investor mdg-f democratic economic watersupply …

INVESTOR: MDG-F DEMOCRATIC ECONOMIC WATERSUPPLY

GOVERNANCE

2011

PROJEKAT: STUDIJA U OBLASTI VODOSNABDIJEVANJA ZA PARTNERSKE OPĆINE PROJECT: WATER SUPPLY STUDY FOR PARTNER MUNICIPALITIES

STUDY FOR WATER SUPPLY SYSTEM OF

NEUM MUNICIPALITY

FEASIBILITY STUDY FOR WATERSUPPLY SYSTEM NEUM MUNICIPALITY

Chapter: Registration 2

INVESTOR: UNDP BIH / MDG-F DEMOCRATIC ECONOMIC

GOVERNANCE

STUDY

FOR WATER SUPPLY SYSTEM OF NEUM MUNICIPALITY

Project team Responsibility for the project

UNDP BiH

Slobodan Tadić Program manager UNDP/MDG-F DEG

Haris Fejzibegović Technical coordinator UNDP/MDG-F DEG

Amel Jakupović Financial coordinator UNDP/MDG-F DEG

Voding 92 doo

Nebojša Budović Team Leader

Andreas Stoisits Technical expert

Alen Robović Financial expert

Sup

erv

isory

Board

Neum Municipality Ana Piccolotti Municipality Neum

Ivan Mustapić Municipality Neum

Water and Sewerage Utility Company Neum

Ljuba Goluža Managing Director

Ivan Obradović Technical Director

Others experts

Vladimir Potparević Technical Expert

Branislav Erić Technical Expert

Zdravko Stevanović Technical Expert

Milutin Petrović GIS expert

Dejan Romić GIS expert

Muzafer Alihodžić GIS expert

Mirjana Blagovčanin Financial expert

Željko Ivanović Financial expert

Željka Ivanović Translator

Project Manager: Managing Director:

Nebojša Budović, B.Sc.in Civ.Eng. Vladimir Potparević, Civ.Eng.

Engineering, Design and Consulting Company

Bijeljina



STUDY

FOR WATER SUPPLY SYSTEM OF NEUM MUNICIPALITY

TABLE OF CONTENTS:

1 REGISTRATION ........................................................................................................ 8

COMPANY LICENCE .............................................................................................................. 9 COMPANY REGISTRATION ..................................................................................................... 9

2 MASTER PLAN ...................................................................................................... 10

2.1 INTRODUCTION ..........................................................................................................11 2.1.1 INTRODUCTORY EXPLANATIONS ............................................................................................................. 11 2.1.2 NEUM MUNICIPALITY BASIC DATA ........................................................................................................... 11

2.1.2.1 INTRODUCTION ......................................................................................................................... 11 2.1.2.2 HISTORY .................................................................................................................................. 12 2.1.2.3 GEOGRAPHY ............................................................................................................................ 12 2.1.2.4 POPULATION ............................................................................................................................ 13 2.1.2.5 TOURISM ................................................................................................................................. 14 2.1.2.6 MUNICIPALITY........................................................................................................................... 15 2.1.2.7 ECONOMY ................................................................................................................................ 17

2.1.3 BACKGROUNDS .................................................................................................................................... 20 2.1.4 PROJECT DESIGN DOCUMENTATION ........................................................................................................ 20

2.1.4.1 OBJECTIVE AND ASSIGNMENT OF THE STUDY ............................................................................... 20 2.1.4.1.1 TASK 1: INCEPTION REPORT INCLUDING THE CURRENT SITUATION ANALYSIS ................................... 20 2.1.4.1.2 TASK 2: WATER SUPPLY MASTER PLAN FOR PARTNER MUNICIPALITIES ......................................... 21 2.1.4.1.3 TASK 3: PRIORITIZED PLAN OF INVESTMENT MEASURES FOR THE PERIOD OF 10 YEARS .................... 22 2.1.4.1.4 TASK 4: FEASIBILITY STUDY FOR PRIORITY INVESTMENTS MEASURES ............................................. 23

2.2 POPULATION AND SPATIAL COVERAGE ........................................................................26 2.2.1 POPULATION ........................................................................................................................................ 26

2.2.1.1 POPULATION OF THE SUBJECT AREA THROUGH THE HISTORY ......................................................... 26 2.2.1.2 PLANNED NUMBER OF INHABITANTS IN NEUM MUNICICPALITY ........................................................ 27

2.2.2 SPATIAL COVERAGE ............................................................................................................................. 28 2.3 EXISTING WATER SUPPLY SYSTEM ..............................................................................30

2.3.1 INTRODUCTION ..................................................................................................................................... 30 2.3.2 DESCRIPTION OF WATER SUPPLY SYSTEM “GABELA – NEUM” – TRANSPORT SYSTEM ................................. 30

2.3.2.1 GABELA SOURCE ...................................................................................................................... 32 2.3.2.2 TRANSPORT PIPELINE FROM THE SOURCE TO THE DRAČEVO RESERVOIR ....................................... 33 2.3.2.3 “DRAČEVO” RESERVOIR ............................................................................................................ 33 2.3.2.4 TRANSPORT PIPELINE FROM R. DRAČEVO TO PS SVITAVA ............................................................ 33 2.3.2.5 PS SVITAVA ............................................................................................................................. 34 2.3.2.6 TRANSPORT PIPELINE FROM PS SVITAVA TO R. AND PS “KOZARICA” ............................................. 34 2.3.2.7 ST AND PS “KOZARICA” ............................................................................................................ 34 2.3.2.8 TRANSPORT PIPELINE FROM PS “KOZARICA” TO R. „HUTOVO“ ....................................................... 34 2.3.2.9 “HUTOVO” RESERVOIR .............................................................................................................. 34 2.3.2.10 WATER SUPPLY SUB-SYSTEM RAVNO .......................................................................................... 35 2.3.2.11 TRANSPORT PIPELINE FROM R. „HUTOVO” TO R.“MOŠEVIĆI“ ......................................................... 35 2.3.2.12 "MOŠEVIĆI“ RESERVOIR ............................................................................................................ 35 2.3.2.13 WATER SUPPLY SUB-SYSTEM "DUBROVAČKO PRIMORJE" (DUBROVNIK RIVIERA).............................. 35 2.3.2.14 TRANSPORT PIPELINE FROM R.“MOŠEVIĆI“ TO R."DUŽI" ............................................................... 36 2.3.2.15 SOURCE "BLACE" ..................................................................................................................... 36 2.3.2.16 RESERVOIR “DUŽI” ................................................................................................................... 37



2.3.2.17 TRANSPORT PIPELINE FROM R.„DUŽI” TO R.“NEUM I“ ................................................................... 38 2.3.2.18 RESERVOIR “NEUM I” ................................................................................................................ 39 2.3.2.19 TRANSPORT PIPELINE FROM R.„DUŽI” TO R.“NEUM II“ .................................................................. 39 2.3.2.20 RESERVOIR“NEUM II” ................................................................................................................ 39 2.3.2.21 RECAPITULATION OF FACILITIES IN WSS NEUM ............................................................................ 39 2.3.2.22 THE DESCRIPTION OF DISTRIBUTION WATER SUPPLY SYSTEM OF NEUM TOWN .................................. 41 2.3.2.23 SETTLEMENTS CONNECTED TO WSS NEUM - GABELA .................................................................. 46

2.3.3 WATER QUALITY IN SOURCES AND DISTRIBUTION NETWORK ...................................................................... 50 2.3.4 PRODUCTION AND CONSUMPTION OF WATER IN WSS "GABELA - NEUM" ................................................... 61

2.3.4.1 DATA ABOUT PRODUCTION AND CONSUMPTION OF WATER IN 2005 ................................................. 62 2.3.4.2 DATA ON PRODUCTION AND CONSUMPTION OF WATER IN 2010 ...................................................... 68 2.3.4.3 WATER QUANTITIES BALANCES ................................................................................................... 77

2.3.5 ANALYSIS OF THE EXISTING PLANNING DOCUMENTATION .......................................................................... 78 2.3.6 NON-REVENUE WATER QUANTITY ........................................................................................................... 79

2.4 ANALYSIS AND ASSESMENT OF CAPACITIES OF THE PARTNER MUNICIPALITY NEUM AND

UTILITY COMPANIES .............................................................................................................83 2.4.1 ANALYSIS AND ASSESMENT OF CAPACITIES OF THE PARTNER MUNICIPALITY NEUM AND UTILITY COMPANIES .. 83 2.4.2 FINANCIAL ESTIMATION OF UTILITY COMPANY .......................................................................................... 83 2.4.3 INSTITUTIONAL AND REGULATION FRAMEWORK ........................................................................................ 85

2.5 ANALYSIS OF WSS NEUM OPERATION ........................................................................86 2.5.1 TOWN WATER SUPPLY SYSTEM COVERAGE .............................................................................................. 86 2.5.2 SOURCES AND WATER QUANTITY BALANCE ............................................................................................. 87

2.5.2.1 ABSTRACTED WATER QUANTITIES ............................................................................................... 87 2.5.2.2 PROTECTION OF SOURCE AND WATER QUALITY ............................................................................ 87 2.5.2.3 WATER QUANTITY BALANCE IN NEUM MUNICIPALITY ..................................................................... 87 2.5.2.4 PLANNED WATER REQUIREMENTS IN NEUM MUNICIPALITY ............................................................. 87

2.5.2.4.1 SPECIFIC WATER CONSUMPTION ................................................................................................ 87 2.5.2.4.2 THE PLANNED POPULATION NUMBER IN THE PLANNING PERIOD ...................................................... 90 2.5.2.4.3 PLANNING WATER REQUIREMENTS IN NEUM MUNICIPALITY AREA ................................................... 92

2.5.3 THE PIPELINES IN THE SYSTEM ............................................................................................................... 98 2.5.4 RESERVOIRS ...................................................................................................................................... 100 2.5.5 PUMPING STATIONS ............................................................................................................................ 102 2.5.6 MEASURING IN THE SYSTEM ................................................................................................................. 102 2.5.7 HYDRAULIC ANALYSIS OF WSS NEUM .................................................................................................. 102

2.5.7.1 INTRODUCTION ....................................................................................................................... 102 2.5.7.2 INPUT DATA FOR HYDRAULIC MODEL .......................................................................................... 102 2.5.7.3 RESULTS OF HYDRAULIC CALCULATIONS - CONDITION IN 2010 WITH Q=34,15 L/S.......................... 107 2.5.7.4 RECOMMENDATIONS FOR WATER SUPPLY SYSTEM OPERATION IMPROVEMENT – 2010 .................... 124

2.5.7.4.1 HIGH PERCENT OF LOSSES IN THE TRANSPORT SYSTEM .............................................................. 124 2.5.7.4.2 SOURCES PROTECTION .......................................................................................................... 124 2.5.7.4.3 LACK OF MEASUREMENTS IN THE SYSTEM ................................................................................. 125 2.5.7.4.4 HIGH PERCENT OF LOSSES IN WATER SUPPLY SYSTEM ............................................................... 125 2.5.7.4.5 UNECONOMIC OPERATION OF THE PUMPS ................................................................................. 125 2.5.7.4.6 HIGH PRESSURES IN DISTRIBUTION WATER SUPPLY SYSTEM OF NEUM TOWN ................................ 126 2.5.7.4.7 OLD PIPELINES IN HOUSE CONNECTIONS ................................................................................... 126 2.5.7.4.8 AGE OF THE PIPELINES AND ASBESTOS CEMENT PIPELINES ......................................................... 126 2.5.7.4.9 UNFINISHED REMOTE CONTROL SYSTEM ................................................................................... 126 2.5.7.4.10 LACK OF CADASTRE OF UNDERGROUND INSTALLATIONS AND LACK OF PROJECT DOCUMENTATION . 126

2.5.7.5 RESULTS OF HYDRAULIC CALCULATIONS – RECOMMANDATIONS FOR THE SYSTEM DEVELOPMENT UNTILL

2035 127 2.5.7.5.1 SPATIAL COVERAGE OF WSS GABELA - NEUM IN 2035 ............................................................. 127 2.5.7.5.2 WATER SUPPLY SOURCES IN 2035 .......................................................................................... 127 2.5.7.5.3 WATER REQUIREMENTS AT THE END OF THE PLANNING PERIOD 2035 .......................................... 127 2.5.7.5.4 SOLUTION CONCEPT OF THE PLANNED WSS GABELA - NEUM FOR THE PLANNING PERIOD UNTILL 2035 128 2.5.7.5.5 CALCULATION FOR NECESSARY FACILITIES IN WSS GABELA - NEUM ........................................... 128

2.5.7.6 RESULTS OF HYDRAULIC ALCULATIONS FOR NEUM TOWN DISTRIBUTION SYSTEM – CONDITION IN 2035

WITH Q=90,81 L/S ...................................................................................................................................... 131 2.6 REHABILITATION, RECONSTRUCTION AND DEVELOPMENTS OF WATER SUPPLY SYSTEMS IN

NEUM MUNICIPALITY ......................................................................................................... 140 2.6.1 REHABILITATION OF WATER SUPPLY SYSTEM NEUM ............................................................................... 140 2.6.2 DEVELOPMENT OF WSS NEUM ............................................................................................................ 142 2.6.3 PRICED BILL OF QUANTITIES ............................................................................................................... 144 2.6.4 SYSTEM REHABILITATION .................................................................................................................... 144 2.6.5 CONSTRUCTION OF NEW MAIN DISTRIBUTION TRANSPORT PIPELINES ........................................................ 144

2.6.5.1 TRANSPORT PIPELINES – REHABILITATION AND REPLACEMENT OF THE PIPELINES ........................... 144



2.6.5.2 DISTRIBUTION PIPELINES – REPLACEMENT OF ASBESTOS CEMENT PIPELINES AND PIPELINES WHICH DO

NOT SATISFY WITH DIAMETER IN NEUM TOWN ................................................................................................. 145 2.6.5.3 PLANNED PIPELINES FOR SETTLEMENTS WHICH ARE NOT IN THE SPATIAL COVERAGE ...................... 146

2.6.6 REHABILITATION OF EXISTING AND REPLACEMENT OF NEW RESERVOIRS................................................... 146 2.6.6.1 REHABILITATION OF RESERVOIRS .............................................................................................. 146 2.6.6.2 CONSTRUCTION OF NEW RESERVOIRS ....................................................................................... 146

2.6.7 REHABILITATION OF EXISTING PUMPING STATIONS .................................................................................. 147 2.6.8 USING NEW SOURCES ......................................................................................................................... 147 2.6.9 REHABILITATION AND CONSTRUCTION OF CHLORINE STATIONS – GAS CHLORINATION ................................ 147 2.6.10 REMOTE CONTROL SYSTEM SCADA .................................................................................................. 147 2.6.11 RECAPITULATION ........................................................................................................................... 148

3 PRIORITY PLAN OF INVESTMENT MEASURES FOR 10 YEARS PERIOD ......................... 149

3.1 INTRODUCTION ........................................................................................................ 150 3.2 PRICED BILL OF QUANTITIES FOR PRIORITY PLAN OF INVESTMENT MEASURES .............. 151

3.2.1 SYSTEM REHABILITATION .................................................................................................................... 151 3.2.2 CONSTRUCTION OF NEW MAIN DISTRIBUTION TRANSPORT PIPELINES ........................................................ 151

3.2.2.1 TRANSPORT PIPELINES – REHABILITATION AND REPLACEMENT OF THE PIPELINES ........................... 151 3.2.2.2 DISTRIBUTION PIPELINES – REPLACEMENT OF ASBESTOS CEMENT PIPELINES AND PIPELINES WHICH

DIAMETERS DO NOT SATISFY REQUIREMENTS IN NEUM TOWN ........................................................................... 152 3.2.3 REHABILITATION OF EXISTING RESERVOIRS AND CONSTRUCTION OF NEW RESERVOIRS .............................. 153

3.2.3.1 REHABILITATION OF RESERVOIRS .............................................................................................. 153 3.2.3.2 CONSTRUCTION OF NEW RESERVOIRS ....................................................................................... 153

3.2.4 REHABILITATION OF EXISTING PUMPING STATIONS .................................................................................. 153 3.2.5 REHABILITATION AND CONSTRUCTION OF THE CHLORINE STATIONS – GAS CHLORINATION .......................... 154 3.2.6 REMOTE CONTROL SYSTEM SCADA ...................................................................................................... 154 3.2.7 RECAPITULATION ............................................................................................................................... 155

3.3 FUNDING SOURCES ................................................................................................. 156 3.3.1 INTRODUCTION ................................................................................................................................... 156 3.3.2 MACROECONOMIC AVAILABILITY AND SOCIO-ECONOMIC ANALYSIS .......................................................... 157

3.3.2.1 ANALYSIS OF POSSIBILITIES IN THE WATER AND SEWERAGE UTILITY COMPANY NEUM ................... 157 3.3.2.2 ANALYSIS OF MACRO ECONOMICAL AVAILABILITY ........................................................................ 159

3.4 ANALYSIS FOR POSSIBILITY TO INVEST IN ACCORDANCE WITH THE DEFINED PRIORITY

PROJECTS ........................................................................................................................ 170

4 FEASIBILITY STUDY FOR PRIORITY INVESTMENTS .................................................. 173

4.1 IDENTIFYING THE TECHNICAL CONDITIONS FOR INVESTMENT MEASURES AND COST

ESTIMATION ...................................................................................................................... 174 4.2 FINANCIAL ANALYSIS ................................................................................................ 175

4.2.1 FINANCIAL RESOURCES ....................................................................................................................... 175 4.2.2 DEFINING THE PRICE POLICY ................................................................................................................ 178 4.2.3 EXPENSES RECOVERY PLAN ................................................................................................................ 184

4.3 PRELIMINARY ESTIMATION OF THE IMPACT TO THE ENVIRONMENT ............................... 188 4.4 IMPLEMENTATION PLAN AND STRATEGY ..................................................................... 188 4.5 DYNAMIC PLAN OF PRIORITY INVESTMENTS REALIZATION ............................................ 189

5 ENCLOSURES ..................................................................................................... 190

ENCLOSURE NO. 1: GENERAL MAP OF THE REGIONAL WATER SUPPLY SYSTEM “GABELA –

SVITAVA – NEUM” - 1:25.000 ENCLOSURE NO. 2: ENCLOSURE FORM EPANET ENCLOSURE NO. 3: VERTICAL SCHEME OF WSS NEUM

TABLES:

TABLE 1: SETTLEMENTS AND POPULATION IN NEUM MUNICIPALITY BASED ON THE CENSUS FROM 1991 ............................. 13 TABLE 2: NUMBER OF INHABITANTS IN MUNICIPALITY, TOWN AND OTHER NEUM SETTLEMENTS .......................................... 14 TABLE 3: POPULATION IN NEUM MUNICIPALITY BY SETTLEMENTS ................................................................................... 26 TABLE 4: POPULATION IN MUNICIPALITY AND TOWN NEUM IN THE PERIOD FROM 1971 TO 2011 ........................................ 27



TABLE 5: POPULATION NUMBER PER SETTLEMENTS FOR THE PLANNING PERIOD OF 30 YEARS ........................................... 27 TABLE 6: RESERVOIRS IN WSS „GABELA – SVITAVA – NEUM“ ...................................................................................... 40 TABLE 7: PUMPING STATIONS IN WSS „GABELA – SVITAVA – NEUM“ ............................................................................. 41 TABLE 8: TRANSPORT PIPELINES IN WSS „GABELA – SVITAVA – NEUM“ ........................................................................ 41 TABLE 9: DISTRIBUTION WATER SUPPLY SYSTEM OF NEUM – PIPELINES BY THE SECTIONS, TYPE OF MATERIAL, PIPELINES

LENGHT AND PIPELINES DIAMETER ...................................................................................................................... 42 TABLE 10: DISTRIBUTION WATER SUPPLY SYSTEM OF NEUM – PIPELINES BY THE SECTIONS, TYPE OF MATERIAL, PIPELINES

LENGTH AND PIPELINES DIAMETER AND SUPPLY ZONE ........................................................................................... 44 TABLE 11: PIPELINE DIAMETERS LENGTH IN DISTRIBUTION WATER SUPPLY SYSTEM OF NEUM TOWN .................................. 45 TABLE 12: DISTRIBUTION NETWORK IN NEUM MUNICIPALITY SETTLEMENTS CONNECTED TO WSS NEUM - GABELA ............. 46 TABLE 13: PIPELINE DIAMETER LENGTH IN SETTLEMENTS .............................................................................................. 47 TABLE 14: WATER PRODUCTION IN WSS "GABELA - NEUM" IN 2005 ............................................................................. 63 TABLE 15: WATER CONSUMPTION BY THE TYPES OF CONSUMERS - SUMMARIZED ............................................................. 68 TABLE 16: PRODUCED AND CONSUMED WATER - OPTION 1 ........................................................................................... 68 TABLE 17: SPECIFIC CONSUMPTION FOR THE WHOLE YEAR ........................................................................................... 69 TABLE 18: SPECIFIC CONSUMPTION PER SEASONS ....................................................................................................... 69 TABLE 19: PRODUCED AND CONSUMED WATER - OPTION 2 ........................................................................................... 70 TABLE 20: REVENUE WATER QUANTITY FOR THE PERIOD 2006 – 2010 PER MONTHS ....................................................... 71 TABLE 21: REVENUE WATER QUANTITY BY MONTHS AND TYPES OF USERS IN 2010 .......................................................... 74 TABLE 22: PRICE OF WATER SUPPLY SERVICE ............................................................................................................. 84 TABLE 23: INCOMES OF WATER SUPPLY SERVICES ....................................................................................................... 85 TABLE 24: ANALYSIS OF UTILITY COMPANY OPERATION EXPANSES ................................................................................. 85 TABLE 25: SETTLEMENTS COVERED BY WSS GABELA - NEUM ...................................................................................... 86 TABLE 26: SETTLEMENTS NOT CONNECTED TO WSS GABELA - NEUM ........................................................................... 86 TABLE 27: PLANNED POPULATION NUMBER IN NEUM MUNICIPALITY AREA ....................................................................... 91 TABLE 28: ESTIMATION OF MAXIMUM DAILY WATER QUANTITIES IN THE PLANNING PERIOD TILL 2035 .................................. 94 TABLE 29: ESTIMATION OF REQUIRED WATER QUANTITIES FOR WSS NEUM DURING THE SEASON - GABELA - OPTION 1 ...... 95 TABLE 30: ESTIMATION OF REQUIRED WATER QUANTITIES FOR WSS NEUM – MUNICIPALITY AREA OUT OF THE SEASON -

FEBRUARY ....................................................................................................................................................... 96 TABLE 31: ESTIMATION OF REQUIRED WATER QUANTITIES FOR WSS NEUM - MUNICIPALITY – IN THE MONTH OF MAXIMUM

CONSUMPTION - OPTION 2 ................................................................................................................................. 97 TABLE 32: CALCULATION RESULT DURING THE MAXIMUM HOURLY CONSUMPTION IN 2010 – RESULTS IN NODES ................ 108 TABLE 33: CALCULATIONS RESULTS DURING THE PERIOD OF MAXIMUM HOURLY CONSUMPTION IN 2010 – CALCULATION

RESULTS IN THE PIPELINES ............................................................................................................................... 109 TABLE 34: WATER REQUIREMENTS IN THE FUTURE WSS NEUM - 2035 ........................................................................ 127 TABLE 35: REQUIRED RESERVOIR SPACE AT THE END OF THE PLANNING PERIOD 2035 ................................................... 128 TABLE 36: EXISTING AND PLANNED RESERVOIRS ........................................................................................................ 129 TABLE 37: PIPELINES WHICH ARE NECESSARY TO BE REPLACED IN THE PERIOD OF 10 YEARS ......................................... 141 TABLE 38: AVERAGE MONTHLY INCOMES PER HOUSEHOLD .......................................................................................... 162 TABLE 39: THE PRICE OF SERVICE FOR WATER SUPPLY AS A PERCENT OF THE HOUSEHOLD INCOME ................................ 164 TABLE 40: THE PRICE OF SERVICE FOR WATER SUPPLY AS A PERCENT OF THE HOUSEHOLD INCOME 3,2% ....................... 165 TABLE 41: BLOCK TARIFFS AND CONSUMERS GROUPS ................................................................................................ 178 TABLE 42: INCOMES OF WATER SUPPLY SERVICES – NEW PRICE POLICY ....................................................................... 179 TABLE 43: FINANCIAL ECONOMIC ANALYSIS RESULTS .................................................................................................. 186

CHARTS:

CHART 1: WATER PRODUCTION IN WSS „GABELA – NEUM“ IN 2005 – IN L/S .................................................................. 64 CHART 2: WATER PRODUCTION IN WSS „GABELA – NEUM“ IN 2005 – IN M3/MONTH ....................................................... 65 CHART 3: WATER PRODUCTION IN WSS „GABELA – NEUM“ IN 2005 – IN L/S/MONTH ....................................................... 66 CHART 4: WATER PRODUCTION IN WSS „GABELA – NEUM“ IN 2005 – IN M3/MONTH ....................................................... 67 CHART 5: WATER CONSUMPTION PER YEARS – M3/YEAR .............................................................................................. 72 CHART 6: WATER CONSUMPTION PER YEARS –L/S........................................................................................................ 73 CHART 7: REVENUE WATER QUANTITY BY MONTHS AND TYPE OF USERS IN 2010 ............................................................. 75 CHART 8: RELATION CHART BETWEEN INVOICED AND NON-REVENUE WATER QUANTITY .................................................... 76 CHART 9: WATER BALANCE ....................................................................................................................................... 77 CHART 10: BILLING LEVEL TOWARDS THE USERS GROUPS ............................................................................................. 84 CHART 11: WATER CONSUMPTION STRUCTURE ........................................................................................................... 84 CHART 12: CHART OF FLOW IN THE SYSTEM – PRODUCTION - CONSUMPTION ................................................................ 111 CHART 13: PRESSURE CHART IN THE NODE NUMBER 6 – HYDRANTS OPEATION 2 HOURS DURING THE HOURLY MAXIMUM

CONSUMPTION ................................................................................................................................................ 122 CHART 14: FLOW IN THE TRANSPORT PIPELINE Ø 400 MM FOR THE SECOND ALTITUDE ZONE – 2010 ............................... 123 CHART 15: FLOW IN THE TRANSPORT PIPELINE Ø 400 MM FOR THE FIRST ALTITUDE ZONE – 2010................................... 123



CHART 16: FLOW BALANCE IN THE SYSTEM – PRODUCTION AND CONSUMPTION OF WATER IN THE SYSTEM IN 2035 ........... 135 CHART 17: CHART OF VELOCITIES IN THE PIPELINE P68 – OUTLET FROM THE RESERVOIR NEUM 2 .................................. 136 CHART 18: CHART OF VELOCITIES IN THE PIPELINE P28 - OUTLET FROM THE RESERVOIR NEUM 1 ................................... 136 CHART 19: GROWTH PROJECTIONS OF AVERAGE INCOMES IN NEUM DEPENDANT ON GDP ............................................. 167 CHART 20: THE PRICE OF SERVICES OF WATER SUPPLY IN NEUM MUNICIPALITYY AS A PERCENT OF INCOMES .................. 167 CHART 21: DISTRIBUTION OF NEUM MUNICIPALITY CONSUMPTION ............................................................................... 176 CHART 22: REVENUE INCOMES OF WATER SUPPLY SERVICES - NEUM MUNICIPALITY ...................................................... 176 CHART 23: COMPARATION OF INCOMES INCREASE BY THE CONSUMERS GROUPS ........................................................... 184 CHART 24: EXPENSES RECOVERY PLAN .................................................................................................................... 185 CHART 25: FLOW OF INCOMES AND EXPENSES .......................................................................................................... 185

SCHEMES: SCHEME 1: VERTICAL SCHEME OF THE REGIONAL WSS GABELA - NEUM ....................................................................... 48 SCHEME 2: WSS NEUM – HYDRAULIC MODEL............................................................................................................ 105 SCHEME 3: NEUM TOWN DISTRIBUTION SYSTEM – PIPELINES AND NODES ELEVATIONS ................................................... 106 SCHEME 4: NEUM WATER SUPPLY DISTRIBUTION SYSTEM - FLOW AND PRESSURES IN THE PERIOD OF MAXIMUM HOURLY

CONSUMPTION - 2010 ..................................................................................................................................... 112 SCHEME 5: NEUM WATER SUPPLY DISTRIBUTION SYSTEM - - VELOCITIES AND PRESSURES IN THE PERIOD OF MAXIMUM HOURLY

CONSUMPTION - 2010 ..................................................................................................................................... 113 SCHEME 6: NEUM WATER SUPPLY DISTRIBUTION SYSTEM - FLOW AND PRESSURES IN THE PERIOD OF MINIMUM HOURLY

CONSUMPTION - 2010 ..................................................................................................................................... 114 SCHEME 7: NEUM WATER SUPPLY DISTRIBUTION SYSTEM - VELOCITIES AND PRESSURES IN THE PERIOD OF MINIMUM HOURLY

CONSUMPTION - 2010 ..................................................................................................................................... 115 SCHEME 8: NODES IN WSS WITH THE PRESSURE LESS THAN 1,5 BAR IN THE PERIOD OF MAXIMUM HOURLY CONSUMPTION 116 SCHEME 9: NODES IN WSS WITH THE PRESSURE OVER 6 BAR IN THE PERIOD OF MINIMUM HOURLY CONSUMPTION .......... 117 SCHEME 10: NODES IN WSS WITH THE PRESSURE OVER 6 BAR IN THE PERIOD OF MINIMUM HOURLY CONSUMPTION ........ 118 SCHEME 11: NEUM WATER SUPPLY DISTRIBUTION SYSTEM - FLOW AND PRESSURES IN THE PERIOD OF MAXIMUM HOURLY

CONSUMPTION - 2010 WITH THE OPERATION OF 2 HYDRANTS .............................................................................. 119 SCHEME 12: NEUM WATER SUPPLY DISTRIBUTION SYSTEM – PIPELINES WITH DIAMETER SMALLER THAN Ø 80 MM ............. 121 SCHEME 13: PLANNED WATER DISTRIBUTION SYSTEM OF NEUM TOWN – 2035 .............................................................. 132 SCHEME 14: PLANNED WATER SUPPLY SYSTEM IN 2035 – MAXIMUM HOURLY CONSUMPTION – VALUES OF FLOW AND

PRESSURES ................................................................................................................................................... 133 SCHEME 15: PLANNED WATER SUPPLY SYSTEM IN 2035 – MAXIMUM HOURLY CONSUMPTION – VALUES OF VELOCITIES AND

PRESSURES ................................................................................................................................................... 134 SCHEME 16: SCHEME OF WSS NEUM WITH THE PIPELINES WITH VELOCITY BIGGER THAN V=1,2 M/S ............................... 137 SCHEME 17: SCHEME OF WSS NEUM WITH NODES WITH THE PRESSURE HIGHER THAN P=5,0 BAR ................................. 138 SCHEME 18: SCHEME OF WSS NEUM WITH NODES WITH THE PRESSURE LOWER THAN P=1,5 BAR ................................. 139 SCHEME 19: NUMBER OF EMPLOYEES IN MUNICIPALITY OF NEUM ................................................................................ 160 SCHEME 20: AVERAGE NET SALARIES IN MUNICIPALITY OF NEUM ................................................................................. 160

FIGURES: FIGURE 1: NEUM MUNICIPALITY LOCATION IN BOSNIA AND HERZEGOVINA ....................................................................... 13 FIGURE 2: NEUM TOWN ............................................................................................................................................. 18 FIGURE 3: NEUM MUNICIPALITY MAP .......................................................................................................................... 19



1 REGISTRATION



COMPANY LICENCE

COMPANY REGISTRATION


Chapter: Master plan 10

2 MASTER PLAN



2.1 INTRODUCTION

2.1.1 INTRODUCTORY EXPLANATIONS

Neum Municipality Water supply issue is solved by town water supply system and several smaller water supply systems. Talking about organized water supplying in Neum Municipality, we can not say that there is a unique water supply system, because there are several smaller local water supply systems operating in the area, not depending on town water supply system.

The Utility JP „Vodovod i kanalizacija“ Ltd. Neum is enterprise that manages Neum Water Supply system, that supplies the urban part of Municipality.

2.1.2 NEUM MUNICIPALITY BASIC DATA

2.1.2.1 INTRODUCTION

Neum is town and Municipality center at the South of Hercegovina, Federation BiH Entity. It is the only Bosnia-Hercegovina exit to the Adriatic Sea.

It is surrounded by 4 Municipalities from BiH (Stolac, Čapljina, Ravno and Ljubinje), and Croatia from the South side.

Neum Municipality was formed on the 1st of January 1978. The Municipality center is in Neum. Neum Municipality has a feature of legal body. Neum Municipality status establishes the self governance Municipality area. Municipality has it’s amblem, flag and seal.

Neum Municipality area covers the surface of 225 km2 with 27 settlements and and five local communities.

Data for 1991

According to the last official census from 1991, Neum Municipality had 4.325 inhabitants, alocated into 27 settlements. Of those 4.325 inhabitants, 1.625 lives in Neum town. The density was 19 inhabitant/km2.

Data for 2011

Based on data from 2011, Neum currently has around 2.500 inhabitants. According to the estimations, the Municipality has around 5.000 inhabitants. The density is 22 inhabitant/km2.

Neum

Grb

Country Bosnia and Herzegovina

Entity BiH Federation

Region Hercegovina - Neretva

Population (1991.)

- Town 1.651

- Urban area 4.325 (municipality)

http://sh.wikipedia.org/wiki/1991.

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http://hr.wikipedia.org/wiki/Bosna_i_Hercegovina

http://hr.wikipedia.org/wiki/Administrativna_podjela_Bosne_i_Hercegovine

http://hr.wikipedia.org/wiki/Federacija_BiH

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STUDY OF WATER SUPPLY SYSTEM OF MUNICIPALITY NEUM


2.1.2.2 HISTORY

Since the old time, in this area were very important traffic roads from the sea towards the inner part of the country. In Roman age, based on the so called Peutinger map, from Narone – Leusinium road there was a road towards the settlement Pardua, what was called Ston (according to the old data). In the middle age, there was a caravan road in this area from the sea towards the direction of Bosnia and Serbia. Neum territory was given to the Turks in 1718 by Dubrovacka Republic.

In Turkish Government period there was a road from Neum towards the direction of Stolac, and there is still a local road leading to Gradac, Hutovo and Hrasno, all the way to Stolac. Through Stari Neum (old Neum), Vranjevo Selo and Imotice in Dubrovnik’s coastal area, and towards Dubrovnik, there was a road of General Marmont during the period when Dubrovačka Republic area was occupied by French.

After the II World War, Neum became a part of Bosnia and Herzegovina.

Neum was developed in agricultural and fishery area. Neum’s coast is around 9 km long, and thanks to the coastal development, that length is 23,6 km. In the fiftees, the constructions of vacation facilities for the workers are taking place intensivelly.

Intensive construction of hotels for the tourists was followed by some other developments – from infrastructure to the offers out of the season. Neum currently has modern health center, automatic telephone center, longterm water supply and electricity solution, developed economy and permanent tourist values which enrich the tourist offer. It is important to emphasize that good communication flow naturally direct the tourists into this city, in which the tourist inflow increases every year.

By signing Dayton Agreement in 1996, entire Neum Municipality became the part of Federation BIH.

2.1.2.3 GEOGRAPHY

Neum Municipality is only Municipality in Bosnia and Herzegovina that has the direct access to Adriatic Sea. It is located at the part of Adriatic Sea coast which belongs to Fedeartion BiH, and borders with municipalities: Čapljina (FBiH), Stolac (FBiH), Ravno (FBiH), Ljubinje (RS), as well as, Dubrovnik (RC) and Metković (RC).

It is located in Neum Kleka valley under the Osoje and Prisoje hills with the peaks Marin Vijenac 365 height above sea level and Žrnjevo 351 height above sea level. Neum is located at 420 55' 23" of North width and 100 and 37' of East lenght.

Municipality area goes from Adriatic coast line in the South-East direction, by the land depth of around 25 km. The developed sea coast length is 24,5 km, and the air lines in between states borders appr. 9 km. That area covers the surface of around 226 km2.

Adriatic main road goes through Neum, which connects it to Split, Dubrovnik and the entire Adriatic coast. Besides that, along the Neretva river, from Sarajevo and Mostar direction there is electricified ralway until Ploce.

The distance between Neum and Dubrovnik is 70 km, from Dubrovnik airport 90 km, from Mostar 70 km, Medjugorje 70 km, from railway Ploče and Metković 30 km.

Neum is characterized by long and warm summers and short and mild winter, so it belongs to the sea settlements with biggest number of sunny days.

Average monthly temperatures at the sea surface go from around 13°C in January to 32°C in July and August. Good climate consitions enable, besides swimming and sunbathing, the climate therapy during almost 7 months a year, and it’s consisted of clear sea air, strolls along the coast, water sports, etc.

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Neum Kleka basin is around 6 km long, around 1,2 km wide and it’s surface is arond 8 km2. Neum is sheltered from the opened sea, what means it is lot warmer.

Since the construction works completion of the new bridge over Dubrovačka river, Dubrovnik is closer to Neum for around 10 km. So now, the distances are: from Dubrovnik around 60 km, from Mostar around 70 km, from Makarska 90, Split 130, Sarajevo 220 km..... The main roads are regurarly maintained, and border crosses capacity is increasing every year, so, in that way, Neum is not being a ‘dead end’ anymore, although it is located at the very South.

BiH map –Neum Municipality position

Figure 1: Neum Municipality location in Bosnia and Herzegovina

2.1.2.4 POPULATION

According to the last official census from 1991, Neum Municipality had 4.325 inhabitants, allocated into 27 settlements.

Comparing the census from 1991 with the one performed in 1981 when there was 4.030

inhabitants, the number increased for 7,3 percents. However, comparing these data with

census from 1971, it is obvious that the mentioned number is less than in 1971. Based on

demographic structure, the population is older, except of the narrow Neum area. Nowadays,

the demographic structure is significantly changed.

According to the census performed on the 1st of March 1981, Neum Municipality has the surface of 225 km' with 889 households and the total of 4030 inhabitants.

The inhabitated density of Municipality is 19 inhabitants per km2 of surface.

Table 1: Settlements and population in Neum Municipality based on the census from 1991

Municipality in 1991

Municipality in 2011

Antity/ Canton Settlement No. of

inhabitants based on the

http://hr.wikipedia.org/wiki/1991.

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census from 1991

Neum Neum FBiH/Canton 7 KIŠEVO 11

Neum Neum FBiH/ Canton 7 PREVIŠ 13

Neum Neum FBiH/ Canton 7 DONJI DRIJEN 25

Neum Neum FBiH/ Canton 7 BRESTICA 48

Neum Neum FBiH/ Canton 7 ŽUKOVICA 53

Neum Neum FBiH/ Canton 7 DOBRI DO 55

Neum Neum FBiH/ Canton 7 GLUMINA 58

Neum Neum FBiH/ Canton 7 CRNOGLAV 67

Neum Neum FBiH/ Canton 7 DUBRAVICA 67

Neum Neum FBiH/ Canton 7 HOTANJ HUTOVSKI 68

Neum Neum FBiH/ Canton 7 BORUT 70

Neum Neum FBiH/ Canton 7 BABIN DO 77

Neum Neum FBiH/ Canton 7 PRAPRATNICA 83

Neum Neum FBiH/ Canton 7 BROĆANAC 84

Neum Neum FBiH/ Canton 7 D. ZELENIKOVAC 89

Neum Neum FBiH/ Canton 7 VININE 98

Neum Neum FBiH/ Canton 7 DUŽI 105

Neum Neum FBiH/ Canton 7 CEROVO 107

Neum Neum FBiH/ Canton 7 RABRANI 111

Neum Neum FBiH/ Canton 7 BRŠTANICA 112

Neum Neum FBiH/ Canton 7 MOŠEVIĆI 114

Neum Neum FBiH/ Canton 7 DOBROVO 144

Neum Neum FBiH/ Canton 7 CEROVICA 165

Neum Neum FBiH/ Canton 7 GORNJE HRASNO 186

Neum Neum FBiH/ Canton 7 HUTOVO 319

Neum Neum FBiH/ Canton 7 GRADAC 345

Neum Neum FBiH/ Canton 7 NEUM 1.651

Total: 4.325

Table 2: Number of inhabitants in Municipality, town and other Neum settlements

Year

1971 1981 1991 2011

No. of inhabitants based on the censuses Estimation

Municipality Neum 4.781 4.030 4.325 5.000

Town Neum 360 602 1.651 2.500

Other parts of Neum Municipality 4.421 3.428 2.674 2.500

Neum Municipality covers the following settlements: Babin Do, Banja, Brestica, Broćanac, Brštanica, Cerovica, Crnoglav, Cerovo, Ćukova Greda, Dašanica, Dobri Do, Dobrovo, Dračevica, Donji Drijen, Dubravice, Duži, Grabovice, Glumina, Gornje Hrasno, Gradac, Hotanj, Hutovo, Ilino Polje, Jazine, Kamenice, Kiševo, Kolojanj, Mošeci, Mramor, Neum, Nerađe-Podstjene, Opuće, Oskorušnica, Prapratnica, Praovice, Previš, Podkula, Rabrani, Radež, Radetići, Vinine, Vranjevo Selo, Zelenikovac and Žukovice.

2.1.2.5 TOURISM

Neum has 7000 beds in high class hotels and resorts and private houses, with all of the conditions for a pleasant stay during entire year. There are, also, the necessary health



center, post office, banks and small private restaurants that enrich its offer, as well as a large stores network.

Besides the hotels, there are a lot of picnic arrangements for the guests, by bus or a ship, to the neighbouring tourist settlements (Dubrovnik, Mostar, Međugorje, Hutovo blato).

Autohtonous Neum population was always involved into agriculture, fishering and extensive cetering, while the additional income sources were sea salt and medicinal and spicy hearbs: absinth, rosemary and heather. In the past, Neum people were well known as carvers for the stones used in houses and walls constructions.

They were growing the mediteranian cultures: tobacco, fig trees, grapewine, almonds, laurel, cabage, potato and onion. Talking about cattle, prevailing were sheep, poultry and bovine, with some goats, pigs, donkeys and horses. There was production of several kinds of cheese, wine, grapewine brandy (rakija), and herb brandy, dry and salty fish, cured products (ham), salt, dry figs, honey, wool products.

The production was enough for their needs, and medical and spice herbs they were selling, as well as, tobacco of a high quality, that was the main income sorce for almost two centuries.

Commercial tourism increased since 1977 when hotel Neum was. It’s a hotel of high category with 500 beds. Since the 1st of January 1978, the Municipality was established in Neum, so the construction was increased, two more hotels were built: „Sunce" with 450 and „Zenit" with 400 beds. Neum Hotel got additional 350 beds, so the number increased to 850.

Until now, Neum has 5000 beds in local business, for which the Neum tourist agency is working during the tourist season.

2.1.2.6 MUNICIPALITY

Within it’s self-governance fields, the Municipality performes the following activities:

Takes all necessary steps in the aim of providing safety protection, rights and freedom mentioned in the Constitution of Federation BiH,

Issues the development program for the economy branches important for Municipality functioning,

Issues the outlay and adopts the balance sheet,

Provides the conditions for environment protection, according to the law,

Provides the establishment of land cadastre and records regarding the property rights,

Provides the arrangement of settlements, residence quality and utility facilities, performance of utility and other branches activities, municipality traffic connections, local infrastructure, as well as construction, maintenance and usage of the local roads, streets, bridges and other public facilities, which are of interest of the Municipality,

Arrangement of the local traffic,

takes measures to ensure public peace and order, protect citizens and property in accordance with the law,

disposes and manages municipal property, and regulates and disposes the land rent at the construction land,

possession, use and manage the resources in common use, if those rights are not performed by other physical and legal persons, in accordance with the law,

http://hr.wikipedia.org/wiki/Dubrovnik

http://hr.wikipedia.org/wiki/Mostar

http://hr.wikipedia.org/wiki/Me%C4%91ugorje

http://hr.wikipedia.org/wiki/Hutovo_blato

http://hr.wikipedia.org/wiki/Ru%C5%BEmarin

http://hr.wikipedia.org/wiki/Duhan

http://hr.wikipedia.org/wiki/Smokva

http://hr.wikipedia.org/wiki/Vinova_loza

http://hr.wikipedia.org/wiki/Badem

http://hr.wikipedia.org/wiki/Lovor

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enables the conditions of local TV and radion stations operation in accordance with the law,

takes care about the tourist resources of Municipality,

manages the urban and housing policies and implements regulations in the area of importance for the municipality and its development, providing urban planning, use and management of construction land and housing stock, owned by the municipality and determine the names for parts of the inhabited places (streets, squares, etc .) in accordance with the law and decides to rename the settlement after the vacancy prior to the referendum held in accordance with the provisions of the Statute of the municipality of Neum,

establishes public institutions and other entities to achieve certain economic, social, communal and other social interests and needs of the population,

announces the referendum, public loan and decide on the borrowing municipality, perform assessment and collection of taxes, fees and charges of municipality belongings, prepares and concerns about the budget execution in accordance with the law,

ensures the maintenance of records on personal status of citizens (birth records and voter lists),

ensures the local population's needs in the field of childcare, education and training, public health (clinics, health centers, etc.), animal health and plant protection, social welfare, culture, physical culture and sport, in accordance with the law,

establishes municipal services and regulates their organization and scope,

performes duties delegated by law in the area of the County and the Federation,

performes other activities which are closely connected to the municipal interest for it’s economical, cultural and social progress, not being in the area of responsibilities of some other bodies, and manages some other issues which are not in accordance with the law.

At the level of municipal government is divided into legislative (Municipal Council), executive (mayor and municipal administrative departments) and judicial (municipal courts).

Bodies and authorities in the municipality are :

1. Municipal Council,

2. Municipal Chief of Staff.

The revenues belonging to the municipality are determined by law as means to perform delegated tasks within the framework of rights and duties of counties. The municipality issues regulations on taxation to ensure necessary funding that is provided by the county and federal authorities, in accordance with the law.

The incomes are as follows:

incomes from immovable and movable property owned by municipality,

incomes from the sale of movable and immovable property owned by the municipality,

gifts, inheritance and legalism,

municipal taxes and fees and charges rates which are determined independently by the municipality, in accordance with the law,



support and donations provided by the state budget, or special laws,

fees from the County and Federation calculation to carry out state administration tasks transferred to the municipality,

Incomes from the respective level of contribution (rate) for certain pre-school education, elementary education, culture, physical culture and sport (incomes can be original or business from the federal rates),

incomes from funds management,

other incomes established by the law and Municipal Council decision.

To meet the needs of citizens, the funds can be collected based on the immediate declaration of citizens, in accordance with the law. The municipality determines it on its own and has incomes that belong to it, in accordance with the law. Municipalities may borrow and enter into loan agreements.

The municipality has a budget in which incomes and expenditures are reported. The budget report must be issued before the beginning of the year to which it refers. If budget is not adopted before the beginning of the year to which it applies, the Municipal Council will decide on interim financing for a maximum period of three months. Supervision over the use of budgetary resources is performed by the Municipal Council. By the end of the year for which the budget is adopted, the final budget report needs to be prepared, and issued according to the proposal of the municipality.

The municipality can own the fixed and movable assets. Property owned by the municipality must be managed in accordance with existing regulations. Assets are managed by municipal mayor in accordance with the powers of the Municipal Council.

2.1.2.7 ECONOMY

Starting from the strategic goals and objectives in the economic and activation of Neum Neum municipality and with respect for natural resources of this area, it is possible to point out some elements of the concept of economic development in this area.



Neum is located near the port Ploce (Croatia) as one of the largest ports on the Adriatic coast and several major industrial centers in the immediate coast and the hinterland of the continent (Ploce, Dubrovnik, Capljina, Mostar). At the same time, we need to take into account the specific facts about the Neum area, which is more or less undeveloped and opened to economic exploitation, and it possesses significant natural resources.

The main tourist flows are in north - south end, as well as the west – south, along the Adriatic coast, passing through this area, so the direct contact point is Neum. Given the geographical distance between the tourist centers, Neum in these relations is a significant tourist point. This is regarding both, natural and geographical characteristics of this area, and the system of exploitation of tourism resources of the Adriatic.

Continental connection with the area of Neum Ploce port and its hinterland in Herzegovina, especially from Mostar, Capljina, as well as urban and industrial centers of the wider area, is the basis for future development of Neum area. Development line Ploce-Mostar is the intense concentration of population and economy, which demands for recreation and leisure will be increasing, so the tourist offer of Neum inevitably needs to be expanded. Bondage tourist activities outside of tourism can contribute to some extent, not only the development of Neum area, but also expand the impact of the wider area, and this is one of the important strategic objectives in the development of this area.

Economic development concept of Neum municipality is an integral concept of development of coastal and continental area. It is conceptually defined that the core of a business in this area is tourism. Accordingly, all other activities need to be complementary or such that do not come in conflict with tourism.

Figure 2: Neum town



Figure 3: Neum Municipality map



2.1.3 BACKGROUNDS

Backgrounds for the Master Plan draft are consisted of the following:

GEODESIC BACKGROUNDS

For the Master Plan drafts, geodesic maps of Neum area were used in the scale of 1:25.000 and 1:10.000, as well as geodesic plans in the scale of 1:2.500.

2.1.4 PROJECT DESIGN DOCUMENTATION

For this Study preparation, available should be the following documentation, previously drafted:

o Development strategy of Neum Municipality (2006-2010);

o Coast and sea systematic developments in BiH, UNESCO, Mostar University – Civil Engineering Institute;

o Spatial plan of Neum Municipality, Institute for Urbanism BiH (1987).

Available should, also, be the following:

o Water supplying of SR BiH coastal part – Water Management BiH Sarajevo (1980);

o Water research Study in Neum Municipality area Neum (Toplica, Blace and Gradac) - Croatian Institute for Civil Engineering – Geotechnical Institute, Zagreb (2010);

o Water research Study in Duži, Radež and Blace area - Croatian Institute for Civil Engineering – Geotechnical Institute, Zagreb (2010);

o Plan of measurements and research of the water losses at water supply network in Neum – Hydrotechnical Institute Sarajevo (2005).

During the Study preparation, available documentation was:

Regional Water Utility "Gabela-Svitava-Neum" – Pressure pipeline

Rehabilitation of the pressure pipeline – Preliminary design

which was drafted in 2006 by "Integra" Ltd. Mostar in cooperation with "Hidrokonzalt" Ltd. Split.

2.1.4.1 OBJECTIVE AND ASSIGNMENT OF THE STUDY

2.1.4.1.1 TASK 1: INCEPTION REPORT INCLUDING THE CURRENT SITUATION ANALYSIS

As part of the Inception Report, the Consultant will address the following:

c) Current situation analysis:

- defining the area covered by the water supply service and specifying the number of users and connections in each relevant category, e.i. households in individual residential units, households in collective residential units, industry, public institutions, businesses, farms for raising cattle, chickens...

- analysis of consumption, or needs for water; overview of current situation by user category, average consumption per inhabitant, needs of industry and cattle-raising, public consumption; analysis of the quantities of captured water at the sources and assessment of total losses;

- description of existing network, including sources and water supply zones, measure of protection of sources, water treatment, water quality, length, diameter and material of main water pipes, reservoir space, pumping and re-pumping stations, including



installed equipment and any other technical characteristics of the water supply network;

- map of existing systems, facilities and assets;

- assessment of system components in terms of capacities, efficiency, performance, reliability, adequacy, maintenance practices, age and quality of material and equipment, quality and quantity of raw water at the sources and treated water at the sources and in the network, source protection measures...

- description and assessment of the management system, assessment of losses by water supply zones

- assessment of the functioning of the water supply network;

- analysis and assessment of the capacities of the partner municipality and associated Water Utility Company in terms of management and running the existing and future infrastructural facilities, considering technical capacities, human and financial resources. The Organization/Institution should make a critical assessment of the current management of the system, human resources, organization, availability of technical equipment, operation and maintenance concept. Where necessary, the Organization/Institution should identify a need for future reforms, capacity building and propose concepts for future management (organization, needs for human resources, needs for equipment, enhancement of operation and maintenance...);

- socio-economic situation, financial analysis of the company's operation, analysis of current tariff system;

- analysis of institutional and legal regulatory framework – laws, regulations, rule books, standards, norms and directives which will be applied during the drafting of the Study and with which the Study will be aligned.

d) Analysis of development projects, studies, project solutions and harmonization of development of water supply systems with development plans and projects.

2.1.4.1.2 TASK 2: WATER SUPPLY MASTER PLAN FOR PARTNER MUNICIPALITIES

Water Supply Master Plan contains the following elements:

a) Demographic projection for the planning period of 20 years based on an analysis of strategic planning documentation from the aspect of ensuring necessary quantities of drinking water and industrial water. Defining the area covered by the water supply service provided via water utility company and specification of the number of users and connections in each relevant category, e.i. households in individual residential units, households in collective residential units, industry, public institutions, businesses, farms for raising cattle, chickens...Defining potential scenarios for development of the areas, number of inhabitants and industrial, commercial and public activities.

b) Balance of available and required water quantities for the 20 year planning period (drinking and industrial water). Capacities of available resources. Assessment of future needs for the planning period by zones and consumption groups. Assessment of possibility to provide industrial water from alternative sources (pumping water from water flows, using sources that cannot be used for drinking...).

c) Quality of drinking water at the sources and in the network. Detailed analysis and interpretation of existing physical and chemical and bacteriological findings; Sampling and extended physical and chemical and bacteriological analyses of water from the sources on three occasions in the course of drafting the Study in different hydrological conditions. Interpretation of all results and proposal of measures – types of water treatment for each of the listed sources.



d) Analysis of existing water protection measures (documentation on water source protection zones, municipal decision on water source protection zones, as well as current situation regarding protection of the water sources). Report on findings and set of recommendations.

e) Drafting two to three variants of conceptual solutions for the water supply system which ensure achievement of the overall goal in the 20 year planning period, including cost assessment, investment into construction, management and maintenance. Long-term financial comparisons of proposed solutions and proposal for adoption of one of the solutions. The conceptual solution should define the complete system, including water source, water treatment, main pipelines, pumping and re-pumping stations, reservoir capacity and other system elements. For each solution, the Organization/Institution will provide hydraulic modeling or appropriate hydraulic calculations.

f) Macro-available assessment and socio-economic analysis, investment capability to invest into the water supply system. The Organization/Institution should asses the macro-available amount of investment for implementation of measures. This indicative value will lead the Organization/Institution in the definition of an acceptable technical framework of measures. The total price should include the cost of investment and reinvestment, cost of functioning and maintenance and cost of general management.

The assessment of macro-availability should be based on the assessment of the real capacity of users within local community to pay, which will be based on a socio-economic analysis, including all users (households, commercial, industrial and institutional), with a view to having an integrated approach to water supply systems, sewage systems and waste water treatment. An assessment of overall capacities in terms of community contribution should be made for the period used in the Master Plan, based on the current situation and results of the socio-economic evaluation, assessment of household reception needs and a projection of commercial and industrial development. These scenarios should be studied: „optimistically“, „averagely“ and „pessimistically“. Each scenario should contain a forecast of the state, entity, cantonal and municipal gross product in absolute values and in percentages of the GDP and gross income per capita in partner municipality.

The analysis of availability should end with an assessment of users’ will to pay for water supply, sewage system and waste water treatment services. This assessment should be based on existing data, including all user categories. User community’s will and their contribution capacities should be taken into account, which may give rise to a situation that the necessary investments would be carried out in time phases.

g) Long-term water supply development plan. The plan will be based on the adopted concept – conceptual solution with defined water management facilities, water supply delineated by systems, zones and subzones, calculated maximum needs for water, defined water treatment at source locations, locations and capacities of reservoirs, pumping and re-pumping stations, main pipelines, hydraulic calculations, management system and other technical elements. The long-term development plan will identify facilities and costs and provide criteria for prioritization of the project, including risk assessment and mitigation of consequences for realization of full efficiency of the project.

2.1.4.1.3 TASK 3: PRIORITIZED PLAN OF INVESTMENT MEASURES FOR THE PERIOD OF 10 YEARS

On the basis of the criteria developed in the long-term water supply plan and taking into consideration macro-available assessment and investment capability, the Consultant will define:

o Prioritized project list with dynamic implementation plan;



o Funding sources (delineated external and internal funding sources), time lines, expected outputs and risks in implementation.

2.1.4.1.4 TASK 4: FEASIBILITY STUDY FOR PRIORITY INVESTMENTS MEASURES

Inception and implementation of this stage will follow as a result of the findings of the Master Plan. For the priority investment component/components identified as investment measure/measures, the Organization/Institution should ensure that adequate considerations and alternative solutions are given. The Organization/Institution should pay special attention to the assumptions for engineering (input data) and ensure that designing of plants and networks is in accordance with the current situation and realistic forecasts. The Organization/Institution will be asked to draft a Feasibility Study for the proposed priorities for the investment measure(s) in order to prove that the proposed solutions are the best possible solutions feasible in the planned period. The Feasibility Study should consider all technical, socio-economic, financial and environmental aspects of measures.

The Organization/Institution should ensure that the partner municipality and Water Utility Company be informed on the progress of the Feasibility Study. The Feasibility Study will be comprised of the following sub-tasks:

Sub-task 1: Identifying technical scope for investment measures

The Organization/Institution should prepare a short summary of the technical scope of work for identification of investment measures and submit it to Project Steering Board for discussion. The short summary should be detailed enough to describe the background, proposed solutions and possible benefits/enhancements. The summary should be corroborated with location maps and drawings where necessary.

Sub-task 2: Cost assessment

After an appropriate technical solution is made, which will lead to the goals of investment measures, the Organization/Institution should ensure that the protection measures, network and facilities are designed in line with the assumed projection. It also needs to be ensured that the proposed technical solutions are the best value for money during the operational period of the facilities and network.

The cost assessment should be based on a conceptual solution. An accurate cost assessment is an important element of the Feasibility Study. It should show clearly unforeseen physical and financial situations in the course of implementation / construction.

Sub-task 3: Financial analysis

The Organization/Institution will be required to construct a financial model which will cover the exploitation period of the project (10 year period). The financial model should contain all elements of costs, capital expenditures, all additional operational costs and maintenance costs.

The analysis of cost recovery should contain an assessment of investment costs, operation and maintenance and an assessment of expected revenues based on specification of tariffs to be applied to main user categories (households, commercial, industrial). These revenues should cover, as a minimum, investment, operation and maintenance costs, as well as costs of depreciation of the building, assets and equipment.

It will probably be possible to increase tariffs during the project implementation period. There are specified and acceptable limitations in terms of maximum percentage of the financial load on households' income (it is usually 3-5% of the household income for water supply services and collection and treatment of waste waters, based on instructions of the Council of Europe).

The financial system needs to be used to determine appropriate adjustments of policies and tariffs/prices, which will ensure financial sustainability of water utility company operation,



provide enough room to those providing loans and ensure that tariffs remain within acceptable boundaries and are raised each year up to acceptable limits. The Organization/Institution should consider impact of all agreed and specified types of subsidies for socially excluded categories (differential prices according to revenues, subsidies by the partner municipality...).

Results of the analysis should manifest through several indicators (e.g. financial internal return rate and net current value). The Organization/Institution should discuss the interpreted indicators generated by the financial model and stated assumptions with the UNDP/MDG-F, partner municipality, associated Water Utility Companies and other parties the Organization/Institution thinks need to be involved in this project phase. The financial analysis will show sustainability of the proposed investment measures(s) in different scenarios. It should also contain an assessment of work of the Water Utility Company in charge of rendering services of water supply and the burden the proposed investment measure(s) can cause with their financial adjustment. This assessment should contain a projection of cash flow which is based on a sensible assumption of cost recovery, examine under which circumstances the Water Utility Company will have sufficient resources to render services, maintain the system and realize investments in the future.

Sub-task 4: Economic analysis

The economic impact should be described in a quantifying form, as much as possible. Economic benefit, together with social, environmental and health benefits, generated by the Project should be described. If all relevant expenses and benefits could be quantified, the results of the analysis should be presented with the use of accepted indicators, such as financial and internal return rate, net current value, and benefit – cost ratio.

It is usually difficult to quantify all economic benefits of an infrastructural project. In this case, other kinds of quantifying analyses can be used such as multi-criterion analysis and cost effectiveness analysis.

The cost effectiveness analysis should presume that the Project should achieve the level of rendering services and standards set by relevant environmental analyses. Therefore, relevant EU standards can be treated as objective goals that need to be achieved with optimal economic effectiveness during the operational period of the project.

Sub-task 5: Preliminary assessment of environmental impact

The preliminary assessment of environmental impact will be performed in accordance with the Rule Book on production plants requiring a mandatory environmental impact assessment and plants that may be built and become operational only with an environmental approval.

The Organization/Institution will be obliged to analyze the environmental impact of the works that should be undertaken within the Project and verify whether the works can lead to soil degradation, jeopardize the sources and water courses, environment and natural habitats, as well as neighboring areas.

Sub-task 6: Implementation plan and strategy

The Organization/Institution will be obliged to prepare an implementation plan and strategy for investment measure(s) which the study proves to be feasible. The implementation plan should contain:

- Deadlines to carry out implementation measures with mandatory accompanying management and maintenance measures;

- Management of implementation of investment measures;

- Financial plan and funding sources;

- Technical standards and alignment with development projects;

- Public procurement procedures;



- Monitoring and reporting systems.



2.2 POPULATION AND SPATIAL COVERAGE

2.2.1 POPULATION

2.2.1.1 POPULATION OF THE SUBJECT AREA THROUGH THE HISTORY

In the item 2.1.2 NEUM MUNICIPALITY BASIC DATA the basic data on Neum Municipality and it’s settlements are given. Considering the fact that the last census was conducted in 1991, there is no exact number of inhabitants, for the settlements and municipality. The following table presents the number of inhabitants per settlements for 1991 (census) and for 2009 (estimation).

Table 3: Population in Neum municipality by settlements

Municipality 1991

Municipality 2011

Entity/ Canton Settlement

Population based on the

census in 1991

Estimated population in

2011

Neum Neum FBiH/Canton 7 KIŠEVO 11 11

Neum Neum FBiH/Canton 7 PREVIŠ 13 13

Neum Neum FBiH/Canton 7 DONJI DRIJEN 25 25

Neum Neum FBiH/Canton 7 BRESTICA 48 48

Neum Neum FBiH/Canton 7 ŽUKOVICA 53 53

Neum Neum FBiH/Canton 7 DOBRI DO 55 55

Neum Neum FBiH/Canton 7 GLUMINA 58 58

Neum Neum FBiH/Canton 7 CRNOGLAV 67 67

Neum Neum FBiH/Canton 7 DUBRAVICA 67 67

Neum Neum FBiH/Canton 7 HOTANJ HUTOVSKI 68 68

Neum Neum FBiH/Canton 7 BORUT 70 70

Neum Neum FBiH/Canton 7 BABIN DO 77 77

Neum Neum FBiH/Canton 7 PRAPRATNICA 83 83

Neum Neum FBiH/Canton 7 BROĆANAC 84 84

Neum Neum FBiH/Canton 7 DONJI ZELENIKOVAC 89 89

Neum Neum FBiH/Canton 7 VININE 98 98

Neum Neum FBiH/Canton 7 DUŽI 105 105

Neum Neum FBiH/Canton 7 CEROVO 107 107

Neum Neum FBiH/Canton 7 RABRANI 111 111

Neum Neum FBiH/Canton 7 BRŠTANICA 112 112

Neum Neum FBiH/Canton 7 MOŠEVIĆI 114 114

Neum Neum FBiH/Canton 7 DOBROVO 144 144

Neum Neum FBiH/Canton 7 CEROVICA 165 165

Neum Neum FBiH/Canton 7 GORNJE HRASNO 186 186

Neum Neum FBiH/Canton 7 HUTOVO 319 319

Neum Neum FBiH/Canton 7 GRADAC 345 345

Neum Neum FBiH/Canton 7 NEUM 1.651 2.500

Total: 4.325 5.174

According to the last official census in 1991 Neum municipality had 4.325 inhabitants, in 27 settlements. Of that number, 1.651 inhabitants lived in Neum town.

Neum Municipality belongs to Federation BiH in Canton number 7, with an area of 225 km2 and population density of 22 inhabitants/km2.

Based on estimated data of municipal administration from 2009, Neum has around 5,000 inhabitants of which around 50% inhabitants live in urban part of Municipality.

With the population density of 22 inhabitants per km2, Neum Municipality is one of the rarely inhabitated municipalities related to the average of Federation which is 90 inhabitants/km2.



2.2.1.2 PLANNED NUMBER OF INHABITANTS IN NEUM MUNICICPALITY

The underlying Master Plan, the planning period is 20-30 years. Because of past experiences in slowness of implementation of specific proposals, the expert team has proposed increasement of the planning period of 20 to 30 years. The results of this increase will not have a significant impacts.

In a previous article, there is a review of available data on population, but also of population trends over time and estimates of population for the next period.

Using these data, the team of experts gave estimates of population trends through the planning period.

The following table provides data on population in the period from 1971 to 2011. In this period there were three census and the data are given in the table. Statistical series were interrupted in the last 20 years, resulting in a lack of statistical data for planning documents. In all planning documents, the population plays a key data base. The following table provides the population growth coefficient for municipality, town and other settlements. The table, also, provides the percentage values. What is characteristic is the steady decline in population in other areas. In the last 20 years this trend has been a bit better, but this data is unreliable due to the population estimates for 2011. godinu.

On the other hand, in the town Neum there is a sudden increase in population over the past 40 years. Special intensive construction and settlement of this town was happening in the period from 1971 to 1981, when the population almost tripled. And in the last 20 years there was a dramatic increase in population.

Table 4: Population in Municipality and town Neum in the period from 1971 to 2011

Area

Population growth coefficient

Municipality -1,695 0,71 0,728

Town 5,27 10,62 2,096

Other settlements -2,513 -2,453 -0,335

Year

1971 1981 1991 2011

Population based on the censuses and estimation

Neum Municipality 4.781 4.030 4.325 5.000

Neum town 360 602 1651 2500

Precentage of town inhabitants 7,53% 14,93% 38,17% 49,99%

Other part of Neum Muniicpality 4.421 3.428 2.674 2.500

Precentage of other inhabitants 92,47% 85,06% 61,82% 50,00%

Table 5: Population number per settlements for the planning period of 30 years

Water supply systems

Perspective population number in municipality area

2010 2015 2020 2025 2030 2035 2040

5.174 5.797 6.495 7.277 8.153 9.135 10.235

KIŠEVO 11

PREVIŠ 13

DONJI DRIJEN 25

BRESTICA 48



ŽUKOVICA 53

DOBRI DO 55

GLUMINA 58

CRNOGLAV 67

DUBRAVICA 67

HOTANJ HUTOVSKI 68

BORUT 70

BABIN DO 77

PRAPRATNICA 83

BROĆANAC 84

DONJI ZELENIKOVAC 89

VININE 98

DUŽI 105

CEROVO 107

RABRANI 111

BRŠTANICA 112

MOŠEVIĆI 114

DOBROVO 144

CEROVICA 165

GORNJE HRASNO 186

HUTOVO 319

GRADAC 345

NEUM 2.500

Population in total: 5.174

The above table shows that the estimation for municipality in 2040 is around 10.235 inhabitants, and in the town Neum around 6.631 inhabitants. Average coefficient for population growth is 2.30 %.

Population growth coefficient will be different for all of the settlements. The rough estimation for coefficient is taken and the adopted coefficient for town is K=3.31 and for other settlements K=1. Although the number of inhabitants in the villages decreased, we used the optimistic scenario.

2.2.2 SPATIAL COVERAGE

Neum municipality currently does not have the unique water supply system. Bigger part of municipality is in the spatial coverage of the Regional water suply system "Gabela - Svitava - Neum".

The settlements supplied by the Regional water supply system are:

Brštanica,

Hutovo,

Prapratnica,

Broćanac,

Gradac,



Moševići,

Babin Do,

Oskrušnica,

Duži,

Vranjevo Selo and

Neum,

Ravno Municicpality and Dubrovnik Riviera Municipality.

The capacity of Gabela and Blace sources is enough for the future period, so the objective is to connect all of the Neum municipality settlements to this system. In addition, all of the sub-systems should be under the supervision of one utility company.



2.3 EXISTING WATER SUPPLY SYSTEM

2.3.1 INTRODUCTION

Neum municipality is supplied by drinking water by regional water supply system “Gabela – Neum”. The system started operated in 1982, and was designed for the maximum capacity, at the end of the planning period, of Q=238,0 l/s. During the conception and design in the mid seventies, the basis for planning the required quantities and scaling were the only plans of development which predicted a strong expansion of the so-called "Mass tourism" and the construction of large tourist resorts in the area Klek Peninsula and in the wider area of the Dubrovnik hinterland (Opštine Čapljina, Stolac and Ravno).

The system itself is one of the most complex water supply system in BiH, and beyond.

The total length of distribution system is 38 km, through an extremely difficult and inaccessible terrain.

The total rising height (pumping) of water is 365 meters.

The system has 5 reservoirs of total volume over V=5000 m3.

The pipeline is made of steel spiral welded pipe of diameter Ø 508, Ø 323 and Ø 273 mm.

Unfortunately, due to the economic recession in the early eighties, system Gabela - Neum is put into operation before a very important system for monitoring and remote control was completed, essential for efficient operation. Reservoirs were, also, not fully completed in accordance to the project design documentation.

In that kind of situation, „JP Vodoprivreda“ (Water Management) BiH was responsible for 80 % of operation costs, one part was covered by grants, and the least, symbolic part, the consumers and Public Utility Company JKP “Neum”. This distribution costs of the system is understandable, given that the system was supplying only 3,000 households. It is important to note that due to lack of remote control system, water losses in the system were significant from the very beginning.

Period of the war and after the war brought a further deterioration of this complex system. Most deleterious was the termination of cathodic protection systems, during the 4 years of war, which caused damage to the pipeline. Also, there was a deterioration of mechanical and electrical equipment at pumping stations. A particular problem is the degradation and failure to maintain power lines that supply pumping stations with electricity.

It is worth noting that the water quality is extremely bad and it does not satisfy the quality standards. Protection of springs in Gabela is insufficient and the water quality is deteriorating daily. The biggest problem is the occasional muddy water and a large amount of suspended particles.

2.3.2 DESCRIPTION OF WATER SUPPLY SYSTEM “GABELA –

NEUM” – TRANSPORT SYSTEM

Regional water supply system „Gabela – Svitava - Neum“ is made in that way that supplies parts of Čapljina Municipality (settlements Dračevo, Gabela, Višići and other, so called, water supply systems „Dolina Neretve“), settlements in Popovo Polje, now Municipality Ravno, part of the settlements of Dubrovnik area R. Croatia – settlements Bistrina, Smokovljani, Visočani, Čepikuće etc., as well as the town Neum and all other settlements of Neum Municipality.

Water Utility is designed to provide Q=238,0 l/s of water for all mentioned consumers.

Due to the mountaineous terrain, large but rarely inhabited area, the relatively complexed and demanding water supply system has been designed with over 30 km of transport



pipelines in very complicated terrain for operation and maintanance, 3 pumping stations of total raising height of 365 m and 5 system reservoirs of total volume of V=5.000 m3. The system value is estimated to 15.000.000 BAM.

Sub-systems which rely to the main system are, also, very complexed (long transport lines, pumping stations and number of smaller reservoirs).

Construction of these water supply systems begun in 1982 and started operating, although not everything what was planned based on the project, was completed. This system enabled water supplying of Neum and part of the Neum Municipality.

Sub-system "Dubrovačko primorje“

In the period from 1989 to 1991, the main line was constructed PVC Ø 225 mm from reservoir „Moševići" untill reservoir "Visočani" around L=15,0 km long for the sub-system „Dubrovačko primorje“ – Dubrovnik coastal area (settlements Topolo, Štedrica, Stupa, Ošlje, Smokovljani and Visočani for the total of 600 inhabitants).

In 2005 reservoirs „Topolo“ and „Visočani“ were constructed, as well as the additional pipelines to the settlements. In 2006 it was planned to release the distributive system of these settlments.

Sub-system Ravno

In the period of 1995-1997 the pipeline that connects the part of Ravno Municipality settlement and Ravno settlement to this system was constructed. From „Hutovo“ reservoir there is a connection towards Ravno Municipality. There was a plan for the pipeline Ø 200 mm, L=18.000,0 m long, which would be transporting water from the reservoir and pumping station „Trnčina“.

Sub-system "Dolina Neretve"

In the period of 1997-2007 the water supply system „Dolina Neretve“ was constructed, for the part of Čapljina Municipality settlements – Dračevo, Gabela, Svitava, but in 2002 this system is connected to Čapljina water supply system and it is no longer in Neum water supply system.

Sub-system Neum

Due to the huge problems of regional water supply system for Neum needs, The sorce Blace was activated. This source is of poor yield with Qmin=15-20 l/s. The Neum water supply system problem is not solved, so the usage of regional water supply system still stands as a permanent water supply solution for both, town Neum and entire Neum Municipality.

Regional water supply system is characterized by the following:

1. It was constructed around 30 years ago with the following assumptions:

a. Fast development of tourism in the town of Neum,

b. Water supply for a significantly larger number of citizens in the area of Popovo Polje (the subsystem of Ravno),

c. That the coastal area of Dubrovnik would consume Q=15,0 l/s (the subsystem of Dubrovacko Primorje ws sized for the needs of 3,000 citizens + industry + tourist capacities in the area of Bistrina),

d. It wa sized for nominal Q=200,0 l/s, and the real capacity of the transportation system to R. Hutovo is Q=300,0 l/s.

2. Maximum monthly consumption (average in the month of maximum consumption) in the system during 2005, including the losses within the system) was up to Q=62,0 l/s (data from the Neum Utility Company).



3. Maximum average monthly water production at the source Gabela measured in PS “Kozarica"(without losses on the main waterline) was Q=45.0l/s (data from 2005).

4. Maximum average monthly water consumption in the sub-system Ravno was about V = 2300 m3/month or Q <1.0 l/s.

5. Water consumption in the subsystem "Dubrovnik Riviera" is also in the range of V = 2-3000 m3/month or Q ≤ 1.0 l / s.

6. The data on production of water at the source Gabela are not reliable, but it can be concluded from the data on the consumed electric power the losses on the main line to the PS "Svitava" are very large and amount to 50% of the water produced.

Regional water supply system Gabela – Neum, as a result of the lack of maintenance due to lack of funds, is in a poor condition and needs more funds for rehabilitation and bringing in good condition.

The assumption is that the greatest damage are those to the thrust line from the source Gabela to the PS "Svitava”. The steel pipe profile is Ø 508/496 mm, length L = 10874.0 m. Repair of this pipeline is difficult because of unresolved property rights issues along the pipeline route and the inaccessible terrain - retention pool "Svitava“.

2.3.2.1 GABELA SOURCE

GABELA SOURCE

The source is located in Gabela region in Neretva river aluvium. Two drilled well are constructed, around 30 m deep. Terrain elevation is 4,50 MASL, and underground level is 5-10 m bellow the terrain.

By earlier researches, which should certanly be repeated, it is posible to abstract more water amount, that the one that can be pumped at the moment.

GABELA PUMPING STATION

The wells are equipped by wells pumps with un-sunken engines. The pumps are put into the facilities built above the well, along with the other equipment - transformator and gas chlorinator.

The following pumps are installed:

First well - elevation 4,5 MASL, pump type 4,8 BO 23-20/7 capacity Q=50 l/s, power N=75 kW,

Second well - elevation 4,5 MASL, pump type 4,8 BO 28-25/4 capacity Q=100 I/s, power N= 132 kW

Pumps capacity is chosen in a way to satisfy needs of the planned water supply system with the capacity for 50 % of needs.

It is not anticipated that both pumps operate simultaneously. In less consumption period, during the offseason, smaller pump is operating and during the summer season, with more needs for water, bigger pump is used.

In the last several years, „Dračevo“ reservoir is excluded from the system, so the water is pumped directly from the well into the pressure release chamber Svitava (PS „Svitava“). The mentioned completelly changed the way of pumps operation. The pumps from these wells are chosen for the level of pumping which is 60-70 m. By excluding the pumping reservoir, now the water is pumped into the pipeline L=10.360,58 m long, and the pumping height is 15-20 m.

Dakle sada pumpe rade u nepovoljnom režimu rada.



PROTECTION OF THE SOURCE

The area of the first protection zone is fenced with the barbe wire. The protection zone studies are not made, so it will be one of the priorities in the future period. According to the law, the development of the study has to done by municipality.

2.3.2.2 TRANSPORT PIPELINE FROM THE SOURCE TO THE DRAČEVO

RESERVOIR

Through the steel pipeline Ø 508/496 mm, L=3.055,0 m long, the water is transported to „Dračevo“ reservoir. Steel pipeline has not being maintaned, and the cathode protection is damaged, as well. In those kind of conditions, the steel decays and condition of this pipeline is questionable.

2.3.2.3 “DRAČEVO” RESERVOIR

According to the Project, it was planned to pump water from the well into the reservoir „Dračevo“. „Dračevo“ reservoir is located at the elevation of Kd=65,0 MASL L=3.055,0 m far away from the source.

This reservoir supplies part of Čapljina municipality. The other part of water is further transported to PS Svitava.

„Dračevo“ reservoir is excluded from the system, what has bad impact to the pumps operation manner at „Gabela“ source. Pumps consume more energy, the colmation in wells more intense that harms wells, extending the pressure pipeline which adversely affects the level of hydraulic impact (increased) and leads to pipelines damage.

For this reason, it is necessary to adjust the pumps to the existing conditions and provide protection against the hydraulic impact.

2.3.2.4 TRANSPORT PIPELINE FROM R. DRAČEVO TO PS SVITAVA

Through the steel pipeline Ø 508/496 mm, L=7.724,50 m long, the water is transported from „Dračevo“ reservoir to the surge tank of PS „Svitava“. Water transport was performed gravitationally.

After the reservoir was excluded from the system, the connection of pressure pipeline before the reservoir, and gravitational pipeline after the reservoir was performed. The lenght of this pipeline is L=220,0 m. In this way, the pipeline lenght from Gabela source to PS „Svitava“ was decreased and it's lenght is L=10.360,48 m.

Steel pipeline has not being maintaned, and the cathode protection is damaged, as well.

Measuring the consumed electricity, produced water amount is measured (this should be taken with the grain of salt) at Gabela source, as well as the consumed electricity at the PS „Svitava“. By comparing the data, we came to the conclussion that the water losses at this pipeline are around 50 %. Considering the fact that the pipeline is made of steel and the assumption that the cathodic protection is damaged, it can happen that the entire pipeline sections are damaged, i.e. that it is not about the classical defects, but that the entire pipeline sections need to be replaced. This, certanly, has to be investigated and perform the pipeline rehabilitation.

Given that the pipeline is over-dimensioned – pipeline capacity is around Q=400,0 l/s for velocities of v=2,0 m/s – rehabilitation can be performed in a cheapper way – by inserting the pipe into th epipe. It is posible to simply insert poli-ethylene pipe of smaller diameter through the existing steel pipe.

Entire pipeline from the source Gabela to PS Svitava was investigated in recent years and the replaced part is around L=7.000 m long. It is necessary to investigate the rest of the pipeline and, eventually, replace it. New pipeline profile at the replaced sections is PEHD Ø



355/302,8 mm for PN 10 bar. Unfortunatelly, tere is no documentation for the mentioned replacements, nor for some recent projects.

The capacity of a new pipeline, with internal diameter of around Ø 300 mm, for water velocity in the pipeline is v=1,20 m/s, Q=85,0 l/s. This is the maximum water quantity for future Neumu needs, Q=15-25 l/s of water from the source Blace. The capacity of this pipeline is even higher, because this is th epressure pipeline where the water quantity can be increased by pumps. For water quantity of Q=100,0 l/s, the water velocity in the pipeline is v=1,41 m/s which is not high for pressure pipeline.

This reconstructed pipeline can transport around Q=100,0 l/s of water.

2.3.2.5 PS SVITAVA

Water flows into the surge tank Svitava. Surge tank bottom elevation is Kd=20,0 MASL. PS „Svitava“ is constructed nearby the surge tank, where the water is taken from.

PS SVITAVA – elevation 20 MASL with three pumps of capacity Q=52 l/s power N= 200 KW

During the winter period it is planned to use 1 operating and two spare pumps, and during the summer period 2 operating and 1 spare pump. Water is pumped from PS „Svitava“ to ST and PS „Kozarica“. The pressure pipeline is Ø 508/496 mm, lenght L=878,0 m, and the height defference is ∆h=237-20=217,0 m.

2.3.2.6 TRANSPORT PIPELINE FROM PS SVITAVA TO R. AND PS

“KOZARICA”

Through the steel pipeline Ø 508/496 mm, L=878,0 m long, the water is transported from the PS „Svitava“ to the surge tank and pumping station „Kozarica“.

Condition of pipelines is not known and it is necessary to examine this pipeline.

2.3.2.7 ST AND PS “KOZARICA”

Water flows into the surge tank Kozarica. Surge tank bottom elevation is Kd=237,0 MASL. PS „Kozarica“ is constructed nearby the surge tank, where the water is taken from.

PS KOZARlCA - elevation 282 mnm with three pumps of capacity Q=52,00 l/s power N= 160 Kw

During the winter period it is planned to use 1 operating and two spare pumps, and during the summer period 2 operating and 1 spare pump. Water is pumped from PS „Kozarica“ to „Hutovo“ reservoir with the bottom elevation of Kd=368,0 MASL. The pressure pipeline is Ø 508/496 mm, L=6.210,0 m long, and the height defference is ∆h=368-237=131,0 m.

It is planned to make additional pipeline from ST „Kozarica“ towards Hrasno settlement, which is not constructed.

2.3.2.8 TRANSPORT PIPELINE FROM PS “KOZARICA” TO R. „HUTOVO“

Through the steel pipeline Ø 508/496 mm, L=6.210,0 m long, the water is transported from the PS „Kozarica“ to „Hutovo“ reservoir.


2.3.2.9 “HUTOVO” RESERVOIR

„Hutovo“ reservoir is located at Kd=368,0 MASL

„Hutovo“ reservoir is the heighest reservoir in the system.



The water is gravitationally sent from „Hutovo“ reservoir into two directions:

Towards R. „Moševići“ and further towards Neum,

Towards the sub-system in Ravno municipality.

2.3.2.10 WATER SUPPLY SUB-SYSTEM RAVNO

The additional connection is planned from „Hutovo“ reservoir towards Ravno municipality. Planned is the pipeline of Ø 200 mm, L=18.000,0 m long, which would be transporting water from reservoir towards the PS „Trnčina“.

R. „Trnčina“ is planned with the bottom elevation of Kd=297,0 MASL.

The height difference between R. „Hutovo“ and R.“Trnčina“ is ∆h=368-297=71,0 m.

Transport pipeline capacity is:

Pipeline Absolute

roughness

Pipeline diameter

(mm)

Height difference

(m)

Pipeline lenght

(m)

R.“Hutovo“ – R.“Trnčina“ 0,1 200,0 71,0 18.000,0

Water velocity is v=0.89 m/s pipeline capacity is Q=28.03 l/s

From reservoir „Trnčina“ the water is pumped into the reservoir „Ravno“.

R. „Ravno“ is planned with the bottom elevation of Kd=477,0 MASL. Reservoir volume is V=300 m3. Water depth in reservoir is H=4,60 m.

2.3.2.11 TRANSPORT PIPELINE FROM R. „HUTOVO” TO

R.“MOŠEVIĆI“

Through the steel pipeline Ø 323 mm, L=4.455,0 m long, the water is transported from „Hutovo“ reservoir to „Moševići“ reservoir. Water is transported gravitationally.

The height difference between R. „Hutovo“ and R.“Moševići“ is ∆h=368-270=98,0 m.



Pipeline Absolute

roughness

Pipeline diameter

(mm)

Height difference

(m)

Pipeline lenght

(m)

R.“Hutovo“ – R.“Moševići“ 0,4 315,0 98,0 4.455,0

Water velocity is v=2,53 m/s pipeline capacity is Q=197,29 l/s

2.3.2.12 "MOŠEVIĆI“ RESERVOIR

„Moševići“ reservoir is at Kd=270,0 MASL

From „Moševići“ water is gravitationally sent into two directions:

Towards R. „Duži“ and further to Neum,

Towards the sub-system "Dubrovnik Riviera".

2.3.2.13 WATER SUPPLY SUB-SYSTEM "DUBROVAČKO

PRIMORJE" (DUBROVNIK RIVIERA)

The additional connection is planned from „Moševići“ reservoir towards „Dubrovačko primorje“ (Dubrovnik Riviera). Planned is the pipeline Ø 200 mm, L=13.500,0 m long, which would transport water from "Topolo" reservoir towards „Visočani“ reservoir.



„Visočani“ reservoir is planned with the bottom elevation of Kd=246,50 MASL. "Topolo" reservoir is planned with the bottom elevation of Kd=260,0 m.n.m.

The height difference between R. „Moševići“ and R.“Visočani“ is ∆h=270-246,50=23,50 m.


Pipeline Absolute

roughness

Pipeline diameter

(mm)

Height difference

(m)

Pipeline lenght

(m)

R.“Moševići“ – R.“Visočani“ 0,4 200 23,5 13.500,0

Brzina vode je v=0,52 m/s kapacitet cjevovoda je Q=16,30 l/s

From „Visočani“ reservoir, the water is distributed into the water supply sub-system "Dubrovačko primorje".

From „Topolo“ reservoir, the water is distributed to Štedrica settlement.

2.3.2.14 TRANSPORT PIPELINE FROM R.“MOŠEVIĆI“ TO

R."DUŽI"

Through the steel pipeline Ø 273 mm, L=3.788,0 m long, water is transported from „Moševići“ reservoir to „Duži“ reservoir. Water is transported gravitationally.

The height difference between R. „Moševići“ and R.“Duži“ is ∆h=270-190=80,0 m.



Pipeline Absolute

roughness

Pipeline diameter

(mm)

Height difference

(m)

Pipeline lenght

(m)

R.“Moševići“ – R.“Duži“ 0,4 260 80,0 3.788,0

Waer velocity is v=2,20 m/s pipeline capacity is Q=116,61 l/s

2.3.2.15 SOURCE "BLACE"

Pumping station "Blace" is seen as a well field for water supply system "Neum".

Based on the concept, PS "Blace" is consisted of two operating wells for the purposes of mentioned system needs.

Working marks of well fields planned to be used for water supply system "Neum" are Z-1 ; Z-2.

Both wells are of guarantied yield Z-1, 15 l/s i Z-2, 11 l/s in all year periods. Diameter of wells pipe columns is Ø 200 mm, what is enough for the installation of necessary equipment. The lowest water elevation in the well is 25 m deep, at which point the pumps need to be installed.

Small distances in between wells enable performance of the technical solutions of mutualyy communicative connections of the wells. In that way, the automatic and semi-automatic operation of the equipment inside the wells is completelly solved, as well as sending the managing-operational and control signals between the wells equipment and the central equipment for automation (the main cabinets) which location is determined in the existing facility P.S."Blace" premis.

Due to the posibility of entire terrain sinking where the wells are situated, the facilities above wells rise above any posible water levels registred.

Well pit (well ZD1) dimensions (light) are: lenght 3,8 m, width 2,0 m and height 2,2 m. Well pit (well ZD2) dimensions are: lenght 2,9 m, width 1,8 m and height 2,2 m.



Objects of both wells are partially buried in the ground and partially above the natural terrain. Concrete construction of well pits next to the waterproof concrete, are saturated with hydroisolation due to the groundwaters ingress.

Due to posible cadastre sinking caused by flooding of the whole terrain, the entire equipment installed in well facility (manhole) is made and regulated for submerged work conditions. According to the mentoined conditions, the equipment needs to be corrosion protected.

Pumping aggregate is of following operation characteristics:

Well 1

Qz1 = 15 l/s

H = 122.93 m -147.71 m

QN 65-16

N = 33 kW

Well 2

Qz2 = 11 l/s

H = 120.65m -147.71 m

QN 63-19

N = 26 kW

Pumping aggregates are installed into both wells, using upsurge pipeline DN 80 mm, in the depth of 25 m measured from the terrain elevation. This depth enables the safe water extraction in the lowest regime of wells water, and, on the other, hand prevents pumping aggregates of mud and sand pumping from the wells.

The facility has chlorine station and electric control system of water wells.

The ground is scheduled for chlorine station and chlorine storage, and the floor was designated for the accommodation of electrical equipment.

2.3.2.16 RESERVOIR “DUŽI”

Reservoir „Duži“ is located at the elevation of Kd=190,0 MASL. Reservoir volume is V=500,0 m3.

Reservoir „Duži“ is reservoir for WSS Neum. Reservoir is filled from the reservoir "Moševići" – Gabela source, but, also, from the source "Blaca".

From "Blaca" source, which is of minimum yield of Qmin=15-20 l/s, water is pumped from PS "Blaca" to reservoir "Duži".

From reservoir „Duži“ water is sent gravitaonally to the reservoir "Neum I".

At the main gravitational steel pipeline Ø 273 mm R. Moševići - R. Neum at the connection for reservoir Duži, the nod is formed (the steel pipeline is cut Ø 273 mm) with the disscharge pipe Ø 200 mm untill the reservoir Duži and the return pipeline DN 250 mm. In the nod facility there are latches that allow better filling of the reservoir Duži from Moševića direction, where it takes over the function of pressure release chamber, as well, at the section between R. Moševići and R. Neum 1. The elevation of reservoir Moševići is 270 MASL, reservoir Duži 190,00 MASL, and reservoir Neum 1 155,00 MASL, what surly decreases the pressures in the network, and, also, the losses. In this way, the nod enables safe water supply of Neum from Blace source at the moment of Gabela-Neum system operation. The old switching pipeline DN 100 mm keeps functioning. In case of derailment of the function of Gabela-Neum



regional water supply system, the constructed reservoir space satisfies, because the well capacity can not fill in the constructed reservoir space.

The existing reservoirs have the following volumes:

Neum 1 V=1000 m3

Neum II V=1000 m3

VSP Duži V=500 m3

However, the total reservoir volume is: V=2.500 m3, and the daily inflow from Blace sub-system is:

Qdc=86.400 s x 26 l/s = 2.246.400 l/d = 2.246,4 m3/d

Since the reservoirs are used for daily balancing, the constructed space is quite satisfactory, and there is no need for Duzi reservoir expansion in case of water supply from Blace sub-system.

Constructed space percentage usage for daily balancing

p%=(2.246,4 x 100)/2.500=89.9%

It is anticipated that the existing capacity of the reservoir will be sufficient for a longer period because all future activities should be oriented solely to the reduction of losses and the consumption itself.

The main pressure pipeline Ø 200 mm from Blace source in the shutter chamber forks into two water chambers with free outpouring into the functioning water chamber. In thisa awy, the pipeline Ø 100 mm from V. Moševići direction keeps functioning.

When selecting a maximum pipeline route it was taken into account that the same should be passed through the state land, the existing gravel roads or through the band of the constructed pipelines. On the section between wells ZD1 and ZD2, the route is laid edge to the field so that the route behind the well ZD1 is to be placed in the hull of the access road length of about L = 1320 m. The access road to the pipeline was laid from the ST 0 ST +300.00 to 0 + 478, 15 elevated above the flood elevation (98.29 m) thus allowing unhindered access to pump stations and wells Blace Z1 in all weather conditions and water levels at the site of Blace. The following route is laid parallel to about 1 m apart along the existing pipeline:

Steel pipeline Ø 273 mm V. Moševići-V. Neum I

Return pipeline ACC Ø 250 mm V. Neum-Vranjevo Selo

As the pipe material at the considered sections, the following is applied:

Polyethylene PEHD 100 NP 16 bar/ Ø 200 mm and Ø 125 mm.

The total pipeline lenght is 2.320,81 m.

According to the hydraulic calculation per sections, the following profiles are planned:

Ø 125 mm L=230 m

Ø 200 mm L=2030 m.

All reinforcements at the pipelines are planned to be in AB monolithic panes in order to facilitate the construction and dismantling of pipelines.

2.3.2.17 TRANSPORT PIPELINE FROM R.„DUŽI” TO R.“NEUM I“

Through the steel pipeline Ø 273/266 mm, L=4.032 m long, water is transported from „Duži“ reservoir to „Neum I“ reservoir. Water is transported gravitationally.



Height difference between R. „Duži“ and R.“Neum Iis ∆h=190-155=45,0 m.



Pipeline Absolute

roughness

Pipeline diameter

(mm)

Height difference

(m)

Pipeline lenght

(m)

R.“Duži“ – R.“Neum I“ 0,4

Water velocity is v=....... m/s pipeline capacity is Q=....... l/s

2.3.2.18 RESERVOIR “NEUM I”

Reservoir „Neum I“ is located at the elevation of Kd=155,0 MASL. Reservoir volume is V=1.000,0 m3.

Reservoir „Neum I“ is surge tank and Reservoir for WSS Neum, at the same time.

From reservoir „Neum I“ water is gravitaonally sent into two directions:

The second height zone of WSS Neum,

Towards the reservoir "Neum II" used for the first height zone of WSS Neum,

2.3.2.19 TRANSPORT PIPELINE FROM R.„DUŽI” TO R.“NEUM II“

Through the steel pipeline Ø 273/266 mm, dužine L=1.030,0 m long, water is transported from „Duži“ reservoir to „Neum I“ reservoir. Water is transported gravitationally.

Height difference between R. „Duži“ and R.“Neum II“ is ∆h=155-85=70,0 m.



Pipeline Absolute

roughness

Pipeline diameter

(mm)

Height difference

(m)

Pipeline lenght

(m)

R.“Neum I“ – R.“Neum II“ 0,4 266 70,0 1.030,0


2.3.2.20 RESERVOIR“NEUM II”

Reservoir „Neum II“ is located at the elevation of Kd=85,0 MASL. Reservoir volume is V=1.000,0 m3.

Reservoir „Neum II“ is used for supplying the first height zone of WSS Neum.

2.3.2.21 RECAPITULATION OF FACILITIES IN WSS NEUM

The following table shows reservoirs, pumping stations and transport pipelines in the Regional water supply system „Gabela – Svitava – Neum“.

The reservoir space total volume is V=6.920,0 m3.

The system has 5 pumping stations, two wells – Gabela and Blace, and 3 pumping stations in the transport system.

The total lenght of the pipelines made of steel is L=64.949,48 m. The Neum Municicpality has around 50 % of these pipelines.



Table 6: Reservoirs in WSS „Gabela – Svitava – Neum“

Reservoir Zone Bottom

elevation (MASL)

Volume (m

3)

Dračevo Gabela - Neum 65,00

Svitava Gabela - Neum 20,00

Kozarica Gabela - Neum 237,00

Hutovo Gabela - Neum 368,00

Moševići Gabela - Neum 270,00

Duži Gabela - Neum 190,00 500,0

Neum I Neum 155,00 1.000,0

Neum II Neum 85,00 1.000,0

Trnčina Ravno 297,00

Ravno Ravno 477,00

Topolo Dubrovačko primorje 260,00

Visočani Dubrovačko primorje 246,50

In total: 5.0000,00



Table 7: Pumping stations in WSS „Gabela – Svitava – Neum“

Pumping station

Location No. of pumps (kom)

Type of the pumps

Power of pumps

(kW)

Capacity (l/s)

Water rising height (m)

Gabela Gabela 1 4,8 BO 23-20/7 75,0 50,0 l/s 15,00

1 4,8 BO 28-25/4 132,0 100,0 l/s 15,00

Svitava Svitava 3 200,0 52,0 l/s 217,00

Kozarica Kozarica 3 160,0 52,0 l/s 131,00

Blace Neum 1 QN 65-16 33,0 15,0 l/s 122.93 m -147.71 m

1 QN 63-19 26,0 11,0 l/s 120.65m -147.71 m

Trnčina Ravno 190,00

Table 8: Transport pipelines in WSS „Gabela – Svitava – Neum“

Section Pipeline diameter Pipeline lenght

(mm) (m)

PS Gabela - PS Svitava 508 / 494 10.360,48

PS Svitava - PS Kozarica 508 /494 878,00

PS Kozarica - R. Hutovo 508 /494 6.210,00

R. Hutovo - R. Moševići 323 / 315 8.000,00

R. Moševići - R. Duži 273 / 266 3.788,00

PS Blace - R. Duži 200 2.030,00

125 230,00

R. Duži - R. Neum I 273 / 266 4.032,00

R. Neum I - R. Neum II 273 / 266 1.466,00

R. Hutovo - R. Trnčina 200 18.000,00

R. Moševići - R. Visočani 200 13.500,00

Transport pipelines in total: 64.949,48

Distribution pipelines in total (given in the following chapter):

55.089,15

Transport and distribution pipelines in total: 123.583,63

2.3.2.22 THE DESCRIPTION OF DISTRIBUTION WATER SUPPLY

SYSTEM OF NEUM TOWN

WSS Neum is divided into two altitude supply zones:

The first altitude zone is supplied by the water from reservoir "Neum II" which is located at the elevation 85,0 MASL.

The first altitude zone is supplied by the water from reservoir "Neum I" which is located at the elevation 155,0 MASL.

Both reservoir have volume of V=1.000,0 m3.

That means that the first altitude is from the elevation 0,0 MASL untill the elevation 70,0 MASL. Pressures in the network are very high in the parts near the sea (even up to 8 bar) which causes defects in the system.



The second altitude is from the elevation 70,0 MASL to 140,0 MASL. The same as for the first altitude, the pressures in the second altitudeare very high in some certain distribution system parts (even up to 8 bar).

So, the system is not well zoned.

The following tables show pipelines lenght by the profiles and types of material, as well as per supply zones. The total pipeline lenght is around 18 km.

The review of distribution system is given in enclosures.

Table 9: Distribution water supply system of Neum – pipelines by the sections, type of material, pipelines lenght and pipelines diameter

Pipeline Lenght Diameter

m mm

Pipe P3 373,94 100

Pipe P4 237,80 100

Pipe P5 72,91 100

Pipe P6 163,72 100

Pipe P7 129,13 150

Pipe P8 395,01 90

Pipe P9 94,61 100

Pipe P10 192,39 90

Pipe P12 163,35 100

Pipe P17 128,16 90

Pipe P23 840,66 140

Pipe P35 102,54 100

Pipe P36 257,80 100

Pipe P39 34,09 100

Pipe P40 76,21 100

Pipe P41 172,91 100

Pipe P43 63,80 100

Pipe P44 58,22 100

Pipe P45 81,09 100

Pipe P46 706,23 100

Pipe P47 513,04 100

Pipe P48 138,81 100

Pipe P55 294,93 100

Pipe P56 233,93 100

Pipe P57 619,11 100

Pipe P58 86,93 100

Pipe P59 126,35 100

Total PE and PVC pipes 6.357,64

Pipe P18 1.115,00 200

Pipe P28 102,95 400

Pipe P29 491,98 400

Pipe P30 24,80 400

Pipe P31 308,11 400



Pipe P53 736,18 300

Pipe P54 46,57 300

Pipe P68 391,17 400

Pipe P69 467,47 400

Total cast iron pipes 3.684,23

Pipe P2 35,53 100

Pipe P11 204,71 150

Pipe P13 80,59 150

Pipe P14 105,87 100

Pipe P15 155,37 100

Pipe P16 82,14 100

Pipe P19 1.645,79 100

Pipe P20 514,52 100

Pipe P21 583,75 150

Pipe P22 141,23 100

Pipe P24 310,92 150

Pipe P25 46,78 100

Pipe P26 399,80 60

Pipe P32 70,05 100

Pipe P33 109,94 100

Pipe P34 69,73 100

Pipe P37 305,86 100

Pipe P38 70,06 100

Pipe P42 122,03 100

Pipe P49 198,20 150

Pipe P50 175,84 150

Pipe P51 105,80 150

Pipe P52 37,99 150

Pipe P60 309,24 100

Pipe P61 116,37 100

Pipe P62 128,63 100

Pipe P65 100,56 200

Pipe P66 45,11 200

Pipe P67 60,00 200

Pipe P70 294,00 150

Pipe P71 502,28 150

Pipe P74 50,62 100

Asbestos cement pipes in total 7.179,28

Distributio0n pipelines in total 17.221,14



Table 10: Distribution water supply system of Neum – pipelines by the sections, type of material, pipelines length and pipelines diameter and supply zone

Section

Pipeline diameter Type of

material

Pipeline lenght

Pipeline lenght Pipeline

(mm) (m) (m)

Pipe P3 100 PE or PVC 373,935

5.388,82

The second altitude of water supply

distribution system Neum

























Pipe P28 400 Cast iron 102,95

927,84 Pipe P29 400 Cast iron 491,976



Pipe P2 100 ACC 35,5272

2.534,55

Pipe P11 150 ACC 204,707

Pipe P13 150 ACC 80,5906

Pipe P14 100 ACC 105,869

Pipe P15 100 ACC 155,369

Pipe P16 100 ACC 82,1367

Pipe P32 100 ACC 70,0484

Pipe P33 100 ACC 109,941

Pipe P34 100 ACC 69,7271

Pipe P37 100 ACC 305,86



Pipe P38 100 ACC 70,0603

Pipe P42 100 ACC 122,028

Pipe P49 150 ACC 198,204

Pipe P50 150 ACC 175,837

Pipe P51 150 ACC 105,801

Pipe P52 150 ACC 37,993

Pipe P60 100 ACC 309,235

Pipe P61 100 ACC 116,371

Pipe P62 100 ACC 128,626

Pipe P74 100 ACC 50,62

Second altitude zone in total: 8.851,21 8.851,21

Pipe P23 140 PE or PVC 840,66 840,66

The first altitude of water supply

distribution system Neum

Pipe P18 200 Cast iron 1.115,00

3.175,54





Pipe P19 100 ACC 1.645,79

5.471,74

Pipe P20 100 ACC 514,52

Pipe P21 150 ACC 583,75

Pipe P22 100 ACC 141,23

Pipe P24 150 ACC 310,92

Pipe P25 100 ACC 467,85

Pipe P26 60 ACC 399,80

Pipe P65 200 ACC 100,56

Pipe P66 200 ACC 451,06

Pipe P67 200 ACC 60,00

Pipe P70 150 ACC 294,00

Pipe P71 150 ACC 502,28

First altitude zone in total: 9.487,94 9.487,94

Distribution pipelines of WSS Neum town in total: 18.339,15 18.339,15

Table 11: Pipeline diameters length in distribution water supply system of Neum town

Pipeline diameter Pipeline length Percentage

(mm) (m)

60,00 399,80 2,18%

90,00 587,40 3,20%

100,00 9.173,09 50,02%

140,00 840,66 4,58%

150,00 2.623,21 14,30%

200,00 1.726,62 9,41%

300,00 1.201,90 6,55%

400,00 1.786,48 9,74%

Total: 18.339,15 100,00%



2.3.2.23 SETTLEMENTS CONNECTED TO WSS NEUM - GABELA

Almost all of the settlements in Neum Municipality are connected to WSS Neum - Gabela. Further text shows the review of the settlements connected to WSS Neum, the location of connection, i.e. reservoir which supplies certain settlements, distribution network with the profiles and pipeline length.

The total length of distribution network is L=36.750 m profile Ø 26 mm - Ø 150 mm. The biggest percent of the pipelines is made of PVC pipes.

Lower percent of the pipelines is smaller than Ø 80 mm.

Table 12: Distribution network in Neum Municipality settlements connected to WSS Neum - Gabela

Distribution system of the settlements connected to WSS Neum - Gabela Reservoir zone

Section

Pipeline diameter Type of

material

Pipeline length

Pipeline length Pipeline

(mm) (m) (m)

Neum – Vranjevo Selo 150 ACC 2.000,00 2.000,00 connection R. Neum

1

Duži - Mečinjak 90 PVC 1.000,00 1.000,00 connection R. Duži

Moševići – Babin Do – Oskrušnica

110 PVC 1.200,00

11.200,00 connection R.

Moševići

90 PVC 7.000,00

75 PVC 200,00

63 PVC 300,00

75 PEHD 2.500,00

Gradac – Dubravica

160 PVC 250,00


Gradac 110 PVC 3.000,00

75 PVC 500,00

Gradac – Dobrovo

140 PVC 1.000,00


Gradac 110 PVC 2.000,00

90 PVC 300,00

Broćanac

110 PVC 200,00

2.600,00 connection R.Broćanac

75 PVC 800,00

63 PVC 1.600,00

Prapratnica

110 PVC 400,00

2.600,00 connection R. Prapratnica

63 PVC 1.600,00

26 PEHD 600,00

Hutovo

110 PVC 1.200,00

4.500,00 connection R.Hutovo

90 PVC 200,00

75 PVC 1.300,00

63 PVC 600,00

52 Pocinčana 1.000,00

140 Čelik 200,00

Brštanica 110 Čelik 5.000,00

5.800,00 connection R.Hutovo Pocinčana 800,00

Distribution pipelines for settlements in total:

36.750,00 36.750,00



Table 13: Pipeline diameter length in settlements

Pipeline diameter

Pipeline length Percentage

(mm) (m)

26,00 600,00 1,63%

52,00 1.800,00 4,90%

63,00 4.100,00 11,16%

75,00 5.300,00 14,42%

90,00 8.500,00 23,13%

110,00 13.000,00 35,37%

140,00 1.200,00 3,27%

150,00 2.000,00 5,44%

160,00 250,00 0,68%

Total: 36.750,00 100,00%

Settlements without the water supply network:

1. Hrasno: Cerovica, Osječnica, Vinine, Dašnica, Crnoglav, Gornje Hrasno, Cerevo,

Kolojanj and Borut

2. Gradac: Žukovica, Hotanj and Drijen

3. Neum: Radež Ilino polje, Rep (peninsula)

The Scheme 1: Vertical scheme of the Regional WSS Gabela - Neum shows the vertical review of WSS Neum - Gabela.



Scheme 1: Vertical scheme of the Regional WSS Gabela - Neum



2.3.3 WATER QUALITY IN SOURCES AND DISTRIBUTION NETWORK

Water quality at the sources Gabela and Blace, as well as in distribution network, is regularly analyzed.

Water quality control is done by JP „Vodovod i kanalizacija“ Ltd. Neum and Institute of public health of Federation BiH, Service for hygiene and health ecology from Mostar.

Some of the results are shown in the following text. Based on the analysis, we can say that water at the Blace source is of a good drinking water quality but it still needs to be chlorinated.

Water quality at Blace and Gabela sources do not satisfy some certain parameters.

At Gabela source, the content of chlorides and sulfates is increased. At the source Blace there is water turbidity. The source Gabela, is not bacteriologically regular sometimes.

In certain analysis, the concentration of zinc and iron is higher than it is allowed.

Water quality of Neum town distribution system itself is good and the water quality satisfies the drinking water regulations. The following text contains the results of 2010 and 2011.



____________________________________________

INSTITUTION FOR PUBLIC HEALTH OF FEDERATION BiH DEPARTMENT FOR HYGIENE AND HEALTH ECOLOGY

Mostar, Vukovarska NO.46 tel.fax:324-687, 347-139, Bijeli Brijeg b.b. tel: 342-001

ANALYTICAL REPORT Analitical sample number 0733/260

Type of the sample: Groundwater Sampling date: 23.11.2005. User's name: JP for « Vodno područje slivova Jadranskog mora « Mostar Municipality/town: Čapljina Location: Gabela Measuring point: pumping point Type of analysis: Chemical and bacteriological analysis ANALYTICAL PARAMETERS RESULTS

No. Parameter RESULT Unit measure MDK Comment

PHYSICAL-CHEMICAL ANALYSIS 1.Water temperature 5,4

0 C

2.colour 0 mg/1 Pt/Co scale 20 3. Turbidity 2,02 NTU 4 4.Taste no no 5.Smell no no 6.Total dry residue 181 mg/l 7. Suspended particle 0,6 mg/l 8. Conc.H

+ ion 7,5 pH unit 6,5-8,5

9. Electro-conductivity 1584 uScm-1

kod 25 0C

10.Dissolved oxygene 10,18 O2 mg/l 11. Saturated oxygen 108,8 % 12.BPK5 1,6O2 mg/l 13.KPK 17,94 O2 mg/l 14.Consumption of KMnO4 1,28 O2 mg/l3 15. Amonium 0,00 Nmg/l0,1 16. Nitrites 0,00 N mg/l 0,03 17.Nitrates 2,01 N mg/l 10 18.Total nitrogen 2,04 N mg/l 19. Chlorides 400 Cl

- mg/l 200

20.Total phosphorus 0,00 P mg/l 0,3 21.Sulfates 50,7 SO4

=mg/l 250

22. Alcality 350 CaCo3mg/l 23.Total hardness 144,0 Ca mg/l 24.Ca-hardness 282,19 CaCO3mg/l 25. Mg- hardness 77,94 CaCo 3 mg/l 26.Cadmium 0 Cd ug/l 5 27.Chrome 1 Crug/l 50 28.Iron 17 Fe ug/l 300 29.Mercury Hg ug/l 30.Lead 0 Pb ug/l 50 31.Zinc 30,6 Zn ug/l 100 32.Chlorinated pesticides 0,000 ug/l 0,1 33. Anion detergentes 0,010 mg/l 0,2 34.Total oils 0,011 mg/l 0,1



35.Mineral oils 0,006 mg/l 0,01 36.Phenols 0,000 ug/l 1

BACTERIOLOGICAL ANALYSIS 1.Total Coliforms 0 no/100 ml 10 2.Feacel coliforms 0 no/100 ml 0 3.feacal streptococus 0 no/100 ml 0 4.Number of bacteria at 37

0C 24 no/1ml 100

5.Sulf. reduc. clostridia 0 no/20ml 1 6.Pseudomonas aeruginosa 0 no/1ml 0




Mostar, Vukovarska br. 46. tel.fax: 324-687, 347-139 i 348-640


Type of sample: Groundwater Sampling date: 19.09.2006 User’s name: JP za "Vodno područje slivova Jadranskog mora" Mostar Municipality/ town: Čapljina Location: Gabela Measuring point: Pumping point Type of analysis: Chemical and bacteriological analysis

RESULTS OF ANALYTICAL PARAMETERS No. Parameter RESULT Unit measure MDK Comment

PHYSICAL-CHEMICAL ANALYSIS

1 Water temperature 13,8 0 C

2 Color 0 mg/l Pt/Co scale 20

3 Turbidity 2,04 NTU 4

4 Taste no no

5 Smell no no

6 Electro-conductivity 1630 Scm-1

at 25oC

7 conc.H+ion 7,6 pH jedinica 6,5-8,5

8 Suspended particle 0,1 mg/l no

9 Total dry residue 1183 mg/l

10 Dissolved oxygen 8,99 O2 mg/l

11 Saturated oxygene 87,3 %

12 BPK5 0,5 O2 mg/l

13 KPK 8,22 O2 mg/l

14 Consumption of KMnO4 0,90 O2 mg/l 3

15 Ammonium 0,02 N mg/l 0,1

16 Nitrites 0,002 N mg/l 0,03

17 Nitrates 2,14 N mg/l 10

18 Total nitrogen 2,24 N mg/l

19 Total phosphorus 0,02 P mg/l 0,3

20 Chlorides 480,0 Cl- mg/l 200

21 Sulfates 414,23 SO4= mg/l 250

22 Alcality 320 CaCO3 mg/l

23 Total hardness 212,94 Ca mg/l

24 Ca-hardness 380,35 CaCO3 mg/l

25 Mg-hardness 151,99 CaCO3 mg/l

26 Detergentes 37 g/l 200

27 Phenols 0,00 C6H5OHg/l 1



28 Organ-chloride pesticides 0,00 g/l 0,1

29 Cadmium 0,00 Cd µg/l 5

30 Chrome 1,0 Cr µg/l 50

31 Iron 82,0 Fe µg/l 300

32 Mercury 0,00 Hg µg/l

33 Lead 2,0 Pb µg/l 50

34 Zinc 95,0 Zn µg/l 100

BACTERIOLOGICAL ANALYSIS

1 Total coliforms 255 no/100 ml 10

2 Faecal coliforms 110 no/100 ml 0

3 Faecal streptococcus 8 no/100 ml 0

4 Number of bacteria at 37oC 70 no/1 ml 100

5 Sulf. reduc.clostridia 0 no/20 ml 1

6 Pseudomonas aeruginosa 0 no/1 ml 0




Mostar, Vukovarska br. 46. tel.fax: 324-687, 347-139 i 348-640


Type of sample: Groundwater Sampling date: 17.09.2007 u 10:40 User’s name: JP za "Vodno područje slivova Jadranskog mora" Mostar Municipality/ town: Čapljina Location: Gabela Measuring point: Pumping point Type of analysis: Chemical and bacteriological analysis

RESULTS OF ANALYTICAL PARAMETERS No. Parameter RESULT Unit measure MDK Comment

PHYSICAL-CHEMICAL ANALYSIS

1 Water temperature 14,1/24,9 0 C

2 Color 0 mg/l Pt/Co skale 20

3 Turbidity 0,23 NTU 4

4 Taste no no

5 Smell no no

6 Electro-conductivity 21900 Scm-1

kod 25oC

7 conc.H+ion 7,5 pH jedinica 6,5-8,5

8 Suspended particle 0,1 mg/l no

9 Total dry residue 1444 mg/l

10 Dissolved oxygen 6,79 O2 mg/l

11 Saturated oxygene 66,00 %

12 BPK5 0,23 O2 mg/l

13 KPK 11,34 O2 mg/l

14 Consumption of KMnO4 1,41 O2 mg/l 3

15 Ammonium 0,00 N mg/l 0,1

16 Nitrites 0,00 N mg/l 0,03

17 Nitrates 1,58 N mg/l 10

18 Total nitrogen 1,79 N mg/l

19 Total phosphorus 0,02 P mg/l 0,3

20 Chlorides 580,0 Cl- mg/l 200

21 Sulfates 144,6 SO4= mg/l 250

22 Alcality 270 CaCO3 mg/l

23 Total hardness 634,39 Ca mg/l

24 Ca-hardness 478,50 CaCO3 mg/l

25 Mg-hardness 155,89 CaCO3 mg/l

26 Detergents - g/l 200

27 Phenols 0 C6H5OHg/l 1



28 Organ-chloride pesticides 0,00 g/l 0,1

29 Total oil 2 g/l 100

30 Mineral oils 0 g/l 10

31 Cadmium 0 Cd µg/l 5

32 Chrome 1 Cr µg/l 50

33 Iron 15 Fe µg/l 300

34 Mercury 0 Hg µg/l

35 Lead 0 Pb µg/l 50

36 Zinc 34 Zn µg/l 100

BACTERIOLOGICAL ANALYSIS

1 Total coliforms 38 no/100 ml 10

2 Faecal coliforms 0 no/100 ml 0

3 Faecal streptococcus 2 no/100 ml 0

4 Number of bacteria at 37oC 52 no/1 ml 100

5 Sulf. reduc.clostridia 0 no/20 ml 1

6 Pseudomonas aeruginosa 0 no/1 ml 0



Groundwater from the well Gabela

2008

Number Date Time Flow Temp. Air temp. Color Smell Taste Turbidity pH Electro-

conductivity Total dry

residue 105

d/m/g m3/s

oC

oC mg/l Pt/Co

NTU pH jedin uS/cm mg/l

1 29.09.08. 14:25 17,9 24,0 0,0 no no 0,00 7,50 2290,00 1540,00

2009



residue 105

d/m/g m3/s

oC

oC mg/l Pt/Co


1 28.09.09. 14:35 14,5 30,5 0,0 no no 0,00 7,50 2040,00

2010

Number Date Time Temp. Air temp. Color Smell Taste Turbidity pH Electro-

conductivity Suspended

particles KPK-Cr

d/m/g oC

oC

NTU pH jedin uS/cm mg/l mg/l

1 06.09.10. 9:36 15,4 24,2 no no no 0,00 7,20 1909,00 0,80 7,61

Groundwater from the well Blace 2009



residue 105

d/m/g m3/s

oC

oC mg/l Pt/Co


1 28.09.09. 13:05 15,9 28,5 0,0 no no 4,29 7,70 466,00

2010

Number Date Time Temp. Air temp. Color Smell Taste Turbidity pH Electro-

conductivity Suspended

particles KPK-Cr

d/m/g oC

oC

NTU pH jedin uS/cm mg/l mg/l

1 06.09.10. 13:25 15,3 24,6 žutosmeđa no no 193,00 7,40 462,00 8,80 5,71




2008

Total hardness

Suspended particles

KPK-Cr Dissolved

oxygen Saturated

O2 BPK5

Consumption of KMnO4

Total-N NH3-N NO2-N NO3-N Alcality Chlorides

mgCaCO3/l mg/l mg/l mg/l % mg O2/l mg O2/l mg/l mg/l mg/l mg/l mg/l CaCO3 mg/l

602,84 0,60 22,39 6,54 64,71 0,35 1,92 1,68 0,00 0,00 1,59 270,00 925,00

2009

Total hardness

Suspended particles

KPK-Cr Dissolved

oxygen Saturated

O2 BPK5


Total -N NH3-N NO2-N NO3-N Alcality Chlorides


578,73 0,20 6,12 60,00 0,81 0,64 1,72 0,01 1,56 560,0

2010

Dissolved oxygen

Saturated O2 BPK5 Consumption

of KMnO4 Ukupni-N NH4 NO3

Total hardness

Chlorides Sulfates Total -P Ca-CaCO3 Mg-

CaCO3

mg/l % mg O2/l mg O2/l mg/l mg/l mg/l mg/l CaO mg/l mg/l mg/l mg /l mg/l

6,84 68,40 0,85 1,15 1,782 0,028 6,560 26,28 465,0 640,00 0,033 388,53 81,84


Total hardness

Suspended particles

KPK-Cr Dissolved

oxygen Saturated

O2 BPK5


Total -N NH3-N NO2-N NO3-N Alcality Chlorides


264,22 3,50 10,78 108,90 2,02 0,13 0,64 0,00 0,64 24,5

2010

Dissolved oxygen

Saturated O2 BPK5 Consumption

of KMnO4 Ukupni-N NH4 NO3

Total hardness

Chlorides Sulfates Total -P Ca-CaCO3 Mg-

CaCO3

mg/l % mg O2/l mg O2/l mg/l mg/l mg/l mg/l CaO mg/l mg/l mg/l mg /l mg/l

10,43 104,10 2,20 1,15 0,385 0,039 2,861 17,63 10,0 23,40 0,132 245,39 70,15




2008

Sulfates Total-P Ca-

CaCO3 Mg-CaCO3 Cyanides

Detergents an.

Grease and oils

Mineral oils Phenols TOC PCB Pesticides

Total number of microbes

/1 ml

mg/l mg/l mg /l mg/l mg/l mg/l mg/l mg/l µg/l mg/l µg/l µg/l no./ml

198,65 0,00 470,33 132,51 0,001 0,000 0,000 0,0 0,00 36

2009


CaCO3 Mg-CaCO3 DEHP

Detergents an.

Grease and oils

Mineral oils Phenols 3-chlor etan

Tetra-chlor eten

Pesticides


/1 ml

mg/l mg/l mg /l mg/l ug/l ug/l ug/l ug/l µg/l ug/l µg/l µg/l no./ml

93,03 0,002 372,17 206,56 0,00 0,4 20,0 0,0 0,0 0,00 0,00 0,00

2010

DEHP Detergents

an. Grease and oils

Mineral oils Phenols 3-chlor etan Tetra-chlor

eten Total

radioactivity Pesticides

NVB coli /100 ml

Faecal strptococcus

br/100 ml

Faecal coliforms

E.coli As

ug/l ug/l ug/l ug/l µg/l ug/l µg/l Bq/L µg/l br/100 br/100ml br/100ml ug/l

0,00 0,7 0,0 0,0 0,0 0,00 0,00 0,06 0,00 0 0 0 0,55

Groundwater from the well Blace 2009. godina


CaCO3 Mg-CaCO3 Cyanides

Detergents an.

Grease and oils

Mineral oils Phenols 3-chlor etan

4-chlor eten Pesticides


/1 ml

mg/l mg/l mg /l mg/l ug/l ug/l ug/l ug/l µg/l ug/l µg/l µg/l br./ml

5,66 0,073 190,17 74,05 0,00 0,3 8,5 0,0 0,0 0,00 0,00 0,00

2010. godina

DEHP Detergents

an. Grease and oils

Mineral oils Phenols 3-chlor etan Tetra-chlor

eten Total

radioactivity Pesticides

NVB coli /100 ml

Faecal strptococcus

br/100 ml

Faecal coliforms

E.coli As

ug/l ug/l ug/l ug/l µg/l ug/l µg/l Bq/L µg/l br/100 br/100ml br/100ml ug/l

0,00 1,2 0,0 0,0 0,0 0,00 0,00 0,029 0,00 0 0 0 0,11




2008

NVB coli /100 ml

Faecal strptococcus

br/100 ml

Faecal coliforms

Sul. clostridia no/20 ml

Hg Pb Cd Fe Zn Cr

br/100 br/100ml br/100ml br/20 ml mg/l mg/l mg/l mg/l mg/l mg/l

9 0 0 0 0,000 0,000 0,000 0,030 0,023 0,001

2009

NVB coli /100 ml

Faecal strptococcus

br/100 ml

Faecal coliforms

Ni Hg Pb Cd Fe Zn Cr

br/100 br/100ml br/100ml ug/l ug/l ug/l ug/l ug/l ug/l ug/l

0 0 1 0,69 0,00 0,09 0,15 78,40 19,50 0,71

2010

Hg Pb Cd Fe Zn Cr

ug/l ug/l ug/l ug/l ug/l ug/l

0,00 0,23 0,11 90,70 209,60 3,65


NVB coli /100 ml

Faecal strptococcus

br/100 ml

Faecal coliforms

Ni Hg Pb Cd Fe Zn Cr

br/100 br/100ml br/100ml ug/l ug/l ug/l ug/l ug/l ug/l ug/l

0 0 0 1,01 0,00 0,25 0,14 166,70 8,60 0,25

2010. godina

Hg Pb Cd Fe Zn Cr

ug/l ug/l ug/l ug/l ug/l ug/l

0,00 0,51 0,25 523,80 28,10 2,42



2.3.4 PRODUCTION AND CONSUMPTION OF WATER IN WSS

"GABELA - NEUM"

Planning the development of a water supply system is certainly first and foremost linked to the current water consumption, but also for a planning period for which the documentation is on its way.

The project used war the draft of this Study is

Regional Water Utility "Gabela-Svitava-Neum" – Pressure pipeline

Rehabilitation of the pressure pipe – Preliminary Design

Which was drafted in 2006 by "Integra" Ltd. Mostar in cooperation with "Hidrokonzalt" Ltd. Split.

The project addresses the rehabilitation of pipelines, but the thrust is, also, involved in planning the rehabilitation and planning the water needs. This study has the task of the planning period of 20 years, but for such transport system, this period should be considerably longer. According to the previously mentioned project, we’re talking about the planning period of 30-50 years which is good, considering the high costs of rehabilitation and major works.

Estimates of water demands for a planning period are not always accurate, due to lack of planning documents. The estimates of future trends of consumption are often calculated from the recent past, not taking into account the physical limitations of space and the fact that the introduction of systems management economic parameters reduces the water consumption. System overdimensioning directly affects the unit price of water, due to costly maintenance.

This regional water supply system is overdimensioned from the start with the maximum water amount of Q=220,0 l/s. The measured water amount in 2006, after over 30 years of system operation, is only Q=62,0 l/s, corresponding the calculations for number of consumers in the system.

Analysis made in the previously mentioned documentation is computationally verified and they are quite well done. According to these analyses, based on projections of future population in the municipality, the structure and distribution of housing, development of tourism activities, etc. show that the expected future water consumption in the system is Q=135 l/s.

Blace source, with the price of water per liter lower than the production of water in Gabela, capacity Q = 15.0 l / s would be used and the total required quantity of water from springs Gabela of 135.0 l / s would be reduced by this amount . This amount of water did not cover losses in the transport of water. However, considering that those are linear systems easy to control untill the distribution network, the acceptable losses would be around 10 % of total produced water amount.

In Regional water supply system „Gabela – Svitava – Neum“ there are no accurate measurements of both, the sources and the final consumers. Water production is generally calculated over the consumption of electricity, which is not entirely correct. In order to have accurate data on the quantities of produced water and which go in a certain direction of consumption, we would have a greater number of measurement points. First of all, the measurement points should be at the very sources. Next should be measuring the water amount that enters and exits from the tank. In this way one could have control on all-round flow of water and know the condition of certain sections of pipelines. Also, we would know exactly how much water is used in some parts of the system.

Available data on water production are calculated based on the electricity consumption at Blace source and the pumping station „Kozarica“. Practically, there are no data on water



amount that flows from Gabela source to PS Kozarica in the lenght of around 10 km. According to an earlier design, the largest losses are exactly at this section.

2.3.4.1 DATA ABOUT PRODUCTION AND CONSUMPTION OF WATER IN

2005

The Table 14: Water production in WSS "Gabela - Neum" in 2005, Chart 1: Water production in WSS „Gabela – Neum“ in 2005 – in l/s, Chart 2: , Chart 3: i Chart 4:

Show the water production at Blace source and water amount that passes through PS Kozarica (produced water at Gabela source).

Producing amount of water is:

Source Blaca Q=18,04 l/s V=569.000,00 m3/year

Source Gabela at PS Kozarica Q=22,17 l/s V=699.000,00 m3/year

Total for WSS „Gabela – Neum Q=40,21 l/s V=1.268.000,00 m3/year

Water production related to these two sources is quite uniform out of season. In July and August, due to higher demand for water, Gabela source produces more water.

Unevenness of the need for water is expressed and the ratio of seasonal variations across the data is:

Qmax = 61,98 l/s

Qsr = 40,21 l/s

Ksez = 1,54

Unfortunately, the daily coefficient of inconsistency can not be calculated because there are no daily measurements needed to calculate this coefficient. For any future needs, this ratio will have to be assumed by the literature and experience.

The highest water production at Gabela source is in the month of July (at the PS Kozarica) and it is Q=44,80 l/s.

The least water production at Gabela source is in the month of January (na PS Kozarica) and it is Q=11,20 l/s.

The coefficient for seasonal variations only at Gabela source is:

Qmax = 44,80 l/s

Qsr = 22,17 l/s

Ksez = 2,02

Such high ratios are typical seasonal variations across the tourist spots. Coefficient of seasonal variations across the water consumption is certainly much higher. Due to lack of data about the measurements, the water balance for the WSS Neum can not be given. However, it is assumed that the percentage of losses is quite high.

Based on some older data, NRW percent is 64 %.



Table 14: Water production in WSS "Gabela - Neum" in 2005

Water quantities

Measuring unit

Average in l/s m3/year

Expressed in %

Produced water quantity 40,21 1.268.000,00 100,00 %

Revenue water quantity 13,43 423.473,00 33,40%

Non-revenue water quantity 26,78 844.527,00 66,60%

Water supply system Month

Produced water amount – Blaca source

Produced water amount – Gabela source (measurements

at Kozarica) In total

Average in l/s m3/monthly Average in l/s m

3/ monthly Average in l/s m

3/ monthly

Regional water supply system "Gabela - Neum"

January 16,80 45.000,00 11,20 30.000,00 28,00 75.000,00

February 18,19 44.000,00 14,47 35.000,00 32,66 79.000,00

March 16,80 45.000,00 14,93 40.000,00 31,74 85.000,00

April 17,36 45.000,00 17,36 45.000,00 34,72 90.000,00

May 22,03 59.000,00 20,16 54.000,00 42,19 113.000,00

June 16,59 43.000,00 33,18 86.000,00 49,77 129.000,00

July 17,17 46.000,00 44,80 120.000,00 61,98 166.000,00

August 16,05 43.000,00 41,07 110.000,00 57,12 153.000,00

September 22,76 59.000,00 25,08 65.000,00 47,84 124.000,00

October 23,52 63.000,00 16,80 45.000,00 40,32 108.000,00

November 16,20 42.000,00 13,89 36.000,00 30,09 78.000,00

December 13,07 35.000,00 12,32 33.000,00 25,39 68.000,00

Total for 2005: 18,04 569.000,00 22,17 699.000,00 40,21 1.268.000,00



Chart 1: Water production in WSS „Gabela – Neum“ in 2005 – in l/s



Chart 2: Water production in WSS „Gabela – Neum“ in 2005 – in m3/month



Chart 3: Water production in WSS „Gabela – Neum“ in 2005 – in l/s/month



Chart 4: Water production in WSS „Gabela – Neum“ in 2005 – in m3/month



2.3.4.2 DATA ON PRODUCTION AND CONSUMPTION OF WATER IN

2010

Neum is tourist place, with high water consumption osiclations. The users in WSS Neum are the following:

Households/houses 1825

Households/appartments 332

Economy 50

Hotels 6

Institutions 12

During the summer, number of users is increased, so the estimation for that period is around 12.000 of people in Neum.

The following tables show data for the period from 2005 to 2010.

The given data relate to water consumption, i.e. revenue water. Table 20: Revenue water quantity for the period 2006 – 2010 per months show data on revenue water by years in the period from 2006 to 2010, as well as per months.

Table 21: Revenue water quantity by months and types of users in 2010 show data on revenue water by months and types of users. The measuring results are as follows:

Table 15: Water consumption by the types of consumers - summarized

Users Review of revenue water in 2010 by

the types of users (m3)

Percentage

Households - houses 241.745,00 60,14% 67,31%

Households - appartments 28.804,00 7,17%

Economy 37.008,00 9,21%

Hotels 75.118,00 18,69%

Institutions 19.286,00 4,80%

Total: 401.961,00 100,00%

The population’s consumption is 67,31 %. It is very hihg in the hotels, as well - 18,69 %. Consumption of institutions and economy is 14,01 % which is very low percent, but, also, understandable since it is a tourist town.

These data were used while calculationg the water requirements through the planning period.

Based on available data, the water quantity balance can ot be given accuratelly.

Non-revenue water percent is 73,20 % and revenue 26,80 %. This are very bad results, but understandable considering the condition in water supply system.

Table 16: Produced and consumed water - Option 1

Water quantities Unit measure

Average in l/s m3/year Expressed in %

Produced water quantity 47,56 1.500.000,00

Revenue water quantity 12,75 401.961,00 26,80%

Non-revenue water quantity 34,82 1.098.039,00 73,20%

Average water production for the period of 2010 was Q=47,56 l/s, and revenue water quantity was Q=12,75 l/s.



The tables show the following:

Annual water production is V=1.500.000,00 m3/year;

Revenue water quantity is V=401.961,00 m3/year or 26,80 % of the produced water quantity;

Revenue water in households and hotels is V=345.667,00 m3/year or 86,0 % of revenue water quantity, i.e. 23,04 % of the produced water quantity;

Revenue water in industry is V=56.294,00 m3/year or 14,01 % of revenue water quantity, i.e. 3,75 % of the produced water quantity;

Non-revenue water quantity is V=1.098.039,00 m3/year or 73,20 % of the produced water quantity.

Non-revenue water quantity is large. The part of this quantity are water losses in the system. The assumption is that the losses in the system are 60 % of totaly produced water quantity.

Physical losses percent in the system, which are the part of non-revenue water quantity, can only be estimated, since there is no data about these water quantities.

With all above mentioned, the conclussion is as follows:

Specific water production is 656,04 l/capita/day

Specific water consumption: population+industry is 175,80 l/ capita/day

Specific water consumption of population is 151,18 l/ capita/day

Based on these specific water consumptions, we can conclude that the specific consumption per inhabitant is acceptable. These results should not be taken for granted, due to the fact that more measurements are necessary to determine the exact specific consumption of population.

Table 17: Specific consumption for the whole year

Specific water consumption

Water production (m3/year)

Number of users – average

during the year with

hotels

Specific water production

(l/capita/day)

Revenue water quantity

(m3/year)

Specific water consumption population +

industry (l/ capita/day)

Water consumption

for households and hotels (m

3/year)

Specific water consumption population and tourists

(l/ capita/day)

1.500.000,00 6.264 656,04 401.961,00 175,80 345.667,00 151,18

This is one way of calculating the specific water consumption where the number of users was calculated with the annual average. However, the system does not operate in that way. WSS Neum has to be considered as two different systems during one year. During the tourist season, the situation is totally different comparing to the biggest part of the year out of the tourist season.

The following table shows specific consumption calculations for these two conditions in WSS Neum.

Table 18: Specific consumption per seasons

Specific water consumption

Water production (m3/year)

Number of users – average

during the year with

hotels

Specific water

production (l/capita/da

y)

Revenue water

quantity (m

3/year)

Specific water

consumption population +

industry (l/ capita/day)

Water consumptio

n for households and hotels (m

3/god)

Specific water

consumption population and tourists

(l/



capita/day)

Out of the season - February

79.000,00 4.139 681,64 15.781,00 136,16 12.761,00 110,11

During the season - August

153.000,00 12.639 390,49 81.771,00 208,70 72.941,00 186,16

Now we see two different situations. Out of the season, the specific consumption is qspec.=110,11 l/capita/day, and during the tourist season it is qspec.=186,16 l/ capita/day. The calculation results are as follows:

Out of the season (February):

o Specific water production is 681,64 l/capita/day

o Specific water consumption: population+industry is 136,16 l/ capita/day

o Specific water consumption of population is 110,11 l/ capita/day

During the season (August):

o Specific water production is 390,49 l/ capita/day

o Specific water consumption: population+industry is 208,70 l/ capita/day

o Specific water consumption of population is 186,16 l/ capita/day

Hydraulic calculations will be made according to these two conditions in the system.

Remark: water production was measured at PS Kozarica, which is around 10 km far away from the source in Gabela. The pipeline between the source in Gabela and PS Kozarica is made of steel. Due to poor catode connection, this pipeline is in a poor condition with the high percent of losses and needs to be replaced. However, in these two measurements we don’t have the water quantity lost at this pipeline. According to some existing documentation, the estimated losses are 50 % of water quantity produced at the source. The part of the pipeline L=7.000 m long is replaced, so it leaves us around L=3.000 m of the old steel pipes to be replaced.

Based on these data, the total produced water is calculated in WSS Neum. If we consider the fact that Qsr=18,04 l/s was taken from Blaca source, then Qsr=29,52 l/s was taken from Gabela at the measuring point PS Kozarica. However, we have to add 30 % more of Qsr=29,52 l/s from the source Gabela because of the estimated losses at the pressure pipeline from PS Gabela to PS Kozarica.

Table 19: produced and consumed water - Option 2

Water quantity

Measuring unit Losses in the transport

pipeline PS Gabela - PS Kozarica

Total water quantity at the source Gabela

Qav (l/s) m3/year % % Qav u l/s m3/year Qav l/s m3/year %

Produced water quantity

47,56 1.500.000 30,00% 8,86 279.327 56,42 1.779.327

Revenue water quantity

12,78 403.000 26,87% 0,00% 0,00 0 12,78 403.000 22,65%

Non-revenue water quantity

34,79 1.097.000 73,13% 100,00

% 8,86 279.327 43,64 1.376.327 77,35%

In this case, the data on specific water production (consumption) in WSS Neum changes.



Table 20: Revenue water quantity for the period 2006 – 2010 per months

Year

Month

In total January February March April May June July August

September

October Novembe

r Decembe

r

Revenue water quantity per months in m3/month m3/year

2006 16.406,0 19.649,0 15.924,0 24.857,0 34.003,0 56.224,0 73.856,0 87.037,0 31.628,0 27.581,0 16.737,0 19.571,0 423.473,0

2007 15.434,0 18.985,0 24.603,0 27.923,0 36.573,0 64.704,0 92.248,0 98.851,0 46.937,0 35.660,0 18.681,0 19.682,0 500.281,0

2008 17.041,0 18.292,0 15.257,0 24.426,0 32.312,0 58.752,0 86.379,0 100.622,

0 39.575,0 32.147,0 15.609,0 17.179,0 457.591,0

2009 17.218,0 18.547,0 16.418,0 29.561,0 32.363,0 52.069,0 70.199,0 83.036,0 43.928,0 34.638,0 17.024,0 16.042,0 431.043,0

2010 14.446,0 15.781,0 13.821,0 22.608,0 23.257,0 52.373,0 71.968,0 81.771,0 42.861,0 26.449,0 13.830,0 22.796,0 401.961,0

Total for the month

80.545,0 91.254,0 86.023,0 129.375,

0 158.508,

0 284.122,

0 394.650,

0 451.317,

0 204.929,

0 156.475,

0 81.881,0 95.270,0

2.214.349,0

3,64% 4,12% 3,88% 5,84% 7,16% 12,83% 17,82% 20,38% 9,25% 7,07% 3,70% 4,30%

Godina Year

Month

Average January February March April May June July August

September

October Novembe

r Decembe

r

Revenue water quantity per months in l/s l/s

2006 6,13 8,12 5,95 9,59 12,70 21,69 27,57 32,50 12,20 10,30 6,46 7,31 13,43

2007 5,76 7,85 9,19 10,77 13,65 24,96 34,44 36,91 18,11 13,31 7,21 7,35 15,86

2008 6,36 7,56 5,70 9,42 12,06 22,67 32,25 37,57 15,27 12,00 6,02 6,41 14,51

2009 6,43 7,67 6,13 11,40 12,08 20,09 26,21 31,00 16,95 12,93 6,57 5,99 13,67

2010 5,39 6,52 5,16 8,72 8,68 20,21 26,87 30,53 16,54 9,87 5,34 8,51 12,75

Average

6,01 7,54 6,42 9,98 11,84 21,92 29,47 33,70 15,81 11,68 6,32 7,11 14,04

3,64% 4,12% 3,88% 5,84% 7,16% 12,83% 17,82% 20,38% 9,25% 7,07% 3,70% 4,30%



Chart 5: Water consumption per years – m3/year



Chart 6: Water consumption per years –l/s



Table 21: Revenue water quantity by months and types of users in 2010

Users

Review of revenue water per months in 2010 (m3)

January February March April May June July August September October November December In total

annually

Households - houses

8.358,00 11.008,00 8.508,00 14.381,00 12.369,00 30.565,00 44.592,00 56.926,00 17.142,00 17.922,00 8.299,00 11.675,00 241.745,00

Households appartments

2.297,00 1.753,00 2.052,00 2.553,00 2.155,00 2.633,00 3.978,00 4.168,00 2.236,00 1.690,00 1.671,00 1.618,00 28.804,00

Economy 1.650,00 1.820,00 1.840,00 2.093,00 2.497,00 3.163,00 5.150,00 6.050,00 5.350,00 1.895,00 1.680,00 3.820,00 37.008,00

Hotels 1.250,00 520,00 751,00 2.906,00 5.246,00 13.425,00 13.448,00 11.847,00 16.233,00 3.137,00 1.382,00 4.973,00 75.118,00

Institutions 891,00 680,00 670,00 675,00 990,00 2.587,00 4.800,00 2.780,00 1.900,00 1.805,00 798,00 710,00 19.286,00

Total: 14.446,00 15.781,00 13.821,00 22.608,00 23.257,00 52.373,00 71.968,00 81.771,00 42.861,00 26.449,00 13.830,00 22.796,00 401.961,00

Users

Review of revenue water per months in 2010 (l/s)

January February March April May June July August September October November December Annual average

Households - houses

3,22 4,55 3,28 5,55 4,77 11,79 17,20 21,96 6,61 6,91 3,20 4,50 7,67

Households appartments

0,89 0,72 0,79 0,98 0,83 1,02 1,53 1,61 0,86 0,65 0,64 0,62 0,91

Economy 0,64 0,75 0,71 0,81 0,96 1,22 1,99 2,33 2,06 0,73 0,65 1,47 1,17

Hotels 0,48 0,21 0,29 1,12 2,02 5,18 5,19 4,57 6,26 1,21 0,53 1,92 2,38

Institutions 0,34 0,28 0,26 0,26 0,38 1,00 1,85 1,07 0,73 0,70 0,31 0,27 0,61

Total: 5,57 6,52 5,33 8,72 8,97 20,21 27,77 31,55 16,54 10,20 5,34 8,79 12,75



Chart 7: Revenue water quantity by months and type of users in 2010



Chart 8: Relation chart between invoiced and non-revenue water quantity



2.3.4.3 WATER QUANTITIES BALANCES

REAL WATER QUANTITY BALANCE in WSS Neum can not be made in this moment. To make the water quantity balances, we need more accurate measurements in the system. In this momen, it is very hard to make water quantity balance for any water supply system in BiH.

Chart 9: Water balance

Produced water

quantity

Authorized water

quantity

Revenue authorized

water quantity

Revenue measured water quantity Revenue

water quantity

Paid revenue water

Revenue unmeasured water quantity

Unpaid revenue water

Non-revenue authorized

water quantity

Non-revenue measured water quantity

Non-revenue water

quantity


Non-revenue unmeasured water quantity

Water losses

Commercial water losses

Illegal water consumption

Failures at the water meters and water meters readings

Physical water losses

Losses at the pipelines – transport and distribution

Losses and overflows at the reservoirs

Losses at the house connections due to the water meters



2.3.5 ANALYSIS OF THE EXISTING PLANNING DOCUMENTATION

Based on the project task, more documentation should be available. For Study development, we used the following doecumentation:

World Bank Local Development Project (LDP) Technical assistance to BiH municipalities

NEUM MUNICIPALITY – WATER SUPPLY SYSTEM “BLACE” CONSTRUCTION PROJECT FEASIBILITY STUDY

and

Regional water supply system "Gabela-Svitava-Neum" – Pressure pipeline

Pressure pipeline rehabilitation – Preliminary design

This documentation was very well drafted. Nemu distribution system documentation is missing. During the Master plan draft, this needs to be done with more data.

Mentioned documentation is a good base for solving the problems of transport systems and sources. This documentation procides perspective water requirements. In the Prelimjinary design, this was very well drafted, and it will be a good base for Master plan development. However, there is a lack of data on measurements at the end users, as well as water production measurements. In these kind of settlements with intensive tourism during the summere months, it is a huge difference in winter and summer system functioning.

We, also, have the space purpose maps of Neum town, which will be very useful during the town planning development.



2.3.6 NON-REVENUE WATER QUANTITY

The following text presents issues often encountered in the operation of the water supply systems related to non-revenue water amounts, as well as the principles related to the reduction of non-revenue water. Namely, it has already been noted that water utility with existing water price and non-revenue water amounts is not economically viable. The following text presents the losses in company business, which are not only the cause of physical losses of water in the system, and which are, also, the main subject of this project.

DEFINITIONS

Non-revenue water can be roughly defined as the difference between the volumes of water inserted into distribution network against the volume of revenue water for users. In this way non-revenue water presents water utility revenue loss. Main categories of non-revenue water are, as follows:

I Physical water losses:

Losses in the main pipelines and connections

Reservoir leakage

Other technical losses

II Unmeasured delivered water free of charge:

water delivered to the fountains, market, etc.

water used by military, official institutions and religious societies

water used in households of company employees and government officials whit exemption of payment

water used by municipal services (fire fighting, cisterns and premises cleaning, streets cleaning, sewerage cleaning)

unmeasured water used in the processing plants (using large flow meters )

III Unmeasured water delivered to the consumers with obligation to pay:

insufficient measurement by water gauges with poorly functioning or not functioning at all

inaccurate routine water gauge reading

consumers that cheat by breaking or destroying the water gauges

illegal unmeasured consumers connections

IV Insufficient payments:

lump sum billing by uniform tariffs instead of water metering (underestimating consumption)

failure in sending bills

Additional category of financial losses is the bills being sent but remained unpaid (or only partially paid). It should be noted that these payment losses are not strictly the part of non-revenue water, because all revenue water is by definition included in the bill. Otherwise, reduction of these payment losses is included as part of non-revenue water reduction program.

Water calculation ratios



NRW in the given distribution system can be expressed as a ratio between different water volume types. Since the water volumes are always measured during the given time period, the relevant units are, i fact, the volume per time (such as m3/per day).

Water volumes of our interest are as follows:

Available water = water that can be taken

Abstracted water = water abstracted from the sources

Consumed water = delivered to the consumers

Measured water = measured by consumers water gauges

Calculated water = invoiced water

Paid water = water for which the payment received

The first ratio can be expressed for any production and distribution system. This ratio will express the losses in the production system, which may depend on processing methods, loss or expenditure systems, etc.:

Water production efficiency

= Inserted water

Produced water

The rest of the four ratios can be measured at any water supply distribution system. That system can be the entire municipal network or it’s smaller part, such as the pilot zone. All four ratios are expressed since the water amount volume inserted into the system is the same. The inserted water is measured by a large flow meter or estimated (for instance, based on the prescribed pumping amount). Inserted water can be lost in the following way:

Inserted water = Consumed water + Water losses

Consumed water in the mentioned formula is the water that flows into the consumer's water

connection and goes to the consumer’s water gauge, if any. Losses are the losses of water from the pipeline upstream of consumer’s water gauge. Losses in the private part of

consumer’s connection downstream of the consumer’s water gauge can be called waste. In

the mentioned formula, “the waste of consumed water.

First ratio is Distribution system efficiency, which compares the volume that goes to the consumers connections with the volume inserted into the network:

Distribution system efficiency = Consumed water

Abstracted water

Transforming the above formula given for the loss of inserted water, the network efficiency can be written as follows:

Network efficiency = 1 - Water losses

Abstracted water

If there are a lot of physical losses in distribution system, the total amount of consumed water will be significantly less than the water inserted into the system, and network efficiency will



be low. It is, also, important to know that there can be additional losses or waste after the consumer’s water gauge in the private network and inland water supply systems.

Second ratio is the Measurement ratio, which compares the total volume at the consumers water gauges with the volume inserted into the network:

Measurement ratio = Measured water

Abstracted water

The mentioned ratio can be performed using automatic data logger connected to the large flow meter at the pilot zone entrance, between two routine reading the consumers water gauges.

Third ratio is the Calculation ratio, which estimates the water volumes which were actually invoiced. Calculation system must not consider only the measured consumption, but also other calculations which can be performed without measurements, such as the calculation based on the uniform price:

Calculation ratio = Calculated water (measured+uniform price)

Abstracted water

Fourth ratio is the Payment ratio, which estimates the water amount for which the payment is received:

Payment ratio = Paid ratio

Abstracted water

Payment ratio will depend on the payment lag taken into account. For instance, calculating form the moment when all invoices are delivered, some invoices will be paid until the end of the first month, additional invoices will be paid until the end of the second month, and some invoices can be paid a year later. That is why it is necessary to determine the payment ratio

period, such as payment ratio within two months or payment ratio within one year .

Plan for reducing the amount of non-revenue water

In order to begin preparing a plan for the reduction of the amount of non-revenue water in water supply system Višegrad, one should clarify the existing situation of losses, leakage from the network and other components of non-revenue water.

It is necessary to develop a project of rehabilitation of water supply system Bosanski Petrovac with the development of hydraulic model. In order to prepare a detailed plan for effective reduction of non-revenue water quantity at least these following procedures should be performed:

1. Metering of inserted water in the network (investments)

2. Study, training and loss detection plan

3. Active consumption metering policy and service management plan

In future, one must make arrangements for regular measurements of both produced water and consumption in certain parts of the system and consumer consumption.

Measuring the water inserted into the network

One of the first tasks is certainly establishing a measurement system. It is necessary to install water gauges at the sources, at the reservoir outlet, as well as at some certain system



sections. Larger water gauges should be installed at some certain points in distribution network, to enable the calculation of NRW in every part that could be considered as a separated whole. It is, also, necessary to install missing water gauges for the final users, or calibrate the existing once.

Ratio calculation

From the data obtained, we will first calculate Network efficiency ratio. This ratio describes the current state of the network. Long-term measurement process and concurrent consumers’ water gauge reading would provide data for calculation of another important ratio, the Measurement ratio.

Using the calculation ratio from the same process, we can calculate the third ratio which is the Calculation ratio, and by further use of payment data it can be developed into the Payment ratio.

Speaking about water supply system Tilava, the Efficiency payment ratio can be obtained. Other ratios cannot be calculated at this point, due to lack of water gauges at the sources and reservoirs. Only by establishing measurements, we will be able to talk about all the necessary ratios.



2.4 ANALYSIS AND ASSESMENT OF CAPACITIES OF THE

PARTNER MUNICIPALITY NEUM AND UTILITY COMPANIES

2.4.1 ANALYSIS AND ASSESMENT OF CAPACITIES OF THE PARTNER

MUNICIPALITY NEUM AND UTILITY COMPANIES

Neum Municipality development strategy (2006-2010) is a document which defines the following basic strategic guidelines of Neum Municipality for the planning period:

Economy development, whitin which the focus will be se at the tourism and it's compatible economy branches;

Social activities development, where the attention will be paid to all segments – school, health, social aid, deffenders, sport, culture etc.;

Local selfgovernance srenghtening, with the accent to the projects and activities connected to it's functioning.

Based on data from 1/1/2010, this municipality has 1.238 employed persons.

The planned calculation for Neum Municipality in 2010 was 1.966.400,00 BAM1. At the Neum Municipal Council meeting held on 6/8/2010, the Decision on the first rebalance calculation determination in Neum municipality for 2010 was brought, which defined the incomes and outcomes of 2.222.700,00 BAM.

Water supply services in Neum Municipality are in integration of utility company JP “Komunalno” Ltd. Neum, the company works since 1979.

JP „Komunalno“ has 46 employees:

2 college degrees;

11 secondary school qualification;

22 qualified;

10 non-qualified

Planning and operation process of utility company is defined by the following:

Budget for th efollowing year

Municipal Council Decisions

Strategic documents, such as business/strategic plans, studies and financial plans do not exist. Special departments inside of the utility company do not exist, either.

2.4.2 FINANCIAL ESTIMATION OF UTILITY COMPANY

Specifics that determine the financial business of utility company are as follows:

Relativelly low number of users, 4000 which are at sustainability level

High expences of electricity

High number of employed persons, due to the huge system which needs to be maintaned

Consumption nonlinearity between „tourist season“ and and the rest of the year which is 1:5

1 Data source: Decision on Neum Municipality calculation determination for 2010 since 3/12/2009



Although the water price is 1,6 BAM/m3, which is the highest in BiH at the moment, the utility company „Komunalno“ Neum is not able to cover the basic expences of operation and maintanance, and it's working at the rentability limit.

Table 22: Price of water supply service

Price of water supply service BAM/m3

Households

1,10 Consumption to 30 m

3

monthly

1,60 Consumption to 30 m

3

monthly

Economy (hotels) 1,60

Institutions 1,60

Economy 1,60

Chart 10: Billing level towards the users groups

Chart 11: Water consumption structure



Incomes of JP „Komunalno“ Neum are being stable during the recent years, what can be seen in the following table.

Table 23: Incomes of water supply services

Water supply 2006 2007 2008 2009 2010

Incomes of the services (BAM/year)

Households 248.545,00 277.931,00 271.849,00 252.630,00 252.877,00

Economy (hotels) 87.099,00 82.810,00 78.049,00 74.000,00 70.300,00

Institutions 37.100,00 37.700,00 37.800,00 37.094,00 37.000,00

Economy 13.790,00 12.870,00 12.920,00 12.900,00 13.800,00

These analysis for 2010 show that the employees and electricity expenses make 75% of the total expenses and that the remaining part is not enough for any kind of serious maintanance or reconstructions within the system.

Table 24: Analysis of utility company operation expanses

Expenses of utility company operation in 2010

Type of expenses BAM Percentage (%)

Operation expenses 282.000,00 27,41%

Labor expenses 504.000,00 48,98%

Electricity expenses 175.000,00 17,01%

Outside engagements expenses 68.000,00 6,61%

Total expenses 1.029.000,00 100,00%

Total incomes 904.000,00

2.4.3 INSTITUTIONAL AND REGULATION FRAMEWORK

Utility company JP “Komunalno” Ltd. Neum is organized and operates in accordance with the Law on utility activities „HNK“ ("Official gazette HNK", no. 4/04) and relevant decision of Neum Municicpality and utility company (Statut).

The company wa registered on 16/11/1993 according to the decision on establishment since 27/11/1989 brought by the Neum Municipality Assembly. On 22/04/1999 the allignment with th enew law on economy societies took place.

The request for the issuance of water consent is submitted and the process is ongoing.



2.5 ANALYSIS OF WSS NEUM OPERATION

2.5.1 TOWN WATER SUPPLY SYSTEM COVERAGE

Organized water supplying of Neum Municipality started in eightees of the last century. At that time, the water supply system "Gabela - Neum" was constructed which covered the biggest part of Neum Municiplaity. The existing water supply sytem Gabela - Neum in Neum Municipality area covers the following settlements:

Table 25: Settlements covered by WSS Gabela - Neum

Water supply system

Settlement

Number of inhabitants based on

estimation in 2011

Number of inhabitants based on water supply

system

Brštanica Brštanica 112 112

Hutovo

Hutovo 319

534

Donji Zelenikovac 89

Previš 13

Glumina 58

Dobri Do 55

Prapratnica Prapratnica 83 83

Broćanac Broćanac 84 84

Gradac 1 Gradac 345

274 Dubravica 67

Gradac 2 Gradac 345

282 Dobrovo 144

Moševići

Moševići 114

202 Babin Do 77

Oskrušnica

Kiševo 11

Duži Duži 105

105 Mečnjik

Neum Neum 2.500

2.500 Vranjevo selo

Total: 4.176

Table 26: Settlements not connected to WSS Gabela - Neum

Water supply system

Settlement

Number of inhabitants based on

estimation in 2011

Number of inhabitants based on water supply

system

Hraso

Gornje Hrasno 186

627

Cerovica 165,00

Rabrani 111

Vinine 98

Crnoglav 67

Brestica Brestica 48 48

Hotanj Hutovski

Hotanj Hutovski 68

146 Žukovica 53

Donji Drijen 25

Cerovo

Cerovo 107

177 Borut 70



Total: 998

Water company is responsible for 1,505 connections within the public system in Neum (1,285 households and 220 companies). Public network covers around 80% of population, while 20% of users living in rural parts are supplied from local systems.

The total number of inhabitants at the system is 4.176.

The settlements which are not connected to WSS Gabela - Neum are shown in the Table 26: Settlements not connected to WSS Gabela - Neum.

998 inhabitants are not connected to this system.

It means that 80,71 % of municipality inhabitants are supplied by WSS Gabela - Neum.

There are technical conditions to connect all of the settlements in the future to the central water supply system Gabela - Neum.

2.5.2 SOURCES AND WATER QUANTITY BALANCE

2.5.2.1 ABSTRACTED WATER QUANTITIES

The main water supply system’s source is well’s capture in Gabela. During the water supply system design, the planned captured quantities were Q=238 l/s.

For Neum town water supply needs, there is source Blaca with two wells and total capacity of Q=26 l/s.

The exsitng yield of two sources is not questionable and there is enough water for various scenarios of Neum Municipality development in the future.

2.5.2.2 PROTECTION OF SOURCE AND WATER QUALITY

Sources protection zones studies were not drafted. Time after time, the water quality at the source is not satisfying the criteria. At Gabela source, it is the appereance of chlorides and sulfates and at the source Blaca turbidity and iron. These analysis are not confirmed.

Water needs to be chlorinated.

2.5.2.3 WATER QUANTITY BALANCE IN NEUM MUNICIPALITY

Considering the existing water quantity balance, we can conclude that water requirements in WSS Neum are far less than the yields of wells in Gabela.

The source Blaca without Gabela is not sufficient for water supplying during the tourist season. However, if we rehabilitate the water losses in Neum town distribution system, the source Blaca would be sufficient for Neum town during the most part of the year.

There is enough water at the sources Gabela and Blace for the future needs.

2.5.2.4 PLANNED WATER REQUIREMENTS IN NEUM MUNICIPALITY

Required water quantities in water supply system depend of specific consumption of population and industry, number of inhabitants and losses in water supply systems.

2.5.2.4.1 SPECIFIC WATER CONSUMPTION

Water consumption is water quantity by certain categories of users, or in total, expressed in the time unit.

Water consumption analysis relates to defining the required water quantities by certain categories of users, i.e.:

(1) For households needs (water supply of population),



(2) For industry (technologic) needs,

(3) For fire extinguishing and water company needs.

Kao osnovni podaci kod određivanja potrošnje vode za potrebe stanovništva koriste se:

(1) norma potrošnje vode izražena specifičnom potrošnjom vode,

(2) broj stanovnika.

Specific water consumption, qsp [l/inhabitant/day], we define as a water consumption per one onhabitant in one day (24h).

That water quantity is consisted of the consumption for many different needs and it depends on sanitary-technical appartments equipment, inhabitants standards, quality and price of water, settlements arrangement, sewerage, climate conditions, etc.

Specific water consumption is a base for functional dimensioning of the water supply system.

The regularity of its determination depends on whether the projected water supply during their project period will meet the required needs.

It is determined primarily on the basis of experience in the exploitation of existing water supply systems. In most countries it is regulated by the legal regulations in accordance with the size of the village (town). With so these rules do not exist in practice, they are used by the recommendation. These values should not be taken as accurate because in specific cases significant deviations are possible.

Let’s say that the literature very often includes water consumptions for other users categories. However, this notion of specific water consumption is more the matter of methodological approaches, but some important conceptual differences. It is only important that you determine the specific water consumption clearly highlight whether it contained only water consumption for the population or water consumptions include other categories of consumers, especially industries (agriculture).

Unfortunatelly, we still use the recommandations made in the analysis 40 – 50 years ago. Also, in those recommandations, the values are given in the large scope, so the only proper way of specific consumption determination is using the water consumption measurements results. Specific consumption of population decreases in the recent years even in the plans. Due to the rational water usage, it is considered that the specific consumption in the future will be between 150 and 200 l/capita/day.

The following text shows the specific water consumption in WSS Neum.

SPECIFIC WATER CONSUMPTION IN WSS NEUM

Due to it’s tourist season, the WSS is specific considering specific water consumption calculation. Due to 2 totally different conditions in water supply system (during and out of the season) we provided the data for both conditions.

Specific consumption population + economy of produced water quantity

Out of the season - february – water production in WSS Neum in february was V=79.000,0 m3. This water supply system supplies 4.139 inhabitants. It means that specific water production is qspec.=681.64 l/capita/day. It is posibble that this specific water production is even bigger, because we did not include the lost water quantity between PS Gabela and PS Kozarevići.

Tourist season - august - water production in WSS Neum in august was V=153.000,0 m3. This water supply system supplies 12.639 inhabitants and tourists. It means that specific water production is qspec.=390,49 l/capita/day. It is posibble that this specific water production is even bigger, because we did not include the lost water quantity between PS Gabela and PS Kozarevići.



Specific consumption population + economy

Out of the season - february – It was calculated in february as V=15.781,00 m3. Specific water consumption is qspec.=136,16 l/capita/day including the economy consumption.

Tourist season - august - It was calculated in august as V=81.771,00 m3. Specific water consumption is qspec.=208,70 l/ capita/day including the economy consumption. It is noticeable that the specific consumption in august is much bigger than in february.

Specific consumption population

If we consider only the households water consumption, the conclussion is as follows:

Out of the season - february – It was calculated in february as V=12.761,00 m3. Specific water consumption is qspec.=110,11 l/ capita/day.

Turistička sezona - avgust mjesec - U avgustu je obračunato V=72.941,00 m3. Specific water consumption is qspec.=186,16 l/ capita/day. It is noticeable that the specific consumption in august is much bigger than in february.

Specific consumption data is shown in the item 2.3.4 PRODUCTION AND CONSUMPTION OF

WATER IN WSS "GABELA - NEUM"

This specific consumption is in accordance with the literature recommandations and for this water supply system it should be 150-230 l/capita/day. This shows that almost every water supply system is the same and that a lot of data is needed, especially the measurements to have results more accurate. Also, this shows that the specific consumption is far less at the points of water consumption reading. For the tourists settlements, the specific consumption is at the upper level of recommandations, which means near to 230 l/capita/day.

In the plans of Neum water supply system development, the calculations started with actual specific consumption, specific consumption of population qspec.=110,11 l/capita/day for out of season period, i.e. during the season qspec.=186,16 l/capita/day. Over time, this specific consumption was being increased, so at the end of the planning period 2035 the planned specific consumption of only population is qspec.=150 l/capita/day for out of season period, i.e. during the season qspec.=250 l/capita/day. This is approximate specific consumption which is, also, planned in the European Union countries at the end of the planning period. Expert estimation is that it will be enough for this area. For water supply system dimensioning, the specific consumption during the season and number of inhabitants and tourists during the season is quite enough.

These conclusions are valid for determining the coefficients in irregularities in water consumption. In planning and hydraulic calculation, it is very important to accurately determine what are the daily and hourly irregularity. As with the specific energy can be used and recommendations from the literature, but the only right way is to use data from measurements of water consumption. To determine the coefficient of daily irregularity, it requires data on consumption and production of water for at least 1 year and daily data. When determining the hourly irregularities, it will require continuous measurements of water consumption in 24 hours. It is desirable to have such measurements for different seasons, whether it's working or not working days, etc.

There is not enough measurements for WSS Neum, so coefficient can not be determined accuratelly. The values are given according to the available measurements.



According to the literature recommandations, the hourly nonlinearity coefficient is Kh=2,5. Nonlinearity daily coefficient is not quite important here, because consumption in the month of maximum consumption is already considered (august). Considering the monthly average, the water quantity will be calculated with adopted nonlinearity coefficient for august which is K=1,2.

2.5.2.4.2 THE PLANNED POPULATION NUMBER IN THE PLANNING PERIOD

Population in areas of water supply depends on local and general socio - economic factors, and it’s not constant over time. As pointed out, designing water supply systems are conducted for a project period that usually ranges from 20 to 25 (50) years and where it is mostly assumed population growth. So, the problem boils down to defining the number of inhabitants of the area of water supply for the authorized project period, or for the final stage of development.

This kind of information comes primarily from the spatial plan, and in case it does not exist, or in terms of forecasts of population deems unrealistic, applies to some of the methods of population estimation.

For example, assuming a geometric growth, the population of, Nk, at the end of the project period it is defined by the formula:

whereas:

No – current population number, [inhabitant],

p – annual growth percent, [%]. This parameter depends on the settlements size, economy development (primarily industry and tourism), migrations, etc.,

Rp – project period, [year].

In the item 2.2.1.2 PLANNED NUMBER OF INHABITANTS IN NEUM MUNICICPALITYwe gave the calculation of population in the planning period 2035.

During the estimation of the population number for the planning period, we used data from the previously drafted spatial planning documentation.

The Table 27: Planned population number in Neum Municipality areaTable 27: Planned population number in shows population number by settlements with the planned population growth untill 2035.

It is planned to increase the number of inhabitants from current 5.174 to 9.065, at the end of the planning period 2035, i.e. in 2040 to 10.235 inhabitants.



Table 27: Planned population number in Neum Municipality area

Water supply systems Population

growth coefficient

Perspective number of inhabitants in municipal area

2010 2015 2020 2025 2030 2035 2040

KIŠEVO 1,00 11 12 12 13 13 14 15

PREVIŠ 1,00 13 14 14 15 16 17 18

DONJI DRIJEN 1,00 25 26 28 29 31 32 34

BRESTICA 1,00 48 50 53 56 59 62 65

ŽUKOVICA 1,00 53 56 59 62 65 68 71

DOBRI DO 1,00 55 58 61 64 67 71 74

GLUMINA 1,00 58 61 64 67 71 74 78

CRNOGLAV 1,00 67 70 74 78 82 86 90

DUBRAVICA 1,00 67 70 74 78 82 86 90

HOTANJ HUTOVSKI 1,00 68 71 75 79 83 87 92

BORUT 1,00 70 74 77 81 85 90 94

BABIN DO 1,00 77 81 85 89 94 99 104

PRAPRATNICA 1,00 83 87 92 96 101 106 112

BROĆANAC 1,00 84 88 93 98 102 108 113

DONJI ZELENIKOVAC 1,00 89 94 98 103 109 114 120

VININE 1,00 98 103 108 114 120 126 132

DUŽI 1,00 105 110 116 122 128 135 142

CEROVO 1,00 107 112 118 124 131 137 144

RABRANI 1,00 111 117 123 129 135 142 150

BRŠTANICA 1,00 112 118 124 130 137 144 151

MOŠEVIĆI 1,00 114 120 126 132 139 146 154

DOBROVO 1,00 144 151 159 167 176 185 194

CEROVICA 1,00 165 173 182 192 201 212 222

GORNJE HRASNO 1,00 186 195 205 216 227 239 251

HUTOVO 1,00 319 335 352 370 389 409 430

GRADAC 1,00 345 363 381 401 421 442 465

NEUM 3,31 2.500 2.941 3.461 4.072 4.790 5.636 6.631

Maximum daily water quantity needs with losses 5.174 5.752 6.414 7.176 8.053 9.065 10.235



2.5.2.4.3 PLANNING WATER REQUIREMENTS IN NEUM MUNICIPALITY AREA

With the determined specific consumptions, current and planned, population number for the planning period, we can calculate necessary water quantity for water supply systems. Necessary water quantities are calculated from 2010 untill the end of the planning period 2035, in the continuity of 5 years.

Based on the data on specific water consumption, qsp, and population number, Nk, it is possible to determine average daily water consumption, Qsr, by applying the following formula:

Qsr = qsp * Nk

Average daily water consumption was first calculated only for population. In the previous items with production and consumption of water data, we determined population specific consumption without industry and losses. We separately determined the industry consumption and population specific consumption where, besides population consumption, we included the economy consumption. At the end we, also, determined the population specific consumption where we included all losses, i.e. non-revenue water quantities.

However, it is obvious that for hydraulic dimensioning of water supply systems certain facilities (capacity of the capture facilities and pumps, reservoir volume, water conditioning devices capacity, transport and distribution pipelines dimensions) we, also, need to know the water consumption regime.

Above mentioned depends on the number of factors connected to the life regime and people’s proffesions. That is the reason why the water consumption varies, i.e. oscilates (more or less) from previously mentioned values. This fact is more expressed if the period is decreased form year or month to day or hour and in case of a smaller settlement, i.e. less population. In smaller settlements (mostly of suburban or village character) significantly less water is consumed during the night than during the day, and during the day the consumption is bigger during the morning, afternoon and late afternoon hours veća potrošnje u jutarnjim, during the noon and early afternoon hours. In big towns the oscilation is lower, not only during the day, but, also, comparing to the night water consumption.

For dimensioning the certain facilities in the systems, it is necessary to determine the maximum daily water quantities. Water quantity spent annually in the days of the biggest consumption is called the maximum daily water consumption, Qmax daily. This water quantity Nonlinearity coefficient of the biggest daily consumption

Empirical value of this coefficient are in function of the size of settlements and population. There are theoretically assumed values of this coefficient. However, as for the specific consumption, there is no need to take values from the theory if we have measuring in the system. In WSS Neum there is enough measuring to calculate this coefficient.

Nonlinearity coefficient of the biggest hourly consumption

Water quantity spent annually in the hour of the biggest consumption is called the maximum hourly water consumption. To determine the coefficient of hourly nonlinearity, it is necessary to continuously measure the consumption with mobile flow meters for a period of at least 24 hours. Consumption should, also, be measured for various types of connections - individual housing, collective housing, commercial buildings, etc. According to the planning documentation, this coefficient is pretty high and it is Kh=2,5.

Water consumption for industrial purposes

When determining the water consumption for industrial purposes with only using the literature we should be very cautious, because the water consumption per unit production varies and it



is very often different even in the analog companies, since it depends on the type of applied equipment, technological processes and schedules of local conditions.

Therefore, the water consumption in the industry is best determined by the survey of manufacturing technologists, therefore, on the spot (especially on a case by case basis), respecting the specific requirements, because the differences from the normal average values can be multiple.

Also, very often the amount of water needed for the industry must be calculated for each group of firms that set different requirements in terms of water quality. That is why (especially when it comes to large quantities) it is economically unacceptable and water for industrial consumption is conditioned to the required standards for drinking water if the level of quality is required.

In WSS Gračanica there is the accurate measuring of the water consumption in the economy, and it is around 20 % of the total revenue water. Therefore the calculated needs for water consumption of the population in the tables is increased by the amount of water consumed by the economy and thus to reach the average daily consumption of water calculations.


To the average water quantity which is calculated in the tables, we, also, added the non-revenue water which is 49,05 % of the total produced water for august. Non-revenue water percent is much higher in months out of the season and it is around 76,03 % in February, of the totally produced water in February. Our first objective is, certainly, the reduction of this percent to 20 %. This is a very difficult job that requires extensive knowledge, time and resources, but the most effective way to reduce the deficit of water in the system.

During the hydraulic dimensioning of water facilities, the following water quantities are considered:

(1) The highest daily consumption, Qmax, for hydraulic dimensioning of:

Capture facilities – sources capacity,

Pumping stations (for all water supply systems exept of the pressure ones),

Water conditioning devices,

reservoirs,

main supply pipelines connecting all objects.

(2) The highest hourly consumption, Qmax, for hydraulic dimensioning of:

Pumping stations (pressure systems),

Main distribution pipelines,

Main supply – distribution pipelines,

Distribution network.

However, for measurements of the necessary water quantities in the system, there is maximum daily water consumption. On the other hand, for measurements of the water quantities at the sources, there is minimum daily water consumption.

Table 28: Estimation of maximum daily water quantities in the planning period till 2035, Table 29: Estimation of required water quantities for WSS Neum during the season - Gabela - Option 1, Table 30: Estimation of required water quantities for WSS Neum – municipality area out of the season - february i Table 31: Estimation of required water quantities for WSS Neum - municipality – in the month of maximum consumption - Option 2, shows the review of water requirements for WSS Neum. Also, there is summary



review of water requirements. The adopted option for calculations is Table 31: Estimation of required water quantities for WSS Neum - municipality – in the month of maximum consumption - Option 2.

The following table shows values only for 2010, 2020 2035.

Table 28: Estimation of maximum daily water quantities in the planning period till 2035

Water supply systems Measuring

unit

Year

2010 2020 2035

Maximum daily water needs

Calculation of required water quantities for WSS Neum – out of season

l/s 39,19 24,29 28,55

Calculation of required water quantities for WSS Neum – during the season

l/s 89,16 77,81 101,55

Maximum daily required water quantities in WSS Neum out of the season:

2010 Qmax dn.=39,19 l/s

2020 Qmax dn.=24,29 l/s

2035 Qmax dn.=28,55 l/s

Maximum daily required water quantities in WSS Neum during the season:

2010 Qmax dn.=89,19 l/s

2020 Qmax dn.=77,81 l/s

2035 Qmax dn.=101,55 l/s

It was planned to reduce the non-revenue water quantity in the future period, from current 70 % to the acceptable 20 % at the end of the planning period. So, as the first measure for decreasing the water deficit in the system is, certainly, non-revenue water quantities reduction. However, Neum has higher nonlinearity coefficients comparing to some other towns. At the end of the planning period, the population consumption (without economy and losses)is qsp=250 l/capita/day. This is very high specific consumption.

The total required water quantities in Neum Municipality at the end of the planning period is Qmax dn.=101,55 l/s.

The estimation for water needs in some certain planning period are very sensitive, especially in smaller towns. Based on the current consumption, the economy involvement is around 20 %. However, the construction of a single plant with significant needs for water (this applies particularly to the food industry), this ratio can change significantly. Unfortunately, at this moment one can not assume if there will be such consumers in the system.



Table 29: Estimation of required water quantities for WSS Neum during the season - Gabela - Option 1

inhabitants hotels apartments

Weekend houses

Percentage of population growth: 2,30 1,5 1,2 1

Consumption description Measureme

nt unit

Projected population number in the system area

2010 2015 2020 2025 2030 2035 2040

5.174 5.797 6.495 7.277 8.153 9.135 10.235

Population connected to the system – Neum town and Municipality 4.139 5.217 6.495 7.277 8.153 9.135 10.235

Number of beds - hotels 2.000 2.155 2.321 2.500 2.694 2.902 3.126

Number of beds - apartments 5.000 5.307 5.633 5.980 6.347 6.737 7.151

Number of beds – weekend houses 1.500 1.577 1.657 1.741 1.830 1.924 2.022

Total number of consumers in WSS Neum Municipality 12.639 14.256 16.107 17.499 19.025 20.698 22.534

Average water consumption of population l/cap/day 160,24 175 180 190 190 200 200

Percent of connected population % 80,00 90,00 100,00 100,00 100,00 100,00 100,00

Average water consumption of population with tourists l/s 10,96 10,57 13,53 16,00 17,93 21,15 23,69

water consumption of economy % 14,0% 15,0% 15,0% 15,0% 15,0% 15,0% 15,0%

water consumption of economy l/s 1,79 0,26 0,27 0,29 0,29 0,30 0,30

Total average water consumption of population + economy l/s 12,75 10,83 13,80 16,29 18,21 21,45 23,99

Specific consumption of population + other l/cap/day 186,34 179,35 183,59 193,38 193,02 202,84 202,53

Total daily average water consumption of population + other m3/day 1.101,26 935,71 1.192,44 1.407,28 1.573,77 1.852,96 2.072,96

Total monthly average water consumption population + other m3/month 33.496,75 28.461,19 36.269,98 42.804,80 47.868,88 56.360,77 63.052,40

Total average annual water consumption population+ other m3/year

401.961,00

341.534,23

435.239,76

513.657,65

574.426,51

676.329,18

756.628,86

Coefficient of seasonal consumption variation of population 3,08 3,10 3,50 3,50 3,50 3,50 3,50

Maximum daily water consumption of the population l/s 33,77 32,76 47,36 56,01 62,75 74,01 82,92

Coefficient of seasonal variation of economy 2,58 2,60 2,60 2,60 2,60 2,60 2,60

Maximum daily water consumption of economy l/s 4,61 0,68 0,70 0,74 0,74 0,78 0,78

Total maximum daily water consumption (population+economy) l/s 38,38 33,44 48,06 56,75 63,50 74,79 83,70

Total average water losses in the system(non-revenue water amount)

% 73,20% 50,00% 40,00% 30,00% 20,00% 20,00% 20,00%

Total of needed average daily water quantity with losses l/s 47,56 21,66 23,00 23,27 22,77 26,81 29,99

Total of needed average daily water quantity with losses m3/month 125.000 56.922 60.450 61.150 59.836 70.451 78.816

Specific water consumption population + economy with losses l/cap/day 695,36 263,57 233,88 213,72 188,82 200,64 202,48



Total of needed maximum daily water quantity with losses l/s 143,21 66,88 80,10 81,07 79,37 93,49 104,63

Table 30: Estimation of required water quantities for WSS Neum – municipality area out of the season - february

inhabitants hotels apartments Weekend houses

Percentage of population growth 2,30 1,5 1,2 1

Consumption description Measurement

unit


2010 2015 2020 2025 2030 2035 2040

5.174 5.797 6.495 7.277 8.153 9.135 10.235

Population connected to the system – Neum town and Municipality

4.139 5.217 6.495 7.277 8.153 9.135 10.235


Number of beds - apartments l/cap/day 110,11 125 150 150 150 150 150

Number of beds – weekend houses % 80,00 90,00 100,00 100,00 100,00 100,00 100,00

Total number of consumers in WSS Neum Municipality l/s 5,27 7,55 11,28 12,63 14,16 15,86 17,77

Average water consumption of population % 19,1% 20,0% 20,0% 25,0% 25,0% 25,0% 25,0%

Percent of connected population l/s 1,25 1,26 1,88 2,53 2,83 3,17 3,55


water consumption of economy l/cap/day 136,16 145,83 175,00 180,00 180,00 180,00 180,00

water consumption of economy m3/day 563,61 760,86 1.136,63 1.309,89 1.467,61 1.644,33 1.842,33

Total average water consumption of population + economy m3/month 17.143,05 23.142,78 34.572,63 39.842,36 44.639,90 50.015,13 56.037,60

Specific consumption of population + other m3/year 205.716,61 277.713,36 414.871,57 478.108,32 535.678,81 600.181,54 672.451,25

Total daily average water consumption of population + other 1,20 1,20 1,20 1,20 1,20 1,20 1,20

Total monthly average water consumption population + other l/s 6,33 9,06 13,53 15,16 16,99 19,03 21,32

Total average annual water consumption population+ other 1,20 1,20 1,20 1,20 1,20 1,20 1,20

Coefficient of seasonal consumption variation of population l/s 1,50 1,51 2,26 3,03 3,40 3,81 4,26


Coefficient of seasonal variation of economy % 76,03% 35,00% 35,00% 30,00% 20,00% 20,00% 20,00%


Total maximum daily water consumption (population+economy) m3/month 85.818 35.604 53.189 56.918 55.800 62.519 70.047

Total average water losses in the system(non-revenue water amount)

l/cap/day 681,64 224,36 269,23 257,14 225,00 225,00 225,00




Table 31: Estimation of required water quantities for WSS Neum - municipality – in the month of maximum consumption - Option 2

inhabitants hotels apartments Weekend houses

Percentage of population growth: 2,30 1,5 1,2 1

Consumption description Measurement

unit


2010 2015 2020 2025 2030 2035 2040

5.174 5.797 6.495 7.277 8.153 9.135 10.235

Population connected to the system – Neum town and Municipality 4.139 5.217 6.495 7.277 8.153 9.135 10.235


Number of beds - apartments 5.000 5.307 5.633 5.980 6.347 6.737 7.151

Number of beds – weekend houses 1.500 1.577 1.657 1.741 1.830 1.924 2.022

Total number of consumers in WSS Neum Municipality 12.639 14.256 16.107 17.499 19.025 20.698 22.534

Average water consumption of population l/cap/day 192,37 200 200 250 250 250 250

Percent of connected population % 80,00 90,00 100,00 100,00 100,00 100,00 100,00


water consumption of economy % 10,8% 15,0% 15,0% 15,0% 15,0% 15,0% 15,0%

water consumption of economy l/s 3,41 4,30 4,86 6,60 7,18 7,81 8,50

Total average water consumption of population + economy l/s 31,55 37,30 42,15 57,24 62,23 67,70 73,71

Specific consumption of population + other l/cap/day 215,65 226,09 226,09 282,61 282,61 282,61 282,61

Total daily average water consumption of population + other m3/day 2.725,70 3.223,02 3.641,48 4.945,30 5.376,51 5.849,43 6.368,42

Total monthly average water consumption population + other m3/month 82.906,71 98.033,66 110.761,56 150.419,40 163.535,51 177.920,09 193.706,19

Total average annual water consumption population+ other m3/year 994.880,50 1.176.403,96 1.329.138,67 1.805.032,81 1.962.426,11 2.135.041,06 2.324.474,30

Coefficient of seasonal consumption variation of population 1,20 1,20 1,20 1,20 1,20 1,20 1,20


Coefficient of seasonal variation of economy 1,20 1,20 1,20 1,20 1,20 1,20 1,20


Total maximum daily water consumption (population+economy) l/s 37,86 44,76 50,58 68,68 74,67 81,24 88,45

Total average water losses in the system(non-revenue water amount) % 49,05% 35,00% 35,00% 30,00% 20,00% 20,00% 20,00%


Population connected to the system – Neum town and Municipality m3/month 195.255 150.821 170.402 214.885 204.419 222.400 242.133

Number of beds - hotels l/cap/day 507,89 347,83 347,83 403,73 353,26 353,26 353,26

Number of beds - appartments l/s 89,16 68,87 77,81 98,12 93,34 101,55 110,56



2.5.3 THE PIPELINES IN THE SYSTEM

The chapter 2.3 EXISTING WATER SUPPLY SYSTEM, shows the review of existing pipelines in WSS Neum.

The total pipelines length is L=123.583,63 m of which L=55.089,15 are distribution pipelines.

Pipelines are made of different materials

The basic pipelines characteristics are:

transport pipelines capacity is shown in the following tables.

For the transport pressure type PS "Gabela" to PS "Svitava" there is a calculation for the old pipeline Ø 500/496 mm and for the new pipeline inserted into the old one Ø 355/300 mm. For the flow of Q=85,0 l/s which will occure in the period of maximum daily consumption, the velocity in the pipeline would be v=1,20 m/s which represents good velocity for the pressure pipeline.

Pipeline Absolute

roughness

Pipeline diameter

Flow Velocity v Piezometer

pressure line fall

(mm) (l/s) (m/s) (%.)

PS“Gabela“ – PS "Svitava“

0,4 500/496 400 2,07 8,41

0,4 500/496 200 1,04 2,14

0,4 500/496 100 0,52 0,56

PS“Gabela“ – PS "Svitava“

0,1 355/300 200 2,83 22,07

0,1 355/300 150 2,12 12,61

0,1 355/300 100 1,41 5,79

0,1 355/300 85 1,20 4,23

For the rest of the pipelines, the calculation is shown in the tables. The flows in pipelines that lead water towards Neum town are more than needed in the future, except of the pipeline R.“Duži“ – R.“Neum I“. The velocity for this pipeline is v=1,22 m/s and the pipeline capacity is Q=67,87 l/s. This water quantity is not sufficient at the end of the planning period. This pipeline capacity decreasing happened after the construction of reservoir "Duži". This reservoir pracically released the pressures in direction of reservoir "Moševići" - reservoir "Neum I". By releasing the pressures, the pipeline capacity was released. In the meantime, the source Blace was constructed, from which the water is pumped into the reservoir "Duži", so it can not be reversed to the old condition without the reservoir "Duži" anymore. It is posible that the pipeline capacity will have to be increased in the future between R."Duži" and R."Neum I".

Pipeline Absolute

roughness

Pipeline diameter

Altitude difference

Pipeline length

(mm) (m) (m)

R.“Hutovo“ – R.“Trnčina“ 0,1 200 71 18.000,00

Water velocity is v=0.89 m/s pipeline capacity is Q=28.03 l/s

Cjevovod Apsolutna hrapavost

Prečnik cjevovoda

Visinska razlika

Dužina cjevovoda

(mm) (m) (m)

R.“Hutovo“ – R.“Moševići“ 0,4 315 98 8.000,00




Pipeline Absolute

roughness

Pipeline diameter

Altitude difference

Pipeline length

(mm) (m) (m)

R.“Moševići“ – R.“Visočani“ 0,4 200 23,5 13.500,00



Prečnik cjevovoda

Visinska razlika

Dužina cjevovoda

(mm) (m) (m)

R.“Moševići“ – R.“Duži“ 0,4 266 75 3.788,00

Water velocity is v=2,16 m/ pipeline capacity is Q=119,86 l/s


Prečnik cjevovoda

Visinska razlika

Dužina cjevovoda

(mm) (m) (m)

R.“Duži“ – R.“Neum I“ 0,4 266 26 4.032,00



Prečnik cjevovoda

Visinska razlika

Dužina cjevovoda

(mm) (m) (m)

R.“Neum I“ – R.“Neum II“ 0,4 266 70 1.030,00


Due to unfinished catode protection, the transport pipelines from "Gabela" to PS "Svitava" are in very bad condition with high percent of losses. The steel prooved as a very bad material in these kind of cases. Without that protection, the pipeline looks as a sieve. The only way is the pipeline replacement. Bigger part of the pipelines, around L=7.000 m long, is replaced by decreasing the flow profile using th emethod of inserting the pipe into the pipe. The PE pipeline was constructed with external diameter Ø 355 mm. It is necessary ti replace more than L=3.000 m of the pipelines.

Other transport pipelines were not investigated and it is necessary to perform measurements at the transport system in the aim of investigating the pipelines for losses. Only after the pipeline investigation, we can give the conclussion about the condition of these pipelines.

Distribution network is in a very bad condition and it requires the rehabilitation of losses, replacement of the pipelines with losses and replacement of the pipelines representing the bottlenecks in the system. It is, also, necessary to construct new pipelines, so the population not connected to the system can be connected in the future.

System’s coverage by pipelines is quite good. However, the biggest problem is, certainly, with the losses in the system. This problem is present in the entire BiH. This problem needs to be solved systematically, because the losses reduction activities in the system are permanent. Even if the losses are reduced in one year, the same quantity of losses will be back if nothing is done in the next year.

We already mentioned that these losses need to be reduced to minimum in the future period, if we don’t want to include some new sources in the system, which we do not have in this area, anyway..

DISTRIBUTION NETWORK EFFICIENCY



Operation efficiency of one system can be expressed with ratio može. For WSS Gračanica we can approximately give the network efficiency ratio.

Network efficiency is:

Network efficiency = 1 -

Water losses

< 0,40

Inserted water

Efficiency of network is less than 0,40, which represent very low coefficient. Namely, in the European Union countries this coefficient is from 0,80 to 0,85. However, compared to other water supply systems in Republika Srpska, where this coefficient is lower than 0.4, this coefficient is good. These are data for the year 2010.

The following activities are the responsibility of Water utility company:

construction and maintenance of Water Supply System,

detection and reduction of water losses from the source to Consumer Water Meters,

water billing for end users.

In this part of the system there are various categories of losses. One of the possible divisions is on:

visible, i.e. those easily detected without any complex research,

and invisible, i.e. those whose detection requires various measurements, analysis of research, etc.

In the part of water supply system from the Water Meter to the Consumer i.e. at the individual consumer point, there are water losses. This part of network i.e. these losses are responsibility of owners of associated facilities or Housing Funds responsible for maintenance of residential buildings. In circumstances when water meters operate properly or when the water has an economic cost, Water Utility company has no interest in reducing this consumption or losses.

But in present circumstances, when the price of water charged by water utility is unrealistically low, it is in the utility company’s best interest to reduce these losses, because unnecessary waste of water or water leakage in some consumer connections have resulted in irregular water supply of other, than irregular payments all leading to a ‘vicious circle’. Therefore, water losses after the water meter are not responsibility of water utility company, but it is in its best interest to reduce them. Water utility can affect it by education of the population through the media and forums as well as educational institutions.

Moreover, water utility should organise its own team for repair of these defects at minimum maintenance costs. This would also have a favourable impact on citizens’ trust in water supply company.

Invisible water losses occur in the following points in the system:

water leakage in the water supply network, underground,

losses due to defective water meter,

losses due to unauthorized consumption,

losses in household installations.

2.5.4 RESERVOIRS

Existing reservoir space review is shown in the item Error! Reference source not found.

REF _Ref308206307 \h \* MERGEFORMAT DESCRIPTION OF WATER SUPPLY SYSTEM “GABELA –



NEUM” – TRANSPORT SYSTEM and Table 6: Reservoirs in WSS „Gabela – Svitava – Neum“. The total reservoir volume is V=6.920 m3, 2 are distribution reservoirs and the rest are system reservoirs. By analysing the condition in WSS Neum, we came to the following conslusions:

System reservoir volume is sufficient for the future needs.

The existing reservoir space is sufficient in this moment. Distribution system of Neum town operates with two reservoirs, Neum I and II with the total volume of V=2.000 m3.

Operates without the reservoir, because the existing collection reservoir is too far away from the system to perform the function of distribution reservoir. Necessary reservoir space for the current needs would be V=800 m3.

According to the current abstracted water quantities, the necessary reservoir volume for the entire system would be as follows:

Required amount of water (lps)

Required reservoir volume

(m3)

Existing reservoir capacity

(m3)

Needs for new reservoir capacity

84,21 2.182,80 2.000,00 2.500

Future reservoir space deficit is shown in the following table

2020



(m3)


(m3)


68,55 1.776,72 2.000,00 2.500,00

2035



(m3)


(m3)


90,81 2.353,92 2.000,00 3.000,00

The lack of reservoir space untill the end of the planning paeriod, 2035, is around 1.000 m3. This volume relates only to distribution reservoirs. Considering the fact that this is coastal settlement, bigger reservoir volume is necessary than 30 % of maximum daily consumption.

Reservoir space requirements for the local systems are shown in the following table:

2010



(m3)


(m3)


4,94 128,17 0,00 200,00

2020



(m3)


(m3)


9,26 240,09 0,00 300,00

2035



(m3)


(m3)




10,74 278,32 0,00 400,00

2.5.5 PUMPING STATIONS

Water supply system Neum is pumping - gravitational type. The distribution system itself is gravitational.

I altitude, which represents the biggest part of the system is gravitational.

The point 2.3.2 DESCRIPTION OF WATER SUPPLY SYSTEM “GABELA – NEUM” – TRANSPORT

SYSTEM and Table 7: Pumping stations in WSS „Gabela – Svitava – Neum“ shows the review of existing pumping stations.

All pumping stations need to be rehabilitated. It will be necessary to increase these pumping stations capacities in the future. In the aim of reducing the electricity costs, it is necessary to perform optimisation of the pumping stations operation.

2.5.6 MEASURING IN THE SYSTEM

It is necessary to perform measuring at the sources, reservoirs and control measuring points, as well as at the end users. By installing the water meters during the recent years, the sistuation significantly improved concerning water quantity invoicing and non-revenue water reduction. Due tothe water quantity which is not being measured and lump sum billing of certain water quantity, the significant water quantities are lost and consumed without any control.

One of the main reasons for not having measurements in the system, is, certainly, the control over the system which is being imposible without necessary measurements, so this will be one of the priorities in the future.

The biggest problem in WSS Neum is measuring th eproduced water quantity. It is necessary to measure the water quantity at the sources and at the reservoir outlet. However, if we want to control the system, it is necessary to perform the measurements at the consumption zones, and we are not talking only about the altitude zones.

2.5.7 HYDRAULIC ANALYSIS OF WSS NEUM

2.5.7.1 INTRODUCTION

Based on the data collected during the development of this Study, we made the hydraulic model of WSS Neum. The model is not calibrated, but we used all of the measurements in the aim of showing the precise model. This model can serve as a good base for development of that model in the future. In the modern designing, only in this way we can get the guidelines for th esystem development. It is, also, much easier to get more scenarios to the system development.

2.5.7.2 INPUT DATA FOR HYDRAULIC MODEL

Hydraulic model was done in EPANET. Since we don’t have enough of data and measurements in the system, hydraulic model was made only for distribution system of Neum town, while the transport pipelines capacities were made separatelly.

We made hydraulic model for current condition where we used data from the period from 2005 to 2010 and the model for the planned system in 2035.

For the current condition, 2010, we made the option with less water quantities obtained in the Table 30: Estimation of required water quantities for WSS Neum – municipality area out of the season - february. The aim was to show the system performance during small water quantities in the system, because the calculation for 2035 was made with maximum daily water consumption for entire year.



As a baseline info we took the following data:

The system geometry with the mapped sources, reservoirs, pressure release chambers, pumping stations, pipelines, caps – system’s map taken from GIS

Data on water production and consumption – in the item 2.3.4 PRODUCTION AND

CONSUMPTION OF WATER IN WSS "GABELA - NEUM".

Data on revenue and non-revenue water. Non-revenue water is divided proportianally according to the water consumption in the system.

The calculation results are shown in the enclosures.

Hydraulic model was, also, used for system development for the period untill 2035.

The following parameters were determined for hydraulic model:

Nodal load is calculated based on measurements of the solar system in certain parts of the system. The position of objects and consumers in the supply system was, also, taken into account. The specific nodal load was determined in this way.

The model shows charts of daily consumption nonlinearity - Demand Patterns. Determining the nonlinearity of consumption is very important because, based on the maximum hourly consumption, the distribution system can be dimensioned. Multiplying the base nodal consumption and nonlinearity consumption, we get the energy in each node, depending on the weather. So we get the diagram of consumption in node during the one day or more depending on what is assigned in the model.

Pipelines were determined by its lenght and diameter. The first and the last node were given. Roughness coefficients are given according to the Darcy - Waisbach. For PE and PVC pipelines we took the coefficient 0,1 and for steel, cast iron and asbestos cement the coefficient 0,4. The coefficiens for the other group of materials can be even up to 1.

Besides the geometry x,y,z the sources were, also, determined based on the water quantity givning to the system.

For the reservoirs there are reservoir position (x,y), bottom elevation, početna water depth in reservoir and maximum water depth in reservoir.

Pumping stations are determined by the pumping curve, which determines the pumped water quantity and th eheight of water pumping.

The caps are determined according to the function in the system.

The rules for the operation of the pumps, reservoirs and caps are as follows:

RULE 1

IF TANK R.Neum2 LEVEL >= 4.99

THEN Pipe P1 STATUS IS CLOSED

RULE 2

IF TANK R.Neum2 LEVEL <= 1

THEN Pipe P1 STATUS IS OPEN

Total in model:

Number of nodes - 61

Number of sources - 1



Number of reservoirs - 2

Number of pipelines - 72

Number of pumps - 8

Number of caps - 8

Flow unit - l/s

Formula for losses - Darcy-Waisbah

The part of non-revenue water is allocated proportionally to the consumption, because it is not known where the losses in the system are. It is necessary to make the calibrated hydraulic model which would indicate the points of real losses in the system.

The following chart shows the model of WSS Neum with pipelines diameters.



Scheme 2: WSS Neum – hydraulic model



Scheme 3: Neum town distribution system – pipelines and nodes elevations



2.5.7.3 RESULTS OF HYDRAULIC CALCULATIONS - CONDITION IN

2010 WITH Q=34,15 L/S

After the hydraulic model preparation, the simulation of water supply system operation was made. Operation simulation can be done for different time period intervals. The minimum time period interval can be 24 hours.

The calculation results in hydraulic model can practically be seen in every moment. The most interesting condition for us is, certainlly, the condition in the moment of the maximum consumption, because we can see the system fucntionality.

The calculation results during th emaximum consumption can be seen in the Table 32: Table 33: Calculations results during the period of maximum hourly consumption in 2010 –results in th enodes and Table 33: Calculations results during the period of maximum hourly consumption in 2010 – .

In Scheme 4: Neum water supply distribution system - flow and pressures in the period of maximum hourly consumption - 2010 and Scheme 5: Neum water supply distribution system - - velocities and pressures in the period of maximum hourly consumption - 2010 we can see calculation results of the maximum hourly consumption of existing water supply system. Calculation results are given in enclosures.

The Scheme 6: Neum water supply distribution system - flow and pressures in the period of minimum hourly consumption - 2010 and Scheme 7: Neum water supply distribution system - velocities and pressures in the period of minimum hourly consumption - 2010, show the pressures values, velocity of water and flow in the period of minimum hourly consumption in the system.

Based on the calculations partially shown in tables, charts and schemes we can conclude the following:

Pressures in the system are very high. In Scheme 8: Nodes in WSS with the pressure less than 1,5 bar in the period of maximum hourly consumption, it can be noticed that in distribution network all of the nodes have pressures higher than 1,0 bar. At the same time, during the maximum hourly consumption in the system, the pressures in most of the nodes are higher than 5 bar, what can be seen in the Scheme 9: . This system needs zoning, and certain zones need the reducer valves.

Hydraulic model showed that the velocities in all pipelines are in the allowed scope. That means that none of the pipelines has velocity more than v=1,2 m/s. It means that all of the pipelines are big enough and that they are not the bottlenecks in the system.

Pipelines with diameters smaller than Ø 80 mm, are shown in the Scheme 12: Neum water supply distribution system – pipelines with diameter smaller than Ø 80 mm.

The Scheme 11: Neum water supply distribution system - flows and pressures in the period of maximum hourly consumption – in 2010 with the operation of two hydrants shows calculation of water supply system operation while two hydrants are operating– node no. 31 and 32.



Table 32: Calculation result during the maximum hourly consumption in 2010 – results in nodes

Node Elevation

Base Demand

Demand Pressure

m LPS LPS m

Junc 3 130,00 1,083594 0,56 25,63

Junc 4 130,00 0,655232 0,34 25,63

Junc 5 125,00 1,595983 0,82 30,64

Junc 6 122,00 1,078017 0,56 33,60

Junc 7 127,00 0,685551 0,35 28,62

Junc 8 133,00 0,528168 0,27 22,64

Junc 9 135,00 0,210187 0,11 20,64

Junc 10 129,00 0,823767 0,43 26,63

Junc 11 123,00 0,471988 0,24 32,63

Junc 12 125,00 0,808013 0,42 30,94

Junc 13 125,00 1,862102 0,96 31,04

Junc 14 104,00 2,332024 1,2 52,03

Junc 15 83,00 1,508236 0,78 72,93

Junc 16 114,00 0,272744 0,14 40,77

Junc 17 118,00 2,308179 1,19 36,77

Junc 18 108,00 1,640429 0,85 46,77

Junc 19 101,00 0,554635 0,29 53,76

Junc 20 86,00 1,575608 0,81 69,57

Junc 21 98,00 1,542087 0,8 57,58

Junc 22 88,00 1,73322 0,89 66,85

Junc 23 87,00 1,310658 0,68 68,57

Junc 24 80,00 0,30521 0,16 75,57

Junc 25 79,00 0,447913 0,23 76,57

Junc 26 102,00 0,943094 0,49 53,17

Junc 27 103,00 0,236792 0,12 52,17

Junc 28 61,00 2,626057 1,36 28,25

Junc 30 64,00 3,635738 1,88 25,24

Junc 31 4,00 9,430815 4,87 84,91

Junc 32 3,00 4,737009 2,44 82,84

Junc 33 6,00 3,165116 1,63 83,03

Junc 35 31,00 4,816314 2,49 58,17

Junc 36 34,00 0,407138 0,21 55,17

Junc 37 19,00 3,271109 1,69 70,14

Junc 38 20,00 3,191942 1,65 69,15

Junc 39 41,00 1,031229 0,53 48,27

Junc 40 51,00 2,610249 1,35 38,48

Junc 41 44,00 1,572501 0,81 45,19

Junc 42 45,00 1,152569 0,59 43,49

Junc 44 118,00 0 0 41,95



Junc 46 129,00 1,917055 0,99 27,09

Junc 47 123,00 2,438794 1,26 33,04

Junc 48 127,00 1,017374 0,52 28,75

Junc 49 131,00 1,258531 0,65 24,64

Junc 50 125,00 1,826947 0,94 30,73

Junc 51 133,00 1,477769 0,76 22,64

Junc 52 133,00 0,828344 0,43 22,64

Junc 53 129,00 0,167849 0,09 26,63

Junc 54 117,00 4,148945 2,14 38,85

Junc 55 96,00 2,035976 1,05 59,66

Junc 56 114,00 0,400161 0,21 41,85

Junc 57 72,00 0,571402 0,29 83,57

Junc 58 100,00 1,264795 0,65 55,64

Junc 59 41,00 3,470009 1,79 48,45

Junc 60 129,00 3,30946 1,71 25,99

Junc 61 134,00 0,674391 0,35 20,99

Junc 63 108,00 0,364266 0,19 46,77

Junc 64 75,00 0,891494 0,46 79,83

Junc 65 112,00 0 0 49,24

Junc 68 6,00 1,597204 0,82 83,17

Junc 70 14,00 1,448015 0,75 75,14

Junc Ju8 190,00 -99,27 -34,15 -24,46

Tank R,Neum1 155,00 7,78 1,10

Tank R,Neum2 85,00 -24,85 4,53

Table 33: Calculations results during the period of maximum hourly consumption in 2010 – calculation results in the pipelines

Link ID

Length Diameter Roughness Flow Velocity

m mm mm LPS m/s

Pipe P1 1.044,93 250 0,5 0,00 0,00

Pipe P2 35,53 100 0,8 -0,43 0,05

Pipe P3 373,94 100 0,1 0,56 0,07

Pipe P4 237,80 100 0,1 0,35 0,05

Pipe P5 72,91 100 0,1 0,11 0,01

Pipe P6 163,72 100 0,1 0,24 0,03

Pipe P7 129,13 150 0,1 -5,69 0,32

Pipe P8 395,01 90 0,1 0,78 0,12

Pipe P9 94,61 100 0,1 -0,14 0,02

Pipe P10 192,39 90 0,1 0,29 0,04

Pipe P11 204,71 150 0,8 -1,04 0,06

Pipe P12 163,35 100 0,1 1,45 0,18

Pipe P13 80,59 150 0,8 0,16 0,01

Pipe P14 105,87 100 0,8 0,16 0,02



Pipe P15 155,37 100 0,8 0,23 0,03

Pipe P16 82,14 100 0,8 0,12 0,02

Pipe P17 128,16 90 0,1 0,00 0,00

Pipe P18 1.115,00 200 0,4 6,48 0,21

Pipe P19 1.645,79 100 0,8 2,44 0,31

Pipe P20 514,52 100 0,8 -0,83 0,11

Pipe P21 583,75 150 0,8 -2,47 0,14

Pipe P22 141,23 100 0,8 0,21 0,03

Pipe P23 840,66 140 0,1 0,82 0,05

Pipe P24 310,92 150 0,8 -3,26 0,18

Pipe P25 46,78 100 0,8 3,79 0,48

Pipe P26 399,80 60 0,8 0,59 0,21

Pipe P28 102,95 400 0,4 26,37 0,21

Pipe P29 491,98 400 0,4 21,41 0,17

Pipe P30 24,80 400 0,4 14,76 0,12

Pipe P31 308,11 400 0,4 12,27 0,10

Pipe P32 70,05 100 0,8 3,97 0,51

Pipe P33 109,94 100 0,8 1,80 0,23

Pipe P34 69,73 100 0,8 -0,42 0,05

Pipe P35 102,54 100 0,1 -0,49 0,06

Pipe P36 257,80 100 0,1 -1,21 0,15

Pipe P37 305,86 100 0,8 -0,95 0,12

Pipe P38 70,06 100 0,8 -3,10 0,40

Pipe P39 34,09 100 0,1 0,30 0,04

Pipe P40 76,21 100 0,1 -0,08 0,01

Pipe P41 172,91 100 0,1 1,65 0,21

Pipe P42 122,03 100 0,8 0,35 0,04

Pipe P43 63,80 100 0,1 0,76 0,10

Pipe P44 58,22 100 0,1 0,09 0,01

Pipe P45 81,09 100 0,1 2,17 0,28

Pipe P46 706,23 100 0,1 1,05 0,13

Pipe P47 513,04 100 0,1 1,23 0,16

Pipe P48 138,81 100 0,1 0,21 0,03

Pipe P49 198,20 150 0,8 0,29 0,02

Pipe P50 175,84 150 0,8 1,13 0,06

Pipe P51 105,80 150 0,8 10,29 0,58

Pipe P52 37,99 150 0,8 6,38 0,36

Pipe P53 736,18 300 0,4 17,92 0,25

Pipe P54 46,57 300 0,4 16,57 0,23

Pipe P55 294,93 100 0,1 3,26 0,42

Pipe P56 233,93 100 0,1 0,35 0,04

Pipe P57 619,11 100 0,1 1,20 0,15

Pipe P58 86,93 100 0,1 -0,13 0,02

Pipe P59 126,35 100 0,1 0,19 0,02



Pipe P60 309,24 100 0,8 0,46 0,06

Pipe P61 116,37 100 0,8 3,41 0,43

Pipe P62 128,63 100 0,8 2,80 0,36

Pipe P63 529,33 250 0,5 34,15 0,70

Pipe P64 1.583,95 250 0,5 34,15 0,70

Pipe P65 100,56 200 0,8 8,21 0,26

Pipe P66 45,11 200 0,8 6,81 0,22

Pipe P67 60,00 200 0,8 0,82 0,03

Pipe P68 391,17 400 0,4 24,85 0,20

Pipe P69 467,47 400 0,4 19,71 0,16

Pipe P70 294,00 150 0,8 -0,87 0,05

Pipe P71 502,28 150 0,8 0,75 0,04

Pipe P74 50,62 100 0,8 -0,46 0,06

Pipe P83 2.066,16 266 1 34,15 0,61

Total: 22.445,51

Chart 12: Chart of flow in the system – production - consumption

The chart shows water consumption in WSS Neum. This model was developped with the assumption that losses in the system are within allowed limits.



Scheme 4: Neum water supply distribution system - flow and pressures in the period of maximum hourly consumption - 2010

In all nodes, the pressure satisfies the users needs. It is from 2 bar to 8,5 bar. Distribution system is divided into two altitude zones, but there are still variations in the pressures. It is necessary to ad the system zoning by reducer valve, so the pressures can be reduced. High pressures with bigger water quantity which outflows at the defect points, cause more defects. By reducing the pressures, a lot of water can be saved.



Scheme 5: Neum water supply distribution system - - velocities and pressures in the period of maximum hourly consumption - 2010

This scheme shows us that the velocities in the pipelines during maximum hourly consumption are very low. That means that the system is designed for some bigger capacities, as well.



Scheme 6: Neum water supply distribution system - flow and pressures in the period of minimum hourly consumption - 2010

This scheme shows maximum water pressures in the system. It can be noticed that these pressures are a bit higher than daily consumption pressures. Reason for mentioned are big pipes profiles where the linear losses are very low, so there are no bigger pressures variations during the day.



Scheme 7: Neum water supply distribution system - velocities and pressures in the period of minimum hourly consumption - 2010

Similar as with the pressures, there are no bigger velocity oscillations during the day, due to the big pipes profiles.



Scheme 8: Nodes in WSS with the pressure less than 1,5 bar in the period of maximum hourly consumption

Concerning the pressure in all nodes, it is higher than 1,50 bar, which is good.



Scheme 9: Nodes in WSS with the pressure over 6 bar in the period of minimum hourly consumption

This scheme shows the nodes with pressures higher than 6,0 bar in the period of minimum hourly consumption. Coastal part of the system has very high pressures, as the part between Dubrovačka and Neretvanska Street.



Scheme 10: Nodes in WSS with the pressure over 6 bar in the period of minimum hourly consumption

This scheme shows the nodes with pressures higher than 6,0 bar in the period of maximum hourly consumption. Coastal part of the system has very high pressures, as the part between Dubrovačka and Neretvanska Street. Difference in the pressures between maximum and minimum hourly consumption is 1,50 m.



Scheme 11: Neum water supply distribution system - flow and pressures in the period of maximum hourly consumption - 2010 with the operation of 2 hydrants

The simulation of system operation was made at the moment when two hydrants are operating at the end of the system in the coastal area. Even besides the additional 10,0 l/s of water in the system, difference in the pressures at the end points is to 5,0 bar what is understandable considering the distance of the node number 32.

The scheme below shows the pipeline with node number 32 at the end.



Scheme 12: Neum water supply distribution system – pipelines with diameter smaller than Ø 80 mm

All of the pipelines, except of one, are bigger than Ø 80 mm.



Chart number 13 shows pressure changes in the node number 32 which is located at the end point of the system at the sea coast towards west. In node number 31 is the same as in the node number 32, overloaded by hydrant consumption of Q=5,0 l/s. Pressures oscilations are huge (change for 5,0 bar during the day). However, due to the high pressures in the system, in the period of maximum hourly consumption, there are 2 more hydrants operating; pressure in the node where the hydrant is operating is P=3,0 bar. This node is located at the end of the pipeline which is over L=1.600 m long, so it is understandable that linear losses are huge.

Chart 13: Pressure chart in the node number 6 – hydrants opeation 2 hours during the hourly maximum consumption

The following chart shows the flow in the main distribution pipeline for the second altitude zone, which goes out from the reservoir Neum 1, Ø 400 mm - 2010.

The chart number 15 shows the flow in the main distribution pipeline for the first altitude zone, which goes out from the reservoir Neum 2, Ø 400 mm - 2010. godina.

This theoretical chart was taken from the model, because there is no data with the continious flow measurements. Only with the measurements we can provide the accurate chart.

All of the results can be seen in the model, and here we can see some characteristic results important for water supply system Neum.

As one of the priorities will, certanly, be the development of calibrated hydraulic model of WSS Neum.



Chart 14: Flow in the transport pipeline Ø 400 mm for the second altitude zone – 2010

Chart 15: Flow in the transport pipeline Ø 400 mm for the first altitude zone – 2010



2.5.7.4 RECOMMENDATIONS FOR WATER SUPPLY SYSTEM

OPERATION IMPROVEMENT – 2010

As a result from the previous analysis, we can conclude the following:

High percent of losses in transport system due to the pipelines damage;

Significantly high costs of system operation, which are not possible to be covered by Neum utility company;

Pumps are not operating in the optimum regime, so they consume more electricity than it is needed;

Impossibility of regular maintenance of this kind of expensive and inefficient system;

Huge water losses of app. 60 - 70 % of the total water production;

Poor water quality and insufficient sources protection, there are no studies on sources protection zones;

Liability in pipelines operation due to a lot of damages;

Impossibility of efficient defects location, bad terrain makes imposibile the efficient defects removal;

Bad water supply quality,

High percent of losses in distribution system Neum;

In Neum town distribution system there are pipelines which are constructed out of asbestos cement which are old, and with high losses percent;

High pressures in water supply distribution system of Neum town;

Incomplete remote system control;

Lack of measurements in the system;

Lack of cadastre of underground installations;

Lack of project documentation.

2.5.7.4.1 HIGH PERCENT OF LOSSES IN THE TRANSPORT SYSTEM

WSS Gabela - Neum are characterized by very long transport pipelines made of steel, and which are of a big profiles. The point 2.3.2 DESCRIPTION OF WATER SUPPLY SYSTEM “GABELA

– NEUM” – TRANSPORT SYSTEM, shows the detail description of this system with all data. The bigest problem is the transport pipeline from PS Gabela to PS Svitava. Around 70 % is rehabilitated, i.e. replaced by PE pipelines of smaller diameter by inserting the pipe into the pipe system. Around 3.000 m of the pipeline, profile Ø 500/494 mm, needs to be replaced.

Other transport pipelines which are, also, made of steel, need to be investigated by flow measurements and determine their condition. The assumption is that there are losses in those pipelines. However, if the catode protection is well done and not physically damaged we can expect only losses at the reduced number of locations. If the catode protection is out of order, those kind of pipelines are usually being replaced.

2.5.7.4.2 SOURCES PROTECTION

It is necessary to implement measures brought in the Reports on sources protection measures.



2.5.7.4.3 LACK OF MEASUREMENTS IN THE SYSTEM

To control one water supply system, it is necessary to measure the produced water quantity, as well as consumed water quantity. Only in that way, we can make water quantities balance. The special problem is lack of measurements at the source, i.e. at the transport pipelines. There are water meters at the end users for reading the monthly consumption.

Besides that, it is necessary to perform water consumption measurements in the system zones. In that way, we can determine the biggest losses in the system and rehabilitate it.

To have the system under control, measurements in the system are necessary. It has to be performed daily at the sources, reservoirs, pumping stations, in certain system zones, as well as at the end users. Only with enough measurements in the system, we can improve it and keep it under control.

Financial means are necessary for all above mentioned, but before all, the well trained team for losses detection and stimulation for experts who perform this very hard and demanding work.

Detection and removal of losses in water supply system has to be systematic work constantly performed. Only in that way, we can have good results.

2.5.7.4.4 HIGH PERCENT OF LOSSES IN WATER SUPPLY SYSTEM

The high losses percent problem exists in all water supply systems in BiH , but in the surrounding countries, as well. WSS Neum has high percent of non-revenu water and within it the high percent of physical losses. Physical losses percent is much higher than the administration losses. The aim is to reduce the losses to 20 % of the total produced water quantity. However, for these objectives we need knowledge, time and means. It can not be expected that these objectives can be realized in a short time period, but we have to plan with these activities. Losse control activities and losses reduction must be permanent activity.

In BiH the basic reason for high percent of losses is the war that occured in the beggining of ninetees, but the high percent losses was there even in the eightees. This is a problem that runs for decades and, in fact, there was never significant activity in this regard. Reduction of losses in water supply systems is a very difficult job and we already mentioned that it is necessary to have trained personnel and necessary equipment. This will be a particular problem for smaller water systems where it will be very difficult to have a highly educated staff. It is more likely that the smaller water companies go on hiring consultants for the implementation of this type of projects.

After the replacement of small profiles pipelines, the certain percent of losses will decrease. It is assumend that the highest percent of losses is at the connection pipelines which should be replaced in the future.

The activities on losses percent reduction are urgent. For future planning of water supply system Neum, losses must be reduced because it is the best way to reduce the deficit of water in the system. Also, in the planning of future water supply system, it is very important to reduce the water quantity in the system (unnecessary losses in the system) so the designed facilities and pipelines can be reduced, as well.

It is especially important to reduce the losses in distribution water supply system of Neum town, and in that way the town could be supplied from Blace source.

2.5.7.4.5 UNECONOMIC OPERATION OF THE PUMPS

According to some analysis, the pumps did not work in the optimum range. It is necessary to examine the operation of pumps and make the replacement of pumps operating in an unfavorable regime. Usually, the savings on electricity costs, would cover the mentioned costs.



2.5.7.4.6 HIGH PRESSURES IN DISTRIBUTION WATER SUPPLY SYSTEM OF NEUM TOWN

Hydraulic model indicates the high pressures in most parts of the distribution system. Even now, we could take certain actions with regard to lowering the pressure in the system. We could, simply, construct shafts with pressures reducers in certain parts of the system.

This problem of the high pressures needs to be solved through hydraulic model by installing the reducer valves into some system parts. In this moment, it is not recommended to give solutions through hydraulic model which is not calibrated.

High pressures in the system quite negatively affect the percentage of losses in the system. In addition to a stronger emphasis on the location of damage, high pressures, also, cause frequent breakdowns.

2.5.7.4.7 OLD PIPELINES IN HOUSE CONNECTIONS

High percent of these pipelines is very old and it is assumed that big percent of losses is exactly in these pipelines. Reconstruction of the house connections is necessary.

2.5.7.4.8 AGE OF THE PIPELINES AND ASBESTOS CEMENT PIPELINES

The water supply distribution system of Neum, about 8,000 m of pipeline, is made of asbestos cement pipes. These pipelines are very old, and asbestos cement proved to be a material with which we can usually expect significant losses of water. The priority measures to be proposed are replacements of the pipelines.

2.5.7.4.9 UNFINISHED REMOTE CONTROL SYSTEM

The remote control system of water supply system is partially developped. This is especially of the interest of WSS Gabela - Neum because of it’s size, nonprofitability and the difficulty in managing the large number of pumping stations and reservoirs. If reservoirs are not connected among themselves and with pimping stations, there are frequent overflows of water in the reservoirs, pumping stations operate at the time of expensive electricity, etc.

2.5.7.4.10 LACK OF CADASTRE OF UNDERGROUND INSTALLATIONS AND LACK OF PROJECT

DOCUMENTATION

In most water supply systems in BiH, as well as in Neum, a major problem is the lack of cadastre and underground installations and completed project documentation. It is impossible for a short time to collect data on water supply system without this documentation. Often in data collection there is a lot of mistaking because of information not taken from project documentation.

It is necessary to draw up the geographical information system and a hydraulic model of water supply system, as soon as possible. Since this system was designed quite comfortably, hydraulic model would easilly show what to do in the future and avoid unnecessary production of other planning documents. Hydraulic model provides decision makers the largest amount of information and scenarios in the future development of water supply system.



2.5.7.5 RESULTS OF HYDRAULIC CALCULATIONS –

RECOMMANDATIONS FOR THE SYSTEM DEVELOPMENT UNTILL

2035

2.5.7.5.1 SPATIAL COVERAGE OF WSS GABELA - NEUM IN 2035

In the analysis of WSS Gabela - Neum we allready mentioned that it is overdimensioned. The point 2.3.2.23 SETTLEMENTS CONNECTED TO WSS NEUM - GABELA, shows the settlements connected to WSS and settlements which are not, and they are as follows:

1. Hrasno: Cerovica, Osječnica, Vinine, Dašnica, Crnoglav, Gornje Hrasno, Cerevo,

Kolojanj and Borut

2. Gradac: Žukovica, Hotanj and Drijen

3. Neum: Radež Ilino polje, Rep (peninsula)

All of these settlements have technical posibbilities to be connected to this water supply system.

2.5.7.5.2 WATER SUPPLY SOURCES IN 2035

Even in the future, the sources in Gabela and Blace satisfy the nrequirements of water supply system Gabela - Neum. According to some preliminary analysis, the abstracted water from Blace could be increased by construction of new wells. This should be taken with caution and first explore the area. After that, more detailed studies should be made of whether to use multiple source of Blace. This entails the eventual shutdown of the transport system of Gabela to Neum.

2.5.7.5.3 WATER REQUIREMENTS AT THE END OF THE PLANNING PERIOD 2035

The following table shows the water requirements in certain settlements for th efuture coverage of WSS Neum.

Table 34: Water requirements in the future WSS Neum - 2035

Water supply system

Requirements (maximum daily) (l/s)

2010 2015 2020 2025 2030 2035

Neum 89,2 68,9 77,8 98,1 93,3 101,6

Ravno Municipality 10,0 10,0 10,0 10,0 10,0 10,0

Dubrovnik Riviera 15,0 15,0 15,0 15,0 15,0 15,0

Total 114,2 93,9 102,8 123,1 118,3 126,6

Hydraulic analysis was developped for all transport pipelines, as well as their maximum capacity. This analysis is shown in the item 2.5.3 THE PIPELINES IN THE SYSTEM.

Hydraulic model of future water supply system is developped for water supply distrivution system of Neum town. According to the water requirements, we determined the node consumption in th eplanned system.



2.5.7.5.4 SOLUTION CONCEPT OF THE PLANNED WSS GABELA - NEUM FOR THE PLANNING

PERIOD UNTILL 2035

Water supply system is designed in the way that the exisitng facilities will probably satisfy users needs for the long time period.

Transport system mostly has sufficient capacity for the planning period untill 2035. The problem can be the pipeline capacity from reservoir Duži to reservoir Neum 1. Construction of reservoir Duži, which was made as a surge tank between reservoir Moševići and reservoir Neum 1, decreased the capacity of this pipeline. Based on calculations, maximum daily water requirements will be Q=90,81 l/s. The calculated capacity of this pipeline is:

Pipeline Absolute

roughness

Pipeline diameter

Altitude difference

Pipeline length

(mm) (m) (m)

R.“Duži“ – R.“Neum I“ 0,4 266 30 4.032,00


The pipeline must have diameter of Ø 300 mm.

Pipeline Absolute

roughness

Pipeline diameter

Altitude difference

Pipeline length

(mm) (m) (m)

R.“Duži“ – R.“Neum I“ 0,1 300 30 4.032,00


Settlements not connected to this water supply system would be connected to the transport system.

2.5.7.5.5 CALCULATION FOR NECESSARY FACILITIES IN WSS GABELA - NEUM

RESERVOIRS

The total reservoir space deficite at th eend of the planning period would be V=800,0 m3. The following table shows calculations of necessary reservoir volume at the end of the planning period, 2035.

Table 35: Required reservoir space at the end of the planning period 2035

2010

Required water quantity

(l/s)


(m3)

Existing reservoir volume

(m3)

Requirements (m

3)

84,21 2.182,80 2.000,00 2.500,00

2020


(l/s)


(m3)


(m3)

Requirements (m

3)

68,55 1.776,72 2.000,00 2.500,00

2035


(l/s)


(m3)


(m3)

Requirements (m

3)



90,81 2.353,92 2.000,00 3.000,00

This reservoir space deficite indicates the needs based on the water consumption.

We think that the reservoir space needs to be bigger because of the type of settlement – touristic settlement with high water consumption nonlinearity coefficients.

It will, also, be necessary to increase the capacity of reservoir "Duži" for V=500,00 m3. In case that water needs to be transported to Dubrovnik Riviera, as well, it is necessary to increase the volume of reservoir Svitava, Kozarica and Moševići.

This means that it is necessary to construct 1.500 m3 more of reservoir space for water supply distribution system of Neum town and 600 m3 of reservoir space for transport system.

Existing reservoirs need to be rehabilitated.

Table 36: Existing and planned reservoirs

Reservoir Zone Bottom

elevation (MASL)

Overflow elevation (MASL)

Maximum water depth in reservoir

(m)

Volume (m

3)

Increasing the

volume (m

3)

Volume (m

3)

Dračevo Gabela - Neum 65,00 70,00 5,00 1.000,00 1.000,00

Svitava Gabela - Neum 20,00 24,00 4,00 360,00 200,00 560,00

Kozarica Gabela - Neum 237,00 241,00 4,00 360,00 200,00 560,00

Hutovo Gabela - Neum 368,00 373,00 5,00 1.000,00 1.000,00

Moševići Gabela - Neum 270,00 274,00 4,00 400,00 200,00 600,00

Duži Gabela - Neum 190,00 195,00 5,00 500,00 500,00 1.000,00

Neum I Neum 155,00 160,00 5,00 1.000,00 500,00 1.500,00

Neum II Neum 85,00 90,00 5,00 1.000,00 500,00 1.500,00

Trnčina Ravno 297,00 301,80 4,80 200,00 200,00

Ravno Ravno 477,00 481,60 4,60 300,00 300,00

Topolo Dubrovnik

Riviera 260,00 264,00 4,00 400,00 400,00

Visočani Dubrovnik

Riviera 246,50 250,50 4,00 400,00 400,00

Total: 6.920,00 1.700,00 2.100,00

PUMPING STATIONS

Exisiting pumping stations need to be rehabilitated and expanded in future, in accordance with the requirements.

PIPELINES

Development of WSS Neum demands the construction of new pipelines, but, also, the replacement of some existing pipelines.

Before all, in Neum town it necessary to replace asbestos cement pipelines and check if it is necessary to change the pipelines profiles in the future. Based on hydraulic model, the existing pipelines profiles will satisfy the future needs će zadovoljiti, as well.

It is necessary to construct new water supply systems for the settlements not currently covered by water supply system. It is, also, necessary to rehabilitate and reconstruct the existing local water supply systems.

HOUSE CONNECTIONS



It is estimated that high percent of losses is at the house connection, as well. The biggest part of connections was made 40 – 50 years ago (exept of the settlement Vidovo polje). The percent of losses at house connections is even up to10 %.



2.5.7.6 RESULTS OF HYDRAULIC ALCULATIONS FOR NEUM TOWN

DISTRIBUTION SYSTEM – CONDITION IN 2035 WITH Q=90,81

L/S

The following parameters were determined for hydraulic model:

Nodal load is calculated based on measurements of the solar system in certain parts of the system. The position of objects and consumers in the supply system was, also, taken into account. The specific nodal load was determined in this way.

The model shows charts of daily consumption nonlinearity - Demand Patterns. Determining the nonlinearity of consumption is very important because, based on the maximum hourly consumption, the distribution system can be dimensioned. Multiplying the base nodal consumption and nonlinearity consumption, we get the energy in each node, depending on the weather. So we get the diagram of consumption in node during the one day or more depending on what is assigned in the model.

Pipelines were determined by its lenght and diameter. The first and the last node were given. Roughness coefficients are given according to the Darcy - Waisbach. For PE and PVC pipelines we took the coefficient 0,1 and for steel, cast iron and asbestos cement the coefficient 0,4. The coefficiens for the other group of materials can be even up to 1.

Besides the geometry x,y,z the sources were, also, determined based on the water quantity givning to the system.

For the reservoirs there are reservoir position (x,y), bottom elevation, početna water depth in reservoir and maximum water depth in reservoir.

Pumping stations are determined by the pumping curve, which determines the pumped water quantity and th eheight of water pumping.

The caps are determined according to the function in the system.

The rules for the operation of the pumps, reservoirs and caps are as follows:

RULE 1

IF TANK R.Neum2 LEVEL >= 4.99

THEN Pipe P1 STATUS IS CLOSED

RULE 2

IF TANK R.Neum2 LEVEL <= 1

THEN Pipe P1 STATUS IS OPEN

The model has total of:

Number of nodes - 61

Number of sources - 1

Number of reservoirs - 2

Number of pipelines - 72

Number of pumps - 8

Number of caps - 8

Flow unit - l/s

Formula for losses - Darcy-Waisbah



Non-revenue water is allocated proportionally to consumption, because the points of water losses in the system are unknown. It is necessary to make calibrated hydraulic model which would indicate the real losses in the system.

The following scheme shows the model of WSS Neum with pipelines diameter.

The enclosures show the schemes of bigger ratio. The calculation results can not be provided in a written form due to material quantity, but hydraulic model will be given in digital form, so the future project users will be able to add data to the model or to simply sees calculation results in any time and any system point.

Scheme 13: Planned water distribution system of Neum town – 2035

The Scheme 14: Planned water supply system in 2035 – maximum hourly consumption – and Scheme 15: show calculation for the end of the planning period with new water quantities in the system and developped water supply system.



Scheme 14: Planned water supply system in 2035 – maximum hourly consumption – values of flow and pressures



Scheme 15: Planned water supply system in 2035 – maximum hourly consumption – values of velocities and pressures



Chart of water quantity inserted into the water supply system of Neum town, i.e. the water produced at the source and water consumption in 24 hours is shown in the following chart.

Chart 16: Flow balance in the system – production and consumption of water in the system in 2035

The Chart 17: Chart of velocities in the pipeline P68 – outlet from the reservoir Neum 2 i Chart 18: Chart of velocities in the pipeline P28 - outlet from the reservoir Neum 1 shows the velocities changes in the main distribution pipelines Ø 400 mm going out of the reservoir Neum 1 and Neum 2. At this chart we can see that the pipeline is overdimensioned and that velocities are very low.



Chart 17: Chart of velocities in the pipeline P68 – outlet from the reservoir Neum 2

Chart 18: Chart of velocities in the pipeline P28 - outlet from the reservoir Neum 1



The Scheme 16: Scheme of WSS Neum with the pipelines with velocity bigger than v=1,2 m/s, show the pipelines with water velocity bigger than v=1,2 m/s. All marked pipelines are made of asbestos cement. Those are the pipelines P51, P55, P61 and P25. These pipelines are planned to be replaced because they are made of asbestos cement. The diameters need to be replaced during the replacement.

Scheme 16: Scheme of WSS Neum with the pipelines with velocity bigger than v=1,2 m/s



Scheme 17: Scheme of WSS Neum with nodes with the pressure higher than P=5,0 bar

The Scheme 17: Scheme of WSS Neum with nodes with the pressure higher than P=5,0 bar shows the review of nodes with pressures higher than P=5,0 bar. These are pretty high pressures, but they are imposible to avoid, due to the terrain configuration. When this system is constructed, it is necessary to install reducer valves at certain points, which would regulate the pressures in the parts with high pressures.



Scheme 18: Scheme of WSS Neum with nodes with the pressure lower than P=1,5 bar

The Scheme 18: Scheme of WSS Neum with nodes with the pressure lower than P=1,5 bar shows the review of nodes with pressures lower than P=1,5 bar. We can see at th escheme that all of the nodes (the exception is only node J41 where the pressure is P=1,41 bar at the moment of maximum hourly consumption) have pressure higher than P=1,5 bar what means that at the time of highest consumption, the pressure is sufficient for all users.



2.6 REHABILITATION, RECONSTRUCTION AND

DEVELOPMENTS OF WATER SUPPLY SYSTEMS IN NEUM

MUNICIPALITY

2.6.1 REHABILITATION OF WATER SUPPLY SYSTEM NEUM

In WSS Gabela - Neum, the biggest problems are as follows:

High percent of losses in the transport system due to the pipelines damages;

Significantly high system operation costs are pretty high, imposible to be covered by Neum utility company;

Pumps are not operating in optimum regime, so they spend more electricity than needed;

Imposibility of maintananing this expensive and unefficient system;

High water losses of app. 60 - 70 % of the total water production;

Poor water quality and isufficient sources protection, there are no Studies on sources protection zones;

Ilaibility of pipelines operation due to the damages pipelines;

Imposibility of efficient defects detection;

In general, the constant system failures, which means the poor water supply quality,

High percent of losses in distribution system of Neum;

In distribution system of Neum town, there are some pipelines made of asbestos cement which are old and it is assumed that there is high percent of losses;

High pressures in water supply distribution system of Neum town;

Unfinished remote control system;

Lack of measurements in the system;

Lack of cadastre of underground installations;

Lack of project documentation.

The basic activities which need to be implemented in the aim of water losses reduction can be grouped into the following steps:

REDUCTION OF LOSSES IN THE SYSTEM

Establishment of GIS and development of water supply system Hydraulic model in the aim of improved system control and better water supply system monitoring

Defects removal at the water distribution network,

Replacement of the pipelines sections with the losses and, and those with the constant losses occurances,

Defects removal in houses installations – this has to be performed in coordination with the owners of facilities and housing companies,

Procurement of equipment for defects removal and train the team for it’s detection, because this has to be continious activity in the future,

Calibration of existing water meters, replace old ones, and install the meters where missing (around 200 connections),



Make record of all connections,

Removal of the bottlenecks in the system by constructing the new pipelines,

Replacement of the pipelines with diameter smaller than DN 80 mm

Replace defective valves on the joints and construct shafts on those joints.

Priorities in solving problems are:

Finding and removal the losses which has to be the constant process (the expences of emergency activities are estimated, but this is the proces that needs to be performed constantly, so it is necessary to leave the part of the budget every year for this kind of work),

Establishment of measurements in the system by installing the flow meters at the system facilities and end users,

Replacement of the pipelines due to reduction of losses in the system.

The following table shows th epipelines which need to be rehabilitated in the first 10 years period of the Study completion. It is necessary to rehabilitate the pipelines of a bad quality and with higher percent of detected losses, and the smaller profiles pipelines. The Table 37: Pipelines which are necessary to be replaced in the period of 10 shows the review of these pipelines.

Table 37: Pipelines which are necessary to be replaced in the period of 10 years

Section Pipeline diameter

(mm) Pipeline length (m)

New pipeline diameter (mm)

Pipe P2 100 35,53 100

Pipe P11 150 204,71 150

Pipe P13 150 80,59 150

Pipe P14 100 105,87 100

Pipe P15 100 155,37 100

Pipe P16 100 82,14 100

Pipe P32 100 70,05 100

Pipe P33 100 109,94 100

Pipe P34 100 69,73 100

Pipe P37 100 305,86 100

Pipe P38 100 70,06 100

Pipe P42 100 122,03 100

Pipe P49 150 198,20 150

Pipe P50 150 175,84 150

Pipe P51 150 105,80 200

Pipe P52 150 37,99 150

Pipe P60 100 309,24 100

Pipe P61 100 116,37 150

Pipe P62 100 128,63 100

Pipe P74 100 50,62 100

Pipe P19 100 1.645,79 200

Pipe P20 100 514,52 100

Pipe P21 150 583,75 150



Pipe P22 100 141,23 100

Pipe P24 150 310,92 150

Pipe P25 100 467,85 150

Pipe P26 60 399,80 100

Pipe P65 200 100,56 200

Pipe P66 200 451,06 200

Pipe P67 200 60,00 200

Pipe P70 150 294,00 150

Pipe P71 150 502,28 150

Pipe P55 100 294,93 150

Total: 8.301,22

NECESSARY MEASURES FOR WATER SUPPLY SYSTEM MONITORING

To establish monitoring over the water supply system, it is necessary to divide water supply network into sectors and establish the flow measurement process, pressures, as well as the water quality parameters. That means the following:

Constant flow and pressures measurements at the source,

Constant measurements of flow and water level in the reservoirs,

Constant flow and pressures measurements at characteristic points in the network.

In addition to these measurements implies that the system of water meters is correct and that their regular reading and monitoring of consumption trends are being conducted. Constant monitoring and analysis of the measured value of it is to establish control over the production and consumption of the water supply system. By monitoring the values of flow and pressure in some branches, especially the values of the flow in the period of minimum night flow, it is possible to conclude the emergence of new failures and quickly react with repairs.

ZONING OF WSS NEUM (TOWN)

It is necessary to make a project of distribution system zoning. The pressures in the system are very high and it is necessary to reduce them over the reducer valves. For these kind of activities. We first have to do the zoning of water supply system and then to establish the points for reducer valves.

2.6.2 DEVELOPMENT OF WSS NEUM

In the previous points we can see the description of WSS Gabela - Neum, population data and water supply system spatial coverage, demographic projection of population number in water supply systems area, detailed data about water supply system, detail data about production and consumption of water, as well as the planned requirements for water. Based on these input data, the point 2.5.7 Hydraulic analysis of WSS shows the calculations for exisitng water supply system and results analysis, as well as the requirements for development of water supply system Neum for the period till 2035.

One of the major problems in WSS Neum in the future will be deficite of reservoir storage for the town Neum, old transport system, high percent of losses in the system, poor control of produced and consumed water quantities – lack of measurements, old distribution system and insufficient coverage of surrounding settlements.



Water supply system development will, certainly, have to be expanded to the settlements not currently connected to this water supply system.



2.6.3 PRICED BILL OF QUANTITIES

2.6.4 SYSTEM REHABILITATION

GIS, hydraulic model, defects removal, monitoring the system and procurement of equipment for defects removal and project documentation development

Total price (BAM)

Development of GIS data base 200.000,00

Developing hydraulic model of water supply system 200.000,00

Procurement of equipment and monitoring 200.000,00

Developing project documentation 321.231,93

Rehabilitation in the period 2011 - 2021 1.000.000,00


Total: 2.921.231,93

2.6.5 CONSTRUCTION OF NEW MAIN DISTRIBUTION TRANSPORT

PIPELINES

2.6.5.1 TRANSPORT PIPELINES – REHABILITATION AND REPLACEMENT

OF THE PIPELINES


(mm)

Type of material

Pipeline length

(m)

Pipeline replacement

percent

Unit price (BAM/m)

Total price (BAM)

PS Gabela - PS Svitava

508 / 494 Steel 10.360,48 30,00% 436,00 1.355.150,78

PS Svitava - PS Kozarica

508 /494 Steel

878,00 30,00% 436,00 114.842,40

PS Kozarica - R. Hutovo

508 /494 Steel

6.210,00 30,00% 436,00 812.268,00

R. Hutovo - R. Moševići

323 / Steel

8.000,00 10,00% 233,30 186.640,00

R. Moševići - R. Duži 273 / Steel

3.788,00 10,00% 178,30 67.540,04

PS Blace - R. Duži 200,00

Steel 2.030,00 5,00% 148,40 15.062,60

125,00 Steel

230,00 5,00% 100,00 1.150,00

R. Duži - R. Neum I 300,00 Steel 4.032,00 100,00% 233,30 940.665,60

R. Neum I - R. Neum II

273 / Steel

1.466,00 10,00% 178,30 26.138,78

R. Hutovo - R. Trnčina

200,00 18.000,00 0,00% 148,40 0,00

R. Moševići - R. Visočani

200,00 PVC 13.500,00 0,00% 148,40 0,00

Total: Total: 3.519.458,20



2.6.5.2 DISTRIBUTION PIPELINES – REPLACEMENT OF ASBESTOS

CEMENT PIPELINES AND PIPELINES WHICH DO NOT SATISFY

WITH DIAMETER IN NEUM TOWN


(mm)

Pipeline length

(m)

New pipeline diameter

(mm)

Unit price (BAM/m)

Total price (BAM)

Pipe P2 100 35,53 100 71,76 2.549,43

Pipe P11 150 204,71 150 113,08 23.148,27

Pipe P13 150 80,59 150 113,08 9.113,19

Pipe P14 100 105,87 100 71,76 7.597,16

Pipe P15 100 155,37 100 71,76 11.149,28

Pipe P16 100 82,14 100 71,76 5.894,13

Pipe P32 100 70,05 100 71,76 5.026,67

Pipe P33 100 109,94 100 71,76 7.889,37

Pipe P34 100 69,73 100 71,76 5.003,62

Pipe P37 100 305,86 100 71,76 21.948,51

Pipe P38 100 70,06 100 71,76 5.027,53

Pipe P42 100 122,03 100 71,76 8.756,73

Pipe P49 150 198,20 150 113,08 22.412,91

Pipe P50 150 175,84 150 113,08 19.883,65

Pipe P51 150 105,80 200 148,40 15.700,87

Pipe P52 150 37,99 150 113,08 4.296,25

Pipe P60 100 309,24 100 71,76 22.190,70

Pipe P61 100 116,37 150 113,08 13.159,23

Pipe P62 100 128,63 100 71,76 9.230,20

Pipe P74 100 50,62 100 71,76 3.632,49

Pipe P19 100 1.645,79 200 148,40 244.235,24

Pipe P20 100 514,52 100 71,76 36.921,96

Pipe P21 150 583,75 150 113,08 66.010,34

Pipe P22 100 141,23 100 71,76 10.134,31

Pipe P24 150 310,92 150 113,08 35.158,95

Pipe P25 100 467,85 150 113,08 52.903,91

Pipe P26 60 399,80 100 71,76 28.689,29

Pipe P65 200 100,56 200 148,40 14.922,66

Pipe P66 200 451,06 200 148,40 66.937,45

Pipe P67 200 60,00 200 148,40 8.904,00

Pipe P70 150 294,00 150 113,08 33.245,52

Pipe P71 150 502,28 150 113,08 56.797,48

Pipe P55 100 294,93 150 113,08 33.350,57

Total: 8.301,22 Total: 911.821,85



2.6.5.3 PLANNED PIPELINES FOR SETTLEMENTS WHICH ARE NOT IN

THE SPATIAL COVERAGE


(mm)

Pipeline length (m)

Unit price (BAM/m)

Total price (BAM)

Hotanj - Hukovski and others 80-150 9.000,00 71,76 645.840,00

Hrasno 80-151 10.000,00 71,76 717.600,00

Brestica 80-152 8.000,00 71,76 574.080,00

Cerovo 80-153 3.000,00 71,76 215.280,00

Total: 30.000,00 Total: 2.152.800,00

Pipelines in total: 38.301,22 3.064.621,85

2.6.6 REHABILITATION OF EXISTING AND REPLACEMENT OF NEW

RESERVOIRS

2.6.6.1 REHABILITATION OF RESERVOIRS

Reservoir Reservoir volume

(m3)

Reservoir bottom elevation

Unit price of rehabilitation

(BAM/m3)

Total price (BAM)

Dračevo 1.000,00 65,00 0,00 0,00

Svitava 360,00 20,00 10,00 3.600,00

Kozarica 360,00 237,00 10,00 3.600,00

Hutovo 1.000,00 368,00 20,00 20.000,00

Moševići 400,00 270,00 20,00 8.000,00

Duži 500,00 190,00 20,00 10.000,00

Neum I 1.000,00 155,00 20,00 20.000,00

Neum II 1.000,00 85,00 20,00 20.000,00

Trnčina 200,00 297,00 0,00 0,00

Ravno 300,00 477,00 0,00 0,00

Topolo 400,00 260,00 0,00 0,00

Visočani 400,00 246,50 0,00 0,00

Ukupno: 2.670,50 Ukupno: 85.200,00

2.6.6.2 CONSTRUCTION OF NEW RESERVOIRS


(m3)

Reservoir bottom elevation


(BAM/m3)

Total price (BAM)

Svitava 200,00 20,00 1.000,00 200.000,00

Kozarica 200,00 237,00 1.000,00 200.000,00

Moševići 200,00 270,00 1.000,00 200.000,00

Duži 500,00 190,00 1.000,00 500.000,00

Neum I 500,00 155,00 1.000,00 500.000,00

Neum II 500,00 85,00 1.000,00 500.000,00



Lokalni vodovodi 200,00 1.000,00 200.000,00

Total: 2.100,00 Total: 2.300.000,00

2.6.7 REHABILITATION OF EXISTING PUMPING STATIONS

Pumping station Power of th

epumps (kW)

Unit price (BAM/W)

Percent of the pumps value

Total price (BAM)

Gabela 75,0 1.750,00 20,0% 26.250,00

132,0 1.750,00 20,0% 46.200,00

Svitava 200,0 1.750,00 20,0% 70.000,00

Kozarica 160,0 1.750,00 20,0% 56.000,00

Blace 33,0 1.750,00 10,0% 5.775,00

26,0 1.750,00 10,0% 4.550,00

Total: Total: 208.775,00

2.6.8 USING NEW SOURCES

Description Capacity

(l/s) Unit price

(BAM/l) Total price

(BAM))

New wells Blace 80 35.000,00 2.800.000,00

Total: 2.800.000,00

2.6.9 REHABILITATION AND CONSTRUCTION OF

CHLORINE STATIONS – GAS CHLORINATION


(m3)


(BAM/m3)

Total price (BAM)

Hutovo 1.000,00 100,00 100.000,00

Neum I 1.500,00 100,00 150.000,00

Neum II 1.500,00 100,00 150.000,00

Total: 4.000,00 Total: 400.000,00

2.6.10 REMOTE CONTROL SYSTEM SCADA

Description Total price

(BAM)

Software and application 50.000,00

Pumping stations

Gabela 45.000,00

Svitava 45.000,00

Kozarica 45.000,00

Blace 0,00

Reservoirs

Svitava 7.000,00

Kozarica 7.000,00

Hutovo 7.000,00



Moševići 7.000,00

Duži 0,00

Neum I 0,00

Neum II 0,00

Total: 213.000,00

2.6.11 RECAPITULATION

Description of works Price (BAM)

Price (BAM)

GIS, hydraulic model, defects elimination, monitoring the system and and procurement of equipment for defects elimination and project documentation development

2.921.231,93

Rehabilitation and construction of pipelines in the system 6.584.080,05

Transport pipelines - rehabilitation and replacement of the pipelines

3.519.458,20

Distribution pipelines – replacement of asbestos cement pipelines and pipelines which do not satisfy the requirements with its diameter in Neum town

911.821,85

Planned pipelines for the settlements which are not in the spatial coverage

2.152.800,00

Rehabilitation and construction of new reservoirs 2.385.200,00

Rehabilitation of reservoirs 85.200,00

Construction of new reservoirs 2.300.000,00

Rehabilitation and construction of the pumping stations 208.775,00

Using the new sources 2.800.000,00

Rehabilitation and construction of chlorine stations – gas chlorination 400.000,00

Using the new sources 2.800.000,00

Remote control system Scada 213.000,00

Total: 18.312.286,98

Remark: Unit price of the pipelines was calculated with demolishing and asphalting the traffic roads for lining.


Chapter: Priority plan of investment measures for 10 years period 149

3 PRIORITY PLAN OF INVESTMENT MEASURES FOR 10

YEARS PERIOD



3.1 INTRODUCTION

Considering the priority measures, special attention was paid primarily to the improvement of existing water supply system to a functional state, which means primarily the reduction of losses, measurement and systems control and energy-efficient system.

Transport pipelines would be rehabilitated and construction of new pipeline from reservoir Duži to reservoir Neum 1 could be done in the second phase. Transport piopelines towards some other municipalities are, also, planned for the second phase.

Existing reservoirs have to be rehabilitated and considering the new pipelines, we think that only reservoirs Neum 1 and Neum 2 should be expanded for V=500 m3.

Local water supply systems which are not in the spatial coverage would not be the priority measures. Relatively small number of people is located in these areas, and investment is quite large. It is necessary, before any expansion of the system, to rehabilitate existing water supply system.

Increasing the amount of water from the source Blace has not been put in priority measures. Before that the feasibility study needs to be drafted for introducing new quantities of water from the source Blaca. If it is proved that this source has enough water for an indefinite future, or if the source of Blace has sufficient yield for a planned period until 2035, the techno - economic analysis should be made. On the other hand, such solution would close the source Gabela. Considering the large finnancila means invested in this system, we should include some other society structures in it, besides the technique. It is posible to use the existing system to pump the water from the source and to the reservoir Hutovo, so the local population would still have water from this source. What kind of savings would we have? When it comes to electric energy consumption, it would be similar to the current condition. According to the information received, water is at a depth of about 80 m at the source of Blace, which means that the water was pumped from 0.0 MASL, similar to situation we have now with the source Gabela. Thus in operation costs would be similar, but the great advantage of a Blace source is that it is close to the center of water consumption. In addition to maintaining the system, the source Blace would be more efficient A detailed study would have to give answers to these questions.



3.2 PRICED BILL OF QUANTITIES FOR PRIORITY PLAN OF

INVESTMENT MEASURES

3.2.1 SYSTEM REHABILITATION


Total price (BAM)

Development of GIS data base 200.000,00

Developing hydraulic model of water supply system 200.000,00

Procurement of equipment and monitoring 200.000,00

Developing project documentation 321.231,93


Total: 2.921.231,93

3.2.2 CONSTRUCTION OF NEW MAIN DISTRIBUTION TRANSPORT

PIPELINES

3.2.2.1 TRANSPORT PIPELINES – REHABILITATION AND REPLACEMENT

OF THE PIPELINES


(mm)

Type of material

Pipeline length

(m)

Pipelines replacement

percent

Unit price (BAM/m)

Total price (BAM)

PS Gabela - PS Svitava

508 / 494 Čelik 10.360,48 30,00% 436,00 1.355.150,78

PS Svitava - PS Kozarica

508 /494 Čelik 878,00 30,00% 436,00 114.842,40

PS Kozarica - R. Hutovo

508 /494 Čelik 6.210,00 30,00% 436,00 812.268,00

R. Hutovo - R. Moševići

323 / Čelik 8.000,00 10,00% 233,30 186.640,00

R. Moševići - R. Duži 273 / Čelik 3.788,00 10,00% 178,30 67.540,04

PS Blace - R. Duži 200,00 Čelik 2.030,00 5,00% 148,40 15.062,60

125,00 Čelik 230,00 5,00% 100,00 1.150,00

R. Duži - R. Neum I 300,00 Čelik 4.032,00 5,00% 233,30 47.033,28

R. Neum I - R. Neum II

273 / Čelik 1.466,00 10,00% 178,30 26.138,78

R. Hutovo - R. Trnčina

200,00 18.000,00 0,00% 148,40 0,00

R. Moševići - R. Visočani

200,00 PVC 13.500,00 0,00% 148,40 0,00

Total: Total: 2.625.825,88



3.2.2.2 DISTRIBUTION PIPELINES – REPLACEMENT OF ASBESTOS

CEMENT PIPELINES AND PIPELINES WHICH DIAMETERS DO

NOT SATISFY REQUIREMENTS IN NEUM TOWN


(mm)

Pipeline length

(m)

New pipeline diameter

(mm)

Unit price (BAM/m)

Total price (BAM)

Pipe P2 100 35,53 100 71,76 2.549,43

Pipe P11 150 204,71 150 113,08 23.148,27

Pipe P13 150 80,59 150 113,08 9.113,19

Pipe P14 100 105,87 100 71,76 7.597,16

Pipe P15 100 155,37 100 71,76 11.149,28

Pipe P16 100 82,14 100 71,76 5.894,13

Pipe P32 100 70,05 100 71,76 5.026,67

Pipe P33 100 109,94 100 71,76 7.889,37

Pipe P34 100 69,73 100 71,76 5.003,62

Pipe P37 100 305,86 100 71,76 21.948,51

Pipe P38 100 70,06 100 71,76 5.027,53

Pipe P42 100 122,03 100 71,76 8.756,73

Pipe P49 150 198,20 150 113,08 22.412,91

Pipe P50 150 175,84 150 113,08 19.883,65

Pipe P51 150 105,80 200 148,40 15.700,87

Pipe P52 150 37,99 150 113,08 4.296,25

Pipe P60 100 309,24 100 71,76 22.190,70

Pipe P61 100 116,37 150 113,08 13.159,23

Pipe P62 100 128,63 100 71,76 9.230,20

Pipe P74 100 50,62 100 71,76 3.632,49

Pipe P19 100 1.645,79 200 148,40 244.235,24

Pipe P20 100 514,52 100 71,76 36.921,96

Pipe P21 150 583,75 150 113,08 66.010,34

Pipe P22 100 141,23 100 71,76 10.134,31

Pipe P24 150 310,92 150 113,08 35.158,95

Pipe P25 100 467,85 150 113,08 52.903,91

Pipe P26 60 399,80 100 71,76 28.689,29

Pipe P65 200 100,56 200 148,40 14.922,66

Pipe P66 200 451,06 200 148,40 66.937,45

Pipe P67 200 60,00 200 148,40 8.904,00

Pipe P70 150 294,00 150 113,08 33.245,52

Pipe P71 150 502,28 150 113,08 56.797,48

Pipe P55 100 294,93 150 113,08 33.350,57

Total: 8.301,22 Total: 911.821,85



3.2.3 REHABILITATION OF EXISTING RESERVOIRS AND

CONSTRUCTION OF NEW RESERVOIRS

3.2.3.1 REHABILITATION OF RESERVOIRS

Reservoirs Reservoirs

volume (m

3)

Reservoirs bottom elevation

Rehabilitation unit price (BAM/m

3)

Total price (BAM)

Dračevo 1.000,00 65,00 0,00 0,00

Svitava 360,00 20,00 10,00 3.600,00

Kozarica 360,00 237,00 10,00 3.600,00

Hutovo 1.000,00 368,00 20,00 20.000,00

Moševići 400,00 270,00 20,00 8.000,00

Duži 500,00 190,00 20,00 10.000,00

Neum I 1.000,00 155,00 20,00 20.000,00

Neum II 1.000,00 85,00 20,00 20.000,00

Trnčina 200,00 297,00 0,00 0,00

Ravno 300,00 477,00 0,00 0,00

Topolo 400,00 260,00 0,00 0,00

Visočani 400,00 246,50 0,00 0,00

Total: 2.670,50 Total: 85.200,00

3.2.3.2 CONSTRUCTION OF NEW RESERVOIRS

Reservoir Reservoirs

volume (m

3)

Reservoirs bottom elevation

Unit price (BAM/m

3)

Total price (BAM)

Neum I 500,00 155,00 1.000,00 500.000,00

Neum II 500,00 85,00 1.000,00 500.000,00

Total: 1.000,00 Total: 1.000.000,00

3.2.4 REHABILITATION OF EXISTING PUMPING STATIONS

Pumping station Power of the

pumps (kW)

Unit price (BAM/W)

Percent of the pumps value

Total price (BAM)

Gabela 75,0 1.750,00 20,0% 26.250,00

132,0 1.750,00 20,0% 46.200,00

Svitava 200,0 1.750,00 20,0% 70.000,00

Kozarica 160,0 1.750,00 20,0% 56.000,00

Blace 33,0 1.750,00 10,0% 5.775,00

26,0 1.750,00 10,0% 4.550,00

Total: Total: 208.775,00



3.2.5 REHABILITATION AND CONSTRUCTION OF THE

CHLORINE STATIONS – GAS CHLORINATION

Reservoir Reservoirs

volume (m

3)

Unit price (BAM/m

3)

Total price (BAM)

Hutovo 1.000,00 100,00 100.000,00

Neum I 1.500,00 100,00 150.000,00

Neum II 1.500,00 100,00 150.000,00

Total: 4.000,00 Total: 400.000,00

3.2.6 REMOTE CONTROL SYSTEM SCADA

Description Total price(BAM)

Software and appliation 50.000,00

Pumping station

Gabela 45.000,00

Svitava 45.000,00

Kozarica 45.000,00

Blace 0,00

Reservoirs

Svitava 7.000,00

Kozarica 7.000,00

Hutovo 7.000,00

Moševići 7.000,00

Duži 0,00

Neum I 0,00

Neum II 0,00

Total: 213.000,00



3.2.7 RECAPITULATION

Description of works Price (BAM)

Price (BAM)


1.737.193,03

Rehabilitation and construction of new pipelines in the system 3.537.647,73

Transport pipelines – rehabilitation and replacement of the pipelines

2.625.825,88

Distribution pipelines – replacement of asbestos cement pipelines and pipelines which diameter do not satisfy the requirements in Neum town

911.821,85

Rehabilitation and construction of new reservoirs 1.085.200,00

Rehabilitation of reservoirs 85.200,00


Rehabilitation and construction of the pumping stations 208.775,00

Rehabilitation and construction of the chlorine stations – gas chlorination

400.000,00

Remote control system Scada 213.000,00

Total: 7.181.815,76

Remark: Unit price of the pipelines was calculated with demolishing and asphalting the traffic roads for lining.



3.3 FUNDING SOURCES

3.3.1 INTRODUCTION

FINANCING OF PRIORITY PROJECTS

Financial capacity for financing of the ”Priority Projects” will be explored in the three basic and other potential sources of financing:

Income collected from providing of services

Increase of water supply services cost

Increase in number of clients

Savings in operation – increasing the efficiency

Investments by municipality (and wider community)

Investments by international and domestic financial institutions

Estimate of financial capacity will be done by methodology consisted of four basic steps.

STEP 1 - Estimate of macro-economical availability

Estimate of macro-economical availability will be based on the estimate of the economical development of municipality, average incomes of employees in the municipality of Neum, and projections of the ecological development which will be defined with the growth of the BDP.

For all analyses we used data from:

Federal office of statistics (http://www.fzs.ba)

Agency for Statistics (http://www.bhas.ba) specifically:

The index of consumer prices in B&H (2007-2009), ISSN 1840-104X, Sarajevo 2009

APD 2007 Poverty and life conditions, Sarajevo 2008

APD 2007 Final results, Sarajevo 2008

Data by the municipality of Neum

STEP 2 - Estimate of financial capacity

Estimate of financial capacity will include the estimate of the financial capacity of the Water and Sewerage Utility Company to provide additional finances through:

Increase of number of clients,

Increase in payment rate,

Increase of water supply services cost


For the estimate of the financial capacity a modified version of the „FEASIBLE“ program will be used (developed by the OECD „EAP Task Force“). More about methodology could be found at the OECD webpage:

http://www.oecd.org/document/56/0,3746,en_2649_34335_33719928_1_1_1_1,00.html

The methodology provides a bridge between general environmental programmes and everyday decisions about how to use the next year budget for supporting individual

http://www.fzs.ba/

http://www.bhas.ba/

http://www.oecd.org/document/56/0,3746,en_2649_34335_33719928_1_1_1_1,00.html

http://www.oecd.org/dataoecd/16/21/34072716.pdf



infrastructure projects. It should typically be prepared together with implementation programmes as a way of testing whether they are financially viable and affordable to the treasury and households.

The result of analysis is a plan for increasement of incomes and an estimate of the size of incomes which can be used for financing of the defined investment program of priority measures.

Municipality is also a possible available source of finances. Average investment of municipality into the water supply projects in past years will be used as an estimate of the municipality financial capacity.

Moreover, an estimate of possibility for municipality to finance suggested priority measures, by international or domestic bank loans, will be carried out.

In the end, applying for the grants from the Cantonal and Entity Budgets will be made as a last resort for financing.

STEP 3 - Defining of financial capacity

In this step several potential scenarios will be developed, and if it is possible they will be rated by the sustainability of the possible finance sources.

STEP 4

In this final step, the suggested program of priority measurement will be rated in how realistically it was defined, and recommendations for eventual redefinition will be given.

3.3.2 MACROECONOMIC AVAILABILITY AND SOCIO-ECONOMIC

ANALYSIS

The analysis of macroeconomic availability of funds will be based on an analysis of primary sources of funding, and that the revenue generated from providing services through:


prices policy and increasing the services cost

Analysis of possibilities of wider community, especially the municipality

3.3.2.1 ANALYSIS OF POSSIBILITIES IN THE WATER AND SEWERAGE

UTILITY COMPANY NEUM

Costs in 2010.

Nature of costs BAM Percent (%)

Operational costs 282.000,00 27,41%

Salary costs 504.000,00 48,98%

Electrical energy costs 175.000,00 17,01%

Outside engagement costs 68.000,00 6,61%

Total costs 1.029.000,00 100,00%



Total incomes 904.000,00

The company has a total of 46 employees, categorized:

2 with the university diploma,

11 with the high school diploma,

22 qualified workers,

10 non-qualified workers.

Current price for water supply service is given in the table below:

Price of the service for BAM/m3 Comment

Households

Domaćinstva

1,10 Spend up to 30 m3 per month

1,60 Spend over 30 m3 per month

Industry (hotels)

Privreda (hoteli) 1,60

Institutions

Institucije 1,60

Smaller industries

Mala privreda-obrt 1,60

The percent of the payment rate in the municipality of Neum is very high which is presented in the diagram bellow.

It is interesting to see the distribution of water consumption among the diferent consumption groups:

94,00%

90,00%

92,00%

92,00%

92,00%

Domaćinstva

Privreda

Institucije

Mala privreda-obrt

Ostalo

88

,00

%

89

,00

%

90

,00

%

91

,00

%

92

,00

%

93

,00

%

94

,00

%

95

,00

%

The percent of the payment rate



The result of everything illustrated earlier is the stable and constant incomes of the Water and Sewerage Utility Company Neum. Results for the last five years are showed in the table below:

In order to estimate the real financial capacity of the company we will start from the estimate of available funds.

Multilateral financial institutions dealing with the financing of infrastructure projects have established limits on the cost of water supply and sewerage services which are expressed as a percentage of household, i.e. users income. According to the generally accepted standards as a socially acceptable load is considered a separation of 4 - 5% of average income.

It is, therefore, of interest to analyze the consumers purchasing power, creating the current costs of water supply services and to see if there are opportunities to increase the reserve of the mentioned.

3.3.2.2 ANALYSIS OF MACRO ECONOMICAL AVAILABILITY

Municipality of Neum in terms of the budget, number of employees, and average salaries could be positioned in the medium to undeveloped municipalities in B&H, but the research of the UNDP B&H “Regional Disparities in B&H” which was based on multicriteria estimate of municipality development, placed the municipaliti of Neum on the 22nd place among 142 municipalities in B&H.

100,00%

63,50%

17,44%

3,42%

9,18%

6,45%

Ukupno potrošnja

Domaćinstva

Privreda

Institucije

Mala privreda-obrt

Ostalo

0,0

0%

20

,00

%

40

,00

%

60

,00

%

80

,00

%

10

0,00

%

12

0,00

%Diferent consumption groups

Year 2006 2007 2008 2009 2010

Incomes (BAM/year)

Households 248.545,00 277.931,00 271.849,00 252.630,00 252.877,00

Industry (hotels) 87.099,00 82.810,00 78.049,00 74.000,00 70.300,00

Smaller industries 37.100,00 37.700,00 37.800,00 37.094,00 37.000,00

Institutions 13.790,00 12.870,00 12.920,00 12.900,00 13.800,00



The number of employees in last several years hasn’t pass number 1000.

Scheme 19: Number of employees in municipality of Neum

On the other hand, average salaries has been groving but still far away from the average in the Federation B&H

Scheme 20: Average net salaries in municipality of Neum

It is interesting for us to compare the real expences with theoretically possible expences of water supply expressed as percent ofhousehold income.

Water supply expenses expressed as a household income percent

DURING THE SUMMER SEASON – HIGHER PRICE

Specific consumption

l/cap/day 180

m3/month 5,4

Service cost BAM/m3 1,6

Water supply expenses BAM 8,64

2006 2007 2008 2009

Broj zaposlenih 933 962 966 961

700

750

800

850

900

950

1000

KM

The number of employees

2006 2007 2008 2009

Prosječna neto plaća 515,01 603,43 678,17 739,85

400

450

500

550

600

650

700

750

800

KM

Average salaries



As a percent of the current incomes

(%) 2,87%

OUT OF SEASON –LOWER PRICE

Specific consumption

l/cap/day 110

m3/month 3,3

Service cost BAM/m3 1,1

Water supply expenses BAM 3,63

As a percent of the current incomes

(%) 1,21%

However, since we aredealing with the financial projections for a longer planing period we need to estimate future projections of development. The assumption is that the household incomes should grow by the same rate as the growth of the GDP.

GDP in the Federation B&H

As the growth of the GDP in Federation B&H has been very turbulent due to exposure of the different mechanisms (PDV, financial crisis in the world, reduce in grants and help toward B&H, etc.) it is hard to find relevant estimates of the growth of GDP, especially projected into longer period of time. Therefore, the analysis of the growth of future incomes is projected into three options:

1. Moderate projection anticipates a minimal increase in GDP for the analyzed period of 20 years at a rate of 1% per year

2. Optimistic projection that predicts GDP growth of 4% per year

3. Pessimistic variant that predicts negative GDP growth by an annual rate of - 3% per year

Starting from the assumption that the average household counts three members, and that 1 to 2 members make income, we were be able to calculate average incomes of the households and sums for t e purposes of water supply. By this we would be able to get the price of services affordable to consumers.

2005 2006 2007 2008 2009 2010 2011

Series1 2,82 6,51 5,80 5,73 -2,78 -1,50 2,00

-4,00

-2,00

0,00

2,00

4,00

6,00

8,00% GDP in the Federation B&H



The results of analysis are given in the tables below.

Average monthly incomes per household

3 members per husehold

1 to 2 make income

Table 38: Average monthly incomes per household

Moderate projection

Year 2010 2015 2020 2025

Monthly income of household in BAM

739 777 816 858

GDP Growth 1% 1% 1%

Inflation 0% 0% 0%

Total 1% 1% 1%

Pessimistic projection

Year 2010 2015 2020 2025


717 616 529 454

GDP Growth -3% -3% -3%

Inflation 0% 0% 0%

Total -3% -3% -3%

Optimistic projection

Year 2010 2015 2020 2025


769 935 972 1.138

GDP Growth 4% 4% 4%

Inflation 0% 0% 0%

Total 4% 4% 4%



Table 39: The price of service for water supply as a percent of the household income

The price of service dependant of incomes

Pessimistic projection 2% of incomes

Year 2010 2015 2020 2025 2030 2035

Price of service BAM/m3 1,32 1,13 0,97 0,84 0,72 0,62

GDP Growth -3% -3% -3% -3% -3%

Inflation 0% 0% 0% 0% 0%

Total -3% -3% -3% -3% -3%

Moderate projection


GDP Growth 1% 1% 1% 1% 1%

Inflation 0% 0% 0% 0% 0%

Total 1% 1% 1% 1% 1%



GDP Growth 4% 4% 4% 4% 4%

Inflation 0% 0% 0% 0% 0%

Total 4% 4% 4% 4% 4%



Table 40: The price of service for water supply as a percent of the household income 3,2%

The price of service dependant of incomes 3,2% of incomes


Year 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025

Price of service BAM/m3 1,28 1,40 1,36 1,32 1,28 1,24 1,20 1,17 1,13 1,10 1,07 1,03 1,00 0,97 0,94 0,91

GDP Growth -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3%

Inflation 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%

Total -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3%

Moderate projection


GDP Growth 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%

Inflation 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%

Total 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%



GDP Growth 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%

Inflation 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%

Total 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%



The price of service dependant of incomes 4% of incomes


Year 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025


GDP Growth -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3%

Inflation 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%

Total -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3% -3%

Moderate projection


GDP Growth 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%

Inflation 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%

Total 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%



GDP Growth 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%

Inflation 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%

Total 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%



Growth projections of average incomes in Neum dependant on GDP.

Chart 19: Growth projections of average incomes in Neum dependant on GDP

The price of services of water supply in Neum Municipalityy as a percent of incomes

Chart 20: The price of services of water supply in Neum Municipalityy as a percent of incomes

Elasticity of demand for services and willingness to pay the same Price elasticity of demand for water is the change in demand divided by the change in the price of water at any point in the curve of demand. Usually the demand for water is considered "inelastic" because the elasticity is less than + / - 1, indicating that one percent increase in void rates to lower (or higher) than one percent change in demand. Usually the elasticity calculations go in natural logarithms as the coefficient of elasticity of return as a percentage change, and because they are easier to interpret. Elasticity is calculated for the average cost and consumption variable.

0

200

400

600

800

1000

1200

1400

1600

20062007200820092010201120122013201420152016201720182019202020212022202320242025

Optimistična projekcija Pesimistična projekcija Umjerena projekcija

0,00

1,00

2,00

3,00

4,00

2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025

KM

/m3

Pesimistična projekcija Umjerena projekcija Optimistična projekcija



Price elasticity of demand for water is increasing the amount consumed per unit, increase in income or consumption. Although the demand may decline in response to price increases, the demand will increase as a result of increase in real household income. Such analysis is not done in Bosnia and the only attempt to estimate the demand elasticity is given in the project of the European Commission's water quality management at the level of river basins in Bosnia and Herzegovina Europe Aid/119168/C/SV/BA This attempt is based on data of ISMS Study on household consumption in 2007, the Federal Bureau of Statistics FBiH, http://www.fzs.ba/. The document estimated that the elasticity of water prices increase by one percent will lead to 0.5 percent volume decline in water consumption, and one percent increase in real household income will lead to 0.8 percentage volume increase of water consumption. Potentially increased consumption due to the increase of household income is not taken into account because it is considered that the real growth of income will be sufficient to amortize the expected increase in price. Only with a significant absolute increase in income and reduction of water supply cost below 1.2% for the economic cost of water, one can expect growth in demand as a result of revenue growth.

Willingness to pay services and consumer surplus

Assessment of willingness to pay for services is one of the most controversial issues when it comes to preparing financial and economic plans for utility companies development.

Analysis to assess the readiness of users to pay for a particular service are designed and used primarily for the economic evaluation of investments that can not be evaluated in money market and, therefore, this analysis became very popular when it comes to environmental projects that will have consequences for the environment and improving conditions of life.

The application of such analysis in cases where a monopoly on services under the customs of state regulation has proved to be less flourishing because they do not take into account other financial mechanisms that do not affect the willingness to pay for certain services.

Experience in all transition countries shows that, when it comes to water supply services a lot bigger problem is "unwillingness to service charge" comparing to the "Consumer willingness to pay “.

2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025

Prihod od vodosnabdijevanja po domaćinstvumjesečno uključen elasticitet potražnje

5,77 7,05 7,05 8,26 8,26 8,26 9,41 9,41 11,51 11,51 11,51 11,51 11,51 11,51 11,51 9,79

Prihod od vodosnabdijevanja po domaćinstvumjesečno bez elasticiteta potražnje

5,77 7,69 7,69 9,61 9,61 9,61 11,53 11,53 15,38 15,38 15,38 15,38 15,38 15,38 15,38 12,49

0,00

2,00

4,00

6,00

8,00

10,00

12,00

14,00

16,00

18,00

KM

Elasticity of demand 1%/0,25%

http://www.fzs.ba/



In the case of WTT low pay rate (app 67%) is concequence of:

Migration of people during and after rescent war activities, and undisolved ownership under properties

Social pay rate policy which amnested consumers of paying the services or set unreally low prices.

The method which is much more common when it comes to assessing willingness to pay for services is the consumer surplus estimates.

Consumers surplus concept is briefly presented by the following chart

cost,

BAM/m3

BAM 0.7 /m3

BAM 1,4/m3

200

Users surplus

Consumed quantity, liters/ES/day

50

A

C B



3.4 ANALYSIS FOR POSSIBILITY TO INVEST IN ACCORDANCE

WITH THE DEFINED PRIORITY PROJECTS

Analysis was done based on further assumptions:

All prices are counted based on contemporary prices without inflation, PDV and other taxes,

Discount rate is 8%,

Possible sources of income are defined as:

Incomes out of providing water supply services with prices of services to the level of affordances of the households which is 3.8% of the estimate of incomes,

Savings in operational and fixed costs in 150.000,00 BAM per year,

Municipality investments into the water supply system as a possible source of financing approximately 160.000,oo BAM,

Bank credit funds.

Value of Loan BAM5.000.000,00

Yearly interest rate 6,00%

Payment in years 10

Starting date of payment 2014

Monthly payment BAM55.510,25

No. Of payments 120

Total interest BAM1.661.230,12

Total credit costs BAM6.661.230,12

Investment value of the Priority projects 5 million BAM

Payment is in equal monthly parts. The costs are defined as:

Investment costs,

Costs of capital,

Costs of maintenance and reinvestment,

Company`s functional and operational costs.

The results of analysis are given in the chart below.



Graph 1: Reimbursement of costs during the realization of the Plan of priority investments

Reimbursement of

costs type I The difference between operational costs and total incomes after investments

Reimbursement of costs type II

The difference between operational and maintenance costs and total incomes after investments

Blue line Lack of investment money

Purple line Accumulated Profit

It is obvious that, under the defined conditions in mutual cooperation of municipality of Neum and Water and Sewerage Utility Company Neum could carry out the suggested Plan of priority investments, but with further analysis of this way definef financial construction we concluded:

Credit Funds

In this moment neither the municipality of Neum nor the WSS are not in position to secure credit funds, especially not the amount of 5 million BAM. On the other hand it is questionable for the Canton of Hercegovacko Neretvanski and the Federation B&H to secure the funds. There are some possibilities that, through the budgets or grants financed from the Canton, amount of 3-4 million BAM could be funded in next ten years.

Grants from municipality of Neum

-3000000

-2000000

-1000000

0

1000000

2000000

3000000

4000000

5000000

6000000

7000000

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Nedostatk novca za investiranje Pokrivanje troškova Tip I

Pokrivanje troškova Tip II Akumulirani višak



Possibilities that municipality of Neum support the project are very limited considering the fact that the budget of the municipality is estimate to be approximately 2.5 million BAM.

Incomes from the increase of the price of water supply service

It is obvious that the prices of water services are high; increase in prices is one of the most secure sources of incomes. A problem with the usage of water in Neum is that the commercial users are not separated from the other consumers.

High degree of specific consumption in summer months about 180 L per user per day indicates that the temporary prices are not motivating consumers to use water in a reduced amount.


Chapter: Feasibility Study for Priority Investments 173

4 FEASIBILITY STUDY FOR PRIORITY INVESTMENTS



4.1 IDENTIFYING THE TECHNICAL CONDITIONS FOR

INVESTMENT MEASURES AND COST ESTIMATION

Regarding the priority measures, we were first thinking about the existing supply system to bring it to the functional condition, and that menas to reduce losses, perform measurements and to make it energetically efficient system.

The transport pipelines would be rehabilitated and construction of new pipeline from reservoir Duži to reservoir Neum 1 could be constructed in the second phase. Transport pipelines towards the other municipalities would be constructed afterwards, as well.

The existing reservoirs should be rehabilitated and talking about other reservoirs, only Neum 1 and Neum 2 would be expanded, each for V=500 m3.

Local water supply systems which are not in the spatial coverage would not be in priority measures. Relativelly low number of inhabitants is settled in these settlements, and investment is huge. Before any kind of system expansion, it is necessary to rehabilitate the existing water supply system.

Increasing the water quantity from the source Blace is not in priority measures. Before any kind of changes at this source, there must be the Study drafted for the cost-effectiveness of increasing the water quantity from Blace source. If we found that there is enough water for some future time period, i.e. if the Blace source would have sufficient yield for the planning period 2035, there should be techno - economic analysis drafted for the source. This kind of solution, on the other hand, closes the Gbaela source. Due to the hihg financial means invested into this system, there should be some other social structures involved in this issue. It is possible to use the existing system to pump the water from reservoir to reservoir Hutovo, as well. What kind of savings would we have? Talking about the electricity, the consumption would be similar to the current, since we have to consider the fact that the water in Blace cource is in the depth of around 80 m, what means that water would be pumped from the elevation of 0,0 m.a.s.l. Similar situation is with Gabela source. The exploitation expenses would be similar, although the only adventage of Blace source is the fact that the source is located near the water consumption center. Also, for the system maintanance, more efficient would be Blace source. One detail Study should be drafted regarding these issues.

Description of worksa Cost

(BAM) Cost

(BAM)

GIS, hydraulic model, defects removal, system monitoring and procurement of equipment for defect removal and development of project documentation

1.737.193,03

Rehabilitation and construction of pipelines in the system 3.537.647,73

Transport pipelines – pipelines replacement and rehabilitation 2.625.825,88

Distribution pipelines – replacement of asbestos – cement pipelines and the pipelines which do not satisfy with diameter

911.821,85

Rehabilitation and construction of new pipelines 1.085.200,00

Reservoirs rehabilitation 85.200,00


Rehabilitation and reconstruction of the pumping stations 208.775,00

Rehabilitation and construction of the chlorine stations – gas chlorination

400.000,00

System remote control - Scada 213.000,00



Total: 7.181.815,76

4.2 FINANCIAL ANALYSIS

4.2.1 FINANCIAL RESOURCES

Accirding to the above mentioned conditions, it is obvious that the Neum Municipality, together with the utility company, could completelly realize the suggested Priority investments plan. With the further analysis, we would come to the following conclussions:

Loans

In this moment Neum Municipality, nor utility company, are in situation to provide the loan, especially in the amount of 5 millions BAM. On the other hand, there is a question of involvement some wider community, Hercegovina-Neretva Canton and Federation BiH. It is considered that there are huge chanses to provide the funds of 3-4 millions BAM through the budgets and grants, in the following 10 years.

Neum Municipality participation

It was, also, estimated that the posisbilities of Neum Municipality are not very favourable, considering the relativelly low calculation wich is app. 2,5 millions BAM.

Incomes of increasing the water supply service prices

It is obvious that, despite the high price of water, increase revenue from the provision of services by increasing the price of water is the safest and the only source of income.

The problem that arises when it comes to the municipality of Neum, is the use of water for commercial services and modes of separation from other commercial customers.

High level of specific consumption in the summer of 180 liters per capita per day indicates that the current price of water does not provide sufficient incentives to save water.

The following charts show the distribution of water consumption and revenue from water services in 2010.



Chart 21: Distribution of Neum Municipality consumption

Chart 22: Revenue incomes of water supply services - Neum Municipality

It is obvious that any kind of linear price increasing would not satisfy the basic criteria which one price policy should fulfill:

Fairyness

0

0,1

0,2

0,3

0,4

0,5

0,6

0,7

0,8

0,9

1

litar

a /

seku

nd

i The distribution of water consumption

Ustanove

Hoteli

Gospodarstvo

Domaćinstva stambeni

Domaćinstva - kuće

0

10.000

20.000

30.000

40.000

50.000

60.000

BA

M

Revenue incomes per consumers type



Gospodarstvo

Hoteli

Ustanove



It is necessary to divide the consumers, especially inside of the categorry of households – private houses, those who use water for their own needs, of those who use it for providing the tourist services;

Rationality

Water price should be high enough to provide incentiveness for reducing the consumption, especially during the months of increased consumption;

Actuality

The water price should express the actual expenses of utility company operation. Gabela system which has a lot of expenses, talking about maintanance and Priority measures plan, is not used over the whole year, but the expenses are present during the whole year. In other words, expenses of operation and maintanance are not in line with the water consumption allocation, and that needs to be taken into consideration;

Coverage of operation and maintanance expenses

The price needs to satisfy the coverage of operation and maintanance expenses of WSS Neum.

The price policy which can satisfy these criteria is so called „Block tariff“ which establishes the different service prices depending on the following:

Type of consumers

Their behaviour and consumption of water

Their legal and economical status

Their social status

Utility company and Neum Municipality already implemented the simplified form of the „Block tariff“ (see the following table)

Water supply sevrice price BAM/m3

Households

1,10 consumption to 30 m3 monthly

1,60 consumption over 30 m

3

monthly

Industry (hotels) 1,60

Institutions 1,60

Small industry 1,60

However, the failures are obvious, as well as the need for further improvement.



4.2.2 DEFINING THE PRICE POLICY

The first step will be analysis and defining the consumers categorries. The charts no. 24 and 25 show that the utility company in their measuring and analysis activities has two groups of consumers:

households - houses

households – appartments buildings

However, talking about the price policy definition of these two consumers groups, they should not be separated, but perform the categorries definition based on the consumption.

According to the above mentioned, the following was defined:

Table 41: Block tariffs and consumers groups

Consumers categorry

Consumption m3 monthly per connection

Water price per consumers categorry

Households

I categorry do 3,3 0,90

II categorry 3,3 - 4,5 1,10

III categorry 4,5 -6,0 2,00

IV categorry over 6,0 2,20

Industry (hotels)

I categorry period May – September 2,5

II categorry period October – April 1,8

Others

Institutions 1,80

Small industry 1,80

Analysis results are shown in the following table



Table 42: Incomes of water supply services – new price policy

January February March April May June July August

September October November December

Annual average

Households - houses

8.346,24 11.793,60 8.501,76 14.385,60 12.363,84 30.559,68 44.582,40 56.920,32 17.133,12 17.910,72 8.294,40 11.664,00 242.455,68

average consumption

m3/conn.

4,57 6,46 4,66 7,88 6,77 16,75 24,43 31,19 9,39 9,81 4,54 6,39 132,85

kat 1 m3/ conn.

6,60 6,60 6,60 6,60 6,60 6,60

kat 2 m3/conn.

9,00 9,00 9,00

kat 3 m3/conn.

kat 4 m3/conn.

16,75 24,43 31,19

kat 1 revenue in total

BAM 7.511,62 10.614,24 7.651,58 11.127,46 7.464,96 10.497,60 54.867,46


BAM 15.824,16 18.846,43 19.701,79 54.372,38


BAM 0,00


BAM 67.231,30 98.081,28 125.224,70

290.537,28

In total BAM 7.511,62 10.614,24 7.651,58 15.824,16 11.127,46 67.231,30 98.081,28 125.224,70

18.846,43 19.701,79 7.464,96 10.497,60 399.777,12





Annual average


2.306,88 1.866,24 2.047,68 2.540,16 2.151,36 2.643,84 3.965,76 4.173,12 2.229,12 1.684,80 1.658,88 1.607,04 28.874,88

average consumption

m3/priklj 6,95 5,62 6,17 7,65 6,48 7,96 11,95 12,57 6,71 5,07 5,00 4,84

kat 1 BAM/m3 6,60 6,60 6,60 6,60 6,60 6,60 6,60 6,60

kat 2 BAM/m3 9,00 9,00

kat 3 BAM/m3 18,00 18,00

kat 4 BAM/m3


BAM 2.076,19 1.679,62 1.842,91 1.936,22 1.492,99 1.446,34


BAM 2.794,18 2.452,03 1.853,28


BAM


BAM 5.816,45 8.724,67 9.180,86

In total BAM 2.076,19 1.679,62 1.842,91 2.794,18 1.936,22 5.816,45 8.724,67 9.180,86 2.452,03 1.853,28 1.492,99 1.446,34 41.295,74





Annual average

Industry consumption

m3 1.658,88 1.944,00 1.840,32 2.099,52 2.488,32 3.162,24 5.158,08 6.039,36 5.339,52 1.892,16 1.684,80 3.810,24 37.117,44

Revenue industry BAM 2.985,98 3.499,20 3.312,58 3.779,14 4.478,98 5.692,03 9.284,54 10.870,85 9.611,14 3.405,89 3.032,64 6.858,43 66.811,39

Hotels consumption m3 1.244,16 544,32 751,68 2.903,04 5.235,84 13.426,56 13.452,48 11.845,44 16.225,92 3.136,32 1.373,76 4.976,64 75.116,16

Revenu hotels BAM 2.239,49 979,78 1.353,02 5.225,47 13.089,60 33.566,40 33.631,20 29.613,60 40.564,80 5.645,38 2.472,77 8.957,95 177.339,46

Institutions consumption

m3 881,28 725,76 673,92 673,92 984,96 2.592,00 4.795,20 2.773,44 1.892,16 1.814,40 803,52 699,84 19.310,40

Revenue institutions BAM 1.586,30 1.306,37 1.213,06 1.213,06 1.772,93 4.665,60 8.631,36 4.992,19 3.405,89 3.265,92 1.446,34 1.259,71 34.758,72

Total: BAM 38.869,45 45.965,89 37.493,98 68.877,05 66.946,71 237.788,69

328.560,37

391.140,21

135.624,41

78.630,30 37.259,41 62.486,45 719.982,43



It is important to compare the actual values with the consumers categorries in 2010 and those obtained by new prie policy simulation.

It is obvious that the new model much better addapts to the water consumption distribution during the year and, what is more important, enables the consumers to remain in the so called privileged categorries (price groups) during the entire year.

0

20000

40000

60000

80000

100000

120000

140000 BA

M

Consumption measurements - housholds


Ukupno Blok tarifa

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

10000

BA

M

Consumption measurements - housholdes collective


Ukupno Blok tarifa



Chart 23: Comparation of incomes increase by the consumers groups

The total utility company incomes increas,e with the application of new price policy and moderate increase of water prices, is estimated to be 250.000,00 BAM per year.

It is important to mention that the price system of price revenue and new suggested price do not really affect consumers, especially not the inhabitants who do not use water into commercial purposes.

What needs to be done in a future period, is to make detail consumption measurements according to the price groups, to addapt the suggested model to the consumers needs, but, also, the needs of utility company.

4.2.3 EXPENSES RECOVERY PLAN

Analysis was performed based on the following: All prices were calculated based on the current prices without th einflation, VAT and other taxes. Discount rate is 8% The posible income sources are defined as :

Incomes of providing the water supply services with the price services up to households capabilities, 2% of estimated incomes

Increasing the number of users

Investments of Hercegovina – Neretva Canton and FBiH are considered as a funding source in the amount of 3.000.000,00 BAM during the 10 years period

0

5000

10000

15000

20000

25000

30000

35000

40000

45000 BA

M

Consumption measurements - hotels

Hoteli

Hoteli obračunato



The results are shown in tables and charts

Chart 24: Expenses recovery plan

Chart 25: Flow of incomes and expenses

-2.000.000,00 KM

0,00 KM

2.000.000,00 KM

4.000.000,00 KM

6.000.000,00 KM

8.000.000,00 KM

10.000.000,00 KM

12.000.000,00 KM

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Nedostatk novca za investiranje Pokrivanje troškova Tip I

Pokrivanje troškova Tip II Akumulirani višak

0,00 KM

500.000,00 KM

1.000.000,00 KM

1.500.000,00 KM

2.000.000,00 KM

2.500.000,00 KM

2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025

Ukupno prihodi Ukupno operativni i troškovi održavanja Investicioni troškovi Ukupni troškovi



Table 43: Financial economic analysis results

Year 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025

Incomes All values in 000 BAM

Incomes of services to the households

Collected incomes 904 904 904 904 904 904 931 959 988 1.01

7 1.04

8 1.07

9 1.11

2 1.14

5 1.18

0

Incomes of services to the industry 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Collected incomes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Incomes of the budget institutions 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Collected incomes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Incomes in total 904 904 904 904 904 904 931 959 988 1.01

7 1.04

8 1.07

9 1.11

2 1.14

5 1.18

0

Other incomes 0 0 0 350 350 350 357 364 371 379 386 394 414 435 456

Additional financing from the budget 0 0 0 500 500 1.00

0 1.00

0 1.00

0 500 400 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Incomes in total 904 904 904 1.75

4 1.75

4 2.25

4 2.28

8 2.32

3 1.85

9 1.79

6 1.43

4 1.47

4 1.52

6 1.58

0 1.63

6

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Expenses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Operational expenses 747 747 754 762 770 777 785 793 801 809 817 825 833 842 850

Maintanance and reinvestments expenses 285 285 288 291 294 297 300 303 306 309 312 315 318 321 324

Operational and expenses of maintanance before savings

1.032

1.032

1.042

1.053

1.063

1.074

1.085

1.095

1.106

1.118

1.129

1.140

1.151

1.163

1.175

Savings of expenses 0 0 -150 -150 -150 -150 -150 -150 -150 -150 -150 -150 -150 -150 -150

Operational and expenses of maintanance in total 1.03

2 1.03

2 892 903 913 924 935 945 956 968 979 990 1.00

1 1.01

3 1.02

5

Investment expenses 0 0 0 400 400 1.00

0 1.00

0 1.00

0 500 400 0 0 0 0 0

Expenses in total 1.03

2 1.03

2 892 1.30

3 1.31

3 1.92

4 1.93

5 1.94

5 1.45

6 1.36

8 979 990 1.00

1 1.01

3 1.02

5

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Lack of money for investments 904 904 904 1.35

4 1.35

4 1.25

4 1.28

8 1.32

3 1.35

9 1.39

6 1.43

4 1.47

4 1.52

6 1.58

0 1.63

6



Expenses coverage Type I 157 157 150 592 584 477 503 530 558 587 617 648 692 738 786

Expenses coverage Type II -128 -128 -138 301 291 180 203 228 253 279 306 334 374 417 461

Accumulated surplus -128 -256 -394 -93 198 378 581 809 1.06

2 1.34

1 1.64

6 1.98

0 2.35

4 2.77

1 3.23

2



4.3 PRELIMINARY ESTIMATION OF THE IMPACT TO THE

ENVIRONMENT

It is not necessary to make the preliminary estimation of the impact to the environment for any project subjected to this Study, in accordance with the positive laws of FBiH and Hercegovina – Neretva Canton.

4.4 IMPLEMENTATION PLAN AND STRATEGY

Neum Municipality Supervisory Board which activelly participated in development of this Study will be responsible for the Study implementation. Study is considered as a „living“ document which will be revided at tleast once per year, in accordance with the implementation improvement, as well as with other planned activities of Municipality and utility company and, also, renew the data given in the Study based on requirements. Neum Municipality Supervisory Board

Sup

erv

isory

Board

Neum Municipality

Ana Piccolotti Neum Municipality

Ivan Mustapić Neum Municipality

“Vodovod i Kanalizacija” Neum

Ljuba Goluža Managing Director

Ivan Obradović Technical Director

Financial Director

The Plan of priority investments, as well as other analysis of the Study, will become the base for development of utility company planning documents, but, also, the base for pplanning the infrastructure projects which will be financed form Neum Municipality budget. Special attention will be paid to informing the public about the analysis and recommandations of the Study.



4.5 DYNAMIC PLAN OF PRIORITY INVESTMENTS REALIZATION

No. Type of works Year

2011 2012 2013 2014 2015 2016 2017 2018 219 2020

1 GIS, hydraulic model and development of the project documentation

2 Deffects removal, system monitoring and procurement of the equipment for deffects removal

3 Transport pipelines – rehabilitation and replacement of the pipelines

4 Distribution pipelines – replacement of asbestos – cement pipelines adn the pipelines which do not satisfy with diameter in Neum town

5 Rehabilitation of reservoirs

7 Rehabilitation and construction of chlorine stations – gas chlorination

8 Rehabilitation and constructions of the pumping station


Chapter: Enclosures 190

5 ENCLOSURES


Chapter: Enclosures 191

ENCLOSURE NO. 1: GENERAL MAP OF THE REGIONAL WATER

SUPPLY SYSTEM “GABELA – SVITAVA – NEUM” - 1:25.000

ENCLOSURE NO. 2: ENCLOSURE FORM EPANET

ENCLOSURE NO. 3: VERTICAL SCHEME OF WSS NEUM

investor mdg-f democratic economic watersupply …

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