016/j.proeng.2014.02.042.

83 IC.23 Creaco E., Fortunato A., Franchini M., Mazzola R. (2014). Comparison between

entropy and resilience as indirect measures of reliability in the framework of water

distribution network design. Procedia Engineering, 70, 379–388,

doi:10.1016/j.proeng.2014.02.043.

84 IC.24 Creaco E., Franchini M., Walski T.M. (2014). Network Design through the

Phasing of Construction Approach. Procedia Engineering, 89, 823-830,

doi:10.1016/j.proeng.2014.11.513.

85 IC.25 Creaco E., Lanfranchi E., Chiesa C., Carrettini C.A., Franchini M. (2014).

Leakage and energy optimization in the Abbiategrasso district. In: Proceedings of

Water Ideas 2014.

86 IC.26 Creaco E., Alvisi S., Franchini M. (2014). A Multi-step Approach for Optimal

Design and Management of the C-Town Pipe Network Model. Procedia

Engineering, 89, doi: 10.1016/j.proeng.2014.11.157.

87 IC.27 Creaco E., Fortunato A., Franchini M., Mazzola R. (2014). Water distribution

networks robust design based on energy surplus index maximization. In:

Proceedings of IWA World Water Congress 2014.

88 IC.28 Walker D., Creaco E., Vamvakeridou-Lyroudia L., Farmani R., Kapelan Z.,

Savic D. (2015). Forecasting Domestic Water Consumption from Smart Meter

Readings using Statistical Methods and Artificial Neural Networks. Procedia

Engineering, 119, 1419-1428, doi:10.1016/j.proeng.2015.08.1002.

89 IC.29 Creaco E., Farmani R., Vamvakeridou-Lyroudia L., Buchberger S., Kapelan Z.,

Savic D. (2015). Correlation or not correlation? This is the question in modelling

residential water demand pulses. Procedia Engineering, 119, 1455-1462,

doi:10.1016/j.proeng.2015.08.1006.

90 IC.30 Creaco E., Alvisi S., Farmani R., Vamvakeridou-Lyroudia L., Franchini M.,

Kapelan Z., Savic D. (2015). Preserving duration-intensity correlation on

synthetically generated water demand pulses. Procedia Engineering, 119, 1463-

1472, doi:10.1016/j.proeng.2015.08.1007.

91 IC.31 Creaco E., Franchini M. (2015). The identification of loops in water distribution

networks. Procedia Engineering, 119, 506-515,

doi:10.1016/j.proeng.2015.08.878.

92 IC.32 Creaco E., Farmani R., Kapelan Z., Vamvakeridou-Lyroudia L., Savic D. (2015).

A model for generating residential water demand pulses with correlated duration

and intensity. Proceedings of IAHR 2015.

93 IC.33 Creaco E., Berardi L., Sun S., Giustolisi O., Savic D. (2016). Multi-objective

evolutionary polynomial regression paradigm for the selection of relevant input

variables in stormwater quality modelling. Proceedings of Novatech 2016.

18

94 IC.34 Kossieris P., Makropoulos C., Creaco E., Savic D. (2016). Assessing the

Applicability of the Bartlett-Lewis Model in Simulating Residential Water

Demands. Procedia Engineering, 154:123-131 · December 2016, doi:

10.1016/j.proeng.2016.07.429.

95 IC.35 Creaco E., Kossieris P., Vamvakeridou-Lyroudia L., Makropoulos C., Kapelan

Z., Savic D. (2016). Parameterizing residential water demand pulse models

through smart meter readings. In: Proceedings of 12th International Conference

on Hydroinformatics HIC 2016, Incheon, South Korea.

96 IC.36 Creaco E., Franchini M., Todini E. (2016). The last frontiers of the resilience and

failure indices. In: Proceedings of CCWI2016.

97 IC.37 Creaco E., Blokker M., Buchberger S. (2016). Comparison of water demand

pulse generation models. In: Proceedings of CCWI2016.

National Conferences:

98 NC.1 Campisano A., Creaco E., Modica C. (2004). Le paratoie mobili Hydrass per le

cacciate nei canali fognari. Esperienze di laboratorio e confronti numerici. In: Atti

del XXIX Convegno di Idraulica e Costruzioni Idrauliche, 7-10 settembre 2004,

Trento, Italia, vol.3, pp. 45-51 (ISBN: 88 7740 382 9).

99 NC.2 Campisano A., Creaco E., Modica C. (2005). Confronto tra due dispositivi di

sfioro per la riduzione dei volumi idrici e dei carichi inquinanti sversati da

fognature unitarie in tempo di pioggia. In: “La tutela idraulica ed ambientale dei

territori urbanizzati”. Atti dei seminari di Parma (5-6 febbraio 2004) e Cosenza

(13-15 dicembre 2004), CSDU (ed.), pp. 143-156 (ISBN: 88 900282 3 8).

100 NC.3 Campisano A., Creaco E., Modica C. (2005). L’adozione di tecniche di RTC per

la riduzione dei volumi idrici e dei carichi inquinanti sversati dagli scaricatori di

piena. In: “La tutela idraulica ed ambientale dei territori urbanizzati”. Atti dei

seminari di Parma (5-6 febbraio 2004) e Cosenza (13-15 dicembre 2004), CSDU

(ed.), pp. 157-173 (ISBN: 88 900282 3 8).

101 NC.4 Campisano A., Creaco E., Modica C., Reitano S. (2006). Simulazione numerica

dei processi di aggradation mediante modelli monogranulari e plurigranulari. In:

Atti del XXX Convegno di Idraulica e Costruzioni Idrauliche IDRA 2006, Roma,

10-15 settembre 2006, p. 292 (versione completa in CDROM) (ISBN: 88 87242

81 X).

102 NC.5 Campisano A., Creaco E., Modica C., Reitano S. (2006). Primi risultati di

un’indagine sperimentale sugli effetti di cacciate su sedimenti coesivi. In: Atti del

XXX Convegno di Idraulica e Costruzioni Idrauliche IDRA 2006, 10-15 settembre

2006, p. 22 (versione completa in CDROM) (ISBN: 88 87242 81 X).

103 NC.6 Campisano A., Creaco E., Modica C. (2007). L’adozione di tecniche di RTC per

la riduzione delle perdite idriche nelle reti di acquedotto. In: Atti di Acqua e Città

– II Convegno Nazionale di Idraulica Urbana, Chia (CA), 25-28 settembre 2007

(ISBN: 978 88 900282 7 4).

104 NC.7 Modica C., Creaco E. (2008). Gestione sostenibile dei deflussi urbani. Tecniche

19

per la difesa dall’inquinamento, Atti del 28° Corso di aggiornamento in tecniche

per la difesa dall’inquinamento, Guardia Piemontese Terme (Cs), 20-23 giugno

2007, Editoriale Bios (ISBN: 886093043X).

105 NC.8 Campisano A., Creaco E., Modica C., Reitano S. (2008). Evoluzione temporale

del processo di riempimento di briglie chiuse. Indagine sperimentale e numerica.

In: Atti del XXXI Convegno di Idraulica e Costruzioni Idrauliche IDRA 2008,

Perugia, 9-12 settembre, p. 265 (versione completa su CD-ROM), Morlacchi

Editore, Perugia (ISBN: 978 88 6074 220 9).

106 NC.9 Campisano A., Creaco E., Modica C. (2008). L’RTC delle valvole di regolazione

per la riduzione delle perdite nelle reti di distribuzione idrica. Indagine

sperimentale e numerica. In: Atti del XXXI Convegno di Idraulica e Costruzioni

Idrauliche IDRA 2008, Perugia, 9-12 settembre, p. 146 (versione completa su CD-

ROM), Morlacchi Editore, Perugia (ISBN: 978 88 6074 220 9).

107 NC.10 Creaco E., Franchini M., Alvisi S. (2009). La modellazione delle reti con

distribuzione generica della domanda lungo i tronchi. In: Atti del Quarto

Seminario “La ricerca delle perdite e la gestione delle reti di acquedotto”, 17-18

settembre 2009, Aversa.

108 NC.11 Creaco E., Franchini M., Alvisi S. (2010). Analisi del sistema di valvole di

intercettazione di una rete acquedottistica complessa. In: Atti del Convegno

“Ecomondo 2010”, novembre 2010, Rimini (ISBN: 978 88 568 3937 1).

109 NC.12 Creaco E., Franchini M., Alvisi S. (2011). La dislocazione delle valvole di

chiusura in una rete idrica complessa. In: Atti del Convegno “La gestione delle

reti di distribuzione idrica: dagli aspetti tecnico-progettuali a quelli economico-

normativi”, maggio 2010, Ferrara, CSSI (ed.), pp. 148-161 (ISBN 978-88-387-

5935-9).

110 NC.13 Creaco E., Franchini M. (2011). Procedura per la valutazione dei costi unitari

complessivi delle tubazioni. In: Atti del Convegno “Ecomondo 2011”, novembre

2011, Rimini (ISBN: 978 88 387 6986 9).

111 NC.14 Creaco E., Franchini M. (2012). Nuova metodologia multiobiettivo per il

progetto di reti di distribuzione idrica resilienti. In: Atti del XXXIII Convegno

nazionale di Idraulica e Costruzioni Idrauliche, settembre 2012, Brescia (ISBN:

9788897181187).

112 NC.15 Tinelli S., Creaco E., Ciaponi C. (2016). Procedura per il campionamento degli

eventi di contaminazione nelle reti di distribuzione. In: Atti del XXXV Convegno

nazionale di Idraulica e Costruzioni Idrauliche, settembre 2016, Bologna.

113 NC.16 Creaco E., Pezzinga G. (2016). Multi-objective optimization of isolation valve

closures and control valve installations in water distribution networks. In: Atti del

XXXV Convegno nazionale di Idraulica e Costruzioni Idrauliche, settembre 2016,

Bologna.

114 NC.17 Ciaponi C., Creaco E., Tinelli S. (2017). Contaminazioni nelle reti idriche:

sistemi di monitoraggio e di allarme. Atti del Corso “Tecniche per la Difesa del

Suolo e dall’Inquinamento - XXXVIII Edizione”, Editoriale Bios.

20

PhD Thesis:

115 PhD Creaco E. (2005). Devices for the removal of solids from sewer channels.

Experimental investigations and numerical models. Tesi di Dottorato, Catania.

Research report:

116 RR Creaco E. (2002). Experimental researches and numerical models applied to the

study of the flow inside sewer collectors - Modelling flushing gates and flush wave

propagation. Research report, Lyon (France).

APPENDIX B – HIGHLIGHTS OF THE RESEARCH ACTIVITY

The most representative papers to describe the research activity are those published on the

international journals (IJ.1-IJ.50).

The main topics dealt with during the research activities are:

1. Management of rainwaters in urban drainage systems

2. Management and removal of solids from sewer systems

3. Simulation and management of water supply systems

4. Optimal design of water distribution networks

5. Protection of water distribution networks from contamination events

6. Numerical modeling of shallow waters and solid transport in rivers

7. Application of statistical methodologies to problems of Hydrology and Hydraulic

Infrastructures

8. Analysis of the demand in water distribution systems

9. Optimization of irrigations networks.

Here follows the description of the highlights in the various topics.

Management of rainwaters in urban drainage systems

The representative papers of this topic are IJ.9, IJ.13, IJ.19 and IJ.32.

In paper IJ.9, a detailed study on the local real time control of moveable sharp-crested weirs in

sewer channels was presented. Firstly, an experimental analysis aimed at determining the

hydraulic behaviour of the regulator under both free flow and submerged flow conditions was

carried out. Then, a numerical investigation into the calibration of proportional (P) controllers

for the weir control was performed. In particular, suitable values were evaluated for the

controller proportional parameter in order to obtain quick regulations and avoid the occurrence

of permanent water level oscillations behind the weir. A dimensionless approach was adopted

for the generalisation of the results.

Paper IJ.13 presented a procedure for the design of infiltration trenches, which are devices used

to attenuate surface runoff in areas featuring soils with medium or high infiltration capacity.

The procedure, based on the kinematic model for the description of rain-runoff processes

occurring in the watershed upstream from the trench and laying on the assumption that

infiltration water volumes can be neglected during rain events, was developed using a

dimensionless approach. The behavior of the trench was represented by means of the continuity

equation taking into account inflow, outflow and detention water volumes. The procedure and

the relative applicative design graphs were presented and discussed.

Paper IJ.19 proposed an improved procedure for the design of infiltration trenches, where the

21

outgoing flow rates infiltrating the surrounding soil during the rain event are calculated by

means of a constant infiltration capacity equal to the saturation hydraulic conductivity of the

soil. The procedure exploits a dimensionless approach and dimensionless graphs obtained can

be easily employed for the design, as shown in the example provided. Comparison of the design

configuration derived according to the proposed procedure with that furnished by a more

complex model based on time-varying infiltration capacity and area attested to the reliability of

the procedure.

In paper IJ.32, a combined sewer overflow devices - the high crested side-weir with bottom

orifice – was analysed. In particular a comparison, in terms of reduction of discharged water

volumes, of the performances of the high crested CSO device and of the more common low

crested side-weir was presented.

To this end, numerical simulations were run using experimental data concerning flow rates

measured during different rain events in the urban catchment of Cascina Scala, Italy.

A model based on the solution of the fully-dynamic De Saint Venant equations for the water

flow sewer was implemented and applied. The simulations showed the better performance of

the high crested CSO device.

Subsequently, the improvement of the performance of the high crested side-weir with bottom

orifice derived from the adoption of RTC techniques was analysed in terms of reduction in

discharged water volumes. The benefits obtained with RTC techniques were evaluated

considering moveable sluice gate regulators placed upstream from the CSO device. The control

of the gates was performed adopting a basic local strategy aimed at activating the maximum in-

line storage. In particular, standard proportional (P) control units were considered for the

regulation of the gate movements.

Management and removal of solids from sewer systems

The representative papers of this topic are IJ.1, IJ.2, IJ.3, IJ.4, IJ.5, IJ.7, IJ.8, IJ.20.

In paper IJ.1, an experimental and numerical investigation on the scouring effects of flushing

waves on sewer sediment deposits was presented. Experiments were carried out on a laboratory

channel adopting a simple flushing device and considering different flushing conditions.

Accurate measurements on the evolution of mobile-bed deposits and on sediment transported

during the flushing operations were carried out. Subsequently, a numerical model was

specifically developed for the analysis of the flushing wave propagation and for the description

of the sediment scouring on mobile-bed channels. The model is based on the semi-coupled

solution of the complete De Saint Venant equations for the water flow and of the Exner equation

for the sediment continuity. Numerical results were compared with the experimental

measurements in order to derive indications on the scouring processes consequent to flushing

operations.

Paper IJ.2 reports the results o fan experimental investigation into the effectiveness of flushing

operations when a water layer is present over the deposit bed downstream of the flushing gate.

The experimental and numerical results made it possible to quantify the reduction in the erosive

effects under all the configurations examined and obtained by modifying the hydraulics of the

flushing gate and the size of the downstream sediment bed.

In paper IJ.3, the results of an analysis of the hydraulics of a flushing device, the Hydrass gate,

was presented. In particular, an experimental investigation into a scale model under steady

conditions was carried out in order to determine the behavior of the device during the flushing

phase. Outflow relations were derived for the different outflow conditions. A numerical model

was finally set up for testing the relations under unsteady conditions, using for validation the

22

experimental data of a previous measurement campaign carried out in a sewer reach of the city

of Lyon, France.

In paper IJ.4, the results of a further experimental and numerical investigation into the hydraulic

operation of the Hydrass flushing gate were reported. The experimental analysis was carried

out using a laboratory channel and a reduced scale model of the gate, in order to characterise

the flushing waves generated by the device. The numerical analysis was performed using a

mathematical model specifically developed for the simulation of flushing waves inside sewer

channels. The comparison of numerical results and experimental data enabled evaluation of the

applicability under unsteady flow conditions of the outflow relations determined for the

Hydrass gate in the previous investigation under steady flow conditions (paper IJ.3).

Paper IJ.5 reported the results of an investigation into the scouring performances of flushing

waves. For the investigation, a numerical model based on the De Saint Venant-Exner equations

in dimensionless form was adopted and validated using data derived from laboratory

experiments. Then, simulations were carried out considering different values of the

dimensionless parameters involved in the analysis, in order to derive indications for the set-up

and positioning of flushing devices in sewer channels. To this end, dimensionless graphs which

make it possible to assess the scoured channel length as a function of the number of flushes

performed under various hydraulic conditions were obtained. The problem of the optimal

flushing frequency was also investigated, leading to the conclusion that in order to increase the

scouring performance, it is convenient to perform, using the same water volume, a lower

number of flushes with high head rather than a higher number of flushes with low head.

Paper IJ.7 reported the results of an experimental investigation into the erosive performance of

flushing waves on cohesive sediment beds. Experiments were performed in a laboratory flume

adopting two flushing hydraulic conditions and comparing the erosive effects on cohesive and

granular sediment beds. Different behaviors of cohesive sediments were observed during

flushing operations: in particular, erosive effects in cohesive sediment beds were observed to

be smaller than in granular sediments during initial flushes whereas erosion in cohesive

sediments proved to be higher during subsequent flushes.

Paper IJ.8 presented the results of the numerical modelling of sediment flushing in a combined

sewer reach. Simulations were performed by using a numerical model based on the solution of

the De Saint Venant-Exner equations by the TVD MacCormack scheme.

The model, which had been previously validated by means of data derived from several

laboratory experiments, was now applied to the Lacassagne trunk sewer in Lyon, France. In

this site a Hydrass flushing gate was put into operation in 2003 to remove sediments

accumulated during 3 years and a 5 month long experimental campaign was carried out to

measure the sediment profile evolution during flushing operations. Four sediment transport

formulas were used and compared for the numerical simulations. The model proved to be able

to reproduce correctly the global evolution of the sediment profiles as a function of the number

of flushes.

In paper IJ.20 a numerical investigation to model deposit bed aggradation due to the entrance

of large amounts of sediments in sewers was presented.

A semi-coupled modelling approach for uniform sediments based on 1D-shallow water De

Saint Venant equations and on the Exner relation was adopted to describe the temporal

evolution of the bed in the deposition and transport phenomena associated to aggradation

process. Six well-established sediment transport formulas were used to evaluate the sediment

discharge over the aggrading bed. Simulations enabled comparison of results obtained with the

selected formulas against a comprehensive set of literature experimental measurements of

aggradation carried out in a benchmark flume at the Saint Anthony Falls Laboratory, University

23

of Minnesota during nineties.

Despite the simplicity of the approach chosen, results proved the adopted model to be able to

describe successfully the evolution of sediment bed profiles during the aggradation

experiments. In particular, the comparison of the various transport formulas showed that the

Suszka relationship provided the best fit to results of the experiments.

Simulation and management of water supply systems

The representative papers of this topic are IJ.10, IJ.12, IJ.14, IJ.17, IJ.21, IJ.23, IJ.25, IJ.27,

IJ.28, IJ.36, IJ.39, IJ.40, IJ.47, IJ.48, IJ.49, IJ.50.

Paper IJ.10 presented the results of a numerical investigation aimed at assessing the

effectiveness of the Real Time Control (RTC) of valves in reducing leakage in water supply

networks. The investigation was carried out considering the head-driven simulation of a

network under successive steady conditions. A literature bench-test case-study was used for the

simulations enabling the comparison with other methodologies proposed by previous authors

and based on the use of optimization algorithms. The performance of RTC was evaluated in

terms of pressure and leakage reduction with respect to uncontrolled conditions in the network.

Further elaborations showed the better flexibility of RTC, with respect to optimization

algorithms, in adjusting valve regulation under variable daily water demand conditions.

In paper IJ.12 a method for the optimal placement of isolation valves in water distribution

systems was presented. These valves serve to isolate parts of the network (segments) containing

one or more pipes on which maintenance work can be performed without disrupting service in

the entire network or in large portions of it.

In the paper, the segments formed after the installation and closure of isolation valves were

identified and characterised using an algorithm which is based on the use of topological

matrixes associated with the structure of the original network and the one modified to take

account of the presence of (closed) valves. A multi-objective genetic algorithm was used instead

to search for the optimal position of the valves.

In the application of the method different objective functions were used and compared to solve

the problem as to the optimal placement of the valves. The results showed that the most

appropriate ones are the total cost of the valves (to be minimised) and the weighted average

“water demand shortfall” (likewise to be minimised); in particular, the weighted average

shortfall is calculated considering the shortfalls associated with the various segments of the

network (shortfall is the unsupplied demand after isolating a segment) and the likelihood of

failures tied to mechanical factors occurring in the segments.

The methodology was applied to a case study focusing on a simplified layout of the water

distribution system of the city of Ferrara (Italy).

Paper IJ.14 presented a new method for identifying the segments that are formed after the

installation and closure of isolation valves in a water distribution network. This method is able

to identify segments also when one-way devices are installed in the network. Thanks to its short

computing times, the method enables analysis of real networks which always comprise a large

number of nodes and pipes.

The numerical examples presented in this paper referred to two real water distribution networks.

The first network was a part of a provincial network where two one-way devices are present;

the second was a complex urban network without one-way devices. The method was first used

to analyse the existing situation in both networks, i.e. the set of segments that are formed as a

consequence of the present valve system. The method was subsequently used for the problem

of the hypothetic redesign of the isolation valve system in the second urban network, i.e. the

24

search for the optimal positions of the isolation valves in the network; in the redesign phase it

provided solutions which are more cost-effective than the configuration of isolation valves

currently present, the level of water service reliability being the same.

Paper IJ.17 presented the results of a comparison between two procedures for evaluating water

demand shortfalls occurring in water supply systems after isolating segments through the

closure of a certain number of isolation valves. The first procedure (hereafter referred to as

“topological procedure”) is simply based on the network topological analysis and identifies the

water demand shortfall with the water demand uniquely related to the directly and/or indirectly

isolated segment(s) under normal operational conditions. The second procedure (henceforth

referred to as “hydraulic procedure”) is based on the pressure driven hydraulic simulation of

the network after segment isolation. The difference between the two procedures lies in the fact

that the hydraulic procedure makes it possible to evaluate the demand shortfall rate due to

pressure lowering in network parts that remain connected to the source points after segment

isolation, in addition to the rate uniquely related to the water demand of the isolated segment(s).

The comparison was made with reference to two different case studies, also taking into account

computational times. The first case study concerned a highly looped network, in which all the

pipes have an equal distribution function. The second case study, instead, concerned a looped

network in which it is possible to detect a branched main structure which mainly has a

transmission function. In both cases the analysis and re-design problems were faced, consisting

in the study of a preset system of isolation valves and the search for the optimal position of the

valves, respectively. In the latter problem the objective functions considered were the economic

burden (expressed in terms of number Nval or cost Cval of installed valves) and system reliability

(expressed in terms of maximum Dmax and weighted average D water demand shortfall).

Results highlighted that the two procedures for evaluating demand shortfall were comparable

in the first case study; however they give discrepant results in the second case study. The

magnitude of these discrepancies depends on which of the global variables (Dmax or D ) is

chosen to characterise the demand shortfalls in network segments. The discussion presented

leads to a general criterion of choice between the two procedures in order to balance the

necessity for an accurate demand shortfall characterisation and the need for limiting

computational times, particularly in the phase of multi-objective design.

Paper IJ.21 presented a new logic algorithm for real time control of regulation valves in water

distribution networks. This method entails identifying in real time the appropriate closure

setting of regulation valves in order to reach and keep the desired piezometric height at the

control node(s), by making use of measurements concerning both the piezometric height and

the water discharge in the pipes fitted with regulation valves. In the numerical application herein

described this control algorithm is implemented within a hydraulic simulation model and is

tested in the case study of a real distribution network, in which there is only one control valve,

installed in the pipe linking the serving tank to the network. Results pointed out excellent

performance in terms of pressure regulation (with very small deviations from the desired set-

point value) and leakage reduction under various operation conditions.

Paper IJ.23 shows how it is possible to use the traditional hydraulic simulation models (with

demand allocated to network nodes) with an attempt to simulate properly the networks where

demands are distributed along the pipes. The procedure proposed in the paper entails applying

the simulation model iteratively, introducing a suitable pipe roughness correction at each

iteration in order to represent accurate head losses in the pipes. Application of this approach, in

this case using the EPANET model, to two case studies, and comparison of the results with

those yielded by traditional demand allocation schematizations showed that the new approach

is preferable in cases of highly skeletonized networks featuring large pipe water discharge and

25

user demand values.

Paper IJ.25 presented the comparison of two algorithms for water distribution network

resolution in terms of computational efficiency: the Newton-Raphson Global (NR-GA) and the

Newton-Raphson Loop Flows (NR-LF). Both algorithms use the hydraulic equations linearized

by the Newton-Raphson method; however whereas NR-GA solves the equations projected onto

network nodes and pipes, the NR-LF solves the equations projected onto network loops and

then requires the loop matrix to be determined prior to its application. In particular, the

computational efficiency of the latter algorithm turns out to be maximized when reference to

the sparsest possible loop matrix is made. In a bid to apply efficiently the NR-LF to high

complexity case studies, a new automatic procedure for the identification of the basis of

minimum loops from the topological viewpoint (i.e. of the basis of independent loops made up

of the lowest number of pipes) was presented.

The comparison between the NR-GA and NR-LF pointed out the slight superiority of the latter,

which offers shorter computation times above all for case studies of low-intermediate

topological complexity. However, an increase in network topology complexity affected the

performance of the NR-LF more than that of the NR-GA, thus leading to an almost identical

performance in case studies of very complex topology.

Paper IJ.27 shows how pipe replacements and control valve installations can be optimized in

water distribution networks to reduce leakage, under minimum nodal pressure constraints. To

this end, a hybrid multiobjective algorithm, which has pipe diameters and valve positions and

settings as decisional variables, was set up. The algorithm also enables identification of the

isolation valves that have to be closed in order to improve effectiveness of the control valves

installed. The algorithm is initially applied to the optimal valve location problem, where it

explores the trade-off between the number of installed control valves and the daily leakage

volume. In this context, the analysis of the results proves the new algorithm more effective than

a multiobjective genetic algorithm widely adopted in the scientific literature. Furthermore, it

shows that if some isolation valves identified ad hoc are closed in the network, the installation

of control valves determines larger leakage volume reductions. In a second application of the

algorithm, pipe replacements and control valve installations are simultaneously performed. In

this case, a Pareto front of trade-off solutions between installation costs and daily leakage

volume is obtained. For the choice of the final solution within the front, an economic criterion

based on the long-term convenience analysis is also illustrated.

Paper IJ.28 shows how embedding a local search algorithm, such as the iterated linear

programming (LP), in the multi-objective genetic algorithms (MOGAs) can lead to a reduction

in the search space and then to the improvement of the computational efficiency of the MOGAs.

In fact, when the optimization problem features both continuous real variables and discrete

integer variables, the search space can be subdivided into two sub-spaces, related to the two

kinds of variables respectively. The problem can then be structured in such a way that MOGAs

can be used for the search within the sub-space of the discrete integer variables. For each

solution proposed by the MOGAs, the iterated LP can be used for the search within the sub-

space of the continuous real variables. An example of this hybrid algorithm is provided herein

as far as water distribution networks are concerned. In particular, the problem of the optimal

location of control valves for leakage attenuation is considered. In this framework, the MOGA

NSGAII is used to search for the optimal valve locations and for the identification of the

isolation valves which have to be closed in the network in order to improve the effectiveness of

the control valves whereas the iterated linear programming is used to search for the optimal

settings of the control valves. The application to two case studies clearly proves the reduction

in the MOGA search space size to render the hybrid algorithm more efficient than the MOGA

26

without iterated linear programming embedded.

Paper IJ.36 provides an insight into the selection of the most suitable configuration for closed

distribution systems (i.e., systems with no storage capacity). The analysis is developed using

the WaterGEMS software and considering a wide ranges of operational scenarios in terms of

flows and required heads. For each scenario, various design configurations are considered and

compared. Results show that using more than a minimum of pumps can have lower operational

and total costs, thanks to the pumps operating closer to their best efficiency point. Small

additional benefits in terms of operational and total costs may be obtained as a result of the

introduction of the variable speed drive in at least one of the station pumps. Similar costs are

obtained in the configuration where large pumps are flanked by a small “jockey” pump

operating at low demand times. The design solution made up of large pumps fitted with a

downstream hydropneumatic tank also represents a valid alternative option from the

economical viewpoint for small flows.

Paper IJ.39 presents the results of a numerical investigation aimed at attenuating leakage and

energy consumption in the Abbiategrasso district, which is part of the water distribution

network of Milan. Leakage minimisation, obtained as a result of service pressure reduction,

was carried out on the district distribution pipes. Energy minimisation was carried out on both

well pumps, which feed the district tank, and booster pumps, placed downstream of the tank.

The results of the calculations showed that the application of minimisation algorithms enables

obtaining significant savings in terms of pump operational costs, while guaranteeing the

minimum desired pressures at all network nodes. Calculations also proved that further benefits,

such as the pipe failure rate reduction, can be obtained in the Abbiategrasso district thanks to

the service pressure regulation.

Paper IJ.40 extends the formulation of the resilience and failure indices proposed by Todini

(2000) and presents a generalized expression, more convenient for use when dealing with

pressure driven modelling and capable of including the effect of leakage. Following the original

concept, the generalized indices were developed by calculating the power dissipated in the

network as a function of the difference between the total power inserted through source nodes

and pumps and the net delivered power, while the leakage-related power is considered as a loss

similarly to the internally dissipated one. Applications to WDN analysis and design proved that

using the new formulation in the presence of leakage and pressure dependent consumptions

yields better description of the delivered power excess, compared to the original demand driven

formulation and to another pressure driven formulation present in the scientific literature.

Paper IJ.47 investigates the potential of unsteady flow modelling for the simulation of remote

real-time control (RTC) of pressure in water distribution networks. The developed model

combines the unsteady flow simulation solver with specific modules for generation of pulsed

nodal demands and dynamic adjustment of pressure control valves in the network. The

application to the skeletonized model of a real network highlights the improved capability of

the unsteady flow simulation of RTC compared with the typical extended period simulation

(EPS) models. The results show that the unsteady flow model provides sounder description of

the amplitude of the pressure head variations at the controlled node. Furthermore, it enables

identification of the suitable control time step to be adopted for obtaining a prompt and effective

regulation. Nevertheless, EPS-based models allow consistent estimates of leakage reduction as

well as proper indications for valve setting under network pressure RTC at a much smaller

computational cost.

Paper IJ.48 aims to analyse two demand modelling approaches, i.e. top-down deterministic

(TDA) and bottom-up stochastic (BUA), with particular reference to their impact on the

hydraulic modelling of water distribution networks (WDNs). In the applications, the hydraulic

27

modelling is carried out through the extended period simulation (EPS) and unsteady flow

modelling (UFM). Taking as benchmark the modelling conditions that are closest to the WDN’s

real operation (UFM+BUA), the analysis showed that the traditional use of EPS+TDA produces

large pressure head and water discharge errors, which can be attenuated only when large

temporal steps (up to 1 hour in the case-study) are used inside EPS. The use of EPS+BUA

always yields better results. Indeed, EPS+BUA already gives a good approximation of the

WDN’s real operation when intermediate temporal steps (larger than 2 min in the case-study)

are used for the simulation. The trade-off between consistency of results and computational

burden makes EPS+BUA the most suitable tool for real-time WDN simulation, while

benefitting from data acquired through smart meters for the parameterization of demand

generation models.

Paper IJ.49 presents an economic analysis of pressure control solutions for leakage and pipe

burst reduction. In detail, it explores the operating conditions under which the installation of

conventional mechanical pressure reducing valves (PRVs) or remotely real time controlled

valves (RTC valves) are cost-effective compared to a scenario with no control. For a range of

system sizes, hydraulic extended period simulations and empirical formulas were used to

estimate leakage rates and pipe bursts, respectively, in numerous operational scenarios,

including different pre-control leakage levels and demand patterns, the absence of pressure

control and the installation of a PRV or of an RTC valve. The total cost of the controlled system,

including the installation cost of the control device, the flow dependent operation and

maintenance (O&M) cost and the pipe burst repair cost over the planning horizon, was

compared with the water-related O&M and pipe burst repair costs of the uncontrolled system.

The results pointed out that no pressure controls are needed if leakage and the variable O&M

cost of water are low. When these variables are high, remote RTC is attractive, especially when

the demand pattern is peaked and the system is large. For more moderate cost and leakage, a

conventional PRV may be better than RTC, especially in small systems and for relatively

smooth demand patterns.

Paper IJ.50 explores numerically the benefits of water discharge prediction in the real time

control (RTC) of water distribution networks (WDNs). An algorithm aimed at controlling the

settings of control valves and variable speed pumps, as a function of pressure head signals from

remote nodes in the network, is used. Two variants of the algorithm are considered, based on

the measured water discharge in the device at the current time and on the prediction of this

variable at the new time, respectively. As a result of the prediction, carried out using a

polynomial with coefficients determined through linear regression, the RTC algorithm attempts

to correct the expected deviation of the controlled pressure head from the set point, rather than

the currently measured deviation. The applications concerned the numerical simulation of RTC

in a WDN, in which the nodal demands are reconstructed stochastically through the bottom-up

approach. The results prove that RTC benefits from the implementation of the prediction, in

terms of the closeness of the controlled variable to the set point and of total variations of the

device setting. The benefits are more evident when the water discharge features contained

random fluctuations and large hourly variations.

Optimal design of water distribution networks

The representative papers of this topic are IJ.18, IJ.22, IJ.24, IJ.26, IJ.29, IJ.31, IJ.33, IJ.34,

IJ.35, IJ.43 and IJ.45.

Paper IJ.18 presented a methodology for the optimal design of water supply networks. It

features a multi-objective optimization (aimed at minimizing costs and maximizing resilience)

28

and a subsequent ‘retrospective’ evaluation of network reliability under various operational

scenarios. The multi-objective optimization is based on an algorithm specifically developed for

the design of real networks which feature a very high number of nodes and pipes. The

‘retrospective’ evaluation of network reliability is assessed considering resilience contrasted

with several other indexes adopted to describe the operational performance of the network

under critical scenarios such as segment isolation or hydrant activation, and different water

demand conditions. In the applications two case studies, made up of a simple benchmark

network and a real network respectively, were considered as for the multi-objective

optimization; the ‘retrospective’ evaluation of reliability was performed only on the real

network. The latter example clearly highlighted that the procedure proposed allows reliability

and performance to be offset against cost, consenting informed choice of the optimal network

configuration.

Paper IJ.22 presented a new approach for the design of water distribution mains aimed at

considering the phasing of construction rather than the single step design. It makes it possible

to identify, on prefixed time steps or intervals (for instance 25 years), the upgrade of the

construction rendering the network able to satisfy, during the expected life of the system,

growing nodal demands related to the increment in the population served. In order to show the

benefits of this approach in comparison to using a single design flow, an optimization

methodology, aimed at introducing new pipes in the network as needed at each time step, was

set-up and applied to a simple case-study, where two different scenarios were considered

concerning the growth of the network. Results showed that this approach is able to yield better

results when compared with the single flow design, because it enables short term construction

upgrades to be performed while keeping a vision of the expected long term network growth.

Paper IJ.24 presented the results of The Battle of the Water Networks II (BWN-II), which is is

the latest of a series of competitions related to the design and operation of water distribution

systems (WDSs) undertaken within the Water Distribution Systems Analysis (WDSA)

Symposium series. The BWNII problem specification involved a broadly defined design and

operation problem for an existing network that has to be upgraded for increased future demands,

and the addition of a new development area. The design decisions involved addition of new and

parallel pipes, storage, operational controls for pumps and valves, and sizing of backup power

supply. Design criteria involved hydraulic, water quality, reliability, and environmental

performance measures. Fourteen teams participated in the Battle and presented their results at

the 14th Water Distribution Systems Analysis (WDSA 2012) conference in Adelaide, Australia,

September 2012. The paper summarized the approaches used by the participants and the results

they obtained. Given the complexity of the BWN-II problem and the innovative methods

required to deal with the multi-objective, high dimensional and computationally demanding

nature of the problem, the paper represented a snap-shot of state of the art methods for the

design and operation of water distribution systems. A general finding of this paper was that

there is benefit in using a combination of heuristic engineering experience and sophisticated

optimization algorithms when tackling complex real-world water distribution system design

problems.

Paper IJ.26 presented a methodology aimed at taking account of uncertainty in demand growth

while phasing the construction of a water distribution network (see paper IJ.22). In particular,

uncertainty in demand growth was considered by expressing the growth rate by means of a

discrete random variable with assigned probability mass function. Optimization of phasing of

construction was then performed by considering two objective functions: present worth cost of

the construction (to be minimized) and minimum pressure surplus over time (to be maximized),

which was represented as a discrete random variable with a derived probability distribution as

29

a consequence of the assumption made on the water demand which randomly grows from phase

to phase of the construction. Within this framework, a specific criterion to rank discrete random

variables was also presented. The application of the methodology to a case study showed that

optimizing phasing of construction while accounting for uncertainty in demand growth led to

the network being sized more conservatively, in order that network construction obtained turned

out to be more flexible to adapt itself to various conditions of demand growth over time.

Paper IJ.29 presents the comparison of two hybrid methodologies for the two-objective (cost

and resilience) design of water distribution systems. The first of them is a low level hybrid

algorithm (LLHA), in which a main controller (the non-dominated genetic algorithm II, NSGA-

II) coordinates various subordinate algorithms. The second methodology is a high level hybrid

algorithm (HLHA), in which various sub-algorithms collaborate in parallel. Applications to

four case studies of increasing complexity enable the performances of the hybrid algorithms to

be compared with each other and with the performance of the benchmark NSGA-II. In the case

study featuring low/intermediate complexity, the hybrid algorithms (especially the HLHA)

successfully capture a more diversified Pareto front, although the NSGA-II shows the best

convergence. When network complexity increases, instead, the hybrid algorithms (especially

the LLHA) turn out to be superior in terms of both convergence and Pareto front diversification.

With respect to both the HLHA and the NSGA-II, the LLHA is capable of detecting the final

front in a single run with a small computation burden; the HLHA and the NSGA-II, which are

more affected by the initial random seed, require, instead, numerous runs with an attempt to

reach the definitive Pareto front, as the envelope/tangle of the Pareto fronts obtained at the end

of the various runs. On the other hand, a drawback of the LLHA lies in its reduced ability to

deal with general problem formulations, i.e., those not relating to water distribution optimal

design).

The aim of paper IJ.31 is to show that energy surplus indices, such as resilience index, besides

providing a very good indirect measure of water distribution network reliability to be adopted

during the design phase, represent also a valuable and effective indicator of the robustness of

the network in alternative network scenarios, and can thus be profitably used in condition of

future demands uncertainty. The methodology adopted consisted of (I) multi-objective design

optimization performed in order to minimize construction costs while maximizing the resilience

index; (II) retrospective performance assessment of the alternative solutions of the Pareto front

obtained, under demand conditions far from those assumed during the design phase. Two case

studies of different topological complexity were considered. Results showed that resilience

index, which is one of the most effective indirect indices of reliability, represents a very good

measure of robustness as well.

Paper IJ.33 showed that the combined use of the resilience index (Todini, 2000) with a loop

based diameter uniformity index (here formulated) yields a good indirect reliability measure,

which can be conveniently used within the optimization processes of the water distribution

system design. The methodology adopted to show the advantages of the combined use of the

two indexes consisted of (a) a three-objective optimization performed in order to

simultaneously minimize costs (first objective function) and maximize both the resilience and

the loop diameter uniformity indexes (second and third objective functions respectively); (b) a

retrospective assessment of performance indicators relative to critical operation scenarios on

the solutions of the Pareto surface obtained at the end of the optimization process. Applications

were performed considering a simple case study, which made it possible to easily compare the

new approach, based on a three-objective optimization, with the two-objective optimization

process based on the use of the resilience index alone and also with the two-objective

optimization process based on the modified resilience index formulated by Prasad et al. (2003)

30

(where the diameter uniformity is defined at nodal level and inserted as a weight in Todini’s

resilience index), being both indexes a surrogate to reliability. The comparison pointed out that

using resilience and loop diameter uniformity as two separate objective functions in an

optimization process leads to solutions which perform better during critical operation scenarios

(particularly when dealing with segment isolation) than the equally expensive solutions

obtained adopting the resilience index (independently of its formulation) alone as reliability

related objective function. Since the proposed approach suggests that a three-objective

optimization has to be utilized to perform an appropriate pipe-network optimal design, an

improvement in the well-known NSGA-II algorithm (Deb et al., 2002) is proposed as its

original formulation proved to have some difficulties in dealing with more than two objectives.

Paper IJ.34 is aimed at analyzing and comparing three different phased approaches for

constrained minimum-cost design of water distribution networks: the single-phase design with

demand feedback, the multi-phase design without demand feedback and the multi-phase design

with demand feedback. The difference between the single-phase design and the multi-phase

design lies in the fact that whereas the former entails optimizing a single construction phase at

a time, i.e. the current construction phase, the latter is based on the phasing of construction and

then is aimed at optimizing the current construction phase and all the subsequent phases,

included inside a certain temporal horizon, simultaneously. The demand feedback is here used

as a pragmatic tool for updating the forecast at some specific time instant of the future demand

growth: such an update is performed by setting the future demand growth equal to that really

observed in the previous time phase. Alternatively, the predicted demand growth rate at the

generic time instant can be kept equal to the value assumed at the time instant when the generic

node appears, without taking account of the demand variation really observed in time in the

node (absence of demand feedback).

Applications to a real case study show that the multi-phase design with the demand feedback is

the most reliable because it makes it possible to reduce the overall construction costs while

attenuating the occurrence of pressure deficits in the various construction phases of the network.

Optimal design for a single phase will virtually guarantee a sub-optimal solution over the long

run.

In paper IJ.35 a multi-objective approach is used to optimize design and operation of the C-

Town pipe network (real case study considered at the battle that took place at WDSA 2014),

searching for trade-off solutions between 1-installation cost, 2-operational cost and 3-cost of

the pressure reducing valves. Due to the large number of decisional variables and to the

complexity of the constraints considered, the optimization problem was tackled in five steps: i)

identification of some feasible (on the basis of the many constraints) first attempt solutions; ii)

application of the multi-objective genetic algorithm NSGAII to the 2D optimization problem

with objective functions 1 and 2, in order to obtain optimal trade-off solutions between the

installation cost and the operational cost, without considering the installation of pressure

reducing valves; iii) application of NSGAII to the optimization problem with objective

functions 2 and 3 for each of the solution selected at the end of Step ii, in order to assess how

the operational cost can decrease thanks to the installation and operation of pressure reducing

valves; iv) derivation of the 3D Pareto surface by grouping the solutions found at the end of

steps ii and iii. A solution was extracted from the 3D Pareto surface of optimal solutions

following some specific criteria. This solution was then further refined (step v) in order to allow

for variable settings of the pressure reducing valves installed and to make it compliant with the

Battle guidelines concerning leakage modelling.

In paper IJ.43 the performance of two new energy-related indirect indices for reliability is

evaluated and compared with that of four existing indices (three other energy-related indices—

31

i.e., resilience index, network resilience index, and modified resilience index—and the entropy-

based method, i.e., diameter-sensitive flow entropy) according to the following two-step

methodology. In the first step, the application of the multiobjective optimization makes it

possible to determine optimal network configurations that trade-off the installation cost (to be

minimized) against the generic indirect reliability index (to be maximized). In the second step,

the performance of the optimal solutions in terms of explicit reliability assessment is examined

under conditions in which the original network is perturbed by applying demand variations and

random pipe failures to account for future operating uncertainties. The Hanoi and the Fossolo

benchmark networks are used as case studies. The results obtained show that energy-based

indices yield an overall superior estimate of reliability in comparison with the diameter-

sensitive flow entropy. Furthermore, the new indices show some advantages in the evaluations

performed under demand and pipe failure uncertainties.

Paper IJ.45 explores the relationship between the minimum cost design (MCD) of water

distribution networks (WDNs) and the minimum water path criterion (MWPC), according to

which the water entering the network through the source nodes should cover the shortest

possible paths before being delivered to users. To this end, a three-step linear algorithm for

WDN design based on MWPC and set up in the 80s was applied to many benchmark case

studies. The results of the linear three-step algorithm were almost coincident with, and in some

cases superior to, those produced by more complex and burdensome algorithms. This represents

a solid proof of the strong implications of MWPC for WDN design.

Protection of water distribution networks from contamination events

The representative paper of this topic is IJ.46.

Paper IJ.46 presents a procedure for sampling the most representative contamination events in

the framework of the optimal sensor placement with two objective functions to be minimized,

that is, sensor redundancy and contaminated population. Compared to other sampling methods

present in the scientific literature, it is based on practical considerations on network topology

and operation. This aspect confers on the procedure lightness from the computational

viewpoint. Sampling was carried out on 4 variables, that is injection location, starting time,

mass rate, and duration. The injection location was sampled as a function of the distance from

the source based on network connectivity. A single starting time was selected inside each

network operating phase, during which pipe water discharges are quite constant. One single

mass rate was selected as significant, considering the linearity of the contaminant advection-

reaction equation under specific conditions. In fact, thanks to this linearity, the results of quality

simulations associated with a generic mass rate can be easily derived from those associated with

the selected mass rate. Finally, a single (small) duration was sampled. In fact, a long duration

event can be simply regarded as the sum of various small duration events.

Numerical modeling of shallow waters and solid transport in rivers

The representative papers of this topic are IJ.6, IJ.11 and IJ.16.

The aim of paper IJ.6 was to perform a sensitivity analysis of various formulas for predicting

hiding processes in simulating bed aggradation. For this purpose a semi-coupled numerical

model for sediment mixtures, based on solving the governing equations of flow and sediment

by the finite difference MacCormack, was developed. The model was applied to the aggradation

experimental data of Saint Anthony Falls Laboratory. Thanks to the schematization adopted in

modelling the experiments some numerical problems encountered by previous authors were

32

overcome and a more realistic description of experimental conditions was achieved.

Paper IJ.11 presented the Head Reconstruction Method (HRM), a new technique that can be

used within the finite volume framework in order to make shallow water models well balanced,

i.e. to correct the imbalance that exists between flux and source terms in the equation

discretization in the case of irregular bathymetry, thus providing unphysical solutions. This

technique, based on considering, within each computational cell, the total head of the flow (i.e.

the sum of the elevation, pressure and kinetic energies per unit weight of the fluid) as an

equilibrium variable, enables preservation of dynamic equilibria under subcritical, transcritical

and supercritical flow conditions. The new technique was applied to the 1D TVD MUSCL-

Hancock Scheme and the conservation property is then proven mathematically for this scheme

under static equilibrium conditions. Furthermore, the effectiveness of the HRM is tested and

compared with two other well balancing techniques, based on considering the water elevation

as an equilibrium variable, in various steady flow case studies. In the end the robustness of the

HRM was tested in the simulation of dam break flow over irregular bathymetry.

Paper IJ.16 presented the application of the methodology presented in paper IJ.11 in case studies

where shock was present along the channel. The presence of this shock causes the occurrence

of an oscillation in the water discharge. This problem is inherent in finite volume shock

capturing models and occurs all the times that hydraulic jump is positioned inside the cell,

instead of at the cell face. In the end, I suggest that it may be useful either to make a grid

refinement close to the shock or to turn to higher-order methods to overcome the problem.

Application of statistical methodologies to problems of Hydrology and Hydraulic

Infrastructures

The representative papers of this topic are IJ.15 and IJ.41.

In paper IJ.15, a data-driven artificial neural network (ANN) model and a data-driven

evolutionary polynomial regression (EPR) model were used to set up two real-time crisp

discharge forecasting models whose crisp parameters are estimated through the least-square

criterion. In order to represent the total uncertainty of each model in performing the forecast,

their parameters were then considered as grey numbers. Comparison of the results obtained

through the application of the two models to a real case study showed that the crisp models

based on ANN and EPR provided similar accuracy for short forecasting lead times; for long

forecasting lead times, the performance of the EPR model deteriorated with respect to that of

the ANN model. As regards the uncertainty bands produced by the grey formulation of the two

data-driven models, it was shown that, in the ANN case, these bands were on average narrower

than those obtained by using a standard technique such as the Box–Cox transformation of the

errors; in the EPR case, these bands were on average larger. These results therefore suggested

that the performance of a grey data-driven model depended on its inner structure and that, for

the specific models here considered, the ANN was to be preferred.

Paper IJ.41 presents a procedure for the selection of relevant input variables using the

multiobjective evolutionary polynomial regression (EPR-MOGA) paradigm. The procedure is

based on scrutinizing the explanatory variables that appear inside the set of EPR-MOGA

symbolic model expressions of increasing complexity and goodness of fit to target output. The

strategy also enables the selection to be validated by engineering judgement. In such context,

the multiple case study extension of EPR-MOGA, called MCS-EPR-MOGA, is adopted. The

application of the proposed procedure to modelling storm water quality parameters in two

French catchments shows that it was able to significantly reduce the number of explanatory

variables for successive analyses. Finally, the EPR-MOGA models obtained after the input

33

selection are compared with those obtained by using the same technique without benefitting

from input selection and with those obtained in previous works where other data-modelling

techniques were used on the same data. The comparison highlights the effectiveness of both

EPR-MOGA and the input selection procedure.

Analysis of the demand in water distribution systems

The representative papers of this topic are IJ.30, IJ.38, IJ.42 and IJ.44.

The aim of paper IJ.30 was to analyze the effects of considering the mutual dependence of the

pulse duration and intensity inside the water demand generation models which operate with

high temporal resolution (i.e. 1 sec time step) and at the scale of individual user. To this end, a

Poisson model was developed and applied to a literature case study. The Poisson model was

able to represent the two variables (or their respective logarithms) as dependent variables

following the bivariate normal distribution. The results of the new model were analysed in

comparison with the results of a model where the pulse intensity and the logarithm of the

duration were represented as independent random variables. The analysis showed that taking

into account the mutual dependence of the variables leads to improvements and thus it is

recommended. In fact, when it is taken into account, more consistent synthetic water demand

pulses can be obtained, which are better in agreement with those measured in terms of overall

daily demand volume.

Paper IJ.38 proposes the application of three different methods for preserving the correlation

between duration and intensity of synthetically generated water demand pulses. The first two

methods, i.e., the Iman and Canover method and the Gaussian copula respectively, are derived

from known statistical approaches, though they had never been applied to the context of demand

pulse generation. The third is a novel methodology developed in this work and is a variation in

the Gaussian copula approach. Poisson models fitted with the methods are applied to reproduce

the measured pulses in one household, with parameters being obtained with the method of

moments. Comparisons are made with another method previously proposed in the scientific

literature, showing that the three methods have similar effectiveness and are applicable under

more general conditions.

Paper IJ.42 proposes a method for parameterizing the Poisson models for residential water

demand pulse generation, which consider the dependence of pulse duration and intensity. The

method can be applied to consumption data collected in households through smart metering

technologies. It is based on numerically searching for the model parameter values associated

with pulse frequencies, durations and intensities, which lead to preservation of the mean

demand volume and of the cumulative trend of demand volumes, at various time aggregation

scales at the same time. The method is applied to various case studies, by using two time

aggregation scales for demand volumes, i.e. fine aggregation scale (1 minute or 15 minutes)

and coarse aggregation scale (1 day). The fine scale coincides with the time resolution for

reading acquisition through smart metering whereas the coarse scale is obtained by aggregating

the consumption values recorded at the fine scale.

Results show that the parameterization method presented makes the Poisson model effective at

reproducing the measured demand volumes aggregated at both time scales. Consistency of the

pulses improves as the fine scale resolution increases.

Paper IJ.44 is in the context of household water demand generation with high time resolution

(down to 1 s), in which two different categories of models have been proposed in the scientific

literature, aimed at representing instantaneous demand as the superimposition of pulses with

constant intensity. The two categories differ in the spatial scale considered for demand

34

generation. In detail, the models of the first category generate the demand as a whole at the

household spatial scale. Those of the second category instead generate the demand at the scale

of the microcomponents; that is, the various fixtures producing water demand pulses and sum

the microcontributions to obtain the total instantaneous demand of the household. The models

of the first category are parameterized based on demand measurements. The models of the

second category (actually, only one model exists, named SIMDEUM, standing for SIMulation

of water Demand, an End-Use Model) are instead parameterized as a function of information

derived from surveys, such as household occupants’ age and behavior and number and kind of

household fixtures. This paper presents a review of the models for water demand pulse

generation. In this review, the main differences in the modeling structure are described and the

various parameterization methods are presented. Though the two categories of model operate

at different spatial scales, three models—that is, two models of the first category, Poisson

Rectangular Pulse (PRP) and PRP with correlated pulse durations and intensities (cor-PRP),

and model SIMDEUM for the second category—are chosen as representative and are applied

to a case study in Milford, Ohio, for which demand measurements and information about the

household fixtures and occupants are all available. The merits and limits of the models are

highlighted in the applications.

Optimization of irrigation networks

The representative paper of this topic is IJ.37.

Paper IJ.37 presents a methodology aimed at assisting irrigation district managers in the optimal

rehabilitation of pressurized irrigation networks. The methodology uses a multi-objective

approach and finds optimal trade-off between investments and long term operational costs. The

methodology is based on two steps: 1 - application of two alternative optimization algorithms

to determine optimal trade-offs between installation costs and pump power absorption; 2 - post-

processing of the optimal solutions in terms of long term costs under various possible scenarios

generated featuring various values of the useful construction life and of the capital recovery

factor. Applications were carried out on a real case study, considering a pre-fixed electricity

tariff and the on demand operation of the network.

The analysis of the results and the comparison of the solutions enabled determination of the

most cost-effective solution in the long run.

Pavia, January 8 2018 (Dr. Enrico F. Creaco)

CURRICULUM VITAE ET STUDIORUM Dr. Enrico Fortunato Creaco · PDF fileCURRICULUM VITAE ET...

Documents

Transcript of CURRICULUM VITAE ET STUDIORUM Dr. Enrico Fortunato Creaco · PDF fileCURRICULUM VITAE ET...