Federal Democratic Republic of Ethiopia Ministry of Water Resources Environmental Support Project July 2004 FINAL DESIGN REPORT ENVIRONMENTAL SUPPORT PROJECT, Component 3 Feasibility Studies and Detailed Designs Volume-1 Design Report ARBA MINCH DHV Consultants BV in association with T&A Consultants Pic.ENVIRONMENTAL SUPPORT PROJECT - COMPONENT 3 10 TOWNS DESIGN REPORT FOR ARBA MINCH - VOLUME 1 CONTENTS PAGE 1. EXECUTIVE SUMMARY.................................................................................................. 1 1.1 Background......................................................................................................................... 1 1.2 Existing Water Supply Situation...........................................................................................1 1.3 Water Supply Development.................................................................................................. 1 1.4 Water Resources....................................................................................................................2 1.5 Scope of Proposed Works..................................................................................................... 2 1.6 Environmental Issues........................................................................................................... 2 1.7 Implementation Costs and Programme..................................................................................3 2. INTRODUCTION................................................................................................................. 6 2.1 Project and Background........................................................................................................ 6 2.2 Socio- Economic Background and Physical Characteristics...............................................6 2.3 Scope of Report....................................................................................................................8 2.4 Report Structure................................................................................................................... 9 3. DESIGN CRITERIA AND METHODOLOGIES................................................................ 10 3.1 General................................................................................................................................10 3.2 Transmission Mains............................................................................................................ 13 3.3 Storage Reservoirs.............................................................................................................. 14 3.4 Distribution System.............................................................................................................14 3.5 General Structural Design Criteria......................................................................................15 3.6 Mechanical and Electrical Design Criteria......................................................................... 16 4. WATER DEM AND..............................................................................................................17 4.1 Water Demand Projection................................................................................................... 17 4.2 Summary of Water Demand Projection.............................................................................. 19 4.3 Conclusions......................................................................................................................... 19 5. WATER RESOURCES......................................................................................................... 20 5.1 Arba Minch Springs............................................................................................................ 20 5.2 Boreholes.............................................................................................................................20 5.3 Water Quality......................................................................................................................20 6. EXISTING WATER SUPPLY SYSTEM............................................................................. 22 6.1 Overview............................................................................................................................. 22 6.2 Water Sources..................................................................................................................... 22 6.3 Transmission....................................................................................................................... 22 6.4 Storage................................................................................................................................ 23 6.5 Distribution System............................................................................................................ 23 6.6 Operation and Maintenance................................................................................................ 24 7. SELECTED WATER SUPPLY SYSTEM........................................................................... 25 7.1 Service Area........................................................................................................................25 7.2 Water Source.......................................................................................................................27 7.3 Pumping and Related Equipment....................................................................................... 27 7.4 Transmission....................................................................................................................... 28 7.5 Storage Reservoirs.............................................................................................................. 31 7.6 Distribution Network Systems............................................................................................32 7.7 Operation and Control........................................................................................................ 37 7.8 Mechanical and Electrical Design...................................................................................... 37 8. SANITATION AND ANCILLARY FACILITIES.............................................................. 40 8.1 Sanitation............................................................................................................................. 41 ESPC3 Ten Touns -Arba Minch Final Design Report 2"/U7/2(H»4 18.2 Promotion of Sanitation and Awareness Building.........................................................40 8.3 Ancillary Facilities.......................................................................................................... 40 9. ENVIRONMENTAL ASSESSMENT.............................................................................. 41 9.1 Potential Impacts of the Proposed Water Supply Project................................................ 41 9.2 Mitigation Measures....................................................................................................... 41 9.3 Recommendations........................................................................................................... 42 10. IMPLEMENTATION ARRANGEMENTS, COSTS AND PROGRAMME..................43 10.1 Contract Packaging...........................................................................................................43 10.2 Cost Estimates.................................................................................................................. 43 10.3 Programme of Works.......................................................................................................46 11. COLOPHON........................................................................................................................ 49 LIST OF TABLES PAGE Table 2-1 Population Forecast............................................................................................................7 Table 2-2 Incidence of Diseases.........................................................................................................7 Table 2-3 Incidence of Diarrhoea....................................................................................................... 8 Table 4-1 Population Percentage Distributions by Mode of Service............................................... 17 Table 4-2 Projected Per Capita Demand by Mode of Service..........................................................18 Table 4-3 Non Domestic Piped Water as Percentage of Domestic.................................................. 18 Table 4-4 Summary of Water Demand Projection........................................................................... 19 Table 5-1 Water Quality Parameters................................................................................................ 21 Table 6-1 Existing Distribution Pipework Lengths.......................................................................... 24 Table 7-1 Total Reservoir Capacity................................................................................................. 31 Table 7-2 Breakdown of Year 2015 Peak Day Demand by Distribution Zone................................ 33 Table 7-3 Estimated Year 2015 Peak Hour Demands...................................................................... 33 Table 7-4 Proposed New Pipes for Zone 1....................................................................................... 34 Table 7-5 Proposed New Pipes for Zone 2....................................................................................... 35 Table 7-6 Proposed New Pipes for Zone 3....................................................................................... 36 Table 7-7 Proposed New Pipes for Zone 4....................................................................................... 37 Table 7-8 Major items of M&E Equipment....................................................................................39 Table 10-1 Criteria and Weighting Factors.......................................................................................44 Table 10-2 Summary of Cost Estimates........................................................................................... 45 Table 10-3 Summary of Estimates of Additional Costs................................................................... 45 LIST OF FIGURES PAGE Figure 1-1 Location of Arba Minch.................................................................................................... 4 Figure 1-2 Development Plan Boundary and Assumed Extension Areas....................................... 5 Figure 3-1 Relation of water height to reservoir diameter................................................................ 12 Figure 7-1 Water Supply Zoning.......................................................................................................26 Figure 7-2 Surge Analysis with 1 m3 Surge Bladder Vessel. Shutdown........................................... 29 Figure 10-1 Tentative Programme...................................................................................................... 48 LIST OF ANNEXES ANNEX A Arba Minch Spring Site - Hydraulic Design ANNEX B Reports on Walerhammer Analyses ANNEX C Reinforced Concrete Design Calculations ANNEX D Distribution Network Analyses ANNEX E Pumping Systems: Hydraulic Calculations and Pump Selection ESPC3 Ten To* ns - Arba Minch - Final Design Report 27/07/2004 ii8.2 Promotion of Sanitation and Awareness Building........................................................ 40 8.3 Ancillary Facilities......................................................................................................... 40 9. ENVIRONMENTAL ASSESSMENT............................................................................. 41 9.1 Potential Impacts of the Proposed Water Supply Project............................................... 41 9.2 Mitigation Measures...................................................................................................... 41 9.3 Recommendations.......................................................................................................... 42 10. IMPLEMENTATION ARRANGEMENTS, COSTS AND PROGRAMME................. 43 10.1 Contract Packaging.........................................................................................................43 10.2 Cost Estimates................................................................................................................. 43 10.3 Programme of Works......................................................................................................46 11. COLOPHON..................................................................................................................... 49 LIST OF TABLES PAGE Table 2-1 Population Forecast...........................................................................................................7 Table 2-2 Incidence of Diseases........................................................................................................7 Table 2-3 Incidence of Diarrhoea......................................................................................................8 Table 4-1 Population Percentage Distributions by Mode of Service.............................................. 17 Table 4-2 Projected Per Capita Demand by Mode of Service.........................................................18 Table 4-3 Non Domestic Piped Water as Percentage of Domestic................................................. 18 Table 4-4 Summary of Water Demand Projection.......................................................................... 19 Table 5-1 Water Quality Parameters............................................................................................... 21 Table 6-1 Existing Distribution Pipework Lengths......................................................................... 24 Table 7-1 Total Reservoir Capacity................................................................................................ 31 Table 7-2 Breakdown of Year 2015 Peak Day Demand by Distribution Zone............................... 33 Table 7-3 Estimated Year 2015 Peak Hour Demands..................................................................... 33 Table 7-4 Proposed New Pipes for Zone 1..................................................................................... 34 Table 7-5 Proposed New Pipes for Zone 2..................................................................................... 35 Table 7-6 Proposed New Pipes for Zone 3..................................................................................... 36 Table 7-7 Proposed New Pipes for Zone 4..................................................................................... 37 Table 7-8 Major items of M&E Equipment....................................................................................39 Table 10-1 Criteria and Weighting Factors.......................................................................................44 Table 10-2 Summary of Cost Estimates........................................................................................... 45 Table 10-3 Summary of Estimates of Additional Costs....................................................................45 LIST OF FIGURES PAGE Figure 1-1 Location of Arba Minch.................................................................................................. 4 Figure 1-2 Development Plan Boundary and Assumed Extension Areas...................................... 5 Figure 3-1 Relation of water height to reservoir diameter.............................................................. 12 Figure 7-1 Water Supply Zoning..................................................................................................... 26 Figure 7-2 Surge Analysis with 1 m3 Surge Bladder Vessel. Shutdown..........................................29 Figure 10-1 Tentative Programme.....................................................................................................48 LIST OF ANNEXES ANNEX A Arba Minch Spring Site - Hydraulic Design ANNEX B Reports on Walerhammer Analyses ANNEX C Reinforced Concrete Design Calculations ANNEX D Distribution Network Analyses ANNEX E Pumping Systems: Hydraulic Calculations and Pump Selection ESPC3 Ten Towns -Arba Minch • Final Design Report 27/07/2004 ilDETAILED DESIGN REPORT FOR ARBA MINCH LIST OF DRAWINGS Drawing No | Description PROJECT SPECIFIC DRAWINGS AM/ 001 SCHEME LAYOUT 002 SPRING SITE SETTING OUT DETAILS AND INTER­ CONNECTING PIPEWORK 003 SPRING SITE NEW SPRING TAPPING - FORMWORK DETAILS 004 SPRING SITE NEW RESERVOIR AND WET WELL - FORMWORK DETAILS 005 SPRING SITE ISOLATING. SCOUR & SURGE PROTECTION FACILITIES AT NEW WETWELL 006 SPRING SITE DETAILS OF JOINTS. MANHOLE COVERS & VENTILATORS 007 NEW RISING MAIN FROM SPRING SITE TO ZONE 2 RESERVOIR SITE PLAN & LONGITUDINAL SECTION 008 NEW RISING MAIN FROM SPRING SITE TO ZONE 2 RESERVOIR SITE VALVE CHAMBERS AND FIXING DETAILS 009 ZONE 2 RESERVOIR SITE SETTING OUT DETAILS AND INTER­ CONNECTING PIPEWORK 010 ZONE 2 RESERVOIR SITE “ NEW 300 m3 RESERVOIR - FORMWORK DETAILS 011 ZONE 2 RESERVOIR SITE BOOSTER PUMPSTATION TO ZONE 4 RESERVOIR - FORMWORK DETAILS 012 ZONE 2 RESERVOIR SITE VALVE CHAMBERS - FORMWORK DETAILS 013 ZONE 2 RESERVOIR SITE DETAILS OF NEW GENERATOR HOUSE 014 GRAVITY MAIN TO ZONE 3 RESERVOIR PLAN & LONGITUDINAL SECTION Sheet 1/2 015 GRAVITY MAIN TO ZONE 3 RESERVOIR PLAN & LONGITUDINAL SECTION Sheet 2/2 016 ZONE 3 RESERVOIR SETTING OUT DETAILS AND INTER­ CONNECTING PIPEWORK 017 ZONE 3 RESERVOIR NEW 1 000 m3 RESERVOIR - FORMWORK DETAILS 018 ZONE 3 RESERVOIR VALVE CHAMBERS - FORMWORK DETAILS 019 ZONE 4 RESERVOIR SETTING OUT DETAILS AND INTER­ CONNECTING PIPEWORK 020 ZONE 4 RESERVOIR NEW 400 m3 RESERVOIR - FORMWORK DETAILS 021 ZONE 4 RESERVOIR VALVE CHAMBER - FORMWORK DETAILS 022 ZONE 1 DISTRIBUTION NETWORK LAYOUT PLAN Sheet 1/2 024 ZONE 2 DISTRIBUTION NETWORK LAYOUT PLAN Sheet 1/2 025 ZONE 2 DISTRIBUTION NETWORK LAYOUT PLAN Sheet 2/2 031 ZONE 3 DISTRIBUTION NETWORK FITTING DETAILS Sheet 1/2 032 ZONE 3 DISTRIBUTION NETWORK 1 LAYOUT PLAN Sheet 2/2 036 ZONE 4 DISTRIBUTION NETWORK LAYOUT PLAN 040 ZONE 2 DISTRIBUTION NETWORK DETAILS OF PIPE BRIDGE OVER KULFO RIVER 041 ZONE 1 DISTRIBUTION NETWORK PRESSURE REDUCING VALVE CHAMBER - FORMWORK DETAILS 1 042 ZONE 2 DISTRIBUTION NETWORK | PRESSURE REDUCING VALVE CHAMBER - FORMWORK DETAILS 043 ZONE 4 DISTRIBUTION NETWORK CHAMBER SXrk'oETAILS TYPICAL DRAWINGS AM/ 052 | PERIMETER FENCE FENCE AND GATE DETAILS ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 11)Drawing No Description REINFORCEMENT DETAILS AM/ 201 1000 m3 RESERVOIR FLOOR PLAN Sheet L/2 202 1000 m3 RESERVOIR WALL SECTION Sheet 2/3 203 1000 m3 RESERVOIR ROOF PLAN Sheet 3/3 204 400 m3 RESERVOIR FLOOR PLAN Sheet 1/2 205 400 m3 RESERVOIR WALL SECTION & COLUMN DETAIL Sheet 2/3 206 400 m3 RESERVOIR ROOF PLAN Sheet 3/3 207 300 m3 RESERVOIR FLOOR PLAN Sheet 1/2 208 300 m3 RESERVOIR WALL SECTION Sheet 2a 209 300 m3 RESERVOIR ROOF PLAN Sheet 3a ESPC3 Ten Towns -Arba Minch - Final Design Repon 30/07/2004List of Abbreviations II < Inch Less than and Expressions North > Greater than A Ampere AC Asbestos cement a.m.s.l. Above mean sea level AIC Average incremental cost an Annum Adj Adjusted Avg Average b.g.l. Below ground level BH Borehole conn Con n ec tion/con nec ted CSA Central Statistical Authority N.A. Not Applicable/Not Available NB Nominal Bore NE North-east NFPA(s) National forestry priority area(s) NGO Non-governmental organisation No. Number (quantity) NPV Net Present Value NTU Nephelometric turbidity unit NUPI National Urban Planning Institute NW North-west OHR Overhead reservoir Ops Operations ORT Oral rehydration therapy O&M Operation and maintenance cu.m. Cubic metre D Day pc p.a. Population equivalent Per annum EC Ethiopian Calendar PP/pp Per person PRV Pressure reducing valve EEPCO Ethiopian Electric Power Corporation EIA Environmental Impact Assessment EIGS Ethiopian Institute of Geological PT Pu Public tap Public Survey EIRR Economic Internal Rate of Return EPA Environmental Protection Agency RWMEB Regional Water, Mining and Energy Bureau RWRB Regional Water Resources Bureau S South ESP Environmental Support Project See Source Est. Estimate SE South-east ETB Ethiopian Birr Sec Second Excl. Excluding SNNPR(S) Southern Nations, Nationalities and FSPD Feasibility Study and Preliminary Design Ste Peoples Regional (State) Septic tank equivalent gi/gms Galvanized iron/galv. mild steel GLR Ground level reservoir Ha Hectare HC House connection HDW Hand-dug well Hr./hr. Hour HU House unit IL Invert level IRR Internal rate of return km Kilometre kVA Kilo Volt Ampere kW Kilowatt kWh Kilowatt-hour L/s Litres per second Icd/LCD Litres per capita per day Lwwpcd Litres of wastewater per capita per Day M Metre m b.g.l. Metres below ground level nr Square metre m3 Cubic metre MoFED Ministry of Finance and Economic Development MoA Ministry of Agriculture MoWR Ministry of Waler Resources Mlh Month SW South-west SWL Static water level TA Technical assistance TDS Total dissolved solids TEM Transit electro-magnetic ToR Terms of Reference TW Tube well UFW Unaccounted-for water UNICEF United Nations International Children’s Education Fund US United States of America V Volt VES Vertical electrical sounding VIP Ventilated improved pit VLF Very low frequency WHO World Health Organisation WIP Work in Progress WRB Water Resources Bureau WS Water supply W/S Water source WSSA Water Supply and Sewerage Authority WSSO/WSS Water Supply Service Office WTP Willingness to pay YC(O) Yard connection (own) YC(S) Yard connection (shared) MWUD Yr Ministry of Works and Urban Year Development ZWMED Zonal Water, Mining and Energy. Depan ment ESPC3 Ten Towns -Arba Minch - Final Design Rcpon 27/07/20041. EXECUTIVE SUMMARY 1.1 Background This report describes the solution adopted for the upgrading and augmenting of the water supply facilities at Arba Minch for the Year 2015 design horizon and provides design details and costs for this solution for the purposes of scheme implementation. The adopted solution includes the necessary provisions for the further upgrading and augmenting of the system in about 2015 to cater for the Year 2025 design horizon. Issues of human and institutional development, the environment, sanitation and social matters relating to scheme implementation were addressed in detail in the Feasibility Report and are only summarised in this report. Arba Minch town lies in the Southern Nations, Nationalities and Peoples Regional (SNNPR) State, some 270 km from the Regional capital, Awasa. The town is large in area. The development plan covers an area of 14.3 km , which has been projected to increase to 20.8 km 2 2 by the year 2025. The population in Arba Minch has been projected to grow from 60 693 persons in the year 2000 to 114 676 persons in the year 2015 and to 166 511 persons in the year 2025. This corresponds to an overall average growth rate of about 4.1 % per annum compounded from the year 2000 to the year 2025. 1.2 Existing Water Supply Situation The present water supply is from the Arba Minch Springs, a reasonably abundant group of springs discharging at the base of the escarpment to the east of the town. The water supply system was extended in 1987 and much of the mechanical and electrical equipment has reached the end of its economic life. Operation for more than 20 hours per day is reported. The distribution network serves 25 public taps but covers only half the built-up area. Water production in the year 2000 amounted to 520 701 m , equivalent to 23.4 litres per person per day. 3 3 3 13 Water Supply Development The average domestic water demand has been projected to grow to 3 506 m /day in the year 2015 and to 6 261 m /day in the year 2025. These demands correspond to average per capita demands of 30.6 and 37.6 litres/person/day in the years 2015 and 2025, respectively. Non-domestic demand, currently estimated at 40% of domestic demand, has been projected to drop to 30% by the year 2010 and to remain at that level until the year 2025. Present unaccounted-for water (UFW) is reported to be at the level of 14%, which is considered to be unrealistic. It has been projected to increase to more realistic values of about 21% and 23% by the years 2015 and 2025, respectively. The projected maximum daily waler requirements are 7 874 and 14 195 m /day in (he years 2015 and 2025, respectively. The upgraded water supply scheme has been designed to satisfy the projected water demand in the year 2015. 3 ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 11.4 Water Resources The existing spring source has an estimated low-flow discharge that can satisfy the projected year 2015 water demand of the town, while leaving a sufficiently large balance of flow to cater for the ecological needs of the adjacent Nechsar National Park. Development of supplementary water sources will be needed in the longer term. The most promising supplementary source is groundwater to the north of the town. Some groundwater abstraction is already taking place in that area for private use. It has been recommended that the effect of spring water abstraction on the ecology of the Park be monitored, with a view to developing the groundwater source earlier if a higher flow is required for the Park. Except in extreme drought conditions, a flow of at least 901/s is expected to be available for the public water supply of Arba Minch if the first 20 1/s of spring water is released to the Park to cover ecological demands. The flow of 90 1/s will be sufficient to satisfy the projected Year 2015 water demand from the town. 1.5 Scope of Proposed Works The upgrading and augmenting of the existing water supply scheme in Arba Minch includes the construction of the infrastructure and the installation of the mechanical and electrical equipment - listed below: • Construction of a new' reinforced concrete spring tapping chamber and wet well at Arba Minch Springs. • Construction of a DN 200 DCI rising main approximately 700 m long. • Construction of a DN 150 uPVC gravity main approximately 1800 m long. • Construction of three circular, reinforced concrete reservoirs of respective capacities 300, 400 and 1000m and a reinforced concrete booster pump station. • Construction of DN 40 - DN 400 reticulation pipelines with a combined length of approximately 40 km (GI, uPVC and DCI pipes). • Installation of new pumping plant in the new wet well at the springs and the new 3 booster pumpstation • Replacement of all the existing pumping plant, including the refurbishment of the standby diesel generating set at the Springs and the installation of a new diesel generating set for the booster pumpstations. 1.6 Environmental Issues Mitigation measures that should be implemented in a timely manner prior to, durinc the construction, post-construction and operational phases of the project have been summarised in this report. Community issues include the establishing of user representation on the controlline board of the proposed water supply services office and consultation on the location of public taps at the implementation stage, and control of the same during operation. In general terms, the improved water supply situation is expected to benefit women more than men. The employment of women public tap attendants has been recommended and, if implemented, will further enhance the position of women. ESPC3 Ten Towns -Arba Minch - Final Design Repon 27/07/20041.7 Implementation Costs and Programme Investment costs have been estimated using unit rates and lump sums derived from recent contracts that are being undertaken in Addis Ababa and Debre Berhan, adjusted for escalation to give January 2004 figures. Factors that reflect the relative remoteness and accessibility of each town from Addis Ababa and the relative costs of skilled labour have been applied to the unit costs, which have then been applied to the scheduled work to arrive at estimated January 2004 contract costs. These costs have been escalated at 4% pa for local items and 3% pa for foreign items to arrive at the estimated January 2005 costs. Supervision costs have been added to the resultant figures and a further 10% added for contingencies to arrive at an overall investment cost. The estimated January 2005 total investment cost of upgrading and augmenting the Arba Minch water supply scheme is Ethiopian Birr 53,154,965 (€ 5,315,497) inclusive of VAT, made up as shown in the table below. Contract Description Total Currency ETB € 2A-1 Supply and Delivery of Pipes and Fittings 9.762,400 976.240 2A-2 Construction of Civil Works 20.610.319 2,061,032 2A-3 Design, Supply and Installation of M&E Plant and Equipment 12.250.698 1,225,070 Sub Totals 42,623,417 4.262,342 Supervision @ 8% 3,558,777 355,878 Socio Environmental Costs 2,173,495 217,349 Sub Totals 48,355,689 4,835,569 Contingency @ 10% 4,799,276 479,928 Grand Totals 53.154,965 5,315,497 The estimated additional January 2005 cost of upgrading and augmenting the Arba Minch waler supply scheme to satisfy the projected Year 2025 water demands is Ethiopian Birr 34,805,370 (€ 3,480,537) inclusive of VAT. It has been estimated that project implementation will take 130 weeks, made up as follows: Funding arrangements Tender procedures Construction 32 weeks 24 weeks 74 weeks ESPC3 Ten Towns -Arba Minch • Final Design Rcpon 27/07/2004 3FIGURE 1.1 Location of Arba Minch and other Project TownsIlli FARM MMii.. tiMijni ii:: If I .t: : i: :::: 2 nni I I IuX r b«w 7j 71 I ♦ f; // ' 14 • _ I. ft • iz C. AM. » ft ft. 12 I.*/ I /, ♦h t“F* ♦ I• » I ft z/7ut 4 f / < >4♦* 1. *.£ ft ft" ft Lt ■7> V V. yy / ♦4 > i* Iitl1 I r .- . □ t KK&& 4 ■-y k ft ft ) s? i/. 77> ft ft FIGURE 1.2 Development Plan Boundary and Assumed Extension Areas2. INTRODUCTION 2.1 Project and Background This Detailed Design Report forms part of the Environmental ** heine undertaken by the Ethiopian Ministry of Water Resources (MoWR) The Project Sd into tad iponems. Under Component 3. a National Water Supply and Sant.at.on Master Plan was prepared, followed by feasibility studies and reports co.enng waler supply and sanitation for ten selected towns located in six of the regions of Etjuopia and, finally, by the preparation of detailed designs for the upgrading and augmenting of the existing water supply schemes in the selected ten towns. The MoWR nominated the regions and allocated the number of towns to be studied in detail in each of the nominated region. The Regional governments were responsible for the selection of the individual towns for which feasibility studies and detailed designs have been undertaken. This report is the Detailed Design Report for the Town of Arba Minch in the Southern Nations. Nationalities and Peoples Region (SNNPR). 2.2 Socio- Economic Background and Physical Characteristics 2.2.1 Location and Population Arba Minch is situated in the south of the SNNPRS region, between Lakes Chamo and Abaya It is located some 270 km by asphalt road from the regional capital. Awasa and 505 km from Addis Ababa. It is a zonal capital and also acts as an important educational centre. It is a market town and the centre of a local fishing region. The Arba Minch state farm is adjacent to the north of the town. When established, the farm covered 1,250 ha. The farm's major output is cotton, plus some bananas. It has its own ginning plant and employs some 1000 seasonal labourers. There is a textile factory- near the town, which it has own water supply but is also a user of WSS water. The textile factory operates spinning and weaving processes and employed about 1200 workers when it was fully operational. Recently, however, a major fire occurred and restoration of the actory to full operation is in progress. The town has a Major airport, a hospital, a teachers training centre and it houses the Arba Minch Waler Technology Institute, which will be upgraded to university level. P 1' lown has interesting tourism potential with a major hotel The nearby Nechsar National ^\WJlCh ,S °" i° e f the bird species. It is also the gateway to tounsl attractions to the South, such as Konso and ,° UT d,n8 ParkS ‘n EthiOpia- has a larPe number °f endcmic mamma) Jinka towns and the Mago Park. The Municipality's estimate of the population in 2000 was slightly above that g.ven by Central *±7 ic SA 5 h \ v ° ° s f5 J . ■ sl r s ° r househ°fo “. imply an esen higher population of 6(1.693. This Inter « 9s Keb'" j“ » St r „n k a «h,ch is further based on CSA grossth rates (medium variant,. “ ,h' tasi! r“ ,hc forecasts gisen in Table ' I ESPC? Ten Towns - Arba Minch • Final Design Report 2W *20(14 6i auiv 1994 2000 2005 2010 2015 2020 2025 Annual PTOWth 7.19% 4.60% 4.30% 4.10% 3.90%n 3.70% Population 40.020 60.693 75.997 93.803 114,676 138.851 166.511 2.2.2 Project Survey The Project has conducted a survey related to the water supply and sanitation situation in Arba Minch. Different questionnaires were used for the following five categories of respondents: • Domestic households. • Non-domestic consumers. • Water vendors. • Municipality. • Water supply office. The results of the survey for domestic households are given in the Feasibility Study and Preliminary Design (FSPD) report. 2.2.3 Climatic Conditions The town is at an altitude of 1250 to 1500 metres above mean sea level (m a.m.s.1.) and its weather type is woinadega. The landscape is 30% flat, 50% sloped and 20% hilly. Temperatures vary between 13 °C and 36 °C. 2.2.4 Health Situation Data on the incidence of diseases at Arba Minch have been obtained and are shown in Table 2.2 below. By comparison with the national averages recorded by the Ministry of Health (MoH) in 1998/99, the proportion of waterborne and water-washed diseases are above average. While some intestinal parasites may be water related, many will not be water related. Malaria is water related but will not be significantly affected by clean water. Table 2-2 Incidence of Diseases Disease I Diarrhoea Gastritis Skin diseases______________ Subtotal__________________ Intestinal Parasites Malaria__________________ Subtotal__________________ Urinary Tract Infection Rheumatism Respirator)’ Infection/Disease Pneumonia Anaemia Others___________________ Total____________________ Source: Health Centre, Arba Minch Relation to water________ Waterborne Waterborne Water-washed Some relation Related % Arba Minch % National Outpatients 6.8% 5.8% 6.4% 19.0% 8.6% 6.9% 34.5% 14.9% 7.3% 3.0% 11.9% 1.2% 27.2% 1.9% 3.6% 1.7% 7.2% 2.2% 7.0% 16.4% 2.9% 2.1% 6.2% 3.8% 68.6% 100.0% ESPCJ Ten Towns -Arba Minch - Final Deslgn Repon 27/07/20WThe Project household survey found the diarrhoeal health situation in the month preceding the survey to be as shown in Table 2.3. Table 2-3 Incidence of Diarrhoea Cases Bed Days ORT Other Birr Babies < 3 months 2.00 20.00 0.00 1.00 245.0 Infants 3 to less than 12 months 1.50 11.00 2.50 10.50 19.5 Children 1 to less than 5 years 1.44 2.67 0.22 0.89 19.6 Children 5 to less than 15 years 1.13 3.88 0.38 1.00 47.1 Adults > 15 years 1.40 5.30 0.30 1.80 29.4 2.2.5 Planning and Physical Development A development plan for Arba Minch has been prepared by the National Urban Planning Institute (NUPI). The plan allows for a population of 76,457 in its design year of 2005, which corresponds closely to the figure of 75,997 given in Table 2.1 above. The Development Plan boundary is shown in Figure 1.2. The key figures of the development plan are: • Residential area (net) 496.6 ha. • Commercial, industrial and institutional area (net) 570.4 ha. • Total area 1427.4 ha. The above implies a present overall population density of 59 person/ha, with a residential plot density of 154 persons/ha using the Development Plan design population of 76,457. The direction of physical expansion of the town, beyond the Development Plan boundary', is expected to take place to the north of the Development Plan area. This is in the direction of the Arba Minch state farm along the Arba Minch - Sodo road. This trend has been confirmed by the Municipality and it is understood that the state farm has been advised accordingly At a density of 154 persons/hectare for residential areas, an additional 681 ha of residential area would be needed to accommodate the projected year 2025 population of 181,255. If non- residential areas grow in the same proportion, a total of 1957 ha additional town area would be needed by the year 2025. This would be more than twice the Development Plan area. In reality, it is believed that newly developed areas will have ever-increasing population densities, reaching an overall figure of 250 persons ha in 2025. This would mean the additional area needed by year 2025 this would be a little less than half the Development Plan area. The non-residential areas of the town are not expected to grow at the same rate as the population. The non-residential area has been assumed to grow at the same rate as the residential area, not the population. The Development Plan layout has been adopted by the Project to determine outline designs and feasibility costs for water supply distribution zones and related networks. 2.3 Scope of Report This report covers the design of the works required for the upgrading and augmenting of the water supply infrastructure in Arba Minch to meet the projected water demands in that town in ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 8the Year 2015. It makes reference to the final Feasibility Study and Preliminary Design (FSPD) and Water Resources Reports for Arba Minch, which together form the basis for the proposed scheme upgrading and augmenting. The various aspects of the design are described in more detail in the following chapters of this Detailed Design Report. 2.4 Report Structure This report is structured into two volumes, of which Volume 1 contains the report text and various annexes and Volume 2 contains the drawings. The report text in Volume 1 contains eleven chapters as described below: Chapter 1 is an Executive Summary. Chapter 2 (this Chapter) provides an introduction to the Project and the Report including background information about the project area. Chapter 3 describes the design criteria and methodologies that are particular to Arba Minch. Chapter 4 presents the population and water demand projections for Arba Minch town. Chapter 5 reviews the selected water resources and summarizes the investigations carried out in respect of quantification and qualification of the identified resources. Chapter 6 covers the existing water supply infrastructure. Chapter 7 covers the water supply development proposals and includes outline designs and descriptions of the proposed infrastructure. Chapter 8 covers the proposed improvements to the sanitation facilities and the requirements for upgrading and augmenting the administrative and operational facilities in Arba Minch. Chapter 9 summarises the findings of the environmental assessment and lists recommended mitigation measures. Chapter 10 presents the estimated costs for scheme implementation and contains a project implementation plan and a tentative implementation programme. Chapter 11 is the Colophon A list of abbreviations used in this and related documents is included in the contents section of this report. ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 93. DESIGN CRITERIA AND METHODOLOGIES 3.1 General Design criteria for urban water supply systems for the Ten Towns Project have been drawn up and are available as a separate document. These criteria were based on the prevailing criteria for other Ethiopian water supply projects, but were amended, modified and updated as deemed necessary by the Project, so as to comply with its own National Water Supply and Sanitation Master Plan guidelines (particularly with respect to per-capita water demands and connection profiles). Key criteria are discussed in the following sections. Many of the design criteria are presented as guidelines. These guideline criteria have been adjusted where necessary for particular locations according to specific site conditions. 3.1.1 Criteria Specifically for Arba Minch The general design criteria include connection profiles (percentages of house connections, yard taps, public taps, non-served population) and specific domestic and non-domestic water demands for various situations. The .criteria applicable to Arba Minch, including unaccounted- for water, are presented in Chapter 4, where the water demand forecasts for Arba Minch are summarised. Regarding domestic animal watering, the Project household survey in Arba Minch revealed that 15.7% of households had an average of 3 large animals (cows, oxen) and 13.7% of households have an average of 3 small animals (sheep, goats), resulting in an average of 13.9 litres of water per household per day of animal watering demand, or about 2.6 litres per town inhabitant per day. Regarding demand variations and storage requirements, the following have been adopted for outline designs of the system al Arba Minch: ESPC3 Ten Towns -Arba Minch - Final Design Rcpon 2’/U7'2O(M inSeasonal peak factor = 1.1 Maximum day factor =1.1 Peak hourly factor Storage 3.1.2 Design horizon Arba Minch is not subject to significant seasonal temperature variations and alternative water sources are available (e.g. the Kulfo River). A medium seasonal peak factor of 1.1 has therefore been allowed for. Being a zonal capital, a weekly demand variation can be expected. The nearest main town is some distance away (Sodo. 100 km), so Arba Minch serves a large rural area. Therefore a medium peak-day factor has been adopted . Peak hourly factors have been determined in accordance with the “population-vs-peak factor” relation given in Annex D. It should be noted that the factor for each supply zone has been determined according to the supply zone population at the design horizon in question, not the overall town population. The peak factors applied in Arba Minch range from 1.8 to 2.1. The water storage provisions for Arba Minch have been set at a minimum of 33.3% of peak day demand, equivalent to 8 hours of peak day demand. Year 2015 has been adopted as the planning horizon for the design of the works. Physical works have been designed in detail for the first phase, subject to the constraints imposed by the present extent of physical development of the town. The possibility of sizing some of the infrastructure, particularly pipelines, to cope with the projected Year 2025 water demands was investigated during the feasibility study stage of the project. Those investigations and their findings are described in various sections of the FSPD report, including the Financial and Economic Analysis section (Chapter 14) which specifically states that the financial analysis has been based on the concept of full cost recovery, as required by the Ministry’s published policy. It was found that compliance with that policy effectively precludes the construction now of infrastructure that will only be required after Year 2015 as the necessary additional capital expenditure at this stage in scheme development, when water demands are relatively low, results in undesirably high break-even water tariffs that would not be affordable by the majority of the intended beneficiaries. Accordingly, the infrastructure that will be constructed in terms of this detailed design report is that which is required to meet the projected water demand up to the year 2015. However cognisance has been taken, in the preparing of the detailed designs described in this report, of the additional infrastructure that will need to be constructed in about 2015 to meet the projected Year 2025 demands, as described in the FSPD report, and provision has been made for facilitating the construction of that infrastructure by, where appropriate: • designing pumpstations to accommodate future pumps; • providing space and connecting pipework for future reservoirs in the reservoir site layouts. ESPC3 Ten Towns -Arba Minch - Final Design Report 2"/07/2(X)4 113.1.3 Structural design Circular Reservoirs In a circular reservoir, small moment and shear forces in the slab will accommodate the horizontal water pressure against the lower part of the wall. In the upper part of the wall, the horizontal water pressure will be countered by the hoop tension force in the wall. In a circular reservoir, the shear forces are smaller than in a rectangular reservoir so it is also more economical to construct circular reservoirs. Accordingly it was decided, at the feasibility study stage, to construct all ground level reservoirs as circular, reinforced concrete reservoirs. To ensure a watertight structure, the crack widths in the concrete must be smaller than 0.1 mm. To achieve this, the hoop tension stress must be less than the concrete tensile strength. Figure 3-1 below shows the water depths at which this condition is satisfied for reservoirs of various capacities and diameters. It shows that, to achieve an economical construction thickness, the water depth should be less than 5.5 metres for the range of reservoir capacities considered. When the depth of water exceeds 5.5 metres, the hoop tension stress increases rapidly, resulting in a costly increase in wall thickness to ensure that the hoop tension stress remains smaller than the concrete tensile strength. Although slightly greater water depths can, in theory, be accommodated for the smaller reservoirs that have been included in the detailed designs, the water depths in these reservoirs have, on the basis of the foregoing and practical considerations, been limited to 5.6 m. Design criteria for circular reservoirs 100.0 Figure 3-1 Relation of water height to reservoir diameter For the design of the water storage reservoirs, the British Standard BS 8007: 1987 ‘Design of Concrete structures for Retaining Aqueous Liquids ’ has been used as a main reference. The Ethiopian Building Code Standard has been used as a secondary reference, because it does not have a specific provision for liquid retaining structures. The Indian Standard ' Criteria for Earthquake Resistant Design of Structures' has been used for earthquake load analysis. The software used for analysis was SAP2000 Version 6.1. Prior to the application of that software to the reservoir design, it was tested on the analysis of simply supported and continuous beams and water storing cylindrical containers. Good conformity of output results with manual calculation was established. In modelling the reservoir elements, grids were established with the aim of producing quadrilateral elements with somewhat proportional dimensions in two adjacent axes Output ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 12results were studied on the computer screen Wherever a srress concentration was observed, engineering judgement was used to compare the stress diagram on the computer screen arid the printed outputs. The reservoirs will be constructed of reinforced concrete. The connections between the floors and walls, and the walls and roofs are monolithic. In order to reduce the risk of leakage, a waterslop will be built into in the floor-wall connection. The roofs have two hatches; a large one to facilitate the removal of pipes and a small one for access into the reservoir. The roofs will be covered by a 75 mm thick crushed stone layer, as a protection against sunshine. Pumping stations To minimise the effects of differential settlement, the pumping stations have been designed as separate structures from reservoirs. Rectangular pumping stations are reinforced concrete structures below ground level. Above ground level, the pumping stations generally are masonry and concrete block work structures. 3.2 Transmission Mains 3.2.1 Pipe material The materials generally used for transmission and transfer mains are ductile cast iron (DCI) and galvanized iron (GI). However unplasticised polyvinyl chloride (uPVC) has been used in corrosive areas where pressures are sufficiently low. Gl has only been used for relatively small, low-pressure mains. For distribution pipelines. DCI, uPVC and Gl pipes have been used, with the choice of material depending on size and ground conditions. Although uPVC rubber-jointed pipes are available in smaller sizes (down to 50 mm diameter). Gl has been adopted for pipes smaller than 50mm diameters as these pipes are more at risk of becoming exposed. 3.2.2 Pipeline Installation Allowance has been made for lm minimum cover to transfer and transmission mains and 0.8m minimum cover to reticulation pipelines tor buried installations in soils and soft rock. In addition, allowance has been made for 1 m minimum cover to reticulation pipelines that are laid under road camageways and verges. Where the minimum cover cannot be achieved, the mains and pipelines will be encased in concrete. Where hard rock is encountered over appreciable lengths of a pipeline route, the pipe may be laid above ground supported on plinths. Strategically positioned washouts and air valves have been provided at low and high points respectively on transfer and transmission mains. Air release al the d’scharge end of transfer mains will be by discharge into the relevant reservoir. Where there is a need, on a case-by-cuse basis, air release valves have been provided on major distribution pipes, which have few or no consumer connections. Washouts for distribution systems have been provided at selected low points, normally natural drainage features e.g. streams and gullies It is envisaged that fire hydrants, where provided, will also be used as washouts for the distribution systems ESPC3 Ten Towns -Arba Minch • Final Design Report3.3 Storage Reservoirs The most appropriate and economical approach to the sizing of service and balancing reservoirs is to carry out a 24-hour supply and demand simulation so as to produce the corresponding design mass curves and determine the design parameters. However, this requires reliable historical data on hourly water demand variations for the town in question. Such data have not been available and, in their absence, the standard simplified approach of assuming a percentage of the maximum day demand has been used as the basis for sizing the reservoirs. The water storage provision for emergency purposes for Arba Minch has been set at a minimum 33.3% of peak day demand, which is equivalent to 8 hours of peak day demand. The simulations done as part of the distribution system network analyses have shown that reservoirs of such a capacity are, for the assumed hourly demand peak factors, more than adequately sized to balance out daily variations between supply and demand. 3.4 Distribution System The distribution system has been designed for the pressure zones needed to supply the area covered by the relevant Development Plan. The distribution system design complies with the criteria shown below. • Minimum working pressure 10 m. • Maximum working pressure 60 m (exceptional conditions 70 m). • Minimum new pipe diameter 1" (DN 25). • C-value of 100 (Hazen-Williams). The outputs of the network analyses that have been undertaken for the town are presented in Annex D. 3.4.1 Peak Factors and Hourly Variation The distribution networks have been analysed using the extended period simulation feature of the applied computer software. The peak factor applied and its hourly variations have been handled automatically by the software, giving results for each hourly period. Peak factor values have been entered into the software data according to the populalion-vs-peak factor curve given in the documented design criteria. The peak factors range from 1.8 to 2.8, depending on the zone and its projected population at the design horizon. Hourly values for the peak factor have also been entered into the network data. The peak factors actually used in each analysis are given on the relevant nodal diagram. These data are also given in Annex D. 3.4.2 Noda) Demand Calculations The output of the network nodal demand calculations is presented in Annex D-l. The nodal demand calculations have been performed in the following manner: • To each plot of the town Development Plan, a water demand category (domestic, non-domestic, non-user) has been allocated. • The area of each plot of the Development Plan has been established. ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 14• The estimated total domestic water demand on the peak day has been distributed to the land plots that were categorized as “domestic”, arriving at an average demand-per- hectaie value. • The estimated total non-domestic water demand has been distributed to the plots that were categorized as “non-domestic”, arriving at an average demand-per-hectare value. • Each plot of land has been assigned to a network node. • The individual plot demands for each node have been calculated and then aggregated, thus arriving at the nodal demands. • The nodal demands for the design horizon have been calculated separately using the appropriate total peak day demands for the horizon. 3.43 Operating pressures The maximum distribution network operating pressures have been determined under minimum demand conditions when the service reservoirs are full. The minimum operating pressures have been determined under peak demand conditions with the service reservoirs drawn down. Operating pressures and flows are shown in Annex D-3. 3.4.4 Pipe Roughness (Hazen-Williams) A commonly-used roughness value for pipes in distribution systems (when using network models with a k-value directly in millimetres) is 1 mm, irrespective of pipe material. This corresponds roughly to a Hazen-Williams C- NBS (non-breaking space) value of 100. This value is commonly adopted in order to model the form head-losses generated in a distribution system without modelling the minor losses at fittings individually. This methodology complies with the recommendation of the Association of German Water Supply Authorities (DWGV) in their working paper D-404, which gives a universal k-value of 1 mm (C=100) for distribution systems. Accordingly, a roughness value of C= 100 has been assumed for existing and new pipes in the distribution systems. 3.4.5 Public Taps Additional public taps have been provided in accordance with the scheme coverage area and the number of people to be served. Indicative positions have been shown for public taps on the reticulation network drawings, but the final positions will be determined in conjunction with the WWSO during scheme construction. Each public tap will have six faucets and will be enclosed in a fence and constructed with proper drainage so as to provide sanitary conditions, all as shown on the typical drawings. 3.5 General Structural Design Criteria Standards The British Standard BS 8007: 1987 ‘Design of Concrete structures for Retaining Aqueous Liquids has been used as the main reference for the design of the reservoirs and other major water retaining structures, such as pump sumps. Because it does not have any specific provision for liquid retaining structures, the Ethiopian Building Code Standard has been used as a secondary reference for the design of the water retaining structures. It has. however, been used as the primary reference for the design of the other structures, such as pumping stations and pipe ESPC3 Ten Touns -Arba Minch - Final Design Report 27/O7/2(XM 15bridges. The Indian Standard 'Criteria for Earthquake Resistant Design of Structures' has been used for earthquake load analysis. Earthquake zone The Ethiopian Standard “Loading” (ESCP 1) gives the seismic risk map for Ethiopia. Arba Minch is situated in Zone 4. Software application Structural analyses have been undertaken using the SAP2000 program, supplemented by hand calculations where appropriate. The program is based on the finite element method of analysis. 3.6 Mechanical and Electrical Design Criteria 3.6.1 Pump ratings The pumps have, in general, been sized to supply the estimated peak day demands in the Year 2015 when they are operated for a maximum of 20 hours per day. However, pumping for up to 22 hours per day in 2015 has been allowed for as a means of reducing the balancing storage requirement where the estimated safe yield from a source is unable to supply the projected peak day demand in the Year 2015 in 20 hours or less per day, but is able to do so in 24 hours per day. This situation occurs, for example, at the Arba Minch spring site, where the estimated minimum available yield of 90 1/s from the springs taken over 24 hours is approximately equal to the projected 2015 peak day demand of some 7,800 m per day. 3 3.6.2 Standby capacities Where feasible and cost effective, pumping stations have been equipped with a duty pump set and a standby pump set i.e. provision has been made for 100% standby capacity. Where practical and cost considerations favour the installation of two duty pump sets operating concurrently in parallel, pumping stations have been equipped with a single standby pump set 1 i.e. provision has been made for 50% standby capacity . Where pumping stations will normally receive their electrical power requirements from the Ethiopian national electricity grid system, minimum standby diesel generating capacity has been provided to enable the pumps to be operated during power outages. For multiple pump installations, the standby diesel generating installations have, in order to reduce capital costs, only been designed to supply approximately 50% of the pumps. 3.63 Ambient Conditions The following ambient conditions have been used for the design: Maximum temperature : 40° C Minimum temperature : 10° C Relative humidity : 100% The nominal power output of diesel generating sets has been de-rated in accordance with the foregoing and the altitude of the site. ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 164. WATER DEMAND 4.1 Water Demand Projection 4.1.1 Basis of Water Demand Projection An analysis of water supply data that has been carried out for a large number of urban areas in Ethiopia indicated that water demand is related mainly to town size and hardly related to other town specific characteristics, such as climate and altitude. Hence, water demand projections for Arba Minch, as for the other nine towns, were based on town size. However, adjustments to the water demand projections were made at the very end of the feasibility study period, introducing additional parameters, namely climatic conditions and economic growth potential of the town. The total water demand encompasses the sum of the domestic demand, commercial & institutional demand, animal demand, and allowance for unaccounted water. Thus, to design different elements of the water supply schemes, different demand conditions with the respective factors were taken into consideration. The main demand conditions are the average daily demand and the maximum daily demand. These demands have been projected as described below. 4.1.2 Domestic Demand The domestic water demand is categorized into house connection, yard connection (own), yard connection (shared) and public tap. The proportion of the population that is expected to fall into each category is, as mentioned above, related mainly to town size and is recorded in the Master Plan. The percentages applicable to Arba Minch in the year 2000 and in Year 2015 and Year 2025, as taken from the Master Plan data, are summarised in Table 4-1 below. Table 4-1 Population Percentage Distributions by Mode of Service User category / Year 2000 2015 2025 House connection 4.3% 5.7% 7.3% Yard connection (own) 13.6% 24.6% 31.6% Yard connection (shared) 13.2% 28.7% 36.7% Public Tap 51.9% 39.0% 23.4% Not connected 17.0% 2.0% 1.0% Total 100% 100% 100% The per capita demands for each category' were also found to be related mainly to town size and are recorded in the Master Plan. However, the per capita demands at public taps recorded in the Master Plan are, in most cases, less than the generally accepted minimum figure of 15 litres/person/day, with this being particularly the case for smaller towns. Where this has occurred, the per capita demands at public taps recorded in the Master Plan have been adjusted upwards so as to give a minimum value of 15 litres/person/day in the year 2000 for the gross per capita demand at public standpipes. The gross demands have been calculated using the assumed allowances for unaccounted-for water (UFW) shown in Table 4-4 below. The per capita demands applicable to Arba Minch in the year 2000 and in Year 2015 and Year 2025, as taken from the Master Plan data and adjusted as described above, are summarised in Table 4-2 below. ESPC? Ten Towns -Arba Minch - Final Design Report 27/07/2004 17Table 4-2 Projected Per Capita Demand by Mode of Service User category / Year Units 2000 2015 2025 House connection litres/day 82.10 122.50 137.90 Yard connection (own) litres/day 28.20 33.70 37.90 Yard connection (shared) litres/day 15.40 24.50 27.60 Public Tap litres/day 12.90 21.20 23.20 Not connected litres/day 0.00 0.00 0.00 Average per capita domestic demand litres/day 1939 31.20 37.98 4.13 Animal Drinking Water The estimated demands for drinking water for cattle and sheep/goats were 25 and 5 litres/day per head respectively. Based on the results of the socio-economic survey, allowance has been made for 15.7% of households to have 3 cattle each, on the average, and for 13.7% of households to have 3.14 sheep/goats each, on the average. This corresponds to an animal watering demand of 2.59 litres per town inhabitant per day, which has been assumed to remain constant throughout the design period. 4.1.4 Commercial and Institutional Demand The allowances for non-domestic water consumption have been based on the Master Plan figures, as recorded in below. Table 4-3 Non Domestic Piped Water as of Domestic Population 2000 2015 2025 > 30,000 40% 30% 30% <30,000 50% 35% 30% The percentages tabulated above have been applied to the sums of the estimated domestic and animal drinking water demands. 4.1.5 Unaccounted for Water Recorded losses in Arba Minch were only 14% in 1999/2000. This level is not considered to be representative of the actual situation. For that reason, higher percentages have been used for projection purposes. It has been assumed that the percentage will increase gradually to a maximum of 22.9% in Year 2025. 4.1.6 Climatic and Economic Prospects Factors Although the Master Plan indicated that water demands are not greatly affected by climate or economic conditions, adjustments for climatic effects have been made with reference to the altitude of the town and adjustments for socio-econonuc effects have been made taking into account the prevailing standard of living and potential for development in the town. The adjustment factors that have been applied to water demands in Arba Minch for climate and economic prospects are 1.04 and 1.00 respectively. ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 18I 2 Summary of U ater Demand Projection Fhe projected total water demands for Arha Minch are vum/njnved in Table 4 4 hcky» Table 4-4 Summary of Water Demand Projection Description/ Year Unit 2000 2005 2010 2015 2020 2025 Projected Population No 60.69 1 75.997 114.676 138351 166.511 Projected average per capita Domestic Demand 1/c/d 19.39 20 28 28 48 31.20 34 26 3? 98 Projected Domestic Demand m 7d 977 1449 2602 3506 4681 6261 Animal Demand mVd 157 196 242 296 359 430 Commercial and institutional Demand % 40 40 35 30 30 X) Commercial and Institutional Demand mVd 453 658 995 1.141 1312 2.orr Total Demand (excluding UFW) mT/d 1.587 2.303 3.840 4.943 635) 8.699 Allowance lor UFW % 14.0 17.2 19 4 21.0 22 I 22 9 UFW m7/d 259 480 926 1314 1.860 2383 Total including UFW mVd 1.846 2.783 4.766 6357 8 4] 1 11282 Climatic and Economic Factors 1 04 1.04 1.04 1.04 1 04 1 04 Gross Average Daily Demand. mT/d 1.920 2.894 4,957 6307 8.747 11.731 Maximum Dav Factor 1.21 1.21 1.21 121 1 21 12! Maximum Daily Demand mJ/d 2.323 3,501 5.998 7374 10 583 I4J9J Maximum Daily Demand l/s 26 89 4052 69.42 91.13 122 49 164 29 4J Conclusions The average domestic water demand has been projected to increase to 3 50b m 'das m the vear 2015 and to 6 261 m /day in the year 2025. These figures correspond to 30 6 Lues, cap lx das and 37.6 litres/capita/day overall consumption per town inhabitant for the scan 2015 and 2025. respectively Non-domesuc demand, currently estimated at 40% of domestic demand, has been projected to decrease to 30% by the year 2015 and to remain at (hat figure Present unaccounted-lor water (UFW) is reported to be at the level of t4%. which is considered to be unrealistic II has been projected to increase to more realistic values ol about 2IT and 23‘c by the years 2015 and 2025. respectively The projected maximum daily water requirements are * S?4 m da\ in the year 2<>|5 and 14. Jo? m day in the year 2025 The upgraded and augmented water supply scheme has been designed to satisfy the projected wjter demanJ in the yea- 20155. WATER RESOURCES 5.1 Arba Minch Springs There are numerous big multiple-eye springs, known as Arba Minch Springs, located at the fool of the north-cast/south-west trending escarpment below Bekele Molla Hotel. The presence of colluvium deposits along the line of springs makes it difficult to identify the exact total number of spring eyes. These springs emerge at the foot of a fault escarpment along a spring line of about 100 m length. Their total discharge is estimated to be in the range of 110 1/s to 380 1/s. The estimated maximum daily water demands for the years 2015 and 2025 are about 91 1/s and 164 1/s respectively. If there were no limitations on the use of the total available springs flows, it would theoretically be possible to utilize spring water to supply all projected water demands in Arba Minch until about the year 2018. Within the framework of the Environmental Support Project, environmental studies were conducted, which revealed that due care should be taken in utilising Arba Minch Springs for domestic waler supply. The down stream area is an internationally recognised reserved wildlife area that could be negatively affected by reduced spring yields. However the Arba Minch Springs are not the only water source in the area; the area also receives water from a river north from Arba Minch, which is intensively used for irrigation purposes. The following measures have been taken to mitigate potential negative impacts on the downstream reserved wildlife area. Design of spring tapping The design of the new spring tapping structure allows for a minimum of 20 1/s to be released into the natural environment before any of the flow can be abstracted for pumping to Arba Minch, leaving the balance available to supply the projected water demands in Arba Minch up to the design horizon (Year 2015). Environmental Monitoring Programme An Environmental Monitoring Programme should be conducted including : A Baseline Survey should be conducted into the condition of the environment / ecology that is potentially endangered by reduced Hows from the springs (types and count of number of species, flora and fauna; variation over seasons. Reference is made to the Environmental Studies conducted by ESP. Based upon the results of the baseline survey a set of ecological monitoring parameters should be selected. - A Monitoring Programme should be designed. Monitoring parameters will include the Arba Minch Spring flow, the flows in the river north from Arba Minch and the quantities of water abstracted for irrigation purposes, precipitation, groundwater level and the ecological parameters identified during the baseline survey. The Monitoring Programme should further define the frequency of monitoring (measurement and analysis) and the frequency of evealuation and presentation of results. Finally the Monitoring Programme should define the responsible agency (who is implementing the Monitoring Programme and to whom is the implementing agency reporting). Implementation of the Monitoring Programme. It is advised to embark on a monthly monitoring programme, to be conducted by the agency responsible for domestic water supply and to report to the Regional EP A office. 5.2 Boreholes A well field which is capable, in conjunction in with the Arba Minch springs, of supplying the projected maximum daily waler demands in the year 2025 has been identified to the north of Arba Minch. It is envisaged that, after the year 2015, the supply available from the Arba Minch 20 ESI’C' Ten Town*. --■Arha Minch • final Design Rrpon 27/(17/?OO4springs will be utilized to supply Zones 1,2 and 4 in Arba Minch and that water from the proposed well field will be pumped to the Zone 3 reservoir site for distribution in Zone 3. The detailed design, which covers infrastructure required up to the year 2015, docs not include the development of the well field or its connection into the water supply system. 5.3 Water Quality According to studies conducted by “The 12 Towns Water Supply. GWE, 1998“ and Arba Minch Water Technology Institute, the waler from the Arba Minch springs is characterized by a low mineralisation level, a dominating bicarbonate content (soft spring water) and a low content of sulphates and chlorides. The water is neither corrosive nor encrusting and within the limits of the WHO guidelines. The spring water will be collected in enclosed tapping chambers and piped to the wet wells so as to minimise the risk of it becoming polluted. Il is currently distributed to Arba Minch without any treatment other than the addition of chlorine, by means of a drip system, at the Zone 2 reservoir site. The design docs not include any additional facilities for treatment of the spring water. The water from the springs and the boreholes will not require any treatment other than dosing with chlorine to protect it against contamination during distribution. As the expertise and facilities required for operating and maintaining electro-mechanical chemical dosing equipment are not likely to be available in Arba Minch, at least initially, it has been assumed that the dosing of chlorine, in the form of hypochlorite solution or granules, will continue to be done by hand in the reservoirs. Relevant water quality parameters are shown on the Table 5-1 below. Table 5-1 Water Quality Parameters Arba Minch Spring Parameter Concentration (ms/l) ♦ Colour (app) Turbidity (NTU) Total Solids 105° C 182 Total Diss Solids IO5°C 174 Electrical Conductivity (ms/cm) 307 r'J 83 Oxygen Dissolved as Ammonia (NIL) Sodium (Na) 14 Potassium (K) 1.8 Total Hardness as Cacoi 142 2 Calcium (Ca ) 36 2 Magnesium (Me *) 12.6 Total Iron (Fe) 0.01 Manganese (Mn) 0.2 Fluoride (F) 0.23 Chloride (Cl) 2.98 Nitrite(No ) ; Nitrate(No») N.I Alkalinity (Cacob 160 Carbonate (Co 02 72 Bicarbonatc(HCOi) 168 4 Sulphate (SOJ2 Nil 1 Phosphate (IX34 , 008 Boron (B) Silica (SiO2) •. Analysed by Water Works Design ASupcrvision Enterprise Lab Id No 055/93 - Date ol saninlmv O4/0S/2IX)1 Date of analysis 10/05/2001 21 ESI’C' len loun*. 27/(17/2004 Arb.i Minch final Design Rcpon6. EXISTING WATER SUPPLY SYSTEM 6.1 Overview The waler supply system for Arba Minch town was last extended in 1987, with a design period of 10 years. The scheme relies on springs, from where water is pumped to two ground level storage reservoirs. Each reservoir serves a separate supply zone. The scheme appears to have been well constructed, though the design life has now been surpassed for mechanical and electrical equipment and some equipment is already out of order. The distribution system, comprising 26.4 km of pipeline, presently covers about half of the town. The distribution system serves 25 public taps (PTs) and close to 3000 private connections. All connections and public taps are metered. The scheme is run by the local water supply service office (WSSO) in Arba Minch, w'hich is supported by the Zonal Water, Mines and Energy Department (ZWMED), also in Arba Minch. The Regional Bureau is situated in Awasa. The scheme is being operated for 22 hours per day under normal conditions, producing the equivalent of about 26 litres per head of current population. 6.2 Water Sources The Arba Minch Springs arise in the southeast area of the town, at the base of the escarpment running between lakes Chamo and Abaya. The springs are concentrated in a relatively small area. The average yield of all the springs is estimated to be 180 1/s (50 m3/h) with estimated minimum and maximum flows of 110 1/s and 3801/s, respectively. Approximately half the springs are presently tapped for the water supply, though the installed capacity of the pumps (currently about 94 m3/hr) is not sufficient to utilize the tapped yield. Less than half of the currently tapped yield is utilized for supply. 6.3 Transmission The tapped spring water is collected at the spring site in a tapping chamber from where it flows by gravity to the sump of the pump house. Three identical pumps are installed in the pump house, each rated at 94 m3/h at 180 m head. There is space and provision for a fourth pump. Two pumps are used consecutively to provide a 22-hour supply. The third pump, used as a standby, is presently partly dismantled and in need of repairs. No water metering facilities have been provided at the spring site. The rising main is of ductile cast iron (DCI). diameter DN 200 and length 698 metres, delivering to a 500 m‘ distribution reservoir some 173 m above the spring site. A Hydrophore surge vessel was installed on the rising main within the pump house but it is presently non- operational due to a broken-down compressor. The pump/motor sets are normally energized from the EEPCO grid via a 15/0.4 kV 315 kVA transformer. A stand-by 283 kVA diesel generator set is available. Diesel storage consists of 3 standard drums of 200 litres capacity each. ESPC3 Ten Towns -Arba Minch - Final Design Rcpon 27/07/2004The spring and pumping station site has reportedly been flooded once from cs»< » ivr •-•jrlMe waler. with consequent damage to electro mechanical installations in the purnp h u t. which is below ground level. Two operators live at the site, each performs a 12 hour shift Sanitation fiuibuet 'septic tank for the operators are available but reported to be unsatisfactory At (he receiving reservoir. (he rising main from the spnng ide pumping station discharges into the reservoir through an altitude valve (presently out of order j. This 5<JOrr? reservoir act* as -a sump for a booster pump station that supplies water to (he upper lest! 300m' reservoir The pump room has two multi stage centrifugal pumps rated at 35 m’^h at 115 m head with 22 i.U motors There is provision for a third pump These pumps ire operated 24 hours per day. alternating 12 hours each The nsing main to the upper reservoir is 2 4 ion long IXT and uPVC ON 200. with a 160 m length of ON 150 pipeline The static head is HP me^es The pumpi and pipeline are protected by a Hydrophore surge vessel, but again dus ts presently r- ? operational due to a faulty compressor The bcMistrr station is energized from the EEPCO gTul via a 15/0 4 kV 200fcV A vaftafonrer An emergency 40 kVA diesel generator set is housed separately Diesel storage of IU0 l;at> h provided in a lank integral with the generator motor V»jicr meters are provided on both the nsing main to the upper reservoir and on the transmission main to the lower distribution zone However both water meters ere »>-i (f nrder I wo pump operators live at the 500 m' reservoir site, each working a 12 Jxw st: ft Lm.--*d miomm<wlation is available tor these operators, but no sanitation f.Kdi<ie» A.4 Storage There is limited storage at the spnng site in the spring catchment char dvr and the p-.m? w et well the following distribution storage reservoirs arc in use • A circular ground level reservoir 11 m in diameter with a 4 2 m water depth in rrmforced concrete, of 500 m uapucity acting as a supply reservoir for the lower zone am! as a sump tor me booster station Alongside the 500 m water roerwur is s square re^cTvs .■’ - i idrr construction of about 100 in capacity The operational staff report* that reservoir it now utilized as an overflow collection vessel Its useable storage is about half (hat volume i < about 50 m’ and it will be demolished to make space fa new facilities • A circular ground level reservoir II m in diameter and with a JO m water depth of reinforced conerttr construction and WM) m’ capacity which mu m a supply reservoir for the upper distribution zone a 5 Distribution System I he distribution system is divided into two major rones r^h > applied by one of rhe rwo storage reservoirs lath num zone is subdivided into two by pressure rrduc.r.g valves »PR\xt The entire system thus comprises four pressure rones Hu- USSO has repined a pr 4Mem u *’ ..nr • d the Pk\ s (he distribution system .overs a little more than half rd the developed area < f the i vn F} e following table mduaies die lengths and diameters of distribution pipelines. indudmg the using mains Both galvanized mild sierl (fill pipes and uP\ ( pipr< base hern ut.hzed tn (hr v. xfenTabic 6-1 Existing Distribution Pipework Lengths Diameter Length, metres l 1//’ 360 172" 3,670 2" 8,623 272" 215 80 mm 3,631 100 mm 3,580 150 mm 1,380 200 mm 4,905 Totals 26,364 The WSSO has reported that there are 2,944 operational consumer connections and 25 public taps (PTs), of which 6 are not operational. 6.6 Operation and Maintenance The system is operated by the WSSO in Arba Minch. The water tariff is set by the Regional Water, Mines and Energy Bureau (RWMEB) in Awassa. However, the WSSO collects the water revenues and utilizes these for its O&M activities. All connections are metered including the PTs. Water from PTs is sold by public tap attendants, with a quantity control being carried out by the WSSO according to the PT meter reading. Day-to-day maintenance is carried out by the WSSO, as long as it is within its financial and technical capability. Matters that the WSSO cannot handle are dealt with by the Zonal Water, Mines and Energy Department (ZWMED). If the ZWMED does not have the resources to cope with the matter, it is handled by the Regional Water, Mines and Energy Bureau (RWMEB). ESPC3 Ten Touns -Arba Minch - Final Design Report 27/07/20047. SELECTED WATER S UPPLY SYSTEM The upgrading and augmenting of the existing water supply scheme in Arba Minch includes the construction of the infrastructure and the installation of the mechanical and electrical equipment listed below: • Construction of a new reinforced concrete spring tapping chamber and wet well at Arba Minch Springs. • Construction of a DN 200 DCI rising main approximately 700 m long. • Construction of a DN 150 uPVC gravity main approximately 1800 m long. • Construction of three circular, reinforced concrete reservoirs of respective capacities 3 300, 400 and 1000 m and a reinforced concrete booster pump station. • Construction of DN 40 - DN 400 reticulation pipelines with a combined length of approximately 40 km (GI, uPVC and DCI pipes). • Installation of new pumping plant in the new wet well at the springs and the new booster pumpstation • Replacement of all the existing pumping plant, including the refurbishment of the standby diesel generating set at the Springs and the installation of a new diesel generating set for the booster pumpstations. Details of the service area as well as of the selected water supply system are provided below. 7.1 Service Area The water supply service area of Arba Minch, according to the Development Plan, and the expected future growth areas to the north into the Arba Minch State Farm, are shown in Figure 1-2. The topography of the Development Plan area is such that the elevation difference between the lowest and highest parts of the town is 243 m (1483m - 1240m). The Development Plan area has therefore been divided into pressure zones to limit the distribution pressure, as far as possible, to a maximum of 60 metres head, in accordance with the design criteria. The existing distribution system is already divided into two primary zones, each served by one of the two existing service reservoirs. Each of these zones is, in effect, further divided into two secondary zones by the use of pressure reducing valves (PRVs). This arrangement results in four sub-zones, though the operating pressures in two of these zones are a maximum of 100m head with 10-bar pipes having been laid where required. Due to the operation and maintenance problems already being experienced by Arba Minch WSSO, consideration was given to eliminating the PRVs. However, in order not to under-utilise the investments already made in high-pressure pipes (i.e. operate them at only 6-bar pressure) and to avoid increasing the number of pressure zones (and therefore service reservoirs), it has been necessary to replace the existing PRVs with new PRVs in different locations. The development plan area of the town has been divided into four primary zones (Zones 1-4), with two of these zones (Zones 1 and 2) corresponding approximately with the present zoning. Extension areas of the town, to the nonh, will form two further zones (Zones 5 and 6) in due course, but these are at elevations that will enable them to be served from the reservoir that is being constructed for Zone 3. The water supply zones are shown in Figure 7-1 overleaf. ESPC3 Ten Towns -Arba Minch - Final Design Rcpon 27/07/2004 25Zone 6 Extension to Year 2025 360 ha Max ground level 1280 in an is I Min ground level 12*10 m amsl Zone 1 (within Development Plan Boundary) 237 ha Max ground level 1490 m amsl Min ground level 1385 m amsl Zone 5 Extension to Year 2015 297 ha Max ground level 1250 m amsl Mm ground level 1240 m amsl Zone 3 (within Development Plan Boundary) 546 hu Max ground level 1290 m amsl Min ground level 1250 m amsl Zone 4 (within Development Plan Boundary) 218 ha Max ground level 1445 m amsl Min ground level 1370 ni amsl FIGURE 7.1 Water Supply Zoning Scale7.2 Water Source It has been estimated that, if up to 90 1/s of water is abstracted from the Arba Minch Springs for the Arba Minch water supply, then at least 20 1/s of spring water will remain available at all times for release into the surrounding Nechsar National Park to adequately cover its ecological demands. This means that the projected year 2015 peak day water demand for the town of 91.13 1/s can, in effect, be met from the Springs. At the Springs, shallow groundwater flow will be intercepted by a new 87 m long enclosed infiltration gallery (tapping chamber) equipped with 50 NB slotted collector pipes surrounded by a graded filter. From an abstraction sump in the gallery, two DN 300 pipelines will transfer water to the new wet well and to the existing wet well (See Drawings No. AM/002 and AM/003). Water from the new spring tapping chamber will normally be transferred to the new wet well via the existing wet well. This will ensure that the existing wet well, which has limited balancing storage capacity, remains full at all times. The existing wet well, which will continue to receive the flow from the existing spring tapping chamber, will overflow into the new wet well. If the existing wet well has to be taken out of service for any reason, spring water collected in the new tapping chamber can be transferred directly to the new wet well via a separate pipeline. Overflows from the new wet well will be returned to the environment via an extension of the existing overflow pipe from the existing spring tapping chamber. The abstraction sump in the new tapping chamber incorporates a fixed weir and orifice plate designed to ensure that water for Arba Minch water supply can only be abstracted when the total spring flow at the new gallery exceeds 201/s. The spring site is quite flat and the interconnecting pipework at the site has had to be sized carefully to ensure, on the one hand, that the design flow can be transferred to the wet wells when inflows into the tapping chambers are low and, on the other hand, that those structures are not drowned out when the inflows into them are high. Some submergence of the collector pipes in the tapping chambers has, nonetheless, been unavoidable. Fixed overflow weirs in the tapping chambers ensure that the water levels in them, and in the surrounding ground, do not rise above the surrounding ground levels. Details of the hydraulic calculations for the interconnecting pipework and overflow facilities are given in Annex A, which also includes the calculations associated with the release of the first 20 1/s of the inflow’ into the new tapping chamber to the environment via an orifice plate. Water from the springs will not require any treatment other than disinfecting w’ith chlorine to protect it against contamination in the distribution systems. As the expertise and facilities required for operating and maintaining electro-mechanical chemical dosing equipment are not likely to be available in Arba Minch, at least initially, it has been assumed that the dosing of chlorine, in the form of hypochlorite solution or granules, will continue be done by hand, as and when required, in the reservoirs. If that situation changes, it will be feasible to install electro­ mechanical chemical dosing equipment in the rooms in the generator houses that have, for the time being, been designated as storerooms. 7.3 Pumping and Related Equipment Groundwater collected in the new reservoir/wet well will be pumped into the new 300 m5 storage reservoir at the Zone 2 reservoir site. The pumping scheme incorporates three vertical submersible turbine pumps installed in a wet well w’ith an effective capacity of about 330 m\ This capacity corresponds to the balancing storage required if, when the inflow into the wet w-ells is at its estimated minimum value of 90 l/s, a total of 100 1/s is being pumped in two 11 hour cycles separated by 1 hour breaks. The pumps will be installed in a deeper section of the wet well in DN 300 steel pipe casings cast into the concrete roof slab of the wet well and ESPC3 Ten Towns -Arba Minch - Final Design Repori 27/07/21KI4 ^7supported at the floor slab (See Drawing No. AM/004). The pipework for these pumps will be also installed on the roof slab and will be supported by fabricated steel frames. The wet well has been provided with an overflow weir to prevent flooding, and a peripheral drain and concrete footings to prevent flotation. The three pumps (two duty and one stand-by) will pump into the reservoir via a 676 m long DN 200 DCI pipeline. The duty point for two pumps operating in parallel has been estimated to be 50 1/s at 185 m total head. Each pump arrangement will include the submersible pump, the pipe riser, a suing check non­ return valve and an isolating valve. Electrical equipment for the new pumps will be housed in a vacant room in the existing Operation Building. The existing emergency diesel generating set will also be used to drive the new pumps. It will only be able to drive one pump if a pump in the existing dry well is being operated simultaneously. Otherwise, it will be able to drive both duty pumps in the new wet well. The three aged pump sets and the electrical equipment in the existing dry well will be replaced. The replacement pumps (two duty plus one standby) have been designed to deliver 50 1/s into the existing 500 m3 reservoir at the “Zone 2 reservoir site via the existing DN 200 DCI rising main when the two duty pumps are operating in parallel. The existing pipework will be modified as necessary to accommodate the new pumps and the existing Hydrophore surge vessel and compressor will be re-furbished in order to protect the rising main against water hammer pressures. The duty point for two pumps operating in parallel has also been estimated to be 50 1/s at 185m total head. The spring site will be barbed wire fenced to protect the site, chambers, pumpstations and the generator houses (See Drawing No AM/002). 7.4 Transmission 7.4.1 New Wet Well at Arba Minch Springs to Zone 2 Reservoir Site Two pumps operating in parallel in the new wet well will pump about 50 1/s at 185 m total head into the new 300 m3 Zone 2 Reservoir via a 676 m long DN 200 DCI pipeline. The rising main will be equipped with strategically positioned ARV/vacuum breakers and scour or flushing devices. It will discharge into the reservoir via an uncontrolled inlet pipe located just above the top water level (TWL) of 1399.55 m a.m.s.l. The estimated TWL and minimum water level in the new wet well are 1225.70 and 1223.70 m a.m.s.l. respectively, giving a maximum static head of 175.85m. The pipeline profile shows an initial steep section up to Ch 425 between elevations 1225 and 1378 m a.m.s.l, followed by a flat section from Ch 425 up to the end of the pipeline at Ch 676 the elevation of which varies between 1378 and 1396 m a.m.s.l. (See Drawing No. AM/007). The above-mentioned flat section of the pipeline may generate negative pressures, and was investigated as a potential source of instability during transient conditions. The maximum and minimum surge pressures have been estimated using Surge5, a waterhammer analysis program developed by Prof. DJ Wood and JE Funk of the Civil Engineering Software Center of the University of Kentucky. ESPC3 Ten Touns -Arba Minch - Final Design Report 27/07/2004 28Four scenarios have been selected based on the most critical conditions for analysis of the surge pressures in the pipeline. These are based on instantaneous power supply interruption to the pumpstation. These cases are as follows: • Pumping to the reservoir without surge protection. • Pumping to the reservoir with a non-retum valve (NRV) at Ch 425 on the 200 NB pipeline. • Pumping to the reservoir with a non-retum valve (NRV) at Ch 425 plus two air release valves/vacuum breakers at Ch 430 and 617 on the 200 NB pipeline. • Pumping to the reservoir with a non-retum valve (NRV) at Ch 425 plus a bladder vessel at Ch 5 on the 200 NB pipeline. The results of the surge analysis can be seen in Annex B. 1. The recommendations implemented in the design of the rising main are summarised as follows: 3 • Installation, as waterhammer protection, of a 1.0 m vertical bladder vessel pre-charged to 120 m head (12 bar) at the pumpstation after the main NRV (See Drawing No. AM/005). • installation, as additional waterhammer protection, of a DN 200 NRV at Ch 425 in order to isolate the unstable section of the pipeline and to control the maximum pressures in the lower section of the line (See Drawing No. AM/008). • Pressure rating of pipes, fittings and valves to PN25. This pressure rating for pipes, fittings and valves will protect the system against inefficient maintenance and malfunctioning of the bladder vessel or NRV (See Drawing No. AM/007). • Installation of swing check non-retum valves equipped with counter weights for fast and positive closure. The envelope of maximum and minimum pressure with the adopted protection can be seen in Figure 7-2 below. Figure 7-2 Surge Analysis with 1 m Surge Bladder Vessel. Shutdown Envelope of Max. and Min. Pressure ARBA MINCH Vessel’ 19.992 sec.[| 3 178 9 1352 1042 28.3 421 31 fl u 0 1 .o la 9J K6 109.7 78 261 16 7 Mx Hd Head r- > I i” l«J Q <*7 r i • i*i 9Q-* n j 424 8 587 5 I 049 (Fil’ _ r ■ 11 ESPC3 Ten Towns-Arba Minch - Final Design Report 29/07/20(M 297.4.2 Existing Dry well at Arba Minch Spring Site to Zone 2 Reservoir Site Two new pumps operating in parallel in the existing dry well will pump about 50 1/s at 185m total head into the existing 500 m3 Zone 2 Reservoir via the existing DN 200 DCI pipeline which is about 700m long. The TWL in the reservoir is 1399.52 m a.m.s.l. The TWL in the existing wet well, which will normally be overflowing to the new wet well, is 1226.39 m a.m.s.l. giving a maximum static head of 173.13m. Water hammer protection will be provided by the existing Hydrophore surge vessel and compressor, which will be re-furbished under the mechanical/ electrical contract. 7.43 Zone 2 Reservoirs to Zone 1 Reservoir Water is pumped from the existing 500 m Zone 2 Reservoir to the existing 300 m Zone 3 3 1 Reservoir via an existing DN 200 DCI main and the Zone 1 distribution system. It enters the Zone 1 Reservoir via a bottom inlet/ outlet pipe (“floating reservoir” system). The average water levels in the Zone 1 and Zone 2 Reservoirs are 1510.40 and 1397.30 m a.m.s.1. respectively, giving an average static head of 113.10m. Dynamic analysis of the system has indicated that the pump duty could vary from about 14.0 1/s at 121.5m head to about 14.6 1/s at 118.3m head. 7.4.4 Zone 2 Reservoirs to Zone 3 Reservoir 3 Water will be transferred from the existing 500 m Zone 2 Reservoir to the new 1000 m3 Zone 3 Reservoir via a DN 150 PN12 uPVC gravity main approximately 1,760 m long. It will discharge into the Zone 3 Reservoir via a top inlet equipped with a float-controlled valve, which will close off the inflow when the reservoir is full. The TWL in the Zone 2 Reservoir and the lowest point along the main are 1399.52 and 1305.92 m a.m.s.l. respectively, giving a maximum static head in the pipeline of 94.0m. The design flow in the pipeline is 38.8 1/s on the peak day in the year 2015. 7.4.5 Zone 2 Reservoirs to New Zone 4 Reservoir Water will be pumped from the new 300 m3 Zone 2 Reservoir to the new 400 m3 Zone 4 Reservoir via a new DN200 uPVC rising main approximately 620 m long and the largely uPVC Zone 4 distribution network. It is discharged into the Zone 4 Reservoir via a bottom inlet /outlet pipe (“floating reservoir” system). The average water levels in the Zone 4 and Zone 2 Reservoirs are 1459.43 and 1397.33 m a.m.s.l. respectively, giving an average static head of 62.10m. Dynamic analysis of the system has indicated that the pump duty could vary from about 13.2 1/s at 90.7m head to about 20.1 1/s at 70.3m head. A water hammer analysis of the system was done and the results of that analysis are shown in Annex B.2 The surge analysis indicated that no negative pressures occur along the pipes located on the ridge of the distribution network and that the system is stable under transient conditions. However, as negative pressures may be detrimental to the uPVC pipes, it has been decided to provide pipes and fittings rated for 10 bar although the maximum working and surge pressures should not exceed 6 bar. ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 307.5 Storage Reservoirs 7.5.1 Storage Capacities Total storage volumes required for the different zones at the different design horizons have been estimated based on the design criteria and water demand calculations. The reservoirs that will be necessary to provide the estimated storage volumes are summarised in the table below. Table 7-1 Total Reservoir Capacity Structure Volume (m ) 3 Existing 2015 2025 Zone 1 Reservoir/s 1 x 300 1 x 300 1 x300 + 1x300 Zone 2 Reservoir/s 1x500 1 x500 + 1 x300 1 x 500 + 1 x 300 + 1x400 Zone 3 Reservoir/s - 1 x 1000 1 x 1000 + 1 x 1500 Zone 4 Reservoir/s - 1x400 1 x400 + 1 x300 7.5.2 General Arrangements of Sites with New Reservoirs Water storage will be in ground-level circular reinforced concrete tanks. The layout of the Zone 2 Reservoir Site is shown on Drawing No. AM/009. An area of about 43 m by 65 m will be fenced. This fence will enclose the existing 500 m3 reservoir and booster pumpstation, the new 300 m3 reservoir (Year 2015) and the future 400 m3 reservoir (Year 2025) as well as the new booster pumpstation to the Zone 4 Reservoir and the new generator house. Details of the new 300 m3 reservoir, booster pumpstation, interconnecting pipework and chambers are shown in Drawings No. AM/010 to AM/013. The outlets of the existing 500 m3 and new 300 m3 reservoir have been linked via a DN150 connection between the existing Zone 2 reticulation feeder and the new gravity main to the Zone 3 Reservoir (see valve I meter chamber detail on Drawing No. AM/012). Il is envisaged that the valve on this connection will normally be kept open so that the water levels in the two reservoirs can equalise and so that both reservoirs can simultaneously feed water to Zone 2 and Zone 3. When that valve is closed. Zones 2 and 3 will respectively be fed from the existing 500 m and new 300 rn reservoirs. A site for the proposed Year 2025 400 m3 reservoir has been selected, and blanked-off connecting points for that reservoir have been provided along the inlet and outlet pipelines for the new 300 m reservoir. 3 The new 1000 m Zone 3 Reservoir will be fed by gravity from the Zone 2 reservoir site via a 1,760m long uPVC DN 150 PN12 pipeline controlled by a float valve installed in the top inlet of the Zone 3 Reservoir (See Drawings No. AM/014 and AM/015). The layout of the Zone 3 Reservoir Site is shown on Drawing No. AM/016. An area of about 38 m by 53 m will be fenced. This fence will enclose the new 1000 m3 reservoir (Year 2015) and the future 1500 m reservoir (Year 2025) as well as the interconnecting pipework and chambers. Details of the new 1000 m reservoir, interconnecting pipework and chambers are shown on Drawings No. AM/017 and AM/018. ESPC3 Ten Towns -Arba Minch - Final Design Repon 27/07/2004 31The new 400 m3 Zone 4 Reservoir will be fed by pumping from the new 300 m’ Zone 2 Reservoir via a short rising main and the Zone 4 distribution network. The layout of the Zone 4 Reservoir Site is shown on Drawing No. AM/019. An area of about 25 m by 35 m will be fenced. This fence will enclose the new 400 m3 reservoir (Year 2015) and the future 300 m reservoir (Year 2025) as well as the interconnecting pipework and chambers. Details of the new 300 m3 reservoir, interconnecting pipework and chambers are shown on Drawings No. AM/020 and AM/021. 7.6 Distribution Network Systems 7.6.1 General Distribution network systems have been designed for each of the pressure zones based on the design top and bottom water levels of the associated reservoirs and the agreed design criteria using the hydraulic modelling computer program EPANet. This program has been used to calculate flows and pressures in the distribution system as well as to verify reservoir capacities. The model consists of nodes connected by pipes. The nodes have an elevation and water demand; the pipes have a diameter and roughness. From this data, head losses and velocities have been calculated for the pipes and pressures at the nodes. The model tracks the flow of water in each pipe, the pressure at each node and the level of water in each reservoir. The systems have been designed for the projected Year 2015 nodal demands. The possibility of constructing the larger diameter pipes required for the Year 2025 nodal demands at an early stage was investigated at feasibility study stage. However, due to budget restraints and economic considerations, it was recommended that the infrastructure only be sized to supply the projected Year 2015 water requirements at this stage. The distribution systems are, generally, supplied by gravity from the associated reservoirs but are supplied by pumping/gravity in the case of “floating reservoirs”. The majority of the existing pipes have been incorporated into the networks in a hydraulically efficient manner. The distribution system layouts consist, as far as possible, of looped pipe networks. Looped systems are not possible in all circumstances because of the constraints imposed by the terrain, which sometimes dictates long narrow supply zones. The pipes have, wherever feasible, been laid along the routes of Masterplan roads or existing roads. The systems have, where possible, been designed to supply the projected Year 2015 nodal demands within the following range of pressures: Minimum working pressure 10 m. Maximum working pressure 60 m (exceptional conditions 70 m) The Arba Minch Development Plan covers a total area of 1428 ha. to which an additional 657 ha of extension land has been added to give a total area of 2085 ha. The topographic elevation of that area varies between 1483 and 1240 m a.m.s.l. Thus the difference between the maximum and minimum elevations in the service area is 243 m. In order to serve the town at pressures within the set limits, it has been found necessary to divide the town area into four pressure zones and two other extension area zones. The extension area zones are all within pressure Zone 3. The distribution networks have been designed such that they economically and efficiently convey the projected peak hour demands in the year 2015. ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 32Network analyses covering minimum consumption (m the early the "tomt.g)pe^k consumption i.e. at 9.00, 10.00 or 11.00 hours as the case may be. have been earned ou independently for each pressure zone. Pre maxtmum pressures at ““ wi °^ “esL minimum pressures (at maximum flow) have been checked for c0^Pl ance e de ^ criteria. In addition, the maximum velocities in the pipes have been checked and pipelines with low velocities have, where practical, been reduced in size. Nodal demands at selected public, commercial & institutional consumers such as hospitals, prisons and the textile factory have been estimated and modelled. Printouts of the simulation results are presented in Annex D of this report. A description of each zone distribution network system and the pertinent results are presented below for ease of reference. 7.6.2 Demand Parameters by Distribution Zone The projected peak day demand of 91.13 1/s in the year 2015 is made up as follows: Table 7-2 Breakdown of Year 2015 Peak Day Demand by Distribution Zone Zone Projected Year 2015 Peak Day Demand (1/s) 1 11.89 2 26.17 3 38.82 4 14.25 Total 91.13 The hourly peak factors that have been applied in the different zones and the corresponding peak hour demands are as follows: Table 7-3 Estimated Year 2015 Peak Hour Demands Zone Factor for Peak Hour Peak Hour Demand (1/s) 1 2.1 24.97 2 1.8 47.11 3 1.8 69.88 4 2.0 28.50 7.6.3 Zone 1 Distribution System Arba Minch town is topographically divided into two. The upper pan of the town is called Seicha and the lower pan is known as Siekela. Zone 1 is one of the smaller zones and is located in the upper pan of the town at its south-westem comer. The Zone 1 distribution network is shown on Drawing No. AM/022. The reservoir for Zone 1 is a “floating” type of 300 m capacity. At present the reservoir has the same inlet and outlet pipe. It has a ground elevation of 1508 m a.m.s.l and a maximum water 3 ?nnC % 3 m a m sl Water reaches this reservoir after 500 nr Zone 2 Reservoir via the Zone 1 distribution network. bring pumped from the existing There are a large number of existing pipes in Zone 1 and only a few pipes have been added to upgrade the system. Due to the advantage of being able to use the existing pipes, which are ESPC? Ten Towns -Arba Minch - Final Design Rcpon 27/07/2004 33mainly PN 10 pipes, pressures that exceed the maximum allowable specified by the design criteria can be tolerated at some of the nodes within Zone 1. However it has still been found necessary to protect the network for the lowest-lying parts of Zone 1 against excessive pressures by installing a set of two DN 50 PN 10 pressure reducing valves between Nodes 19 and 81. These valves have been designed to reduce the maximum head of 84m at Node 19 to 10m al Node 81, thereby limiting the downstream pressure to about 57m head at Nodes 21 and 34 As the PRVs may malfunction or leak, a pressure relief valve will be installed downstream of the PRVs. This valve will be set to discharge it the pressure exceeds 15m head i.e. if it exceeds the design head of 10m downstream of the PRVs by 5m. Two washouts have been included in the new pipelines. The network simulation gave the following maximum and minimum pressures in the system: Maximum pressure during zero flow or minimum consumption period ( at 0.00 Hrs) At Junction 19 84 m (within the distribution network) At Junction 28 119 m (near the outlet of the pump) Minimum pressure observed during maximum flow or peak hour consumption period (at 11.00 Hrs) At Junction 3 26 m Although the maximum pressure at Node 19 is higher than targeted, it has been accepted and catered for by specifying new PN10 pipes upstream of that node. The existing pipes in that vicinity are also PN10. The main between the pumpstation and the network is PN25. It can, therefore, comfortably cope with the head of 119m at Node 28. A summary of the new pipes to be laid in Zone 1 is shown in the table below. Table 7-4______Proposed New Pipes for Zone 1 Type of pipe Length (m) uPVC PN10DN 50 uPVC PN10DN 80 uPVCPNIODN 250 1410 2235 20 Total 3665 7.6.4 Zone 2 Distribution System Zone 2 is the largest zone and includes some of the upper and the lower areas of the town. It stretches from the middle-eastern part of the town to its north-western comer. The water enters the Zone 2 distribution network by gravity from the existing 500 m Zone 2 Reservoir located at 3 a ground elevation of 1395 m a.m.s.l. The maximum water level in that reservoir is 1399.52 m a.m.s.l. The Zone 2 distribution network is shown on Drawings No. AM/024 and AM/025. In order to protect the lower-lying pans of Zone 2 against excessive pressures, a DN65 PN 10 pressure reducing valve (PRV) has been provided between Nodes 53 and 81. This PRV has been designed to reduce the maximum pressure of about 54m head at Node 53 to 10m head at Node 81. It has the effect of reducing the pressures at all nodes in the downstream network to less than 70m head under minimum flow conditions. It was not possible to reduce these pressures to the targeted 60m head maximum without creating potential low-pressure problems under peak flow conditions. A pressure relief valve has been provided downstream of the PRV. ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 34It will be set to discharge if the pressure exceeds 15m head i.e. if it exceeds the downstream setting of the PRV by 5m head. Five washouts, three fire hydrants and four public taps have been allowed for in the new pipelines. The final locations of the public taps will be decided during implementation phase. A steel bridge for a pipe crossing about 40 m long across the Kulfo River has been provided. The network simulation gave the following maximum and minimum pressures in the system: Maximum pressure observed during zero flow or minimum consumption period (at 0.00 Hrs) At Junction 10 80m (upstream of PRV - existing network) At Junction L25 70m (Downstream of PRV - new network) Minimum pressure observed during maximum flow or peak, hour consumption period (at 9.00 Hrs) At Junction 16 16m (Upstream of PRV) At Junction 44L 11m (Downstream of PR V) Because the maximum pressure at an appreciable number of nodes in the network exceeds 60m head, PN10 pipes have been specified for all extensions to the Zone 2 distribution system. A summary of the new pipes to be laid in Zone 2 is shown in the table below. Table 7-5 New Pipes for Zone 2 Type of pipe Length (m) UPVC PN10DN 50 UPVC PN10 DN 80 UPVCPN10DN 100 UPVC PN10DN 150 UPVC PN10 DN 200 3670 3065 1320 3875 3565 Total 15495 7.6.5 Zone 3 Distribution System Zone 3 occupies the north-eastern pan of the town. The water enters the new 1000 m3 Zone 3 Reservoir via a DN 150 uPVC gravity main from the Zone 2 Reservoirs. The 1000 m Zone 3 3 reservoir is located at a ground elevation of 1305 m a.m.s.1 and the maximum water level is 1310.60 m a.m.s.l. The Zone 3 distribution network is shown on Drawings No. AM/031 and AM/032. Zone 3 covers the envisaged future extension zones. The town is expected to develop within this area due to availability and suitability of land for development. This area is largely occupied by the Arba Minch Farm at present. The minimum ground elevation in Zone 3 and the proposed extension areas is 1249 m a.m.s.l i.e. some 61m lower than the maximum water level in the Zone 3 Reservoir. Accordingly, the Zone 3 network does not require any PRVs. Five washouts, three fire hydrants and two public taps have been included in the new distribution network. The final locations of the public taps will be decided during the implementation phase. Zone 3 straddles the Kulfo River, which will be crossed by means of a flanged DN300 DCI pipe attached to the main road bridge over the river. The network simulation gave the following maximum and minimum pressures in the system: ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 35Maximum pressure observed during zero flow or minimum consumption period (at 0.00 Hrs) At Junction 7 61m Minimum pressure observed during maximum flow or peak hour consumption period (at 9.00 Hrs) Al Junction 42 11m Although PN6 pipes should suffice in Zone 3, PN10 pipes specified throughout. A summary of the new pipes to be laid in Zone 3 is shown in the table below. Ta ble 7-6 New Pipes for Zone 3 Type of pipe Length (m) UPVCPN10DN 50 UP VC PN10DN 80 UPVC PN10DN 100 UPVC PN10DN 150 UPVCPN10DN 200 UPVC PN10DN 250 DC1 PN10 DN 300 DCIPN10DN4OO 650 370 1934 2645 190 1900 2814 460 Total 10963 7.6.6 Zone 4 Distribution System Zone 4 occupies the south-eastern comer of the town and will be commanded by a new 400 m3 reservoir located at a ground elevation of 1457.40 m a.m.s.1 and with a maximum water level of 1461.45 m a.m.s.1. A new booster pumpstation located at the Zone 2 Reservoir site will pump water into the Zone 4 Reservoir. The Zone 4 network is shown on Drawing No. AM/036. The water that is pumped will first feed the Zone 4 distribution network, with the surplus being stored in the Zone 4 Reservoir. When the booster pump stops, waler will gravitate back into the distribution network. The new reservoir has a combined bottom inlet/outlet. The minimum ground elevation in Zone 4 is 1380 m a.m.s.1. As this elevation is some 81m below the maximum water level in the reservoir, a DN65 PN10 pressure reducing valve (PRV) will be installed between Nodes 28 and 81 to reduce the downstream system pressures. This PRV has been designed to reduce the maximum pressure of about 66m head at Node 28 to 15m head at Node 81. A pressure relief valve set to discharge when the pressure reaches 20m head i.e. when it exceeds the downstream pressure setting of the PRV by 5m head, will be installed downstream of the PRV. Four washouts, three fire hydrants and six public taps have been included in the distribution network. The final locations of the public taps will be decided during the implementation phase. The network simulation gave the following maximum and minimum pressures in the system: Maximum pressure observed during zero flow or minimum consumption period (at 0.00 Hrs) At Junction 2 58 m Minimum pressure observed during maximum flow or peak hour consumption period (at )0.00 Hrs) At Junction 24 12 m ESPC3 Ten Touns -Arba Minch - Final Design Repon 27/07/2004 36Based on the findings of a water hammer analysis done on the system, PN10 pipes have been specified throughout Zone 4. A summary of the new pipes to be laid in this zone is shown in the table below. 7-7 New Pipes for Zone 4 Type of pipe Length (m) UPVC PN10DN 50 UPVC PN10DN 80 UPVC PN10DN 100 UPVC PN10DN 150 UPVC PN10DN 200 870 4055 2860 710 862 Total 9357 7.6.7 Public taps Provision has been made for 12 new public taps to be constructed in Arba Minch. 7.7 Operation and Control All the pumps will be controlled manually, with the operators being responsible for physically monitoring the levels in the receiving reservoirs and operating the pumps in such a manner that the reservoirs are maintained close to full without undue spillage. This operating system has been adopted, despite it being cumbersome and requiring a relatively large staff complement, because more sophisticated systems which rely on proper maintenance of the electronic control systems, are prone to failure, in which case manual operation will have to be implemented anyway. The pumps will, nonetheless, be electronically protected against the following fault conditions: • low suction water level, • low delivery pressure, • motor overheating, • delivery over-pressure, • over- and under-voltage, • phase failure. Should power from EEPCO fail, or fall outside acceptable parameters (voltage fluctuation or phase failure), then switch-over to stand-by generator operation and back to EEPCO power will be done manually to avoid any rapid on-off operation of the pumps. The inflow into the Zone 3 Reservoir will be controlled by a ‘Leveldex’ float valve or similar installed in the top inlet into the Zone 3 Reservoir. A manually operated valve has been provided in the inlet pipe for maintenance/emergency use. 7.8 Mechanical and Electrical Design 7.8.1 Spring Site The new reservoir/wet well chamber at the spring site has been designed for three pumps, (two duty and one stand-by). Vertical submersible turbine pumps have been selected, each capable of delivering 25 1/s against 185 m total head. The pumps will be mounted in DN 300 casing pipes. The pump arrangements will include built-in non-retum valves, riser pipes, swing check non­ return valves, isolating valve and a surge protection vessel. ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 37The design for the existing pumpstation at the spring site includes replacement of the existing pumps with three new multistage centrifugal pumps (two duty and one standby) each capable of delivering 25 1/s against 185 m total head, and the modification, refurbishment or replacement of the pipework and valves, cabling connections, surge protection and electrical control panels. The design also includes the rehabilitation of the existing 283kVA stand-by diesel generator set and the upgrading of the electrical distribution system at the site, with die new distribution boards being housed in the existing Operations Building. Water from the springs will not require any treatment other than disinfecting with chlorine to protect it against contamination in the distribution systems. As the expertise and facilities required for operating and maintaining electro-mechanical chemical dosing equipment are not likely to be available in Arba Minch, at least initially, it has been assumed that the dosing of chlorine, in the form of hypochlorite solution or granules, will continue to be done by hand, as and when required, in the reservoirs. If that situation changes, it will be feasible to install electro-mechanical chemical dosing equipment in the rooms in the rooms in the generator houses that have, for the time being, been designated as storerooms. 7.8.2 Zone 2 Reservoir Site The new booster pump station has been designed for two pumps, (one duty and one stand-by). Horizontal multistage centrifugal pumps have been selected, each capable of delivering 20 1/s against 90 m total head. Provision has been made for a third pump to be installed in due course. The design for rehabilitation of the existing booster pumpstation includes replacement of the existing pumps with two 30 kW multistage centrifugal pumps (one duty and one standby) each capable of delivering 141/s against 121m head, adaptation of the pipework and cabling connections and the replacement of the electrical control panels. The design also includes the rehabilitation of the existing surge protection and the altitude valve and the replacement of the existing stand by-diesel generator set by one 115 kVA unit serving both the existing and the new booster pumpstation. 7.83 Hydraulic Design An in-house software program, called “Pompei", has been used to perform pump head calculations in a standardized way. Inputs for the program are: pipe material, diameter, pipe length, roughness, appurtenances, maximum and minimum water level at intake and discharge The output comprises static head and dynamic head at duty point and a graphical presentation of the head as function of the flow, generally as two curves which correspond to the minimum and maximum static head and which respectively reflect the least and greatest pipe roughness anticipated. The program provides the possibility of inserting pump characteristics of a selected pump. The program then calculates the range of possible working points. Relevant outputs from the program are given in Annex E. In the design, pipe sizes have been chosen to satisfy the following flow velocity criteria: suction < 1 m/s discharge and pressure lines < 2m/s 7.8.4 Pump Selection Criteria The following general criteria have been adopted to deterrrune the proposed pump capacities /configurations and indicate other requirements: • Pumping operation of 22 hrs per day. ESPC? Ten Touns -Arba Minch - Final Design Report 27/07/2004• Standby capacity at each station to be at least 50% of the required duty capacity. • The economic size of generator (standby) required to run the pumps for 50% capacity. • Standardisation of pumps with respect to capacity and type. 7.8.5 Power Supply Requirement The electrical power supply will be from EEPCO’s 15 kV grid, which will be stepped down to 3 x 400/230 Volts, by EEPCO. The EEPCO board and meter will be located in the operation building. The contractor will perform all the works downstream of the EEPCO distribution pillar. The transformer capacities will be determined, in conjunction with EEPCO, when applications are in due course, submitted to EEPCO for the upgrading of the existing transformers at the Spring and Zone 2 Reservoir sites, as per the total power requirement at each site considering the starting currents of the motors and rounded to the standard sizes available from EEPCO. The standby generators have been sized to meet about 50% of the duty power requirement al each station. The indicated capacities of the standby generators are the prime outputs at standard test conditions. Reduced power outputs due to temperature and altitude have been considered in sizing the diesel generating sets. 7.8.6 Details of Major items of Mechanical and Electrical Equipment Detail of the major items of mechanical and electrical equipment are summarised in the table below. Table 7-8 Major items of M&E Equipment Location Station Number of pumps (duty + standby) Pump duty (1/s x m head) Motor rating (kW) Power requirements EEPCO transformer (kVA) Diesel generator (kVA) Spring Site New wet well 2+1 25 x 185 90 Existing dry well 2+1 25 x 185 90 TBA by EEPCO 283 (standby) Zone 2 Reservoir Site Booster to Zone 1 1 + 1 14x 121 30 Booster to Zone 4 1 + 1 13x90 to 20x70 22 TBA by EEPCO 115 (standby) ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 398. SANITATION AND ANCILLARY FACILITIES 8.1 Sanitation The existing sanitation system in Arba Minch is poor. About 39% of the population has a private latrine (mostly dry-pit type) with another 23% having access to a shared latrine. There are three public toilets (but these are not yet functional), no solid waste disposal facilities and no sewerage system. A latrine-pit emptying service is arranged bi-annually from Awasa. By the year 2015, Arba Minch will generate a wastewater flow of 38.8 litres per second (including peak factor), equivalent to 1676 m3 per day (average flow). This density of flow is insufficient to warrant the introduction of a sewer system. It has, therefore, been proposed that public sanitation be improved by the introduction of public toilets and showers at the market place and bus-station, and by a health and hygiene awareness campaign. A latrine pit and septic tank de-sludging service should also be introduced by the Municipality. 8.2 Promotion of Sanitation and Awareness Building Health and hygiene awareness campaigns are an important part of any sanitation measures, particularly when on-site sanitation facilities are the major method of disposal of sewage. However, it is recommended that a wider scope be given to any awareness campaign by including the general cleanliness of the residents’ living environment and by also targeting administrators, politicians and other public figures in the community. It has been noted that a reasonably large demand for private sanitation facilities in Arba Minch can be expected. The Municipality can respond to this demand by promoting the use of sanitary safe latrines or public toilets, because many of the present private facilities are not sanitary. Such promotion can be in the form of information dissemination, or in the subsidised supply of crucial components such as vent pipes and latrine cover slabs. The Municipality may seek assistance from NGOs for such campaigns. 8.3 Ancillary Facilities As a result of the implementation of the new water supply system, a need for additional facilities (store and workshop) has been foreseen. Provisional sums have been included in the Bills of Quantities of the tender documents for the construction of these facilities, the final designs of which will be prepared in due course from standard layouts modified to suit the actual sites selected for them by the WSSO. ESPC3 Ten Towns -Arba Minch - Final Design Repon 27/07/2004 409. ENVIRONMENTAL ASSESSMENT 9.1 Potential Impacts of the Proposed Water Supply Project 9.1.1 Potential Negative Impacts Possible negative impacts from the development of the project are listed below. • Public resistance due to insufficient consultation and public participation of the people affected by the project (people with loss of benefit). • Disturbance of a small amount of agricultural land due to laying of pipelines and consequent decrease in crop yield. • Impacts on grazing land and vegetation due to construction of transmission lines and access roads. • Disturbance in soil strata due to the laying of pipes. • Unsustainable exploitation of underground water or decline of yield over time. • Leakage of pipelines as a result of soil erosion and subsequent contamination of water in the distribution system. 9.1.2 Beneficial Impacts Implementation of the proposed water supply development Project for Arba Minch town will bring a number of beneficial effects. These include: • Increase in the water supply for various uses such as domestic, commercial, institutional and industrial. • Improved sanitation and health of the community. • Encouragement of the industrial and business sectors and general development of the town. • Creation of job opportunities for skilled and unskilled labour. 9.2 Mitigation Measures Mitigation measures identified during the feasibility stage that are to be implemented in an Environmental Monitoring Plan are described below. 9.2.1 Pre-Construction Stage • Public consultation and participation by forming community consultative groups prior to the commencement of the project. • Carrying out of awareness activities about the importance of the project aimed at local people. • Compensation with similar land for individuals who lose land permanently. The parties to implementation of this compensation should be the affected people and responsible bodies. • Financial compensation for loss of crops, cropland, grazing land, trees, etc. All compensation activities should be finalized three months prior to starting the construction works. • Careful selection of pipeline routes and widths of disturbance, avoiding steep slopes. 9.2.2 Construction Stage • Rehabilitation of land excavated for access roads, pipelines and construction activities. • Backfilling of excavations with the natural structure of layers to minimize soil erosion. ESPC3 Ten Towns -Arba Minch - Final Design Rcpon 27/07/2004 41• Providing a proper drainage system for access road water run-off. • Properly collecting and disposing of construction waste material at a safe area. • Taking precautions not to spill fuel, oil and other hydrocarbons during the construction and operation stage. • Proper compaction of soil replaced in excavations. • Providing construction workers with water supply, sanitation and health facilities. • Careful selection of pipeline routes and widths of disturbance, avoiding sleep slopes. 9.2.3 Operation stage • Adequate disposal of used oil from generators. • Human activities close to the source should be regulated. • Taking appropriate flood protection measures to prevent possible flooding of the source works. 93 Recommendations Mitigation measures that should be implemented in a timely manner prior to, during the construction, post-construction and operational phases of the project have been summarised in this report. Mitigation measures against socio-economic impacts need careful planning. The quantification of impacts such as the loss of permanent agricultural land, loss of crops and loss of grazing land is important. Compensation for these losses in terms of money and/or kind can be implemented. The compensation plan should be finalised before starting the construction work. It was recommended, at feasibility stage, that the abstraction from the spring be monitored to ensure that the ecological needs of the Nechsar National Park continue to be met, and that the flow of water to the Park be monitored during the entire planning period. In that way, the need to limit further abstraction of spring water, if applicable, can be observed in time to advance the development of groundwater sources. ESPC3 Ten Touns -/\rbj Minch - Final Design Rcpon 27/07/200410. IMPLEMENTATION ARRANGEMENTS, COSTS AND PROGRAMME 10.1 Contract Packaging A single set of tender documents has been prepared for all the towns in a particular Region of Ethiopia. In the case of the SNNPR, two towns were selected i.e. Arba Minch and Bonga. The documents have been split into parts that can, if beneficial, be awarded as separate contracts. In the case of SNNPR, the parts are as follows: Part A PartB Arba Minch Bonga The sets of tender documents consist of the following Volumes: Volume 1 Volume 2 Volume 3 Volume 4 10.2 Cost Estimates 10.2.1 Unit Costs Supply and Delivery of Pipes and Fittings Construction of Civil Works Design, Supply and Installation of Mechanical and Electrical Plant and Equipment Drilling of Boreholes In order to arrive at a reasonable estimate of the investment costs of the water supply schemes, standard unit costs have been developed. The factors that influence the costs such as the implementation time, existing infrastructure and facilities, cost of labour and the distance of the town from Djibouti Port and Addis Ababa have also been considered. The unit costs have been based on recent contracts of a similar nature that are being carried out in Addis Ababa by the Addis Ababa Water and Sewerage Authority (AAWSA) and in Debre Berhan by the Ministry of Water Resources (MoWR), supplemented by quotations from various local and overseas manufacturers and suppliers. The suppliers’ quotations have been based on delivery to Addis Ababa. January 2004 has been taken as the base date for the costs. All tender prices quoted before January 2004 been brought to January 2004 by applying the following inflationary factors: Local items 4 % per annum Foreign items 3% per annum The above factors have then been applied to the total values of local and foreign items in order to estimate the scheme costs in January 2005. All costs have been calculated in equivalent Ethiopian Birr (ETB). In order to take the exchange rate fluctuations between currencies into account, a security margin of 15% has been allowed. Thus, Euro(€) 1.00 = ETB 10.00. Other currencies have been converted according to their official exchange rate with the Euro (€). Since the project towns are located at different locations in Ethiopia, it has been necessary to develop and apply an individual town factor to the basic unit costs that have been developed for Addis Ababa. In developing the town factor for each project town, the following aspects have been considered: Distance from Addis Ababa; The standards of the roads leading to the town: ESPC3 Ten Towns -Arba Minch - Final Design Report 27/0*72004 43The costs of hiring skilled labourers locally. Town factors for supply and construction were generated independently. The supply town factor depends on the distance and road type from Addis Ababa and/or Djibouti whereas the construction town factor depends on the distance from Addis Ababa as well as availability of skilled labour and environmental conditions such as accommodation and facilities. The criteria and the respective weighting factors are presented in the table below. Table 10-1 Criteria and Weighting Factors Criterion Weight Distance from Addis Ababa 2% per 100 km Road type: Asphalt 0% per 100 km Non-asphalt 1 % per 100 km Availability of skilled labour Regional centres 5% Zonal centres 7% Wereda 10% Environment: Berha <900 masl 10% Kola 900-1500 masl 5% Dega/Weyina Dega >1500 masl 0% Application of the foregoing has given the following factors for Arba Minch: Supply and delivery of pipes and fittings Construction of civil works 10.2.2 Investment Costs 1.10 1.23 The estimated January 2005 total investment cost of upgrading and augmenting the Arba Minch water supply scheme is Ethiopian Birr 53,154,965 (€ 5,315.497) inclusive of VAT, made up as shown in Table 10-2 below. ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 44Table 10-2 Summary of Cost Estimates Contract Total Currency Description ETB € 2A-1 Supply and Delivery of Pipes and Fittings 9,762,400 976,240 2A-2 Construction of Civil Works 20,610,319 2,061,032 2A-3 Design, Supply and Installation of M&E Plant and Equipment 12,250,698 1,225,070 Sub Totals 42,623,417 4,262,342 Supervision @ 8% 3,558,777 355,878 Socio Environmental Costs 2,173,495 217,349 Sub Totals 48,355,689 4,835,569 Contingency @ 10% 4,799,276 479,928 Grand Totals 53,154,965 5315,497 The estimated additional January 2005 cost of upgrading and augmenting the Arba Minch water supply scheme to satisfy the projected Year 2025 water demands is Ethiopian Bin 34,805,370 (€ 3,480,537) inclusive of VAT, made up as shown in Table 10-3 below. Table 10-3 Summary of Estimates of Additional Costs Component Total Currency ETB € Source development Collection and transmission pipelines Storage reservoirs Distribution pipelines Power supply Ancillary works 6,501,631 10.356,729 3,520,429 7,173,334 536,927 208,000 650,163 1,035,673 352,043 717,333 53,693 20,800 Sub Total Design & Supervision @ 8% Contingency @15% 28397,050 2,263,764 4,244,556 2,829,705 226,376 424.456 Total 34,805,370 3,480,537 ESPC5 Ten Towns -Arba Minch - Final Design Repon 27/07/2004 4510.3 Programme of Works 10.3.1 General Considerations A tentative programme has been prepared for the implementation of the works, based on the following major tasks: Project funding arrangements Tender procedures Delivery of pipes and fittings Construction It has been assumed that the arrangement of project funding will take about 32 weeks and that tender procedures will take about 24 weeks. It has also been assumed that the delivery of pipes and fittings, which is expected to take 20 weeks, will be arranged concurrently with initial construction work, with the delivery of fittings for reservoirs and pumpstations being prioritised to ensure that the construction of such structures is not delayed. It has been assumed that the civil contractor will mobilize and undertake preparatory works for construction of those structures and for the laying of the first transmission mains and distribution network pipelines while awaiting the first pipe and fitting deliveries. It has, furthermore, been assumed that the construction of the pipelines will be completed at the following rates: Transmission mains in hard formation, including rock 1 km/month Transmission mains in soft and medium formation 3 km/month Distribution networks in hard formation, including rock 1 km/month Distribution networks in soft and medium formation 2.5 km/month The longer of the periods calculated for completion of the transmission mains and the distribution networks has been used as the basis for estimating the civil works construction contract duration, with 16 weeks being added to that period to allow for contractor mobilization, completion of minor works and contractor de-mobilization. A further 4 weeks have been allowed for completion of the as-built drawings and the final statement for the contract. The foregoing implies that separate teams will be mobilized for the concurrent construction of the transmission mains and the distribution networks. It also requires that separate teams be mobilized for the concurrent construction of reservoirs, pumpstations and other structures. In situations where access will be difficult during the wet season, 8 weeks have been added to the estimated civil works contract duration if it is likely to include all or part of the July I August wet period. Where new boreholes have to be drilled, these should ideally be completed before the lender documents for the other contracts are finalised. However, this will cause significant delays to the affected projects. Accordingly, the implementation programme has, where applicable, been based on tenders for all the contracts, including the borehole drilling contracts, being invited simultaneously, on the assumption that the final borehole positions and parameters will be closely similar to those indicated in the civil and M&E tender documents. Where applicable, the implementation programme allows for borehole drilling to be undertaken during the dry season at a rate of one completed borehole per month, plus one month for mobilization and de­ mobilization. ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 4610.3.2 Tentative Programme The new distribution network pipes in Arba Minch have a combined length of approximately 40 km. of which about 30 % is expected to be in hard formation. Accordingly, the estimated period required for constructing the new distribution networks using a single team is about 24 months. It has been assumed that 2 teams will be mobilized for construction of the distribution networks, in which case the above period will reduce to 12 months. This period could theoretically be reduced to 8 months if a third team is mobilized. However, the construction of the major structures, especially the new' wet well and lapping chamber at the Arba Minch Springs where ground conditions will be difficult, will take an appreciable amount of time and there is, therefore, little point in reducing the period by mobilizing a third team to work on the distribution networks. With 4 months added for contractor mobilization, procurement of material and M&E plant, completion of minor works and contractor de-mobilization, the estimated contract period becomes 74 weeks. Having taken this conservative approach, no further allowance has been made for disruption of the work by rain even though the contract period is expected to straddle the wet seasons. Based on the foregoing, the total duration of project implementation in Arba Minch is expected to be about 130 weeks. A Gantt chart showing the make-up of this period is shown in Figure 10-1 overleaf. ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004Figure 10-1 Tentative Programme ESPC3 Ten Touns -Arba Minch - Final Design Report 4s11. COLOPHON Client Project File Length of report Author Contributions Project Manager Project Director Date Name/Initials Document File: Ministry of Water Resources, Federal Democratic Republic of Ethiopia ESP - Ten Towns - Component 3 49 Pages (excluding Annexes) Berardo Farfan and Ababu Abebe Danie Groenewald, Ton Hessels Bob Bakker 24 July 2004 AM-DDR text-July 2004 ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004 49ANNEX A Arba Minch Spring Site - Hydraulic Design ^^3 Ten Towns 27/07/2004 Arl * Minch - final bc I M B" RcponAnnex A HYDRAULIC DESIGN DF INTERCONNECTING PIPEWORK AT ARBA MINCH SPRINGS Spring discharge parameters (see Section 8.2.1 and Annex Fl of Feasibility Report) Total flow: - Maximum - Minimum (1 in 20 yea failure) Approximate distribution of fow: - Springs to be tapped :v new structure - Springs to be tapped :v existing structure (Ratio ol flows assume: to be about 1 : 0.4) Estimated range of flows avaiable from: - Springs to be tapped :v new structure: - Maximum 380 l/s 110 l/s 70 % 30 % 266 l/s - Minimum (1 ir 20 year failure) 77 l/s - Springs to be tapped existing structure: - Maximum 114 l/s - Minimum (1 ir 20 year failure) 33 l/s After allowing for discharging fi:w of 20 l/s minimum environment al new structure, range of flows available from n?v structure is: - Maximum 246 l/s - Minimum (1 ir 20 year failure) 57 l/s TOTAL FLOW AVAILABLE FROM SPRINGS estimate: flow AVAILABLE FLOW New spring Existing tapping spring structure tapping structure DISCHARGE TO ENVIRONMENT FROM NEW TAPPING STRUCTURE New spring tapping structure Existing spring tapping structure (l/s) (l/s) (l/s) (l/s) (l/s) (l/s) 110 77 33 20 57 33 120 84 36 20 64 36 180 126 54 20 106 54 240 168 72 20 148 72 300 210 90 20 190 90 380 266 114 20 246 114 Pipeline from new lapping sf.cture to existing wet well Length Form loss factors tor fittings: - entry at lapping chami«?r ■ tee (llow through bran :*) - gate valve • exit al connection cha~oer - entry al connection chanber - exit at wet well Assumptions -ID - roughness (aged conation) 59 05 18 02 10 05 10 50 300 03 lOTowns-Excelliles on 'Esppc32' (I ‘ 0Towns\Delailed Design\Arba Mmch\Pipework al AM Springs xIs2 Blue figures correspond lo a combined disctiargeo 0 . 1 on i/q from the sonnos i.c to a combined flow combined pumping rate of 100 l/s) of 100 l/s from the two tapping structures (to match the se e Pipeline from existing tapping structure to existing wet well Length Form loss factors for fittings: - entry at tapping chamber - gale valve - 30° bend - exit at wet well Assumptions: - ID - roughness (aged condition) 21 m 0.5 0.2 0.3 1.0 2.0 300 mm 0.3 mm Flow rate (l/S) Velocity (m/s) Friction head loss (m/km) Total (m) Form losses (m) Total head loss (m) 33 0.47 0.81 0.02 0.02 0.04 36 0.51 0.95 0.02 0.03 0.05 54 0.76 1.80 0.04 0.06 0 10 72 1.02 3.65 0.08 0.11 0.19 90 1.27 5.65 0.12 0.16 114 1.61 0 28 8.99 0.19 0.26 0.45 Blue Injures correspond lo a combined discharge ol 120 1s Imrn t l/s from the two lapping structures Ho match the s.Her h i Overflow from existing wet well spnngs i i. |f> ,| combined How numping rate of 100' !Oi I Replace the existing bellmouth on (he 300 mm nominal bore overflow p.pe with a new Rnn mm nn bellmouth that has a cylindrical crest 50 mm deep Then the theory on Pa^ Ot 1 Small Dams applies to the discharge over the crest 3^5 of Zgn o, tOTowns-Excell.les on Esppc3Z (l:)\t0T wns\Dei O ai od esignVArba Ml |D n Ch\P,pework al AM Spnngs.xls3 Rs (m) Hs (m) Hs/Rs Y/Rs (max) Ymax = Ys (m) (Hs-Ys = Ho (m) Ho/Rs Co* Cm ’** Q (l/s) 0.300 0.060 0.20 0.094 0.028 0.032 0.11 not defined not defined not defined 0.300 0.090 0.30 0.082 0.025 0.065 0.22 3.86 2.13 66.5 0.300 0.120 0.40 0.071 0.021 0.099 0.33 3.70 2.04 0.300 0.180 0.60 0.048 0.014 0.166 0.55 3.24 1.79 228.2 0.300 0.240 0.80 0.031 0.009 0.231 0.77 2.52 1.39 290.9 0.300 0.300 1.00 0.023 0.007 0.293 0.98 2.05 1.13 119.8 337.8 0.300 * 0.360 1.20 0.018 0.005 0.355 1.18 1.73 0.96 382.7 •• • Read off from curve for P/Rs = 2.0 which rezresents negligible approach veto* Cm (metric units) = Co (imperial units) multiped by the square root of 3.28084 0.40 p 0 35 ~ 0.30 n S! 0.25 o S 0.20 o ■§ 0.15 3 0.10 1 0.05 . 0.00 • 0 50 100 150 200 250 300 350 400 Disc-arge (l/s) TOTAL FLOW AVAILABLE FROM SPRINGS FLOW AVAIL (after de environmen ABLE FOR PUMPING duction of 20 l/s tai allowance at new ESTIMATED HEAD LOSS tappi ng structure) From new spring tapping structure From existing spring tapping structure Total Al overflow from existing wet well Along pipeline from new spring lapping structure (l/s) (l/s) (l/s) Along pipeline from existing spring tapping structure (l/s) (m) (m) 110 57 (m) 33 90 0 10 120 64 031 36 100 0 11 0 04 180 106 0.38 54 0.05 160 0.14 240 148 1.03 72 0 10 220 0 17 300 190 2 00 90 280 0.23 0.19 380 246 114 3 29 360 0.33 0 28 5.52 045 Blue figures correspond to a combined flow of 1(» selected combined pu s Irom lh<? two tapping structures (to match ihr -ping rale ol 100 I s) lOTowns-Excelliles on Esdoc32' (l:)\10Jowns\Dclailed Desn-Arba MincNP.pework at AM Sorinas xls4 ►aiviim. lAfHMis-rki'cnw. Consder now the situation when no water is being pumped to Arba Minch from the existing pumpstation. Levelof crest on existing bellmouth (from as-built drawing) Assured F/F length of bellmouth (as PAM catalogue, and by scaling) Estimated level of flange supporting bellmouth Allowfor a new bellmouth with a F/F length of 250 mm. made up as follows. - 600 mm OD cylindrical crest - 600 mm OD x 300 mm nominal bore taper - 300 mm nominal bore stem Thencrest level of new bellmouth will be (1 226.18 + 0.25) - 1 226.3: n 0.2 n 1 226.1: Tl 5 nm 15: mm 5. mm 1 226.4 n By reference to the blue figures in the table above, it can be seen that the overflow levels in the twc lappmg structures should not be less than: - New spring tapping structure ■ Existing spring tapping structure 1 226 S. n 1 226.5- n The as-built overflow level in the existing tapping structure is 1 227 30 m > 1 226 58 m OK) The estimated maximum water level in the existing spring lapping structure is (1 226 43 * 0 33 ♦ 0 45) m = 1 227.2 < 1 227.3 n n This neans that the existing tapping structure is only likely to overflow if the valve on the pipeline tc existing wet well is closed 'e Il willbe preferable (or spillage to occur al the new spring tapping structures rather than al the wet Accoidingly. the overflow in the new tapping structure should be set to a level that prevents excess from leaching the existing wet well from that structure. ’IS. How Set the overflow level in the new tapping structure such that 100 l/s will be delivered to the v*t welli/hen it starts spilling i.e. set it to a level of (1 226.43 ♦ 1.07) = 1227.50 m (see curve abo\- lOTowns-Excelfiles on ‘Esppc32’ (l:)\10Towns\Delailed Design\Arba Mmch\Pipcwork al AM Spnngs.xls5 Consider now the situation when the maximum estimated inflow of 266 l/s into the new tapping s rue ure is occurring. A minimum of 20 l/s will be discharged to the environment and,assuming that the head on the overflow weir will be 0.15 m under those conditions, the head on the bell mouth in the existing wet well will be (1 227.50 + 0.15-1 226.43) = 1.22 m. This represents a maximum flow of about 110 l/s from the new lapping structure to the existing wet well and a spillage of about (266 - 20 - 110) = 136 l/s at the new tapping structure. Check: The length 'L' of the proposed overflow weir in the new tapping structure is 2.0 m. Assuming a discharge coefficient 'C' of 1.7 in the formula Q = CLH 1.5, the head 'H‘ on the weir will be. A - at 136 l/s discharge - at 266 l/s estimated maximum discharge 0.12 m< 0.15 m 0.18 m Provide the same freeboard of 0.30 m in the new tapping structure so as to keep the floor level as low as possible. Then, allowing for the same vertical dimensions as the existing lapping structure, the floor (invert) levels in the new tapping structure will be: - 1 225.20 m al the outlet / overflow chambers ______ - 1 225.55 m elsewhere_______ ___________________________________________________________ Orifice and weir to control discharge to the environment at the new tapping structure Consider the situation when the estimated minimum inflow of 77 l/s is occurmg into the new tapping structure. Of that flow, 20 l/s must be released to the environment, with the balance of 57 l/s flowing to the existing wet well. The latter condition corresponds to a water level of 1226.92 m in the new tapping structure. Provide a weir in the new tapping structure that cuts off all flow to the wet wells until the water level in the structure reaches 1 226.45 m. This will result in a ‘standing water depth of 0.90 m in the new lapping structure, which is similar to the situation that has been experienced to date in the existing tapping structure by virtue of the crest level of the overflow in the existing wet well being (1 226.39 - 1 225.55) = 0 84 m above the floor level in that structure Assume that the release to the environment will be made through an orifice with a centreline level of 1225 40 m Then the head ‘h‘ on the orifice will be (1 226.45 - 1 225.40) = 1 05 m when the abovemenlioned weir is about to overflow A discharge coefficient C of 0.60 in the formula Q - CA(2gh) 0 5 gives an orifice diameter A of 97 mm tor a discharge of 20 l/s when h =1 05 m When the water level in the new tapping structure has reached I 226 92 m (which corresponds to a How o! 57 l/s to the existing wet well), the head on the orifice will be (1 226 92 - 1 225 40) = 1 52 m Assuming that the discharge coefficient 'C' will still be 0 60. the discharge through the orifice will be about 24 l/s under those conditions. This will leave only 53 l/s (instead of the intended 57 l/s) lor pumping to Arba Minch when the estimated minimum mllow of 77 l/s is occurring The reduction in the available flow is likely to be smaller in practice because the water level in the existing wet well will be reduced by the operation of the pumps in that facility under those conditions, resulting m a lower waler level in the new tapping structure and,hence, in a lower discharge through the orifice lOTowns-Excelfiles on 'Esppc32' (l.)\10Towns\Detailed Desiqn\Arba MmclAPipework al AM Springs xIsConnection between existing wet well and new wet well Estimated maximum inflow into the existing wet well: - From, the existing lapping structure - Frorm the new tapping structure 114 L/s 110 l/s 224 l/s To prevent submergence of the bell mouth, the level in the overflow pipework should not be higher than, say. the throat of the bell mouth i.e. (1 226.18 + 0.05) = 1 226.23 m. Pipeline from existing wet well to new wet well 1? m Length Form loss factors for fittings: - 300 nnm nominal bore medium radius 90° bend [0.8 x (450/300) 2] ' A 1.8 - 300 to 450 mm nominal bore standard taper 0.0 - exit a I new wet well 10 - Adjusted to reflect higher velocity in bend 2.8 Assumptions: - ID - roughness (aged condition) 450 mm 0.3 mm Flow rate (l/S) Velocity (m/s) Friction head loss (m/km) Total (m) Form losses (m) Total head loss (m) 224 1.41 4.17 0.07 0.28 0.35 This means that the waler level at the new wet well should not exceed 11 226 23 - 0 35) = 1 225 88 m Allow lor an overflow weir 2.00 m long at the new wet well. Assuming that this weir will have a discharge coelficient C' of 1.7 in the formula Q = CLH 1.5, the head *H’ on the weir when discharging 224 l/s will be A 0.17 m. Therefore, in order for the overflow al the existing wet well not to be drowned out. this weir will have to have a crest level of (1 225.88 - 0 17)= 1 225.71 m - say, 1225.70 m. This is the effective maximum water level in the new wet well. Pipeline from new lapping structure to new wet well Length Form loss factors lor fillings • entry al lapping chamber - lee (How through run) gale valve - 45J bend 90 medium radius bend (conymgency) - exit al wel well Assumptions -ID - roughness (aged condition) u 59 m 05 06 02 04 08 10 35 300 rnm 0 3 mm lOTowns-Excelfiles on 'Esppc32* (l )\10Towns\DGtailed Desian\Arba Minch\Pipework at AM Sorinas xIsConnection between existing wet well and new wet well Estimated maximum inflow into the existing wet well: - From the existing tapping structure 114 1/s - From the new tappinq structure __!_L2_ 224 l/s To prevent submergence of the bell mouth, the level in the overflow pipework should not be higher than, say, the throat of the bell mouth i.e. (1 226.18 + 0.05) = 1 226.23 m. Pipeline from existing wet well to new wet well A Length Form loss factors for fittings: - 300 mm nominal bore medium radius 90° bend [O.d x (450/300) 2J ‘ - 300 tro 450 mm nominal bore standard taper - exit at new wet well - Adjusted to reflect higher velocity in bend Assumptions: -ID - roughness (aged condition) 17 m 1.8 0.0 ____1.0 2.8 450 mm 0.3 mm Flow rate (l/s) Velocity (m/s) Friction head loss (m/km) Total (m) Form losses (m) Total head loss (m) 224 1.41 4.17 0.07 0.28 0.35 This means that the waler level at the new wet well should not exceed (1 226 23 - 0 35) - I 225 88 m Allow for an overflow weir 2.00 m long at the new wet well. Assuming that this weir will have a discharge coefficient C’ of 1.7 in the formula Q = CLH 1.5, the head ’H* on the weir when discharging 224 l/s will be A 0.17 m. Therefore, in order for the overflow al the existing wet well not to be drowned out. this weir will have to have a crest level of (1 225.88 - 0 17) = 1 225.71 m - say, 1225.70 m. This is the effective maximum water level in the new wet well. Pipeline from new tapping structure to new wet well Length Form loss factors lor fittings. ■ entry at lapping chamber ■ lee (llow through run) ■ gale valve 45' bend 90 medium radius bend (conyingency) - exit al wet well Assumptions - ID - roughness (aged condition) u 59 m 05 06 02 04 08 10 35 300 mm 0 3 rnrn lOTowns-Excelliles on ’Espdc32‘ (I )\10Towns\De1ailed DesianKArba Mmch\Pipework al AM Sorinas xIsConnection between existing wet well and new wet well Estimated maximum inflow into the existing wet well: - From the existing lapping structure 114 ,/s - From the new tapping structure __LL2 224 l/s To prevent submergence of the bell mouth, the level in the overflow pipework should not be higher than, say. the throat of the bell mouth i.e. (1 226.18 + 0.05) = 1 226.23 m. Pipeline from existing wet well to new wet well A Length Form loss factors for fittings: - 300 mm nominal bore medium radius 90° bend [0.8 x (450/300) 2] ‘ - 300 Ito 450 mm nominal bore standard taper - exit at new wet well - Adjusted to reflect higher velocity in bend Assumptions: - ID - roughness (aged condition) 17 m 1.8 0.0 10 28 450 mm 0 3 mm Flow rate (l/s) Velocity (m/s) Friction head loss (m/km) Total (m) Form losses (m) Total head loss (m) 224 1.41 4.17 0.07 0.28 0.35 This means that the water level al the new wet well should not exceed (1 226 23 • 0 35) - 1 225 88 in Allow lor an overflow weir 2.00 m long al the new wet well Assuming that this weir will have a discharge coefficient C' of 1.7 in the formula Q = CLH 1.5, the head ‘H* on the weir when discharging 224 l/s will be 0.17 m Therefore, in order for the overflow at the existing wet well not to be drowned out. this weir will A have to have a crest level of (1 225.88 - 0 17) = 1 225 71 m - say, 1225.70 m. This is the effective maximum water level in the new wet well. Pipeline from new tapping structure to new wet well Length Form loss factors lor fillings. - entry al lapping chamber ■ tee (How through run) gale waive 45J bend 90" medium radius bend (conymgency) ■ exit al wet well Assumptions • ID - roughness (aged condition) 59 rn 05 06 02 04 08 10 35 300 mm 0.3 mm 10Towns-Excellile^s on 'Espdc32' (HMOTowns'Delailed DosionWba Mmch'Pipework al AM Sorinas xIs7 Flow rate (l/s) Velocity (m/s) Friction head loss (m/km) Total (m) Form losses (m) Total head loss (m) 40 0.57 1.17 0.07 0.06 0.13 75 1.06 3.95 0.23 0.13 0.36 108 1.53 8.08 0.48 0.27 0.75 168 2.38 19.32 1.14 0.66 1.80 When the new wet well is full, the water level in the new tapping structure will be - at a flow of 108 l/s, (1 225.70 + 0.75) = 1 226.45 m (which is the level :i the weir that is intended to prevent flow to the wet wells until 20 l/s is being released to the environment) - at a flow of 168 l/s, (1 225.70 + 1.80) = 1 227.50 m (which is the level :r the overflow weir in the new tapping structure) Therefore, provided sufficient inflow is occurring into the new tapping structure, re flow from that structure along the direct 300 mm nominal diameter pipeline to the new wet wel vill be in the range of about 110-170 l/s, which will be acceptable Although it may, in theory, be possible to deliver adequate flows directly to the n?w wet well along (his pipeline if it is smaller than 300 mm nominal diameter, this could result in mcreaiiid backing-up of waler in the lapping chamber, which will not be desirable Pipeline discharging overflows from new tapping structure to stream Estimated maximum flow to be discharged = 266 l/s IL of pipe at overflow / scour chamber = 1 225 15 m Allow for pipe gradient of 5 %. giving an IL ol 1 224 85 m at a point 6m Irom the namber wall Surveyed level near that location is 1224 84 i e pipe will discharge freely to str- -m. Using a value ol 0.011 lor Mannings 'n'. the lull-bore Hows that can be discharge by pipes of various diameters laid al a 5 % gradient are tabulated below Pipe ID D (mm) Area A (m’) Wetted Perimeter P (m) Mannings n Gradient s Discharge Q (l/s) 250 0.0491 0.7854 0011 0 0500 157 300 0.0707 0 9425 0011 0 0500 256 350 0.0962 1 0996 0011 0 0500 385 As the maximum discharge ol a pipe Mowing under free surlace conditions is a. jl 10 % higher than the theoretical full-bore llow. a 300 mm diameter pipe will be adequate Pipeline discharging overflows from new wet well to stream Estimated maximum flow to be discharged - 224 l/s IL ol pipe al overflow / scour chamber = 1 223 50 m Provide an outlet box that incorporates a weir with a crest level ol 1223 50 m a : allow lor the pipe crown to be just below that level when it enters the outlet box lOTowns-Excelfiles on Esppc32‘ (I )\10Towns\Detailed OesignVXrba MmchVPipework al - .1 Springs xIsb Assume hat the pipeline will have- an overall length of 40 m. Form lost factors: - intry at overflow / scour chamber - exit at outlet box Assume: 'oughness (aged condition) 0.5 ___ 1.0 1.5 0 3 rnm Pipe D (mr Velocity* (m/s) Friction head loss* (m/km) Total (m) Form losses* (m) Total head loss* (m) 25: 1.14 88.36 3.53 0.10 363 30: 0.79 34.14 1.37 0.05 1.42 35: 0.58 15.31 0.61 0.03 0.64 • - at 22^ /s discharge Allow fo* :utlet box to be 1.20 m wide. Then head on weir al 224 l/s flow rate will be [0.224 / 7x 1.20)]A(2/3) = 0.23 m. With a 3*.C mm diameter pipe, waler will back up into the wet well overflow chamber to a level of 1 223.5C - 0.23+ 1.42 = 1225.15 rm < wet well overflow weir crest level of 1 225.70 m Pipeline :ischarging overflows from existing tapping structure to stream Estimate: maximum flow to be discharged = 77 l/s Existing noeline is 300 mm diameter laid al 2 % gradient Using a iiue of 0.011 for Mannings ’n*. the discharges of a 300 mm diameter pipe when flowing lull unde ree surface conditions al various gradients are tabulated below Pipe ID D (mm) Area A (m ) 2 Wetted Perimeter P (m) Mannings n Gradient s Discharge Q (l/s) 300 0.0707 0 9425 0011 0 0050 81 300 0 0707 0 9425 0011 00100 114 300 0 0707 0 9425 0 011 0 0200 162 i e use : jradienl ol 0 5 % or sleeper lor the 300 mm diameter extension ol the existing dram to the s: rim lOTowns-: xelfiles on Esppc32' (l.)\1OTowns\Detailed Dcsign\Arba MinclAPipework al AM Springs xIsANNEX B Reports on Waterhammer Analyses Annex Bl New Wet Well at Arba Minch Springs to Zone 2 Reservoir Site Annex B2 Zone 4 Connector Pipeline and Distribution Network ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004\RB\ MINI IIH MPSTKUON SI RGF \NAt ln<* Hluctmn Ihc utu Minch PtimpMaiion involve* J hitfh Mt pumpManon pumping at a duty i 50 ires per second al a head of about 1X4 m into .1 reservoir Thi* report coven the re*t.is of the surge analysis for the pn>po*cd n*mg num Punning I an nut Ths imposed pumpstation will entail the installation of three vertical turtnxxe mu tage pump* two duty and one stand by I he rising main will be about 6*0 n lor.. !IM) Nil (XT pipes Fhc duty punt tor the system was estimated to be 50 at 18* 11 total head Th uptime profile shown .111 initial steep section up to Ch 425 between elevation 12. md I 17N rnanisl. then it is followed by a plateau from Ch 425 up to the end • t the ipclmc at Ch Mb. die elevation for this section vary between I37M and I V»- namsl Wa rhaininer Analysis Th. mumum and minimum surge pressures have been estimated using the Sur^tS. a wa lamincr analysis program, developed by Pnil l)J Wood and JL Funk < i the C i ngincenng Software (‘enter of the University of Kentucky Fol cenanos have been selected based on the most critical conditions tor analysis . t the urge pressures m die pipeline leading to the dam These axe based »«n mstjiianeous power supply interruption lo the pumpstation These eaves arc a> fob ss 1) Pumping to ihe reservoir without surge protection nt Pumping to (he reservoir with a non return salve (NRV t at Ch 42> on the 2 * NB pipeline mi Pumping lo the reservoir with a non return valve (NRVl al Ch 425 piuc tn, air release valve/vacuum breakers at C h 4 U) and hl? on the 2tn NH f.-vi c is 1 Pumping to the reservoir with a non return salve (NR\. 1 at Ch 425 piu blailder vessel at Ch 5 on the 200 NB pipeline Fi. . • I below illustrates the steady stale condition just tv tore the pvwcr 'uppiy mtr’iption The results ol the analyses axe summonsed in Figures 2 1 » > tvlo* Fig.1 > 2 to 5 show the eases tor the scenario without protection whereas I igurrs < m 8 r he scenarios with protection Tli. ibuve mentioned plateau ol the pipeline nu> be susceptible to generate negative pa ate. this section was investigated as a potential source <4 instability dun*?: Ira ent Fie ics 2 to 4 show liiat lor the scenario without protection the development ol 11c. use pressures along the last Il it section ol the pipeline Figures 2. I and 4 sht w dv. wtantaneouv pressures that udl iKcur at the top tlal section ol the pipeline for M, < I aT = 0.49 sec. T = 0.58 sec. and T = 3.03 se. from the lime when power interruption occurs respectively. These figures clearly vow the extent of the negative pressures along the section. It is deduced from Figures 2 and 4 that these extensive negative pressures coupled with the steep profile and the short pipeline r time required for the wave to travel the pipeline length are conducive to unstable anc unpredictable conditions. Figure 5 shows the envelopes of maximum aid minimum pressures aJong the pipeline of the surge analysis without protection arer 5 sec. of transient, the instantaneous pressures for depicted in Figures 2 to 4 are deluded in this envelope diagram. It must be emphasised that the envelope shown on zie diagram is based on the pressures that will occur before instability due to negative pressures fully develops in the system. The estimated maximum pressure is about 3:3 m. As an initial step to control or isolate the un ruble section of the pipeline, a non return valve (NRV) was included along the pipeline at Ch 425 (Node 10). The results of this scenario can be seen on Figure 6, the maximum pressure will occur at the pumpstation and at the proposed NRV and ney were estimated to be 230 and 225 m respectively. A second step was taken to control the negative pressures by means of air release valves/vacuum breakers. Two 100 NB ar release valves or vacuum breakers (Ventomat RGB or similar) were introduce: at Ch 430 and 617 (Nodes 12 and 14) respectively. The results or envelopes o: maximum and minimum pressures are shown on Figure 7. The maximum press.res al the pumpstation and NRV were estimated to be 227 and 192 m respectively Figure 8 shows the envelope diagram fo’ ne case with a 1.0 nv vertical bladder vessel al Ch 5 or as closed as practically po ible to pumpstation after the main NRV. The vessel will be connected to the pipe .ie by a 150 NB short pipe connection equipped with an isolating valve and a s-*ng check NRV with a 65 NB by-pass around the NRV. Various standard size vessels were tested u:d it was found that a vessel with a total capacity of 1000 f. is the optimum size ve cl for this installation. The vessel would have to be pre-charged at 120 m (12 Bar) lis alternative is effective in controlling the negative pressures as well as the maxi-um pressures, this can be seen on above mentioned diagrams. A compressor fed closed vessel would be a. effective as a bladder vessel. This lank however is considered prone to break a wns as it involves rotating mechanical equipment and requires an elaborated elect--.al control system. This pre-charge pressure lakes into accou* potential reduction of active volume ol water due to pressure increases in the gacous phase of the vessels at a maximum ambient temperature of 50 degree C. This alternative is effective in controlli:; the negative pressures as well as the maximum pressures, this can be seen on r cure 6 below. In analysing the case with protection it was also noticed that the surg. pressures are sensitive no time of closure of the NRV positioned al Ch 425, this val ; should be equipped with counter-weight in order to have fast closure. Figure 8 shows that the vessel is adequat: for the case of power i nterruption to the station, this can be deducted from their “inimum pressure of about 153 m at the AM..Annex Bl d«e 2 Sic* jh S, oilvessel connection, this minimum pressure gives an adequate margin of reserve volume of water in the vessel. 4 Conclusions and Recommendations The following conclusions can be drawn from the findings of the above investigations: i) Excessive negative pressures occur along the line from Ch 425 to the end of the pipeline. The consequent column separation will be conducive to instability and therefore unpredictable results. The results before instability fully develops are shown on Figures 2 to 5. ii) The NRV seems to be effective in isolating the unstable section of the pipeline and in protecting the lower section of the line. The NRV also provides a fail proof protection against ineffective maintenance and mal operation. It is imperative that the lime for closure of the non return valves selected be minimal. Swing check or tilting disc valves should be provided with counter weight mechanism. iii) The ARVs or vaccum breakers seem to provide a marginal contribution to ameliorate the instability and to control the maximum surge pressures, these devices as well as feed tanks provide localised control of the negative surge pressures. iv) It was found that the most effective alternative for controlling the minimum as well as the maximum surge pressures is the installation of a vertical bladder vessel al the pumpstation after the main NRV. v) Pipeline maximum working pressure will be about 185 m. maximum surge pressure without protection 358 m before instability due to negative pressures develops and maximum surge pressure with protection 186 m. The maximum pressures with a NRV as protection was estimated to be 230 m. It appears that PN25 rating should be adopted for the system. Based on the above conclusions it is recommended as follows: i) To implement for walerhammer protection the installation of I.Orn' vertical bladder vessel pre-charged to 120 m (12 Bar) at the pumpstation after the main NRV. ii) To implement as an additional fail proof walerhammer protection the installation of a 200 NB NRV at Ch 425 in order to isolate the unstable section of the pipeline and to control the maximum pressures in the lower section of the line. iii) Pressure rating of pipes, fittings and valves shall be PN25. This pressure rating for pipes, fittings and valves should protect the system against inefficient maintenance and mal-operation thereof. iv) To select swing check non return valves equipped with counter weight for fast closure. AM Annex III tl<* 3 Sicwart S<<'il0 67 2201 281 424.8 587-5 ____________ Time 0 to 4 9896 Interval 0126 (Filtered) Figure 2: Surge Analysis without Protection. Shutdown Instantaneous Pressure al T = 0.49 sec. AM Annex Hl di* 4 Siewnn s i 1300Figure 3: Surge Analysis without Protection. Shutdown Instantaneous Pressure at T = 0.58 sec. 67 220.1 281 4 Time 0 to 4 9896 Interval 01 Figure 4: Surge Analysis without Protection. Shutdown Instantaneous Pressure at T = 0.63 sec. AM Annex HI d»»e 5 Sichau sFigure 5: Surge Analysis without Protection. Shutdown Figure 6: Surge Analysis with Non Return Valve (NRV). Shutdown I AM-Aiiiicx Bl di>c 6 Slcuurl SuMlrge Analysis with 1 m' Surge Bladder Vessel. Shutdown Max. and Min. Pressure 7 Sre**an N< iiVVA501037 ARBA MINCH ZONE 4 DISTRIBUTION SYSTEM. FLOATING RESERVOIR SURGE ANALYSIS 1. Introduction The pumpstation from the new wet well of the upgraded distribution sys^m for Zone 4 of the Town of Arba Minch comprises a distribution network of uPVC pipes and a pumpstation link to the network. This report covers the results of the surge analysis for the network distribution when the pumpstation shutdowns during nig t. 2. Pumpstation and Main Layout The pumpstation will entail the installation of two horizontal multistage centrifugal pumps, one duty and one stand by. The distribution network will comprise uPVC pipes ranging from 40 to 200 NB. The duty point for the system was estimated to be 15 ^/s at 94 m total head. The pumps each will be equipped with NRV. 3. VVaterhammer Analysis The maximum and minimum surge pressures have been estimated using the Surge5, a waterhammer analysis program, developed by Prof. DJ Wood and JE Funk of the Civil Engineering Software Center of the University of Kentucky. One scenario has been analysed based on the most critical conditions for analysis of the surge pressures in the pipeline. This is based on instantaneous power supply interruption to the pumpstation during night when the demand is expected to he al minimum. The selected scenario entails pumping to the reservoir via the reticulation network without surge protection and with a standard non return valve (NRV). Figure I below illustrates the steady stale condition just before the power supply interruption. The results of the analyses are summarised in Figure No 2 below. Figure 2 shows the envelopes of maximum and minimum pressures along the selected pipes of the reticulation network for the case without protection. This Figure also shows that negative pressures occur along the pipes located in the middle ridge of Zone 4 (Nodes 7, 8, 9, 12, 13. 21 and 32 of the reticulation network), despite this negative pressures which are localised in this section the system is stable and convergent after 100 sec. of analysis from the lime when power interruption occurs 4 Conclusions and Recommendations I he surge analysis indicates that no negative pressures occur along the pipes located on the ridge of the distribution network and that the system is stable under transient Negative pressures may be detrimental to the uPVC pipes. Based on the above conclusion it is recommended to provide p»pcs and Fittings rated for 10 Bar although the maximum working and surge pressures will not exceed 6 Bar am Amict 112 <li< IWA501037 1. ARBA MINCH ZONE 4 DISTRIBUTION SYSTEM. FLOATING RESER SURGE ANALYSIS Introduction The pumpstation from the new wet well of the upgraded distribution system for Zone 4 of the Town of Arba Minch comprises a distribution network of ul p p and a pumpstation link to the network. This report covers t e resu so analysis for the network distribution when the pumpstation shutdowns during mg . 2. Pumpstation and Main Layout The pumpstation will entail the installation of two horizontal multistage centrifugal pumps, one duty and one stand by. The distribution network will comprise uPVC pipes ranging from 40 to 200 NB. The duty point for the system was estimated to be 15 f/s at 94 m total head. The pumps each will be equipped with NRV. 3. Waterhammer Analysis The maximum and minimum surge pressures have been estimated using the Surges, a waterhammer analysis program, developed by Prof. DJ Wood and JE Funk of the Civil Engineering Software Center of the University of Kentucky. One scenario has been analysed based on the most critical conditions for analysis of the surge pressures in the pipeline. This is based on instantaneous power supply interruption to the pumpstation during night when the demand is expected to be at minimum. The selected scenario entails pumping to the reservoir via the reticulation network without surge protection and with a standard non return valve (NRV). Figure 1 below illustrates the steady state condition just before the power supply interruption. The results of the analyses are summarised in Figure No 2 below. Figure 2 shows the envelopes of maximum and minimum pressures along the selected pipes of the reticulation network for the case without protection. This fieure also shows that negative pressures occur along the pipes located in the middle" ridge of Zone 4 (Nodes 7, 8, 9, 12, 13, 21 and 32 of the reticulation network), despite this negative pressures which are localised in this section the system is stable and convergent after 100 sec. of analysis from the time when power interruption occurs 4 Conclusions and Recommendations The surge analysis indicates that no negative pressures occur along the pipes loc ued on the ridge of the distribution network and that the system is stable under transient Negative pressures may be detrimental to the uPVC pipes. Based on the above conclusion it is recommended to provide pipes and fittings rated lor 10 Bar although the maximum working and surge pressures will not exceed 6 Bar AM-Annex 112 dne 1 Sir wan SxutiVVA501037 ARBA MINCH ZONE 4 DISTRIBUTION SYSTEM. FLOATING SURGE ANALYSIS Introduction RESERVOIR 1. The pumpstation tom the new wet well of the uPgraded Zone 4 of the Town of Arba Minch comprises a d.slnbutton network of pPVC p.pcs and a pumpstation link to the network. This report covers t e resu analysis for the network distribution when the pumpstation shutdowns during n g . e 2. Pumpstation and Main Layout The pumpstation will entail the installation of two horizontal multistage centrifugal pumps, one duty and one stand by. The distribution network will comprise uPVC pipes ranging from 40 to 200 NB. The duty point for the system was estimated to be 15 £/s at 94 m total head. Ihc pumps each will be equipped with NRV. 3. Waterhammer Analysis The maximum and minimum surge pressures have been estimated using the Surge5, a waterhammer analysis program, developed by Prof. DJ Wood and JE Funk of the Civil Engineering Software Center of the University of Kentucky. One scenario has been analysed based on the most critical conditions for analysis of the surge pressures in the pipeline. This is based on instantaneous power supply interruption to the pumpstation during night when the demand is expected to be al minimum. The selected scenario entails pumping to the reservoir via the reticulation network without surge protection and with a standard non return valve (NRV). Figure I below illustrates the steady stale condition just before the power supply interruption. The results of the analyses are summarised in Figure No 2 below. Figure 2 shows the envelopes of maximum and minimum pressures along the selected pipes of the reticulation network for the case without protection. This figure also shows that negative pressures occur along the pipes located in the middle ridge of Zone 4 (Nodes 7, 8, 9, 12, 13, 21 and 32 of the reticulation network), despite this negative pressures which are localised in this section the system is stable and convergent after 100 sec. of analysis from the lime when power interruption occurs. 4 Conclusions and Recommendations The surge analysis indicates that no negative pressures occur along the pipes located on the ridge of the distribution network and that the system is stable under transient Negative pressures may he detrimental to the uPVC pipes. Based on the above conclusion it is recommended to provide pipes and fittings r iled tor 10 Bar although the maximum working and surge pressures will not exceed 6 Bar AM Annex B2 doc 1 Strwart Sc oilFigure 2: Surge Analysis without protection Envelope of Max . and Min. Pressure ARB A MINCH Z4 99.7668 sec..j 0.0 123 20.1 22.7 7 19 163 Mx H<J J.U Tin Head .. L_.il. . ’ nr.T . -L^Erar. • . J ... r VI Tun^^^^766^Intervai 2331 (Filtered i A.M-Annc* B2 due 2 Sic wan y • .rr 1450 1475 ElevationANNEX C Reinforced Concrete Design Calculations Annex Cl 300 m3 Reservoir Annex C2 400 m3 Reservoir Annex C3 1000 m3 Reservoir Annex C4 New Wet Well at Arba Minch Springs Annex C5 Kulfo Pipe Crossing Bridge FSPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004Arba Minch 300 nr’ ReservoirFIG. 1 SESMIC ZONES OF PROJECT TOWNS 0 100 200 JOO 400 SIX) U Scale' 2 Mater ul Strength table ♦ I Material Property CCoonncr creettee Steel Characteristic Strength Unit Weight Characteristic strength Allowable stccJ In compression fa 25 N/mm In tension fuk I 5 N/ rnitr Unit XV ci .’hl of Concrete 2 I 5 kN m I 2 Minimum Reinforcement Requirement | vk 460 N. mm 100 N mm fix crack w ofO Imm i )0 N mm rack < . of 0.2 mm For effective distribution ot cracking. the amount of reinforcement to he provide h given by (he following relation PO»I G ! fy I, is direct tensile strength of immature concrete which is usually taken as I 6 \ r f. is the characteristic strength of the rcinforccmuiit 1 1 Concrete Cover \ minimum of 40 mm concrete cover is to he used with iIk exception rd I . to/ reinforcement lor the roof slab and parapet reinforcement, which is made to be '< » 1 4 Spring Constants for Foundation Slab Design During the sight visit of the area an assessment was made ot lhe loundaton eo :dd.oo that led to the estimation ol the hearing capacity to be not icss than vu N. nu i case a weaker soil is met. (he weak soil shall be removed and be replied with granular select material which shall he compacted properly to attain the doien hearing value For a bearing capacity of 0 4SUN mm the following relation giv^s the spring constant used lor the foundation design k 40 X I 5 X 560 VU.00 4 Input Data Input geometrical data is sliown m i iguro 2 next page► CO I^IGURK 3-ARBA MINCH 300rn34.1 Design of Roof Slab 4.11 Load Combinations The roof slab is designed for the following Load Combinations: Design Load =Gk+Qk (with no earthquake) = 12.2+. 8 = 13 kN/m2 Design Load =(G + Q ) 0.75 + A (with earthquake load) kk H Aej (earthquake load) = 0.175(Gk) A^ = .175(13) = 2.3 .'.Earthquake design load = (13)*0.75 + 2.3 = 12.05<13 Design load =13 The output from the SAP2000 software is shown next page. 4.12 Design ofRoof Slab The design moments and the reinforcements required are as tabulated below: - Table - 2 Roof Slab Moments and Reinforcements Provided Design Moments N-m Re.Bar Req’d (mm2) Re. Bar Provided Location 2 mm M„ = 19.4 M = -4.9 (A ) min = 437 sl n Use <|)12@l50mm A =753 sl Use 010@ 150mm A =523 Mn =-6.4 M = -14.4 (A ) min = 437 sl sl 22 Use 010(g) 150mm A =523 sl Mu = .5 M = 10 (A ) min= 437 st 22 012(g) 150mm A « =753 .top bars both ways within col. strip .lop bars both ways outside col. strip . bottom bars both ways throughout lop & bottom bars at wall support 4.2 Design of Wall 4.21 Hoop Tension 4.21 Temperature Effect on Hoop Tension For the temperature effect on the hoop tension, the exterior surface of the reservoir is assumed to reach a surface temperature of 35 , while the inside temperature is assumed to be at 15°C. Based on these assumptions a temperature difference of 20 is assumed between the inside and outside surface of the reservoir. The stress in the reinforcement due to the temperature difference is determined using the following equation: - F = ±0.5(l-a) Tc Es = ± 0.5(0.680)* 20* 0.00001*210,000 = ± 14.28 N/ mm2 This temperature increase in steel is taken into consideration by decreasing the allowable stress of 130N/mm to (130-14) = 116mm . The output for hoop tension and wall moments is shown in the next page, and it is summarised in the tables below: -. sl s 2 2Table -3 Hoop Tension Reinforcement Hoop Tension (kN) Re. Bars Req’d ( no tension in cone.) (mm ) Re. Bars Provided (mm ) Location 2 2 196 (A ) min = 525 sl Use 2(|)10@l 50 = 753 Bottom of l quarter from top st ' 260 A =2241 Use 2(f) 14@ 150 = 2040 Bottom of 2 quarter from top nd sl 160 A ) min = 1379 sl Use 2<t>14@150 = 2040 Bottom of 3 quarter from top rd -12 A ) min = 525 st Use 2<i»12@150 = 753 Bottom of reservoir Table - 4 Wall Moments and Reinforcement Total Moment (kN-m) Re.bars Req.'d (mm ) Reinforcement Provided (mm ) Location 2 2 -5 (A S() min = 525 Use 4> 10@ 150 A = 1020 Bot. 1 quarter from lop, sl sl inside & outside -8 (A si) min = 525 Use <|>14@ 150 As, = 1020 Bot. 2 quarter from top, nd inside & outside -11 (A S|) min = 525 Use 4» 14@ 150 A = 1020 Bot. 3 quarter from lop, rd sl inside & outside 31 A = 969 sl Use 14@ 150 A = 1020 S1 Bottom of reservoir, inside & ouisidc 4.3 Design of Columns Axial load al top of column al top= 225 kN Axial load al lop of column al bottom 245 kN • Loads 225 (kN) MI(kN-m) M2(kN-m) 2 245 0 0 • Vertical Reinforcement (A ) nun - 1005 mm 2 m Use 4 <|> 16,A„= 1608 mm2 • Lateral Reinforcement Use <!> 8 spiral reinforcement al 100mm pilch. Check for Shear stress in slabLength of critical section in the drop = 3.14 x (0.3+ 0.40) - 2.198m load/m2 = 13 kN/m2 Net shear force =225 - 13 x 2. 198 = 196 kN v =1960001 352 x 2198 = 0.253<0^ Length of critical section in the slab = 1.5+0.25= 1.75 Loaded area = 1.75 x 1.75 = 3.06m2 load/m2= 13 kN/m2 Net shear force =245 - 3.06 x 13 = 205.2 kN v = 205200/ 204 x 4 x 1750 = .143 < 1.2 N/mm2 • Check bearing pressure assuming isolated footing Maximum bearing pressure is attained when reservoir is full of water: Load from column = 245 kN Weight of water = 9.81 x (1.5x 1.5 - 0.785x 0.3 ) x 4.45 = 92.7 kN Weight of footing = 1.5 x 1.5 x 0.40 x 23.5 x 1.4 = 29.6 KN Total Load on Foundation = 367.3 kN Bearing Pressure (pb) =367.3 x 10 / 1500 x 1500 = 0.163<0.560 N / mm" Check shear stress in footing Net shear force= (15OO - 0.785 x 400 ) x 0.163- {92.7 +29.6} = 2 3 2 2 1000 346.2-122.3 = 223.9 v = 223900 / 3.14x 600 x 302= 0. 393<0 .9 4.4 Design of Foundation Slab The foundation slab of the reservoir is modelled with 24 grids along the circumference and eleven grids along the diameter. The slab is analysed for reservoir full and reservoir empty conditions and the output is shown next page. The slab is designed for maximum moment resulting from the two conditions. Table -5 Design Moments and Reinforcement for Foundation Slab Moments Select cd for Design kN-m Re.Bar Required ( mm ) 2 Re. Bar Provided mnr Location M H- 29 M - -15 906 (AJ nun = 525 Usc<|)14r<( 15(1 A„ - 1020 Usc<j>l2(a 150 A - 753 • lop bars within col. strip . lop bars outside col. strip sl Mu -30 M 2. 13 938 Use 14(h) 150 A = 1020 . bol. bars outside col. strip sl M H =6 M -j - 32 709 Use (|> 12(b) 1 50 A =753 sl lop& bottom bars at wall sealFloor Stress Output110 165 220 275 330 385 • - n,3nr.qm (LOAD2) • KN-m UnitsWall Stress OutputVV October 21,2003 16.48 33 0 _______ 44 0 'LOAD3) - KN-rn Units 55 0 66 0 77 0^viooe'i z. i ,20U3~ idt%4 330 385. I . . k'N-m UnitsOctober 21,2003 16-47 120 150 180. 210. 240 '2000 v6 11 - File AM-DD RSS-300-1coI - Resultant Fl 1 Diagram (LOAD3) - KN-m UnitsSAP2000 v6.il File: AM-DD-RES-300-1C0L KN-m Units PAGE 1 October 10, 2003 16:02 SHELL ELEMENT RESULTANTS ( Wall Stress) SHELL LOAD JOINT Fll F22 F12 MU M22 M12 V13 V23 .5/-Z.1U/L-Ul 1.obbL-Ul 7.839E-01 0.00 0.00 5.005E-01 23 -11.91 -59.57 2.107E-01 1.568E-01 7.839E-01 0.00 0.00 5.005E-01 24 -6.01 -58.38 2.107E-01 3.791E-02 1.896E-01 0.00 0.00 5.005E-01 22 -6.01 -58.38-2.107E-01 3.791E-02 1.896E-01 0.00 0.00 5.005E-01 11 LOAD*.' 21 -14.02 -70.08-1.247E-01 1.652E-01 8.259E-01 0.00 0.00 2.961E-01 -- -14.02 -7Q.08 1.247E-01 1.652E-01 8.259E-01 0.00 0.00 2.961E-01 .4 - c . 5 ' -68.65 1.247E-01 9.485E-02 4 .743E-01 0.00 0.00 -b8.65-1.247E-01 9.485E-02 4 .74 3E-01 2.961E-01 0.00 0.00 i • * ■ ' i « _ • - -C. <’ 2.961E-01 21 -17.36 -86.78 -16.07 6.62 33.10 3.721E-06-1.373E-06 38.17 z. 4 163.95 -50.52 16.07 -2.45 -12.23 1.293E-06-3.306E-05 38.17 z 2 I r •.m5 -50.52 -16.07 -2.45 -12.23 4 . 869E-06-3.306E-05 38.17 23 -17.36 -86.78 16.07 6.62 33.10 0.00-1.373E-06 38.17 - ’• *. ■> “T. - M *.4 6 •I.Ci - 4 8. z .. 4 z. E - 0 1 4.059E-02 2.029E-01 -45.87 1.742E-01 1.389E-01 6.943E-01 -40.57-1.'42E-01 4.059E-02 2.029E-01 0.00 0.00- ♦: -4.138E-01 9.46 -45.87-1.742E-01 1 .389E-01 6.943E-01 0.00-1.513E-06- -4.138E-01 •' 0.00 0.00- -4.138E-01 0.00-1.513E-06- -4.138E-01 22 -5.08 -59.67 2.543E-01 9.936E-02 4.968E-01 24 -5.08 -59.67-2.543E-O1 9.936E-02 4.968E-01 60 15.44 -55.57-2.543E-01 2.428E-01 1.21 59 15.44 -55.57 2.543E-01 2.428E-01 1.21 0.00 0.00- -6.040E-01 0.00 0.00- -6.O4OE-O1 0.00-2.453E-06- -6.040E-01 0.00-2.453E-06- -6.040E-01 J- — 22 160.69 -66.87 1.42 -2.46 -12.31 3.856E-06-3.110E-05 -3.37 24 160.66 -66.87 -1.42 -2.46 -12.31 e: 1.688E-06-3.110E-05 260.38 -3.37 -46.92 -1.42 -1.66 -8.30 0.00-4.460E-05 -3.37 2oj.36 -46.92 1.42 -1.66 -8.30 3.052E-06-4.460E-05 -3.37Annex Roof Slab Stress Outputocluuer 21 ■,zuro’ Tg1tnr , =J 1 ““ 44 0 55.0 66.0 770 P2000 v6 11 - File AM-DD-RES-300-1coi ■ Resultant Mil Digram (L0AD3) - KN-m UnitsArba Minch 400 mJ Reservoirs 3. Input ata Input go ’letneal data is shown in Figures - 2 next page 3.1 Dcsi.' of Roof Slab 3 11 Loa. Combinations The rooi ah is designed for the following Load Combinations Design I .id (ik ♦ Q (with no earthquake) I. Str.etural Elements for 400 cubic Metres Reservoir I I Rtservoir Roof A roc slab thickness of 250 mm is adopted for the design with an additional 50 mm thick cemerr mortar screed , and 70 mm thick of insulating gravel layer. A parapet wall ol 150 mm height projects from the roof slab to contain the insulating layer. Drip pipes for rainwater removal are provided along the perimeter of the roof slab. 1.2 Re ervoir Wall The re ervoir wall thickness is 300 mm with inside diameter of 1 1.30 and inside height ol 4.35 net res. The reservoir is designed for a water depth of 4.05 metres and a freeboard of 30cm. 1.3 Reservoir Foundation The fo..idation slab slab thickness is 400mm at the junction with the wall and 300mm in the remain.'g part of the slab. The footing thickness al the column seats is 400mm. 2. Desim Data Spring ‘.instants for Foundation Slab Design During .:e sight visit of the area an assessment was made of the foundation condition that led to th: estimation of the bearing capacity to be not less than 0.560N mm' For a be.ring capacity of 0.560N 'mm' the following relation gives the spring constant used for the : ’nidation design: K = 40 1.5 X 560 -*33600 k 12.2 • N 13 kN m2 Design I id (Gk • Qj0.7> » AVI| (with earthquake load) A i(eartl u .uake load) 0 I7s((ik ) Aui 75(13) 2.27 I’arlhq. .Ke design load (I3)**O7S • 2.27 12 02 13 Desigi «»ad 13 Iheotitp. Tom the SAP2000 software is shown in (he annex 3 12 Desi. of Rool SlabI i I I I SECTWNJL-U FIGURE 2-ARBA MINCH 400i.i3The roof slab is designed for the following Load Combinations. Design Load = (G 4- Q ) 0.75 + Ara (with earthquake load) kk And (earthquake load) = 0.175(G ) k /. AEd = 0.175(12) = 2.1 .’.Earthquake design load = (12*0.75 + 2.1 = 11.1< 12 Design load =12 The output from the SAP2000 software is annexed The design moments and the reinforcements required are as tabulated below: - Table -2 Roof Slab Moments and Reinforcements Provided Design Moments N-m Rc.Bar Rcq’d (mm2) Re. Bar Provided mnf Location M„ M?2 Mh -23.6 M.. - 23 6 730 (Am) min = 437 928 { AJ mm 437 - 12@I50mm /\ „ =753mm “ 0IO@l5Om A M= 523 126^ 100mm A ,i =1 130mm ’ . 0100 150mm A., = 522mnf bottom bars at centre of slab both ways top bars .it centre of slab both ways lop bars at col capital bottom bars within col capital <lA.i) mm- 4 37 0120 1 50mm top A: bottom bars between wall M M-- 2 1 10 3 1 A -753mm ' lA.jmni 437 012 a 150mm A -753mm A: col capital lop A: bottom bars al wall slippoll 4 2 Design of Wall 4 211 loop Tension 4 21 Ieinperalurv I: Itecl on Hoop lunsion l ot die temperature e Heel on die lu.op tension. the exterior sin Live of die reservon is assumed to reach a surface temperature of 35’. while the ms.de temperature is assume, to he al b ( Based on these assumptions a temperature dilleience of2()’ is assumed o — cc 1' II II1.Introduction For the design c’the 300 m3 water storage reservoir for Arba Minch town, the British Standard BS 80C7: 1987 ‘Design of Concrete structures for Retaining Aqueous Liquids ’ is used as a main reference. The Ethiopian Building Code Standard is used as a secondary reference, because it does not have a specific provision for liquid retaining structures.. Arba Minch is ir. earthquake Zone-4 as shown in Fig.-l next page. The software used for analysis is SAP2000 version 6.1. Prior to the application of the software for the reservoir design, the software was tested for the analysis of simply supported and continuous beams, and for water storing cylindrical containers. Exact con­ formity of outpu: results with manual calculation was established. In modelling the reservoir elements grid were established with the aim of producing quadrilateral elements with somewhat proportional dimensions in two adjacent axes. Out put results were studied on the computer screen. Wherever stress concentration was observed, engineering judgement was used by exploring the stress diagram on the on the computer screen o complement the printed outputs. The software outputs are shown next page. 2. Structural Elenents 2.1 Reservoir Reef A roof slab thick’.ess of 250 mm is adopted for the design with an additional 50 mm thick cement mortar s:reed , and 100 mm thick of insulating gravel layer. A parapet wall of 150 mm height :rojects from the roof slab to contain the insulating layer. Drip pipes for rainwater remove arc provided along the perimeter of the roof slab. 2.2 Reservoir W al The reservoir ual thickness is 300 min and the inside diameter and height are 9.3 and 4.75 metres respectively. The reservoir is designed for a waler depth of 4.45 metres and a freeboard of30cn. 2.3 Reservoir Foundation The foundation :.ab slab thickness is 400mm al the junction with the wall and 300mm in the remaining pa- of the slab. The fooling thickness for the column seals is 400mm 3. Design Data 3.1 Measuremer Units i. Length, width, and thickness are in meters or millimetres as found lit ii. F :rcc is Newton (N) or kilo Newton (kN) iii. foment is kilo Newton - metre (kN-m) or Newton -millimetre (N-mm)between he inside and outside surface of the reservoir. The slre-s in the reinforcement due to the temperature difference is determined using the following equation. - F S| = ± 0.5(1-a) T esEs = ± 0.5(0.680)* 20* 0.0000 E *210,000 = ± U.28 N/mm2 This temperature increase in steel is taken into consideration by decreasing the all­ owable sress of 13ON/mm to (130-14) = 116mm . The output for hoop tension and wall moment.1 is shown in the next page, and it is summarised in the tar les below. -. 2 2 Table -3 Hoop Tension Reinforcement Hoop Location Tension (kN) Re. Bars Req’d (no tension in cone.) 2 (mm ) Re. Bars Provided (mm2) 140 Bottom of 1 quarter from top $( 1206 Use 2(J) 12@ 150 = 1506 212 Bottom of 2 quarter From top nd 1828 Use 2(0 14@ 150 = 2040 130* Bottom of 3 quarter from top rd 1120 Use 2(J)I4@I5O = 2040 -1 Bottom of reservoir (Asl) min =2x525 Use 2<|)I2@2OO = 1050 = 1130 *Ma::mum hoop reinforcement extended to the bottom portio- of the reservoir Table - 4 Wall Moments and Reinforcemc- Total N -.menl (kN n) Re.bars Req.'d 2 (mm ) Reinforcement 2 Provided (mm ) Location < (A sl) min = 525 Usc0l6@ 150 A M = 753 To: >freservoir (A sl) min = 525 Use<|>l6@ 150 A = 753 Bo'om of I quarter u fro**: lop. inside & ou.-.de -1'. > (A M ) min = 525 Use 016(h) 150 A M = 753 Bo am of 2 quarter nd frun lop, inside & ol. ;de -112 (A sl) min = 525 Use<|>l6(«> 150 A < = 753 ’ Bo Om of 3 quarter rd Inn top, inside & ol ;de 3: 1114.5 1 Ise 016 (oj 150 A xl = 1340 Bo:om of reservoir in .<ie & outside 4.3 Des m of Columns Axial loa: at lop of column = 165.5 kN Axial loa: al bottom of column = 183.5 kN• Loads P (kN) Ml(kN-m) M2(kN-m) 179 197 5.3 2.59 • Vertical Reinforcement AS|(min) = 1005 mm2 Use 8 014 Ag=1607 mm2 • Lateral Reinforcement Use O 8 spiral reinforcement at 100mm pitch. • Check for Shear stress in slab Length of critical section in the drop = 3.14 x (0.40+ 0.35) = 2.. 55m load /m2 = 13kN / m2 Net shear force =179.2 - 13 x 2. 355 = 148.6 kN v = 148600 / 302 x 2355 = 0.208<0.9 Length of critical section in the slab = 1.5+0.25=1.75 Loaded area = 1.75 x 1.75 = 3.06m2 load / m2 = 13 kN / m2 Net shear force =179.2 - 3.06 x 13 = 139.4 kN v= 139400/204 x 4 x 1750 = 0.09 < 1.2N/mm2 • Check bearing pressure assuming isolated footing Maximum bearing pressure is attained when reservoir is full of -atcr: Load from column = 197 kN Weight of waler = 9.81 x (1.5x 1.5 - 0.785x.4 ) x 4.05 x 1.6 = 1 ’ 5kN Weight of fooling = 1.5 x 1.5 x .40 x 23.5 x 1.4 = 29.6 KN Total Load on Foundation = 361.6 kN 5 Bearing Pressure (p ) = 361.6 x IO / 1500 x 1500 = 0.16<0.480 N / r n 2 h 2 Check shear stress in footing Net shear forcc= (1500" - 0.785 x 600") x 0. 16- {135 +30} = 1000 314.7 165 =149.7 y— 149700/3.14x 600 x 352=0. 225<O .9 4.4 Design of Foundation Slab The foundation slab of the reservoir is modelled with 24 grids along ne circumference and eleven grids along the diameter. The slab is analysed lor reservor ull and reservoir empty conditions and the output is shown next page. The slab is desired lor maximum moment resulting from the two conditions.Table -5 Design Moments and Reinforcement for Foundation Slab Moments Selected for Design kN-m Re.Bar Required 2 (mm ) Re. Bar Provided 2 mm Location M n= -36.4 M =-29 22 1142 (A $|) min=700 Use <f>16@ 150 A si = 1340mm2 Use *12 @ 150 A J, = 706mm’ • mid strip bot.bars . mid strip top bars M =-29.8 (l M „= -39.2 A = 939 $( (A min =525 M) A si=1235 (A so min =525 Use <t>16@ 200 A = 1005 mm2 u Use <|>I2 @ 150 A „ = 753 Use 4>16@ 150 A M = 1340 mm2 Use 4>12@15O bottom bars at col. strip top bars at col. strip • bottom bars between column &wall • top bars between column &wall M = 18 22 (A S|) min=700 Use*l2@150^ A M = 706 mm’ • top and bottom bars at wall seat9 I I I t I I I I Roof Slab Stress Output - i • I 1 I I * I ■ ■ ■■ I I I I I I I I35.0 42.0 I SAP2000 v6 11 - File.AM-DD-RES-400 Final-Scol • Resultant M11 Diagram (L0AD2) • KN-m Units' fl 0Ic 0 VI 0 ZZ 91 Tnnz'L^jonoionI Wall Stress C'itput140.[68 196 56 S4 — M22 Doqram (LOAD3) - KN m Units9I■l9 .2u : -28 196. \.6 11 F.le AM-DD-RES-400 F.nal-4col ■ Resultant M22 Diagram (L0AD3)- KN-m Units•28 v6 11 F le AM-DD-RES-400 F nai-4col - Resultant M22 Diagram (L0AD3) - KN-m Unitsft I ■ I ■ I I I I f <.2* ____ 96 120 144. 168. 192. - File AM-DD-RES-400 FmaMcol - Resultant F11 Diagram (LOAD3) • KN-m UnitsI • File AM-DD-RES-400 Fmal-dcol • Resultant F11 Diagram (LOAD3) - KN-m Unitso 2448_________________________ 72 SAP2000 v6 11 - File AM-DD-RES-400 Fmal-4col ■ Resultant F11 Diagram 96 (L0AD3) - KN-m Units 120 144. 168 192SAP2000 v6.11 File: AM-DD-RES-400 October 9, 2003 10:57 FINAL-4COL KN-m Units PAGE 1 S H E L L r »_ E M E N T RE S U L T A N T SfShell Wall Elements) SHELL LOAD JOINT Ell F22 F12 Mil M22 M12 V13 V23 1C LOAD 3 19 -12.38 -61.88 -14.49 6.73 33.66 0.00- 3.064E-02 41.03 21 -12.54 -62.69 14.65 6.75 33.75 2.025E-02- 3.064E-02 41.07 22 119.77 -36.23 14.78 -2.16 -10.93 4.058E-02- 1.145E-02 41.07 20 119.93 -35.42 -14.36 -2.15 -10.97 2.033E-02- 1.145E-02 41.03 34 LOAD 3 20 117.79 -46.11--1.483E-01 -2.18 22 117.64 -46.88 5.227E-01 59 197.85 -30.84 3.471E-01 58 198.01 -30.06-•3.240E-01 -2.20 -2.31 -2.24 -11.15 2.033E-02- 4.166E-03 7.318E-01 -11.10 6.860E-02- 4.166E-03 7.492E-01 -11.95 8.143E-02 3.632E-02 7.492E-01 -11.98 3.316E-02 3.632E-02 7.318E-01 Z " * Z '• t■ 200.01 -20.05 2.42 -2.23 59 199.78 -21.20 -2.91 -2.30 -11.93 3.316E-02 6.979E-02 -11.90 8.040E-02 6.979E-02 -7.03 -6.77 8 3 130.99 -34.96 -3.33-7.914E-01 -4.57 5.546E-02 1.583E-01 -6.77 82 131.22 -33.81 1.99-5.865E-01 -4.31 8.227E-03 1.583E-01 -7.03 92 LOAD 3 - <- 137.80- 8. 935E-01 •• 137.45 -2.66 1.18-5.953E-01 -3.13-7.94 IE-01 -4.36 8.227E-03 3.296E-01 -4.58- -1.232E-01 3.296E-01 -4 . 54 -3.54 :. ‘ -1..158E-01 -30.18 -3.75-1.576E-01-6 . 398E-01- -3.389E-01 3.747E-01 -3.54 lUv 2.,384 E-01 -28.41 5.615E-01 1.094E-01 6 .697E-01 -2.075E-01 3.747E-01 -4.54SAP2000 v6.11 File: AN-DD-RES-400 FINAL-4COL KN-m Units PAGE 1 October 9, 2003 10: 57 SHELL r l_ E M E N T RE S U L T A N T S(Shell Wall Elements) SHELL LOAD JOINT l 0 LOAD 3 Fll F22 F12 Mil M22 M12 V13 V23 19 -12.38 -61.88 -14.49 6.73 33.66 0.00-3.064E-02 41.03 21 -12.54 -62.69 14.65 6.75 33.75 2.025E-02-3.064E-02 41.07 22 119.77 -36.23 14.78 -2.16 -10.93 4.058E-02-1.145E-02 41.07 20 119.93 -35.42 -14.36 -2.15 -10.97 2.033E-02-1.145E-02 41.03 34 LOAD 3 20 117.79 -46.11--1.483E-01 22 117.64 -46.88 5.227E-01 59 197.85 -30.84 3.471E-01 58 198.01 -30.06--3.240E-01 -2.18 -2.20 -2.31 -2.24 -11.15 -11.10 -11.95 -11.98 2.033E-02-4.166E-03 7.318E-01 6.860E-02-4.166E-03 7.492E-01 8.143E-02 3.632E-02 7.492E-01 3.316E-02 3.632E-02 7.318E-01 5 - L.A. ? 58 200.01 -20.05 2.42 -2.23 -11.93 3.316E-02 6.979E-02 -7.03 5 9 199.78 -21.20 -2.91 -2.30 -11.90 8.040E-02 6.979E-02 -6.77 83 130.99 -34.96 -3.33-7.914E-01 -4.57 5.546E-02 1.583E-01 -6.77 62 131.22 -33.81 1.99-5.865E-01 -4.31 8.227E-03 1.583E-01 -7.03 8 2 LOAD 3 137.80- 8.935E-01 - 137.45 -2.66 -30.18 1.18-5.953E-01 -3.13-7.941E-01 -3.75-1.576E-01-6 -4.36 -4.58 * ' " _ 1 . 1 5 8 E - 01 ll’6 2 .384E-01 8.227E-03 3.296E-01 -1.232E-01 3.296E-01 -28.41 5.615E-01 1.O94E-O1 6 .398E-01 -3.389E-01 3.747E-01 .697E-01 -2.075E-01 3.747E-01 -4.54 -3.54 -3.54 -4.54Floor Stress Output'Ul'-'l I o ZJ v6 11 • File AM DD-RES*400 F»nal-4col Resultant M11 D»agram (LOAD2) • KN m Units..I 'Z ., J -14 0 -7 0 00 7 0 14 0 21 0 __ I 28 0 350 42.0 v6 11 • File AM-DD-RES-400 Final-4col - Resultant M22 Diagram (LOAD2) - KN-m UnitsArba Minch 1000 m3 ReservoirArba Minch 1000 m3 ReservoirI. Structural Elements for 1000 cubic Metres Reservoir I I Reservoir Roof A roof slab thickness of 250 mm is adopted for the design with an additional 50 mm thick cement mortar screed , and 70 mm thick of insulating gravel layer. A parapet wall of 150 mm height projects from the roof slab to contain the insulating layer. Drip pipes lor rainwater removal arc provided along the perimeter of the rool slab. 1.2 Reservoir Wall The reservoir wall thickness is 300 mm with inside diameter ot 15.30 and inside height ol 5.9 metres. The reservoir is designed for a water depth ol 5 6 metres and a freeborn d ul 30cm. 1.3 Reservoir Foundation The foundation slab slab thickness is 400mm at the junction with the wall and 300mm m the remaining part of the slab The fooling thickness al the column scats is 400mm 2 Design Data Spring Constants for Foundation Slab Design During die sight visit of the area an assessment was made of the foundation condition that led to lhe estimation of lhe bearing capacity to be not less than 0 9G0N mm I or a bearing capacity of 0 960N mm’ the following relation gives the spring coii>iam used Ibr lhe foundation design K 40 X15 X 960 5 “’600 ' Input Data Input geometrical data is shown in liguies 2 next page t I Design of Roof Slab till o.id Combinations I lie loot slab is desmned loi the lollow nig I oad ( oiiibinahoti. Dc'ii'ii I o.id (ik • (,)k twiih no eailhqiiake) 12 2 • S I I k\ in Design Load ((iK ♦ QJII75 \ t (w nh c.iiihquake load) \ ic.iilhi|uakc load) ll 17>(( h > \ 11175(H) 2 2" I .iiiliquake design load (H)‘n *> • 2 27 12 02 H Design load 14 S I lie output 11oni lhe SAI’2000 sotlwaie is shown next paer ' 12 1 )csign ol Rool SI.ihI FIGURE 2-AHIM MINCII 1000in3 2200I moo J5Q600 SECTION X.-.V FIGURE 2-ARBa MINCH 10()()in3The design moments and the reinforcements required are as tabulated below. Table - 2 Roof Slab Moments and Reinforcements Provided Design Moments N-m Re.Bar Req’d (mm2) Re. Bar Provided Location 2 mm Mu =-24 M,,= -24 Mu =33 M = 33 22 M =-26.7 M = -I4 M,,=3.6 M = 14 u 22 941 (A.,) min= 437 1084 (AJ min= 437 (A.,) min= 1053 (Am) mm= 652 22 |l2@IOOmm , A „=l 130 mm2 <|>l2@200m A .,= 565 0l2@IOOmm A M =1130mm 2 4>l2@l50mm A., = 753 mm2 4>12@IOOmm A =1130 mm2 (|>I2@ 150mm A =753mm 2 bottom bars at centre of slab both ways ■ top bars at centre of slab both ways lop bars at col.capital • bottom bars within col. capital • lop & bottom bars between wall & col. capital • lop & bottom bars al wall support 1 4.2 Design of Wall 4 21 I loop Tension 4 21 Temperature 1:fleet on Hoop Tension For the temperature effect on the hoop tension, the exterior surface of the reservoir is assumed to reach a surface temperature ol 35 . while the inside temperature is assumed to be al 15 C. Based on these assumptions a temperature difference of 20 is assumed between the inside and outside surlace ol the reservoir The stress in the reinforcement tine to the temperature dillcrcnce is determined using the following equation - l\, - ± 0.5(1-a) T t\ l-s - 10.5(0 680)* 20* 0 00001 *210.000 = l I4.2X N/mm’ I llis temperature increase in steel is taken into consideration by decreasing the allowable stress ol’130N/innr Io(l30-I4) lIGninr I he output I'm lump lensioii and w.ill inmiiciils is shown in the next page, ami it is suniinai ised in the tables below -TabIc -3 I loop Tension Rcinforcemcnt Hoop Tension (kN) Location Re. Bars Rcq’d ( no tension in cone.) (mm ) 2 Re. Bars Provided With min. tension in concrete allowed (mm ) 2 233 Bottom of IS| reach from top 1887 Use 2(|) 12fa)l50 = 1506 397 Bottom of 2 reach from lop nd 3400 Use 2(|tl4@l50 = 2040 406 Bottom of 3 reach from top rd 3500 Use 2(|)I4@I 50 = 2040 197 Bottom of 4 reach from lop th 1698 Use 2<|> I4(a,| 50 = 2040 -2 Bottom of rcservoir(bottom of 5,h reach from lop (A ) min =2x525 st = 1050 Use 2(|)l2@150 = 1506 *Maximum hoop reinforcement extended to the bottom portion of the reserv oir Table -4 Wall Moments and Reinforcement Total Moment (kN-m) Re.bars Req.'d (mm ) 2 Rein forcemen t Provided (mnr) Location -6 (A ,|) mm =612 Use i|)l4(r? 200 A = 765 Top of reservoir st -15.8 406 ( \ ) mm = 612 Use <,M4(F/' 200 A =765 Bot. 1 quarter from M 4 q lop inside outside -27.3 705 Use (|’I4(« 200 A = 765 Bot. 2' quarter from 1 xl tup inside & outside -15 (A ) mm = 612 Use 114 fa 200 A „ = 765 Bot. 3,d quaitcr I n mi lop inside outside 29 912 Use i’>l 6m 200 Bottom ol icscivoii — - - ------------------ —_____ _A„ 1005 inside & uulsidc 4.3 Design ol Columns Axial load al lop ol column t1 Axial load al bolloin ol column '42 k\ • Loads P(kX) Ml (k\!-ui) M2(k\ m) M7 9 9 49 • Vciiical Kuiiiloiccmunl ( A M ) nun |00> mm liscS<hl(» \, IfClmiii • Lalcial Kcmloiccmuni Use 8 spiial iciiiloiiciiiunl al KHIiuiii pilchCheck for Shear stress in slab Length of critical section in (he drop - 3.14 x (0.40+ 0.40) - 2.51 nt load/n? = 13 kN/ m2 Nel shear force =317 - 13 x 2. 51 = 284.37 kN v = 284370/ 352 x 2510 = 0.32l<0.9 Length of critical section in the slab = 1.5+0.25=1.75 Loaded area = 1.75 x 1.75 = 3 06m" load / nr = 13 kN / m2 Net shear force =342 - 3 06 x 13 = 302.22 kN v = 302220/ 204 x 4 x 1750 = 211 < 1.2 N/mm2 Cheek bearing pressure assuming isolated footing Maximum bearing pressure is attained when reservoir is full of waler. Load from column = 342 kN Weight of waler = 9.81 x (1.5 .x 1.5 - 0.785x.4 ) x 5.60 x 1.6 = !86.7kN Weight of fooling = 1.5x15x5 x 23.5 x 1.4 = 37 KN Total Load on Foundation = 565.7 kN 2 Bearing Pressure (p ) =565.7 x I0 h 1 / 1500 x 1500 = 0.251 <0.480 N / min~ Cheek slieai stress in fooling Net shear lbrec= (I5OO • 0.785 x 6U0 ) x 0. 251 - {186.7+37} =270 I 1000 2 2 v = 270100 3 14x600 x352= 407<.() 9 4.4 Design of Foundation Slab The foundation slab ol the reservoir is modelled with 24 grids along the ciicumlcreiice and eleven grids along the diameter fhe slab is analysed lor icserxon lull and reservoir empts conditions and the output is shown next page flic slab is designed tin maximum moment resulting from the two conditionsTabic -5 Design Moments and Reinforcement for Foundation Slab Design Moments N-m Re.Bar Req’d (mm2) Re. Bar Provided Location 2 mm M„ = -25 M.,= -25 M„ = 37 M = 37 22 778 if)l4@l 50mm A m=I020 mm2 (Am) min= 437 <t>IO@l 50 m A 4= 523 1161 $I6@ 150mm A m =1340mm 2 (Au) min= 437 <t> 12@ 150mm A., = 753 mm M,i=-30 M>?= 30 i Mii - 14 Mm *34 938 (AJ mm= 437 958 (>l4i'n'l50inm A m =1000 ( |> I2(q 150mm Au = 753 mm' <f>l2(<i 15()mm Am =» 1020mm’ bottom bars at centre of slab both ways top bars at centre of slab both ways lop bars al column bottom bars within col capital bottom bars between wall A. col top bars between wall & vol . lop & bottom bars al wall scatAnnex Roof Slab Stress OutputD 2000 v6 11 - File AM-OD-RES-1000 4coi Resultant M11 Diagram (LOAD2) - KN-m Units30.0 0 0 10.020.0 I l l. — A4oo n^nrAm (LOAD2) - KN-m Units 40.0Wall Stress OutputWall Stress OutputOctober 21,2003 17:08 SAP2000 v6 11 - File:AM-DD-RES-1000-4col - Resultant F11 Diagram (LOAD3) - KN-m UnitsSAP20C0 v6.ll rile: A.M-DD-RES-1 000-4COL October ’*3, 2303 10:55 KN-m Units PAGE 1 S H ELL E L E M E • j T .RES U L T A N T S (Wall Stress) SHELL LOAD JOINT 7 LOAD 3 Fl I F22 F12 Mil M22 M12 V13 V23 13 -20.09 -100.43 -37.36 15.73 78.67 0.00-3.252E-02 77.24 15 -20.50 -102.49 37.62 15.77 78.87 2.159E-02-3.252E-02 77.35 1 6 236.32 -57.13 37.89 -2.91 -14.57 4.449E-02-1.542E-02 77.35 14 206.73 -55.07 -37.09 -2.90 -14.65 2.290E-02-1.542E-02 77.24 2 3 LOAD 3 14 200.69 -85.30 -4.60 -3.16 -15.96 2.290E-02-1.080E-02 10.03 16 200.36 -86.95 5.43 -3.17 -15.89 6.934E-02-1.080E-02 10.00 40 411.10 -44.80 5.44 -5.59 -27.98 8.689E-02 1.472E-02 10.00 39 411.42 -43.15 -4.59 -5.50 -28.10 4.044E-02 1.472E-02 10.03 39 LOADS 39 410.27 -48.91 5.18 -5.48 -28.01 4.O44E-O2 8.664E-03 -10.20 40 409.99 -50.34 -4.42 -5.57 -27.88 1.205E-01 8.664E-03 -10.19 56 392.71 -53.80 -4.66 -3.11 -15.61 1.449E-O1 5.616E-02 -10.19 5 5 392.9h» -52.37 4.94 -2.88 -15.72 6.489E-02 5.616E-02 -10.20 5 5 LOAD7 E r 399.72 5 «. 399.21 -18.76 -21.30 3.75 -2.83 -4.16 2 L . V 7 -55.80 -5.58 -3.07 -1.49 7 1 22”.19 71 238.is -53.26 2.33-7.888E-01 “? * .. .*•1• ' 3.68 9. 858E-U1-7.635E-01 72 237.83-4 . 043E-02 -5.14 -1.49 88-8 . 758E-01 87-1 .319E-01 -47.78 -5.85-9.560E-01 -15.49 -15.39 -7.16 -6.16 -6.04 -7.16- -4.67- 6.489E-02 1.252E-01 1.208E-01 1.252E-01 6.237E-02 2.776E-01 6.470E-03 2.776E-01 6.470E-03 5.972E-01 -2.321E-01 5.972E-01 -6.670E-01 6.456E-01 -44.06 2. 766E-01-8.414E-02- 1 .979E-01- -4.284E-01 6.456E-01 -7.74 -6.83 -6.83 -7.74 -4.76 -1.98 -1.98 -4.76Floor Stress Output>AP2000 v6 11 • File AM DD-RES-1O0C-4coi • Resultant M11 Diagram (L0AD3) - KN-m UnitsOctober z i ,z003 Tri 6 48 f" 4 1 ram nn RFS-I'hJf’ 4- /1 Resultant M22 Diagram (LOAD3) - KN-m Units 72 96 120 144 168vjucober z i ,2003 6 120 144 ■^D.anram (LOAD3) ■ KN-m UnitsOctober z i ,2003 ~17" '16 r' Mnicnir.il I lemrnts for HO m wet well I * I hmmuons rhe dimension* adopted for deogn ..re the result of U-.hil.ly .un oderatton. from rpi- Xccordmgly. a thickness of UM)mm in adopted for the root. wall and floor M * jo the foundation slab is thickened to hit) nun I he inside depth is • metres in £e I 0 metres at the deep section which serves .is > sump for the pumping arrangemcn dimensions ire shown in Figure I nest page 2 I k’sivn ot Knot slab 2 I I oad ( omhinalions I he root slab k designed lor the following I oad (. ombinations Design I oad (ik ♦ Q (with no earthquake) k I I I * X 12 ' kX m Design I oad << i ► QjO 7$ • \ k rtJ (with earthquake load) \ ^earthquake load) I) I 7S((iK 1 \j orsiii) 2 I arthquake design load (12 !)•(> ’’S » 2 11 2 12 * Design load I 2 .1 rhe output I rum the s \P20()() software is shown in the annex I he result ix sumin irised 111 the table below l>Ol \’ \ in M 2> Re Hai Pros ided mm ii> 1 2 u 1 sOtmn I ocahun 'ottom burs it venue ot slab \l r» t \ "*> I mm l paiallcl to \ a mx 1 XI ’•2 Re Kai Rcq'd (mm2 1 7xn \ 1 min >2 > Ilion 1 \ 1 min s ' s 01 1 ii 1 Mimm \l \! \l \l \l ’ (1 2<> 1s S0 lop bat s ii vcult al w.ill \up|>ort \ 102* l mm I pai .die! to \ .1 \ i > 1 <»2 2 \ 1 mm s ; s 1 16 \ l mm s ' s 1 2 u 1 *’t)inm \ (»(»•! mm •t» 1 2 a 1 s<hum \ st mm •t»l 2 u 2(Mhiim X s(»s linn top md bottom longitudinal baix - top b.n x it milci w 1 Minpor ’ pmallc • 1» \ .1 \is 1 . l»»p Ixtix wi hm ! s »rciclx bo h A ■" • 1.. V ■ . . I 2 Design ol Rcscison \\ ill I he ivscixoii wall thickness i> h)ll nun and the uiiiip iica and I x metres at the sump location I he Indio 1 iiu picssuic I he output bom the S\|‘'uno icsiill is siiinniaiiscd m the table below 1 cxlciioi wall ilonr the xmnp(a\ix |<| H' | inside depth «> 2 wal! is designed loi v incites outside the c.n th p.resstiic an_d__ ••) sottwaic is shown m the annex I InSECTION H-B .cnie i IOC HI » » f /.Design Moments N-m Re.Bar Req’d (mm2) Re. Bar Provided 2 mm Location M„= 13 Mm= 60.5 Mu =-5.4 Mj, = 20 M,, =0.7 M2, = 6.3 1954 (Au) min= 525 623 (A„) min= 525 AJ min= 525 $20®) 50mm A ,,=2093mm2 <|)I2@ 150mm A$,=753 mm2 <}> 12@ 150mm A„=753 mm' (J) 12@ 150mm A$,=753 mm* vertical bars both sides al the bottom of sump . horizontal bars both sides vertical bars both sides in the upper reaches vertical bars both sides in the upper reaches ii. exterior wall along axisAI-A2 Design Moments N-m Re.Bar Req’d (mm2) Re. Bar Provided 2 mm Location M„=-2.4 M - -12 370 <t ?? M.,-25 Mm = 14 9 ( A,,) nun= 525 460 (Aj mm- 525 A.j mm - 525 > 12@ 150mm AM=753mm* 12@ 150mm A,i=753 mnr (|i 12@ J 50mm A =753 mm xl 2 <t» 12(d 150mm Am=753 mm* vertical bars both sides . horizontal bars both sides vertical bars both sides in the upper reaches . horizontal bars both sides in exterior wall along axis AI-Bl and axis A2-B2 Design Moments Re Bai Req’d (mm2) 6X5 I \.J mm 525 1 oialion N-lll -5 7 Mi M. M, 4 M, i L,. 19 603 1 \.J mm 525 1 M IX 1 \.J mm 567 \. ) mm t 525 525 Re Piovided mm* 12'</ 1 50mm A., 753mm •|»I2 u ISOimn A 75 3 mm u <|il2(i 150mm A,, 753 mm •I»l2 <f |5()min A 753 mm q •I»l2u/ 150mm A., 753 nim _________ 'viIical hais both sides tup ol’ wall • hmi/uuial bars bulli sides 'CIlK.ll ll.lisbutll sides II) lhe middle leaches . Imri/onial bars both sides vcilical bills both skies al the boihmi ln the middle readies • lumzonlal bars both sides . ............ ................. ...........1.3 Reservoir Foundation The foundation slab thickness is 400mm a. the junction with the wall and 300mm tn the remaining part of the slab. 1.3.1 Spring Constants for Foundation Slab Design During the sight visit of the area an assessment was made of the foundation^condition l led to the estimation of the bearing capacity to be not less than 0.9 mm . or a bearing capacity of 0.960N/mm ’the following relation gives the spring constant used lor 2 the foundation design: K = 40 X 1.5 X 960=57600 s Design Moments N-m Rc.Bar Rcq’d (mm2) Re. Bar Provided mm' Location M„ = 29 M =7 22 M,, = -45 M>> = -9.5 Mh =45 M„ = -I3 736 (AJ min= 525 992 (Am) min= 700 905 A J min- 700 t|)l2@ 150mm A =753mm* u (|)l2@l50nirri A =753 mm’ u 4>I4@ 150mm Am=I020 mm2 «|)I2@ 150mm A,t=753 mm’ tf)l4(r< 150mm A.,-990 mm2 <t> 1 150mm Am=753 mm bottom bars in the centre parallel to x-axis . top bars parallel to x-a.xis . top bars parallel to x-axis at outer wall fooling . bottom bars both ways through out . lop bars parallel to x-a.\is at inner wall looting . bottom bars both wa>s through outAnnex Roof Slab Stress Output■ -65.0 39.0Wall Stress Output k k k to ■r i I 0.0 10.0 20.0-7A n -65 0 -52 0 -39 0 ...J -26 0 J 5AP2000 v6 11 • File AM-Wet Well 2 case full With EQfinai • Resultant M11 Diagram -130 ------------------ j-j-------- 1 (LOAD3) KN-in Units 00 26 0 II -78.0 -65.0 52.0 -39.0 -26.0 -13.0 0.0 13.0 26.0 :AP2000 v6 11 - File:AM-Wet Well 2 case full With EQfinal - Resultant M11 Diagram (LOAD3) - KN-m Unitsf 111 I J <»j ? jfl J , _ _____ Ocroufer 20?2OU^ 16T52“* I 1 1 :—i—: I ■60 0 -50.0 ’40 0 ’30.0 ■20.0 -10.0 0.0 10.0 20.0TTP vJ 1 Ocrot^r 20720U3 16T52"1 I L i-n -1 X Z l. |i =30.0 -20.0 -10.0 20.0 -60.0 -50.0 -40.0-60 0 •50.0 -40.0 -30 0 -20.0 -10.0 0.010.020.0Floor Slab Stress Outpat.4 >. f Z »L» ‘l ’1 • 1 L« i •< r ti F, ■ i■ t. 1. "J? A 1? •M1 0 y • F’-J — H Ei * Mr • L. • Li jX ■ J » - 1 1 fl •V 1E .<• * $ I. A i: 1 * 13 4* * V k if- ■1 I . f i -26.0__________-13.0__________ 0.0___________ 13°. 26.0 -78.0 -65.0 -52.0 ■■ 'IArba Minch Kulfo Pipe Crossing Bridge1. Introduction The pipe passage bridge across Kulfo River shall be built dovn stream of the existing river. During the site visit, the existing river training concrete wall was found to be adequate to support the new bridge. Raising the existing wall by an extra 50 cm for the bridge seat was foreseen as an extra free board from high water mark. The truss members are to be built from rectangular hollow steel sections which shall be shop welded in six separate pieces for later assembly on site by baiting the three pieces to form a continuous unit. (See Fig. - 1) 2. Loading Consideration 2.1 Load From Pipes The bridge is dimensioned to serve as a crossing for three pipes in parell which shall be laid to zones 2 and 3. The size of pipes for zone-2 are DN 150 and DN 65, while the pipes for zone - 3 are DN 100.Along the bridge the pipes shall be anchored with metal straps to which shall be bolted to channel sections. The loads from the pipes airc considered as point loads on the truss bottom chord members.. 2.2 Earth quake loading The bridge is analyzed both for earth quake and no earth quale loading. The horizon­ tal earth quake loading is applied at the nodes of the bottom cord members as sown i n Fig.-2. 3. Structural Layout The bridge is designed to be fixed at one of the supports and fee at the other. At the fixed end the lower bearing plates shall be embedded in the ccncrete abutment. Two additional bearing plates shall be welded on the lower cord members at each support, and the entire bridge structure shall rest on the lower bearing plates. At the free end support the bridge truss shall rest on elastomerc bearings which shalll allow thermal movements of the truss bridge. 4. Input and Out Put The following loads arc used as point loads from the pipes o Point load from pipes = 4.2 kN o Earth quake loading in the middle stretch of the bridge 3.3 kN applied at the nodes of the bottom chord members o Earth quake loading at the ends of the bridge span 1.65 kN The input and output for the computer analysis arc given in the following pages.V 6.11 - File.kulfo 220 - Frame Span Loads (LOAD2) - KN-mm UnitsI -L—t’ - - October 28,2003 17:19 Fig — 3Out put with no earth quake load r.rrp Oiaoram (LOAD2) - KN-mm Units-L5. Stress Analysis 5.1 Stress in truss members The maximum tension on the bottom chord members occurs during earth quake loading. As seen in the output fig.-3 maximum tensile force in the bottom chord is 728.6 KN, and the maximum compression force in the top chord members is 167 KN. S = T/A t 2 = 728.6 / 4600 = 158.3 N/ mm < 174 (allowable for f =290) y Tensile and compressive forces in the vertical, horizontal and diagonal members are low because the sections were selected on the basis of deflection consideration. The maximum deflection obtained is 18mm and it is considerably less than the maximum permissible of 97 nim. 5.2 Stress in Connection bolts The bridge is to be manufactured in six separate pieces which are to be bolted on site. Maximum tension in the bottom chord = 728 KN Stress in connection bolts = 728/8 = 91 KN< 141 (diameter 20mm A-325 bolt)ANNEXD Distribution Network Analyses Annex DI Nodal Demand Calculations Annex D2 Peak Factor Information Annex D3 Network Analysis Results 1 SR ’ Tm r >wn» Art *a Minch I'tnal Drtifn ReportANNEX-DI NODAL DEMAND CALCULATIONSA M Dev. Plan Plots Ref no. Lind Use Water 2015 situation Area Waler Demand Category Demand 14274009.41 2015 situation Category 913 Totals 1 S17 ND 2 F NU 3 ADII ND 4 A23 NU 5 F NU 6 RE NU 7 ADII ND 8 con ND 9 COII ND 10 R D 11 R D 12 R D 13 R D 14 R D 15 R D 16 Rl D 17 Rl * D 18 Rl D 19 Rl D 20 SI2 ND 21 Rl D 22 COII ND 23 R D 24 R D 25 R D 26 R D 27 R D 28 Rl D 29 Rl D 30 Rl D 31 AI2 NU 32 Rl D 33 Rl D 34 Rl D 35 Rl D 36 Rl D 37 Rl D 38 Rl D 39 Rl D MP 14,274,009 D 0.114924477 ND 0.030018849 NU 0 Density Demand l/s/ha l/s, peak day 117.643004 1096719 0.0300188 3292224 26129 0 0000000 26129 0.0300188 0.078436 49420 0 0.000000 123931 0 0.000000 55401 0 0.000000 120855 0.0300188 0.362793 8884 0.0300188 0.026669 9196 0.0300188 0.027605 5732 0.1149245 0.065875 5787 0.1149245 0.066507 6580 0.1149245 0.075620 6151 0.1149245 0.070690 7754 0.1149245 0.089112 6474 0.1149245 0.074402 9790 0.1149245 0.112511 19849 0.1149245 0.228114 6795 0.1149245 0.078091 8360 0.1149245 0.096077 3660 0.0300188 0010987 106261 0.1149245 1.221199 7377 0.0300188 0.022145 5517 0.1149245 0.063404 6144 0.1149245 0.070610 6674 0.1149245 0.076701 6829 0.1149245 0.078482 8884 0.1149245 0.102099 661 0 1149245 0.007597 9817 0.1149245 0.112821 14279 0.1149245 0.164101 61422 0 0.000000 12195 0 1149245 0 140150 9960 0.1149245 0.114465 4645 0 1149245 0 053382 5508 0.1149245 0.063300 6319 0 1149245 0.072621 6191 0.1149245 0071150 6257 0 1149245 0.071908 6003 0.1149245 0.068989 40 Rl D 7663 0 1149245 0 088067 41 CO2I ND 42 Rl D 43 Rl D 15936 OO3OOI88 0 0478)8 1627) 0 1149245 0 187017 16674 0 1149245 0.191625 44 Rl D 45 Rl D 46 Rl D 47 Rl D 48 Rl D 49 Rl D 50 S3I ND 51 Rl D 52 ADII ND 53 con ND 54 CO ND 55 SI4 ND 56 SI3 ND 57 CO ND 58 ADI5 ND 59 ADI8 ND 10456 0 1149245 8964 0 1149245 10241 0 1149245 10060 0 1149245 10X5) 0 1149245 70519 0 1149245 26565 0 0300188 11986 0.1149245 51992 00300188 12 097 OO3OOI88 8522 0 0300188 20713 0 0300188 14476 O.O3OOI88 14270 OO3OOI88 15405 OO3OOI88 5449 OO3OOI88 0.120165 0 I030IX 0 117694 0 115614 0 I2472X 0 810436 0 079745 0 137748 0.156074 0.000036 0025582 0 062178 0043455 0.042837 0.046244 0016357AM Dev. Pl«i Plots RcCno. Land Uc Calegoy Water Demand Category 913 2015 jltwitlon Area Water Demand 14274009.41 2015 situation D 0.114924477 ND 0.030018849 NU 0 MP Totals 14,274.009 Density Demand l/s/ha l/s. peak day II7.64J004 60 AD12 ND 5390 0.0300188 0.016180 61 Rl D 70686 0.1149245 0.812355 62 Mil ND 259743 0.0300188 0 779719 63 CO ND 31125 0.0300188 0093434 64 con ND 9758 0.0300188 0.029292 65 con ND 20211 0.0300188 0 060671 66 MI4 ND 55808 0 0300188 0.167529 67 Rl D 15397 0.1149245 0.176949 68 con ND 16169 0.0300188 0.048537 69 CO2I ND 35942 0.0300188 0 107894 70 COII ND 6774 0.0300188 0.020335 71 R D 5474 0.1149245 0.062910 72 R D 6578 0.1149245 0075597 73 R D 6367 0.1149245 0 073172 74 R D 5137 01149245 0 059037 75 R D 4044 0.1149245 0 046475 76 R D 2653 0.1149245 0 030489 77 R D 5724 0.1 149245 0 065783 78 R D 4517 0 1149245 0051911 79 R D 9052 0.1149245 0 104030 80 R D 5491 01149245 0 063105 81 R D 8299 01149245 0 095376 82 R D 5230 0 1149245 0 060106 83 R D 5924 01149245 0 068081 84 R D 6377 01149245 0 073287 85 R D 5923 01149245 0 068070 86 R D 5995 O 1149245 0 068897 87 ADI ND 22325 OOJOOIMM 0 067017 88 COI ND 8170 0 03001KM 0 024525 89 COI ND 24064 0 0300188 0072237 90 COI ND 15335 0 0300188 0 046034 91 Ml ND 39607 0 0100IMS 0 118896 92 MI- ND 18823 0 03(8)188 OOS65O4 9) SI NU 5240 0 0 000000 94 A2 NU 13630 0 0 000(88) 95 R D 6202 01149245 0 071276 96 S3* ND 164IM 0 0 3(8)188 OO492M5 97 R D 4845 0.1149245 OO556KI 98 S2 ND 2188 0 03001 KM 0 006568 •W Hi 1) 4157 OII49245 0047774 100 R D 2831 0 1149245 0032535 101 R D 2831 0 1149245 0 032535 102 R I) 34 50 0 1149245 0 039649 101 SI ND 30357 003(8)188 0091128 104 Rl D 9691 0 1 149245 0 111373 105 Rl D 7436 01149245 OOM545K 106 Rl 1) 2087 0 1149245 0023985 107 R D 4609 0 1149245 0052969 108 Rl NU 21572 0 0 0(8X88) 109 Rl D 18104 OII49245 0 208059 no AD < ND 12498 0.03(8)1 MX OO375IK hi A2 NU 53974 0 0 000000 112 S3 ND 5448 003(8)188 0 016354 113 SI NU 11594 0 0 000000 114 SI. ND 115 S3 ND 6918 0 0300188 0 020767 5903 0.0300188 0 017720 116 a: NU 25026 0 0000000 11 7 R D 13487 0.1149245 0 154999 118 R D 7062 0 1149245 0081160 119 R D 7329 0 1149245 0 084228AM lev. Plm p|0tJ efno. Land Use Water 23OIS situation Area Water Demand Category Demand 14274009.41 2015 situation Category 913 D 0.114924477 ND 0.030018849 NU 0 MP Density l/s/ha Demand l/s, peak day Totals I4.274JM9 117.643004 120 Rl D 6550 0.1149245 0.075276 12! MI4 ND 20573 0.0300188 0.061758 122 Rl D 161814 0.1149245 0.193234 123 Rl D 11-251 0.1149245 0.000129 124 MI4 ND 18664 0.0300188 0.056027 125 A23 NU 67572 0 0.000000 126 A23 NU 27*194 0 0.000000 127 A23 NU 13186 0 0.000000 128 A23 NU 57W37 0 0.000000 129 F NU 20418 0 0.000000 130 R D 77134 0.1149245 0.886458 131 Rl D 48137 0.1149245 0.553212 132 Rl D 156482 0.1149245 1.798361 133 M34 ND 61996 O.O3OOI88 0.186105 134 M25 NU 16253 0 0.000000 135 O.A NU 21278 0 0.000000 136 S4I ND 33934 0.0300188 0.101866 137 O.A NU 29042 0 0.000000 138 ADI ND 23395 OO3OOI88 0.070229 139 O.A NU 20418 0 0.000000 140 A23 NU 55809 0 0 000000 141 AI2 NU 41036 0 0.000000 142 AI2 NU 64361 0 0.000000 143 A23 NU 87821 0 0.000000 144 A23 NU 140781 0 0000000 145 A23 NU 27D64 0 0.000000 146 ■\DI4 ND 40677 0.0300188 0.122108 147 RE NU 82445 0 0 000000 148 S62 ND 2594 0.0300188 0.007787 149 M3I ND 1075 0.0300188 0003227 150 R D 1283 0 1149245 0.014745 151 con ND 1070 0 0300188 0003212 152 R D 3423 0 1149245 0039339 153 COII ND 1171 OO3OOI88 0003515 154 R I) 1523 0 1149245 0.017503 155 COII ND 1282 00300188 0 003848 156 R D 2»57 0 1149245 0 032834 157 R D 3221 0 1149245 0037017 158 M3I ND 2138 00300188 0 006418 159 R D 13136 0 1149245 0 015354 160 R 1) 16254 0 1149245 0.186798 161 R D 6480 0 1149245 0 074471 162 R I) 4198 0.1149245 0 048245 163 R 1) 5890 0 1149245 0 067691 164 R 1) 2626 0.1149245 0.030179 165 COII ND 2)29 0 0300188 0 006991 166 COII ND 2SO5 0 0300188 0 007520 167 COII ND I9>98 0 0300188 0 005998 168 COII ND 1556 0 0300188 0 004671 169 (Oil ND 1605 OO3OOI88 OOO48I8 170 COII ND 8)43 0.0300188 0.025045 171 COI2 ND 5)95 0 0300188 0016195 172 R 1) 3603 0.1149245 0 041407 173 R 1) 3574 0.1149245 0 041074 174 R D 98)7 0.1149245 0010424 175 COII ND 3670 0 0300188 0 011017 176 R D 3876 0.1149245 0 044545 177 Coll ND I6»6I O.O3OOI88 0 004986 178 COII ND 2426 0.0300188 0 007283 179 COII ND 1)11 0.0300188 0 003935AM Dev. Pltn Plod Ref no. Land Use Catcgiry Water Demand Category 913 2015 starvation Area Water Demand 14274009.41 2015 situation D 0.114924477 ND 0.030018849 NU 0 MP Totals 14,274,009 Density Demand l/s/ha l/s, peak day 117.643004 180 R D 1800 0.1149245 0.020686 181 con ND 1223 0.0300188 0.003671 182 R D 2514 0.1149245 0.028892 183 R D 2820 0.1149245 0.032409 184 con ND 1299 0.0300188 0.003899 185 R D 820 0.1149245 0.009424 186 COll ND 2627 0.0300188 0.007886 187 COII ND 2499 0.0300188 0.007502 188 R D 6360 0.1149245 0.073092 189 R D 6626 0.1149245 0.076149 190 R D 6726 0.1149245 0.077298 191 R D 3565 0.1149245 0.040971 192 R D 3420 0.1149245 0.039304 193 R D 3168 0.1149245 0.036408 194 COI ND 1553 0.0300188 0.004662 195 CO! ND 1812 0.0300188 0.005439 196 COI ND 1303 0 0300188 0.003911 197 ecu ND 1222 0.0300188 0.003668 198 CGI ND 1181 0.0300188 0.003545 199 CCII ND 4793 0 0300188 0.014388 200 k D 1844 0.1149245 0.021192 201 CGI ND 1764 0.0300188 0.005295 202 I D 1639 0.1149245 0.018836 203 1 D 1626 0 1149245 0.018687 204 I D 1627 0.1149245 0.018698 205 CCII ND 1572 00300188 0.004719 206 CGI ND 1896 0 0300188 0.005692 207 I D 1474 0.1149245 0.016940 208 CGI ND 2565 0 0300188 0 007700 209 CC 11 ND 2294 0 0300188 0.006886 210 CCII ND 2441 OO3OOI88 0.007328 211 CGI ND 2529 0 0300188 0.007592 212 COII ND 2500 OO3OOI88 0.007505 213 CM 1 ND 820 0 0300188 0002462 214 C)ll ND 14391 OO3OOI88 0.043200 215 OH ND 2363 OO3OOI88 0.007093 216 < D 2936 0.1149245 0.033742 217 D 6335 0 1149245 0.072805 218 < D 11796 0 1149245 0.135565 219 ( D 10593' 0 1149245 0.121739 220 t D 10658 0 1149245 0.122487 221 < D 3828 0 1149245 0 04399) 222 •23 ND 18821 0 0300188 0.056498 223 OH ND 6756b 0 0300188 0 020281 224 14 I) 45X00 0 1149245 0.526354 225 14 D 6X41 0 1149245 0.007861 226 • 1)12 ND 566S OO3OOI88 0 017006 227 14 D 1951 0 1149245 0.022445 22X Oil ND 13 IK 00300188 0.003956 229 on ND 1254 OO3OOI88 0003764 230 (Oil ND 1278 0.0300188 0.003836 231 R D 876 3 0 1149245 0.100708 232 Oil ND 1458 0.0300188 0.004377 233 14 D 9262 0 1149245 0.106443 234 14 D 9307 0 1149245 0.106960 235 COII ND 445 0 0300188 0.001336 236 14 0 1066.8 0.1149245 0.122601 237 COII ND 1781 0 0300188 0005346 238 COI 1 ND 161-8 0 0300188 0 005067 239 14 D 11378 0 1149245 0.130761Dev. P| j an P oU Ref no. Land Use Water Category Demand 14274019.41 2015 situation 2015 situation Area Waler Demand Category 913 MP D 0.114924477 ND 0.030018849 NU 0 Density Demand Totals D ND l/s/ha l/s, peak day 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 n K 1 1 CO 11 14^009 117.643004 11880 0.1149245 0.136530 CO! 1 ND 1776 0.0300188 0.005331 R D 1909 0.0300188 D 0.005731 KD 11941 0.1149245 0.137231 R2 11654 0.1149245 D 0.122441 o KD RD RD RD RD RD RD SI2 ND S3I ND Co2l ND O.A NU RD H77 0.1149245 0.089377 029 0.1149245 0.095721 <947 0.1149245 0.102823 089 0.1149245 0.096410 "944 0.1149245 0.091296 <900 0.1149245 0.102283 ♦110 0.1149245 0.093204 <620 0.1149245 0.099065 *276 0.0300188 0.012836 383 0.0300188 0.017660 "975 0.0300188 0.023940 S34 ND S36 ND R D M3I ND R D M31 ND O.A NU COI1 ND 835 0 0.000000 B36 0.1149245 0.021100 □ 93 0.0300188 0.006583 7)61 0.0300188 0.009189 •724 0.1149245 0054290 3)78 0.0300188 0009240 a »64 0.1149245 0 057049 □47 0.0300188 0022055 3(1)38 0 0000000 IH55 0 0300188 R D 0035888 R D R D R D R D T2 ND □6 0.1149245 0 008918 IH80 0.1149245 0079068 ED7 0.1149245 0097766 K22 0.1149245 0.094491 NI4 0.1149245 0.093250 24*09 0.0300188 R D 0 074174 SI2 ND ADI2 ND R D R D R D R D OA NU 15100 0.1149245 0 172387 3:54 0.0300188 0.010669 9:79 0 0300188 0 028755 976 0 1149245 0 107179 1024 0.1149245 0 116350 1161 0 1149245 0012193 9 00 0 1149245 0 104581 Rl D 448)2 23’45 0 1149245 R2 D o 0 000000 0 272888 4*74 0 1149245 R2 D 0057163 R2 D R2 D Rl D 25)2 0 1149245 0.029788 2*61 0 1149245 0027134 4 57 0 1149245 0 047774 6 79 0 1149245 Rl 1) 0071012 R2 D R D 4:15 0 1149245 0051888 9mK 0 1149245 0 II1109 R D 1*9 0 1149245 128 0 1149245 Rl D 0 017112 0 015262 34)0 0 1149245 0 039074 Rl D 10197 0 1149245 Rl D 0.116039 Rl D 1673 0 1149245 0.187017 10141 0 1149245 0 122291 Rl D Rl D H>7 0 1149245 0010309 7NO 0 1149245 R D 0 082631 R D 6M2 0 1149245 0.079666 ^3 0 1149245 R D 0 051406 R D 3454 0 1149245 0.039695 4515 0 1149245 0052118AM Dev. Plan Plots Ref no. Land Use Water Category Demand 14274009.41 Category 913 MP 2015 situation Area Water Demand 2015 situation D 0.114924477 ND 0.030018849 NU 0 Density Demand l/s/ha l/s. peak da> Totals 14,274,009 117.64300C 300 R D 3437 0.1149245 0.039501 301 R D 2561 0.1149245 0.029431 302 R D 2816 0.1149245 0.0323® 303 R D 2757 0.1149245 0.0316 Kf 304 R D 5265 0.1149245 0.06050b 305 R D 8443 0.1149245 0.097031 306 SI2 ND 1299 0.0300188 0.003899 307 Rl D 5554 0.1149245 0.063829 308 R D 6831 0.1149245 0.0785Q5 309 R D 6828 0.1149245 0.07847L 310 R2 D 8635 0.1149245 0.09923^ 311 SI3 ND 39437 0.0300188 0.118385 312 S14 ND 42456 0.0300188 0.12744b 313 R D 3841 0.1149245 0.044142 314 R D 6806 0.1149245 0.07821b 315 R D 6518 0.1149245 0.07490b 316 R D 3017 0.1149245 0.034673 317 Rl D 11864 0.1149245 0.136346 318 Rl D 4842 0.1149245 0.055646 319 R D 2069 0.1149245 0.02377b 320 R D 2418 0.1149245 0.02778b 321 R D 5802 0.1149245 0.066679 322 R D 3724 0.1149245 0.04279b 323 R D 6815 0.1 149245 0 078321 324 R D 7900 0.1149245 0.090791 325 Rl D 6500 0.1149245 0 074701 326 Rl D 1529 0.1149245 0.017572 327 Rl D 10838 0.1149245 0.12455? 328 Rl D 1925 0.1149245 0 02212? 329 R D 330 Rl D 8920 0.1149245 0.10251' 5913 0.1149245 0 06795? 331 R D 13382 0.1149245 0.153792 332 ADI8 ND 17446 0.0300188 0.052371 333 S22 ND 17215 00300188 0 05167" 334 Rl D 75215 0 1149245 0.86440- 335 COB NU 22184 0 0.000001 336 R D 49517 0.1149245 0 569072 337 R D 11518 0.1149245 0 132371 338 R D 3961 0.1149245 0.045522 339 R2 D 5630 0.1149245 0 064702 340 R D 5880 0.1149245 006757( 341 R2 D 10777 0.1149245 0 123854 342 R 1) 11977 0 1149245 0 13764? 343 Rl D 11918 0 1149245 0 13696" 344 ADI1 ND 33016 0 0300188 0 0991 It. 345 R2 D 33016 0 1149245 0 379435 346 SI7 ND 99508 OO3OOI88 0 298712 347 R I) 28070 0.1149245 0 32259' 34X l< D 1949 01149245 0 02239'/ 349 R D 29603 0.1149245 0 340211 350 R2 D 2371 0.1149245 0 027249 351 R D 8374 0 1149245 0.09623b 352 R D 10532 0 1149245 0 12103b 353 R2 D 2095 0 1149245 0.02407" 354 R D 7611 0.1149245 0 087469 355 R D 10032 0.1149245 0.115292 356 R2 D 1302 0.1149245 0.014963 357 Coll ND 735 0.0300188 0.002206 358 R D 7659 0.1149245 0.088021 359 R D 9592 0.1149245 0.110236AM Dev. Plan Plots Ref no. Land Use Water 2015 situation Area Water Demand Category Demand Category 14274009.41 2015 situation D 0.114924477 ND 0.030018849 913 NU 0 MP Density Demand l/s/ha l/s. peak day Totals 14,274,009 117.643004 360 R2 D 361 Coll ND 362 R D 363 ADI2 ND 364 CO2I ND 365 R D 366 R D 1283 0.1149245 0.014745 733 0.0300188 0.002200 2302 0.1149245 0.026456 11460 0.0300188 0.034402 4013 0.0300188 0.012047 8716 0.1149245 0.100168 4109 0.1149245 0.047222 367 S35 ND 24105 O.O3OOI88 0.072360 368 O.A NU 1544 0 0.000000 369 CO2I ND 4832 0.0300188 0.014505 370 O.A NU 1431 0 0.000000 371 M3I ND 5053 0.0300188 0.015169 372 O.A NU 298725 0 0.000000 373 M33 ND 374 COII ND 2092 O.O3OO188 0.006280 1835 0.0300188 0.005508 375 M25 NU 8778 0 0.000000 376 CO2I ND 10295 O.O3OOI88 0.030904 377 SI4 ND 54426 O.O3OOI88 0.163381 378 M32 NU 21970 0 0.000000 379 SSI NU 28397 0 0.000000 380 F NU 3154 0 0000000 381 M24 NU 14304 0 0.000000 382 M25 NU 24663 0 0.000000 383 S34 ND 14614 O.O3OOI88 0.043870 384 SI5 ND 75860 0.0300188 0.227723 385 SI6 ND 16064 8 0 0300188 0.482247 386 O.A NU 89925 0 0.000000 387 SF NU 238539 0 0.000000 388 COI2 ND 109131 0.0300188 0.327599 389 SS NU 36576 0 0000000 390 COII ND 8852 0.0300188 0.026573 391 O.A NU 512 0 0.000000 392 Coll ND 654 1 0.0300188 0.001963 393 Rl D 6882 < 0.1149245 0.079091 394 Rl D 6750 0.1149245 0 077574 395 Rl D 4142 0.1149245 0047602 396 Rl D 20000 0.1149245 0 229849 397 Coll ND 7833 0 0300188 0.023514 398 Coll ND 3369 0.0300188 0.010113 399 Rl D 10000 0 1149245 0.114924 400 Rl D 3849 0 1149245 0.044234 401 SI2 ND 3102 0 0300188 0.009312 402 Rl D 4002 0 1149245 0 045993 403 S35 ND 11610 00300188 0 034852 404 Rl D 3695 0 1149245 0 042465 405 Rl D 3739 0 1149245 0 042970 406 Rl D 11632 0 1149245 0 133680 407 Coll ND 15804 0 0300188 0047442 408 Rl D 3198 0 1149245 0036753 409 Rl D 3826 0 1149245 0043970 410 Rl D 3963 0.1149245 0.045545 411 Rl D 25469 0.1149245 0.292701 412 COII ND 3000 0.0300188 0009006 413 Rl D 39000 0.1149245 0 448205 414 CO2I ND 14336 > 00300188 0 043035 415 COII ND 15555 00300188 0.046694 416 CO2I ND 14627 0 0300188 0043909 B 417 Rl D 0 000000001 0.1149245 0.000000 418 Rl D 0 000000001 1 0.1149245 0 000000 419 R D 8266 0 1149245 0.094997AM Dev. Plan Plots Ref no. Land Use Category Water Demand Category 913 2015 situation Area Water Demand 4274009.41 2015 situation D 0.114924477 ND 0.030011849 NU 0 M? Totals 14,274,009 Density Demand 1/s/ha l/s, peak day II7.S43004 420 R D 8412 0.1149245 0.096674 421 R D 9131 0.1149245 0.104938 422 R D 10118 0.1149245 011 16281 423 R D 7090 0.1149245 0.081481 424 R D 6934 0.1149245 0.079689 425 S24 ND 84980 O.O3OOI88 0.255100 426 R D 28302 0.1149245 0J25259 427 R D 4530 0.1149245 0.052061 428 S23 ND 9449 0.0300188 0.028365 429 CO3I ND 9233 0.0300188 0.027716 430 CO2I ND 8000 0.0300188 0.024015 431 O.A NU 3000 0 0.000000 432 R D 4248 0.1149245 0.048820 433 SI3 ND 49617 0.0300188 0.B48945 434 Rl D 8603 0.1149245 0098870 435 Rl D 7002 0.1149245 0 080470 436 Rl D 4354 0.1149245 0 050038 437 Rl D 4394 0.1149245 0.050498 438 Rl D 1534 0.1149245 0.017629 439 Rl D 5230 0.1149245 0 060106 440 Rl D 4118 0 1149245 0047326 441 RE NU 15043 0 0.0(00000 442 S62 ND 867 00300188 0.002603 443 R D 8994 0.1149245 0 103363 444 SF NU 19917 0 0.0*00000 445 R D 9066 0.1149245 0.1*04191 446 R D 3021 0 1149245 0 034719 447 SI2 ND 2348 00300188 0 0*07048 448 Rl D 7248 0 1149245 0 083297 449 R D 8605 0 1149245 0 0*98893 450 SI3 ND 147400 0.0300188 0 4*42478 451 F NU 52300 0 0 0*00000 452 S63 ND 19514 00300188 0058579 453 SF NU 62382 0 0 0*00000 454 Rl D 21575 0 1149245 0 247950 455 SF NU 9386 0 0.000000 456 Rl D 39949 0 1149245 0 459112 457 SF NU 25735 0 0 0*00000 458 SF NU 44369 0 0 oooooo 459 Rl D 5640 0.1149245 0 0*64817 460 Rl D 4320 0 1149245 0 0*49647 461 Rl D 7682 0 1149245 0 0*88285 462 Rl D 6361 0.1149245 OO73IO3 463 Rl D 3785 0 1149245 0 0*43499 464 Rl D 4758 0 1149245 0 0 54681 465 RE NU 34922 0 0 OOOOOO 466 Rl D 8612 0 1149245 0 0*98973 467 0 A NU 1362 0 0.0*00000 468 0 A NU 8505 0 0 0*00000 469 Rl 1) 4972 0 1149245 0 0*57140 470 Rl D 8690 0 1149245 0 0*99869 471 Rl D 5325 0 1149245 0 0*61197 472 Rl D 7305 0 1149245 0 0)83952 473 Rl D 24992 0 1149245 0 2B7219 474 O A NU 49424 0 0 04)0000 475 SF NU 81694 0 0 0*00000 476 F NU 501050 0 0.0*00000 477 CO2I ND 96078 00300188 0 288415 478 SI3 ND 13745 0.0300188 0 041261 479 Adi 1 ND 27792 0 0300188 ’ U0J83428AM Dev. Plan Plots I Ref no. Land Use Water 2015 situation Area Waler Demand Category Demand 14274009.41 2015 situation 1 I 913 Category MP Totals 14.274,009 D 0.114924477 ND 0.030018849 NU 0 Density Demand 1/s/ha l/s, peak day 117.643004 480 Rl D 7116 0.1149245 0.081780 481 COI2 ND 12467 0.0300188 0.037424 482 Rl D 4735 0.1149245 0.054417 483 RE NU 17114 0 0.000000 484 SF NU 15540 0 0.000000 485 Rl D 21179 0.1149245 0.243399 486 S35 ND 3115 0.0300188 0.009351 487 F NU 8000 0 0.000000 488 R D 23000 0.1149245 0.264326 489 Rl D 13347 0.1149245 0.153390 490 Rl D 7368 0.1149245 0.084676 491 SI2 ND 2875 0.0300188 0.008630 492 ADI0 ND 4078 0.0300188 0.012242 493 F NU 7391 0 0.000000 494 S22 ND 5791 0.0300188 0.017384 495 Rl D 93706 0.1149245 1.076911 496 Rl D 17932 0.1149245 0.206083 497 Rl D 5806 0.1149245 0.066725 498 Rl D 8409 0.1149245 0096640 499 Rl D 7354 0.1149245 0.084515 500 Rl D 3745 0.1149245 0.043039 501 Rl D 7124 0.1149245 0.081872 502 Rl D 5026 0.1149245 0 057761 503 Rl D 5566 0.1149245 0.063967 504 Rl D 7533 0 1149245 0.086573 505 CO2I ND 5525 0.0300188 0016585 506 M33 ND 4241 0 0300188 0.012731 507 ADI6 ND 9335 0.0300188 0 028023 508 SI3 ND 4076 0.0300188 0.012236 509 COII ND 1986 0.0300188 0 005962 510 COII ND 5940 0.0300188 0 017831 511 COII ND 4391 O.O3OOI88 0.013181 512 Rl D 7115 0.1149245 0 081769 513 R2 D 7539 0 1149245 0 086642 514 R D 17070 0 1149245 0 196176 515 Coll ND 4797 0.0300188 0 014400 516 Coll ND 6000 0 0300188 0.018011 517 S33 ND 23067 0 0300188 0 069244 518 S5 NU 72208 0 0.000000 519 AD ND 25231 0 0300188 0.075741 520 Rl D 3985 0.1149245 0.045797 521 R D 4108 0 1149245 0 047211 522 R D 4239 0.1149245 0048716 523 Rl D 7125 0.1149245 0.081884 524 Rl D 9167 0 1149245 0 105351 525 COII ND 13119 0 0300188 0 039382 526 Rl D 1343 0.1149245 0015434 I J 527 OA NU 1246 0 0 000000 528 Rl D 6935 0.1149245 0.079700 529 Rl D 18559 0 1149245 0.213288 530 S3 ND 23842 O.O3OOI88 0.071571 531 R2 D 1379 0.1149245 0015848 532 R2 D 3396 0.1149245 0.039028 533 Rl D 7479 0.1149245 0.085952 534 ADII ND 48555 0.0300188 0 145757 535 R D 8347 0 1149245 0.095927 lJ 536 R D 5852 0.1149245 0.067254 537 R D 5325 0 1149245 0.061197 u 538 Rl D 6342 0 1149245 0 072885 539 R D 10543 0.1149245 0 121165 nAM Dev. Plan Fbts Ref no. Land Use Category Water Demand Category 913 2015 situation Area 'Water Demand 14274009.41 2015 situation Dl 0.114924477 ND 0.030018849 NU 0 MP Density Demand l/s/lha l/s. peak day Totals 14,274,009 117.643004 540 R D 0.000000001 0.114*9245 0.000000 541 SF NU 11241 0 0.000000 542 SI2 ND 1532 0.030<0188 0.004599 543 S22 ND 3365 0.03010188 0.010101 544 S4I ND 11916 0.03010188 0.035770 545 Rl D 46655 0.11419245 0.536180 546 MI4 ND 24751 0.0300188 0.074300 547 M33 ND 4339 0.0300188 0.013025 548 CO2I ND 10946 0.0300188 0.032859 549 Rl D 6071 0.114»9245 0.069771 550 Rl D 6200 0.11419245 0.071253 551 Rl D 6053 0.11419245 0.069564 552 Rl D 3866 0.11419245 0.044430 553 Rl D 4295 0.11419245 0.049360 554 S12 ND 3862 0.0300188 0.011593 555 Rl D 6573 0.11419245 0.075540 556 COII ND 3850 0.0300188 0.011557 557 CO2I ND 4309 0 0300188 0.012935 558 S43 ND 74598 0.0300188 0.223935 559 Rl D 5140 0.11419245 0.059071 560 Rl D 7939 0.11419245 0 091239 561 Rl D 6204 0.11419245 0.071299 562 Rl D 6937 0.11419245 0079723 563 R D 6432 0.11419245 0073919 564 R D 6586 0.11419245 0075689 565 R D 8664 0.11419245 0.099571 566 COII ND 8702 0 0300188 0.026122 567 Rl D 5221 0.11419245 0.060002 568 R D 9669 0.11419245 0 II1120 569 S36 ND 27857 0 0300188 0 083624 570 COII ND 2361 0.0300188 0.007087 571 Rl D 30958 0 11419245 0 355783 572 R D 4560 0 11419245 0 052406 573 R D 4881 0 11419245 0 056095 574 ADII ND 34347 0 03(00188 0 103106 575 R D 4927 0.11419245 0 056623 576 R D 31339 0 11419245 0.360162 577 R2 D 29633 0 11419245 0 340556 578 A22 NU 99480 0 0.000000 579 S5I NU 12130 0 0 000000 580 S5I NU 14411 0 0 000000 581 S5I NU 16197 0 0 000000 582 Rl D 30456 0 11*49245 0 350014 583 Rl D 40337 0 1 1419245 0 463571 584 Rl D 19303 0.11*49245 0 221839 585 CO2I ND 7710 0 03(00188 0023145 586 Rl D 6811 0 11-49245 0 078275 587 Rl D 10237 0 1 1*49245 0 117648 588 CO2I ND 11204 0 0 3(00188 0 0336)3 589 Rl D 5406 0 11*49245 0 062128 590 Rl D 13145 0.11*49245 0 151068 591 Rl D 5101 0 11*49245 0 058623 592 SI2 ND 4015 003(00188 0 012053 593 Rl D 6294 0 11*49245 0 072333 594 Rl D 5570 0 11*49245 0 06401) 595 Rl D 4916 0 11-49245 0 056497 596 Rl D 6078 0 11*49245 0 069851 597 Rl D 6391 0.11*49245 0 073448 598 Rl D 8276 0 11*49245 0.0951 II 599 KI D 7296 0.11*49245 0083849Ref no. Land Use Water Category Demand Category 913 Area Water Demand 14274009.41 2015 situation D 0.114924477 ND 0.030018849 NU 0 MP Density Demand l/s/ha l/s. peak day Totals 14,274,009 117.643004 600 Rl D 7867 0.1149245 0.090411 601 ¥ D 6531 0.1149245 0.075057 602 Rl D 6551 0.1149245 0.075287 603 Rl D 7095 0.1149245 0.081539 604 Rl D 7001 0.1149245 0.080459 605 Rl D 6872 0.1149245 0.078976 606 Rl D 5424 0.1149245 0.062335 607 Rl D 7000 0.1149245 0.080447 608 SI2 ND 8856 0.0300188 0.026585 609 Rl D 5171 0.1149245 0.059427 610 R2 D 7795 0.1149245 0.089584 611 R2 D 4190 0.1149245 0.048153 612 Rl D 20661 0.1149245 0.237445 613 R2 D 4881 0.1149245 0.056095 614 Rl D 5574 0.1149245 0.064059 615 Rl D 10287 0.1149245 0.118223 616 Rl D 7481 0.1149245 0.085975 617 AD18 ND 5110 O.O3OO188 0.015340 618 Rl D 8022 0.1149245 0.092192 619 Rl D 7593 0 1149245 0.087262 620 C02 ND 68059 O.O3OOI88 0.204305 621 O.A NU 8438 0 0.000000 622 S3I ND 20899 0.0300188 0.062736 623 R2I NU 6893 0 0.000000 624 COII ND 5702 0.0300188 0.017117 625 ADI8 ND 5761 0.0300188 0 017294 626 Adl5 ND 16574 0.0300188 0.049753 627 R2I NU 8089 0 0 000000 628 SI5 ND 14813 0.0300188 0 044467 629 S22 ND 13401 0.0300188 0 040228 630 Rl D 6532 0.1149245 0075069 631 Rl D 9876 0.1149245 0 113499 632 S32 ND 59159 0.0300188 0.177589 633 Rl D 37200 0.1149245 0427519 634 R D 15860 0.1149245 0 182270 635 CO2I ND 5204 0 0300188 0 015622 636 Rl D 4084 0.1149245 0.046935 637 S62 ND 2711 0.0300188 0008138 638 ADI6 ND 9314 00300188 0.027960 639 SI5 ND 49315 0.0300188 0.148038 640 Rl D 7729 0 1149245 0 088825 641 S34 ND 6782 0.0300188 0 020359 642 R2 D 3900 0 1149245 0 044821 643 R2 1) 10388 0 1149245 0 119384 644 R2 D 5133 0 1149245 0 058991 645 CO2I ND 16679 0.0300188 0 050068 646 Rl: NU 41892 0 0 000000 647 M33 ND 2015 OO3OOI88 0 006049 648 CO21 ND 2753 0 0300188 0 008264 649 S35 ND 4556 O.O3OOIK8 0 013677 650 Rl D 12292 0.1149245 0 141265 651 CO2I ND 81310 0.0300188 0 244083 652 ADI2 ND 38492 OO3OOI88 0 115549 653 ADI 1 ND 19968 0.0300188 0.059942 654 C031 ND 3643 0.0300188 0010936 655 S4I ND 2851 0.0300188 0.008558 656 ADI3 ND 18300 0.0300188 0.054934 657 S22 ND 5910 0.0300188 0.017741 658 Rl D 7793 0 1149245 0089561 659 CO2I ND 2510 0.0300188 0007535AM Dev. pim p| u o Ref no. Land Use Water Category Demand Category 913 1115 situation XTta Water Demand 1427400941 2015 situation D 0.114924477 ND 0.030018849 NU 0 MP Density Demand l/s/ha l/s, peak day Totals 14,274009 1 17.643004 660 Rl D ^96 0.1149245 0.032133 661 CO2I ND 3151 0.0300188 0.010960 662 Rl D T74 0.1149245 0.043372 663 Rl D 4t09 0.1(49245 0.052969 664 COII ND H94 0.0300188 0.005986 665 R2 D 4i37 0.1149245 0.052141 666 R2 D N94 0.1149245 0.021767 667 S35 ND ®4| O.O3OO188 0.028041 668 R2 D 4)09 0.1149245 0.046073 669 CO2I ND 4i66 0.0300188 0.014007 670 CO2I ND 2)78 0.0300188 0.008639 671 R D 2t88 0.1149245 0.028593 672 Coll ND 3185 0.0300188 0.010161 673 S2I ND 145 0.0300188 0.002837 674 CO2I ND 3766 0.0300188 0.011305 675 Rl D 1348 0.1149245 0.015492 676 CO ND t>24 0.0300188 0.005776 677 Rl D 1174 0.1149245 0.012343 678 CO ND 1136 0.0300188 0.003410 679 Coll ND FI0 0.0300188 0.029148 680 Coll ND J)08 0.0300188 0014733 681 R D □09 0.1149245 0.025387 682 Co ND *32 0.0300188 0.002197 683 CO ND 206 0.0300188 0.000618 684 CO ND ’20 0.0300188 0002161 685 R D 3187 0.1149245 0.036626 686 R2 D -189 0.1149245 0.048142 687 S34 ND 3199 0.0300188 0.009603 688 CO21 ND □28 0.0300188 0 006988 689 R D 518 0.1149245 0017446 690 CO2I ND 2)30 0.0300188 0.006094 691 R D T)36 0.1149245 0 080861 692 R D 619 0.1149245 0074919 693 ADII ND 122 0.0300188 0003968 694 COII ND tl7| 00300188 0018525 695 Rl D 11279 0.1149245 0 118131 696 ADII ND 2 277 0 0300188 0 063871 697 R D 1 582 0 1149245 0 179075 698 O.A NU 1)86 0 0 000000 699 ADI2 ND •178 0.0300188 0 004437 700 S34 ND •567 0.0300188 0 028719 701 R D 11128 0 1149245 0 116396 702 R2 D IHX7 0.1149245 0 117074 703 CO2I ND -215 0.0300188 0012653 704 R2 D 248 0.1149245 0 060312 705 R2 D 623 0 1149245 0 064 6 22 706 R D ’653 0 1149245 0 087952 707 Rl D 458 0.1149245 0 039741 708 R D ’.514 0.1149245 0028892 709 MI4 ND 1160 OO3OOI88 0006484 710 R2 D 1505 0 1149245 0 028789 711 R D 495 0.1149245 0 040166 712 S3I ND •717 0.0300188 0 014160 713 S34 ND 1394 0 0300188 0007187 714 R D >989 0.1149245 0 080321 715 R D >762 0 1149245 0.077712 716 R2 D >1960 0.1149245 0 125957 717 R2 D >167 0.1149245 0 070874 718 R2 D 1439 0 1149245 0.108477 719 R2 D 5392 0 1149245 0 061967AM H■■ liftdl «• w«w« JOI' •<!«■» A<^4 Water Demand C*4^rw> m; uiww i| < •***> 2013 D tihiatmn 01140)447? ND noinoi'Rio 111 NU 0 MP Drruiy Demand Uvha Mi, peal .Uy Tstate u ju on tp.641064 rJ0 4(>ll ND W3l 0 0Ml)III n oi hum) rjl «J D •o;i 0 1149243 0 092271 >n I D HO*' n 1140)43 0 U7M)0 li 20441 0 1 140/41 <) 214017 n< ■: D *1*2 0 114*243 non loo 03 12 D I»I4 0 1110)43 OOM 1*1 •M tn ND 1 111 0 dinajltl <1 032010 nr ■i D V9*M 0 114*243 0 IMKII’I m 01 D 1 vow 0 !14*243 o i mu •m SP MJ into 0 0 000000 *M ll D ntt 0 1140243 '100*010 Hl ■I D i2*o 0 1 140)43 OO721M •u 111 ND 1 1 io* <1 <11001 <1 • 1010012 n> •III ND 1W1 o mom <i 001 T*9* ’M •J D •444 * » 14*4211 0 031111 HI ■ D 3141 0 1 1 W J 41 UiMU2l2 »w 01 D 1041 1 01140)41 •1 1 1 MUI •11 n) M» III M lUlrflKI • DMI4IM ■2 D 41I* 0 1140241 0 <7W|l IM) •19 0 r» DH 0 1141)43 0 0 7^1 II ’•* MJ ND ft ND 0 <1 U»l 44 <1 0.0)1 1 1 * •• II D ov 0 l 1 49)41 ■) .M ! 1 »l 01 D •tel • > • 0 *wri ’• 1 01 D •ll* 6 I f 40 ) 41 > tllhi • ♦ « • I D IW KM -• I I 40241 9 1 III ZU •♦l <mj M> 11*1 4 i o Man m •i am f t ’ K. Mill N|» »*j| 0 •) watt 44 • 'ii i ’oi *•• v»* NO 1 VM > two III I 003043 «• 1: ND IIOJO 0 3 MAD 44 0 UI3NM) ■1 D • »» 1I. 1 011 wo *W 11 t» ♦Hl • • . 0 03 / M2 *3) • I II IjVI 0 . I 4*JH *> <»44*4<| a1 D Oft) 0 • I W/41 •I 1*11/I .»>» a D oft* • ’> 11 w .* n 0 tl'KMj *-• a• d I *1 11 W.l 4 v 0 1 W.lMk DI I U2t ND icm; •j iimui 4i <1 Ml JU 1ft 3ft I1 IJ N>|> 1 11 4*241 0 '‘4042* • J * 11 i» 1 1 41 > V 1141/43 u i hua ’>4 a It • 41 1 1 1 I 49 «*3 umt/n *•» a1 t' II ’• 0 1 1 4*241 <1 UV*MM *W «! •» **44 1 •I 1 1 11/4 ’> 0W1 'Ki 4I t> "*! II 1 1 ♦••.*♦ 0 'III 4411 ’Ll N|> VMM 0 JMA»| << 0 J MW >> ND it: .J nui 0 1 1 4* ? 41 0 'A iVMi •w *< II i • if* t> 1 1 w»»v • • 1 '<A> Nil I' 1) MOJ U IIW/K u i can N* a♦ D 1IM> * 1 1 ♦*? • 1 o 134342 •V ei •/ ftJM 0 < 1 W • 4 •. U«|D| <4 M a• •j 1 >•♦ U 1 I ♦* ) «1 tn* |*sft Vi «i a i i w; »t ’ *4» it t M MO* U 1410243 0 <49W| *U a. D 41 V 110*243 MI'I’O 1 ’.* M1 11 wrw V • 1 «■*?«•. tf mw. 15 ’t 0« It •IM •1 1 I4*{43 0 ’S4 2O2.! 4 fI it • -v 'i 4*|4i 0 '♦ Ml *■ u IU01I 4 i < 4SI/4A 11 * um «. ND ■NMl «i U HMD Bl c» 4M4I K D 44 T <J 1 C4**4* a 11 ku* f •.< > uro fiPitfMi K ’<«/ i • av»4* n softAM Dev. Plan Plots Ref no. Land Use Category Water Demand Category 2015 situation Area Water Demand 14274009.41 2015 1situation D 13.114924477 ND <3.030018849 913 MP Totals 14,274,009 NU 1 3 Density Demand l/s/ha I/S, peak day 117.643004 780 R D 16248 0.1149245 0.186729 781 S43 ND 782 ADII ND 4886 0.0300188 0.014667 6073 0.0300188 0.018230 783 C02I ND 52322 0.0300188 0.157065 784 M32 NU 24385 0 0 000000 785 R D 37032 0.1149245 0.425588 786 CO2I ND 787 S43 ND 788 CO2I ND 1624 0.0300188 0.004875 2489 0.0300188 0.007472 6564 0.0300188 0.019704 789 CO2I ND 11329 0.0300188 0.034008 790 CO2I ND 791 R D 792 CO ND 793 coil ND 5307 0.0300188 0.015931 9200 0.1149245 0.105731 1033 00300188 0.003101 2456 0.0300188 0007373 794 R D 11443 0.1149245 0 131508 795 R D 19 061 0.1149245 0.000219 796 Rl D 797 R D 4775 0.1149245 0.054876 5505 0 1149245 0.063266 798 OA NU 30878 0 0.000000 799 R D 43333 0.1149245 0498002 800 R2 D 8906 0 1149245 0.102352 801 R D 13130 0.1149245 0.150896 802 R2 D 11210 0.1149245 0.128830 803 R2 D 4743 0.1149245 0 054509 804 S34 ND 11206 0.0300188 0033639 K05 COII ND 0 000000001 0 0300188 0.000000 806 R D 9668 0 1149245 0 111109 807 R2 D 12645 0.1149245 0 145322 808 S5I NU 57746 0 0 000000 809 ADII ND 19594 0.0300188 0 058819 810 S22 ND 811 S64 ND 812 S62 ND 813 CO2I ND 4017 0.0300188 0 012059 3447 0.0300188 0 010347 5085 0.0300188 0015265 9890 00300188 00296K9 814 MI4 ND 12322 0.0300188 0 036989 815 R D 8711 0.1149245 0 100111 816 R D 8704 0.1149245 0 100030 817 MI4 ND 10045 0.0300188 0 090192 818 R2 D 1936 0 1149245 0 022249 819 1 NU 5504 0 0000000 820 SI3 ND 20094 0 0300188 0 060320 821 Rl D 6781 0 1149245 0077930 822 Rl D 7449 0 1149245 0 085607 823 R D 7658 0.1149245 0 088009 824 Rl D 4095 0 1149245 0 047062 825 Rl D 4149 0 1149245 0 047682 826 S22 ND 1283 00300188 OOO385I 827 Rl D 3817 0 1149245 0043867 828 HI D II185 0 1149245 0 12854)AM Dev. Plan Plots Ref no. Land Use Category Waler Demand Category 913 2015 situation Area Water Demand 14274009.41 2015 situation D 0.114924477 ND 0.030018849 NU 0 MP Totals 14,274,009 Density Demand l/s/ha l/s, pok day 117.643004 R D 4275 0.1149245 0.049130 830 SF NU 22200 0 0 000000 831 R2 D 4025 0.1149245 0.046257 832 SF NU 15701 0 0.000000 833 SF NU 14296 0 0.000000 834 ADI5 ND 83371 0.0300188 0.250270 835 Rl D 19508 0.1149245 0.224195 836 R D 3040 0.1149245 0.034937 837 COII ND 6003 O.O3OO188 0.018020 838 ADIS ND 7171 0.0300188 0.021527 839 Rl D 5145 0.1149245 0.059129 840 Rl D 5982 0.1149245 0.068748 841 Rl D 7979 0.1149245 0.091698 842 Rl D 8122 0.1149245 0.093342 843 Rl D 7764 0 1149245 0.089227 844 Rl D 10704 0.1149245 0.123015 845 Rl D 4699 0.1149245 0.054003 846 Rl D 4686 0.1149245 0053854 847 R D 9543 0.1149245 0.109672 848 Rl D 9509 0.1149245 0.109282 849 S62 ND 1713 0.0300188 0 005142 850 Rl D 3974 0.1149245 0 045671 851 R D 7954 0.1149245 0 091411 852 Rl D 15104 0 1149245 0.173582 853 Rl D 10152 0.1149245 0 116671 854 Rl D 6975 0.1149245 0080160 855 SI2 ND 4706 0.0300188 0014127 856 Rl D 6427 0.1149245 0073862 857 Rl D 6424 0.1149245 0.073827 858 Rl D 5178 0.1149245 0.059508 859 Rl D 5096 0.1149245 0 058566 860 MI4 ND 27818 00300188 0 083506 861 Rl D 4104 01149245 0 047165 862 R D 5915 0 1149245 0 067978 863 Rl D 2637 0 1149245 0 030306 864 R D 5309 0.1149245 0061013 865 SI NU 28019 0 0 000000 866 COII ND 16082 00300188 0 048276 867 CO2I ND 59038 OO3OOI88 0 177225 868 S45 ND 6312 O.O3OOI88 0 018948 869 S4I ND 9549 0 0300188 0 028665 870 S3 5 ND 101253 00300188 0 303950 871 ADII ND 25592 0 0300188 0 076824 872 ADII ND 43756 0 0300188 0 131350 873 Rl D 9362 0 1149245 0 107592 874 Rl D 6035 0 1149245 0 069357 875 Rl D 5667 0.1149245 0 065128 876 R* ND 5550 0 0300188 0 016660 877 Rl D 5873 0 1149245 0067495 878 Rl D 5876 0 1149245 0067530 879 Rl D 5535 0.1149245 0 063611 880 Rl D 5386 0.1149245 0061898 881 Rl D 8610 0.1149245 0 098950 882 SI 2 ND 2834 0 0300188 0 008507 883 Rl 1) 8367 0 1149245 0 096157 884 Rl D 14568 0.1149245 0 167422 885 Rl D 12029 0 1149245 0 138243 886 R 1) 6386 01149245 0.073391 887 R I) 7114 0 1149245 0081757 888 R D 7016 0.1149245 0 080631AM Dev. Plan Plod Ref no Land Use Category 2015 tihitllon Water Demand Category Area 1427400941 Water Demand 2015 D ND situation 0114924477 0 030018*49 913 MP Totals 14.274,009 NU 0 Density Demand l/s/1>a l/s, peak day 117.643004 889 S35 ND 7521 0 0300188 0.022577 890 R D 5055 0.1149245 0058094 891 SI2 ND 2761 OO3OOI88 000*288 892 R D 4545 0.1149245 0 052233 893 O.A NU 2437 0 0 000000 894 R D 4353 0.1149245 0 050027 895 R D 4119 01149245 0 047337 896 O.A NU 1535 0 0 000000 897 R D 3107 0.1149245 0.035707 898 R D 4515 0.1149245 0 051888 899 R D 3730 0 1149245 0.042867 900 R D 3701 0.1149245 0 042534 901 R D 10129 0.1149245 0 116407 902 R D 5962 0.1149245 0068518 903 R D 28832 0 1149245 0.331350 904 R D 6000 0 1149245 0 068955 905 R D 6000 0 1149245 006*955 906 R D 34000 0 1149245 0.390743 907 SI2 ND 1400 00300188 0004203 908 R D 39600 0 1149245 O455IOI 909 R D 14000 0 1149245 0.160894 910 R D 8450 0 1149245 0097111 911 R D 11825 0 1149245 0 135898 912 R D 12150 0 1149245 0 139633 913 RE NU 43000 0 0000000Summary> Of Demand, peak day, l/sec Zone Summurv 2005 2010 2015 2020 2025 Zone 1 6 25 9.92 II 89 15.03 18.85 Zone 2 13 SI 21 88 26 17 33 07 41.50 Zone 3 1241 18 99 21.88 27.64 34 69 Zone 4 7 66 12.03 14 25 18.01 22.60 '4 Zone 5 0 38 6 57 16 94 21 40 26.85 Zone 6 • • 7.34 19 86 Ml Zones 411 51 12 79 69 39 25 56 91 13 38 81 122 49 56 38 164 35 81 40/••*» I | .>•< 4. M>4<-|| )H>t Vai Z.mh« I »*<•* U>> llriuand • HUI i>« ,,l «*| it**, HIM* u **• “I U 4JU »IW Ul**> u w u w UWVw .44 ■ 441 i *41 Ill**l • 1*41 •••»»» I'lUI IIIUI VW VW VI**' uw nuv u w , ,, 4*| «• ■ ■<**< >■«••< I i** 11.441 U>4*> V l*»l !> *l ....... ■>■*> i. IV I •**■ •>!■*» U'*»l U'**> u uuj u i*iu u w u w I - 41 <>|JU*« <>>••! UUUU Ui*»» U UUU VU**U UW uw IJ W U w ,.IUI . ,, I- Ml ■ >■• MW' Vlll4 'h*4> Hl**1 U<»*U UW VW VW V w uwuw VWVw i> **• V<«A> •l'4»l UI.44J UVM VW uw 4| !■•*• ■*•> •**• UlUI UW VW uuuu UWuw VWVw uwuw UW VW uwuw1 u UUU U UUU . VWVW1 uuuu uuuu u '**i uuuu 1 V W U 1**1 uwuw U W VW U WVwuwuw n|> ......... UW UW UW uw ■ ,«i <>. ii ."-••i iviu <ik«» ui«v uw uw uWVw V l*Al V w u w v w uw uuuu u uuu u w V w u w I .Il ijiill |I*»I ><I»*| u**l UI**J VWJU uw V 1*41 V w u w u w V W UVUU *• II.M Oli.'l VUII '|l4»f Ui*W ItW UW VW I *. ,»i’ uw vtt»i w2v vw vw uw uw ii?!' vm 11*41 v"'* '2»» vw uw Vum vw ■ «M i'l > 44 .>»•»-. VIII IHIMI UU|I VII’ VW VW V w UW UW V !«*> u w VWVwuwuw UW uw UWVw V W V w uw uw I , 4*1 UHU '»*•- *r u4 i • >4 I UW VW uvv >1**4 v i it uv.’v mN uuH <|4 . •* I|I*M III.'. I 4 U<»’2 UUUU Ujl» I 4i •• 4'*' ■ ** I 'I Vl.'i 0W2 Ml.'l »*. «f |4» III I V* UVV' >!**< V U» VUI2 U<W II* ■ !■■«*. il'Ji; «lt**l UU®4 Mill UUU’ UW u lUf ?■*■' II I H UW UI»4J HI**, uw UW UW i, .».* ■»•»• •mi’ III**! u'MV Vi*U UIIII uuuu UW ivt *e nt*.* uumj ■><**• uw ui/ju i>w U1**' ■ l»4 . 4J« <.■•»•! lll*«l UHU U |I*I UW I'Utl U*<V *. ** ■«* I<|**| IH*1I 1114*1 U'*»« VUUU I V *’» »U*U •■ _*• VIM UvK v 11* VUII "UN UUlJ uw’ u w UUP VUM UVM UUH uw uw UUU U W uw uw uwuw Ul**J U W uw uw VW uw VWVw VIUU u uw u 4V» U 1**1 VU>4 VUUU uw uw VW vw VW 0 ULI) vw uw VWVw u W VW uw uw I • •• *•» II *4. . ** >■«*. (11**1 U'*o UW W l»W •I ** UW V<**| *IW • ■•4 u |»» W*’ U'W VW uw uw V IUJ V <**l VUU2 UUlU mrv ui*i» VP» UlUU uw V MT uWUW VW0w VWVw VWVw UW uw uw uw U II’ uu»2 Vwuw UW uw Vwuw uwuw UIU4 UV’I UW V <**J UW UUUI Il w u w •H**l U144J UlUI 111*41 U W UUUU VW U UUU vw uw II UM I U W VWVw U .->,*■ y 14*1Zoncl Specific demand for Hospital & TT Normal Node 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 IS 19 2(1 21 •» i 2.3 24 25 26 >■? 2S 29 30 (1 Hospital TT 0 116 0 244 0 000 0 433 0 095 0 114 0 068 0 141 0 152 0 144 0 057 0099 0 140 0 732 0 447 Specific 0 1012837 0 1012837 0 2139504 0 2139504 00 0 3795974 0 3795974 0.0832716 0.0832716 0 1002707 0 1002707 0 0594649 0.0594649 0.1238255 0 1238255 0 132922 0 132922 0 1262542 0 1262542 0 0496604 0 0496604 0 086833 0 08683 J 0 1227006 0 1227006 064141 12 0 64 141 I 2 0.3920802 0 3920802 0 000 0 I) 0 391 2012 1 233 0 901 0 224 0 249 O43S 0 167 (1 110 0 000 1 203 0 3429682 0 3429682 1 763776 1 763776 1 0807682 1 0807682 07925575 0 7925575 0 1962601 0 1962601 0 2IK2OOX 0 2182008 1468 0 381.3854 1 8493851 0 1468101 0 1468103 0 2715855 0 J7I5X5S n II 1 0547916 1 0547946 0 000 0 II 0 000 1 324 0 >56 O 000 0 000 oooo II 891 O II 1 I6O77|I 1 1607 71 I II 39974 3 3 0 399/4 H n l) (J II 00 1 168 III >23 Hi 423 Nunn.il II • 1 1 1 1 K9| I'c.ik d.iy ikiiMiid lor lliupii.il At leather Ir.nmng liuiiinic i ir.x | 4/13/2004 AM DD-Mam Tab 1 HO AdjuMndCnrrl ,|S/UM I III jl <1. Illalld (l.jkdj’ 5eur 201 > Zone 2 Peak day demand = 'I • ■ J ?hrt» «er»ed I'lul dcnij>lJ» Tui nude dem 26 174 Nude .. - .. ... • r .. *4 ... ,■ •H W *•* • • i *•<. *> M* «t,4 '• UUOl UUJU 1 * -V • * . ,• • . • 4 .w * * * «M * 5 • ) • 1 •4 .. »« ‘ ?0 • .■' • lib » .H . - -4• if ■ 4» *•» • 4 ’ • J • 4 • • 4 * •! 4»* 4»A 454 • «M 4 * 45 4* . 4». 4f ••; 4'w t;» » .4 4 • . ~i - 4 ■. 4 ’ 42fr 4 ‘ 11 '• 1 J 9 % ' 4 • A • r 4«f- 4JU A • * • -I- - ‘ 4 1 4 ' , • -t ► ’2' •4 I............... .. ' 4f> |4< 1• .4* 11“ . It 1 • * 4 4'V • * 14* • w 4 f- ,’il 2v4 .’m* »I 11 1 IUM 1 • 1 • • ,_2 ■ IV’ ? • 14 Pl »u • 1 *4 *?4 »’. •4* It ••■1 ; 1 • t • 1 1 ' < . ■ 1 ».M 41 1 4/M 4 ' . • 4 4 * • --* IM* )M4 Im,» •A. ’M| 1a * kA** 4.- 4 4 J.’.’ 4. 4.4 4.’* ‘4 ... . l> | *? UH* 1 ■ I IM? U IMIM Ii UUU UU47 UU5M U UO*J U lib UU'U UU5M UUUb U U'2 UUK2 UU4* j mu UlMU UlHl' uni’ 01107 UU6N uuuu U UUU UUP UUIM UU22 UU'U UUOM H 1 IV uu'J u J 24 UII’4 UUW U URO UU7r i. iM U04’ HIM' 0 1 HP ll IU4 r (>»•! ii u»2 UUI 1 urns U IUU u luU u us* 0 LUU UDIV u uu* VMM U IM>2 u I2i U’PI UUOl UU67 UUMO ll UUU UU46 UUMI UUI) U IMN UUNU UUP U U24 UUIU Ulis UVI2 UUI* UUUM Il OOM u U'4 UUUi U <lh Il Ul I UU>» UU2H UU2s UU<2 UU4M uulu UUI* UUIU UUI2 HUI 1 UU2M VUI4 uua2 UU<B uuw UW7 UUIM 0 04) OUS' UUUU III VI UlKV U44.' uuou U U5U UU5U uusu UUM9 UUIM own uu«2 UUP uu*4 HUBS UU7J II IMAI I| uuu V MM V UN UINU 0 1 1b uull UU75 UU7K U 24S UU24 V 044 UP5 UUUU ov2s UUA' UU4) UU44 u lia U 127 uuiv UU04 UUU4 UUIU UU75 vus? null U22J UUUU UU52 U III uuw Uu7a UUOl UUM7 UUJ2 UU12 0 122 uuuu U lib UUK) UUUU UUW UUI7 u Ul 5 UU)*J U 187 U 122 UUIU UUB) uv*2 UU52 II 154 umrt) Il l$5 UUMI 0 UM UU75 UU02 U III uun UU4U U IAN UUIM U u’l VAN UUP UU24 u ua$ MUMS u UJ* u 2u* UUUU uuuu UUI6 VlH* Il U>2 U 104 UUI. J U II) U IU2 UU7» ■»Wl •IIXP u uuu UU*I IIU4M Il 1 *M II111 •i 22’ IHlTl U WO UOII 1 221 UU74 U(Nh . lid UIMKJ 0 I4u U 114 UU5I UUO) UU7J UU7I JU” uhm ll U4b uulu b 10' UUM? Il U4'l IU4’ ii 1146 UU7b U2IJ II .'Ml ■ f iM4 uur liiMI UUUU UUUU v 2 »u UU4M VI'*’ H U”l UU2’ UUUU uuu2 UU’2 UU4* u 0*17 U IV* UUU' U lib UUM| uusu 0 255 1* '* 1 II' I' IIV 1 .44 4* U 4 • 4 • * 4 ' ri ....... . . I’V ' i .’4 u ua.A UlMi' II Mb V 11) U tb‘l U 117 U IIP 4" .• M 4 % '• » • • • • *• '» • *»> * 4 % % w %• 41 . 4 - - 4 4 1 •J II.’.* < Mil II (>«| i. H I 04 • uu'2 U III U UI.U II Ulb ■ IM Uli»M UliMt. •i PAI I I 41. •I 1 •» II |H«. 0U4* U 1 Is >. HU9 44M tlM 1 ii VII4' UU4' »« 4 I’ • 4 4 J? 4 .’*4 ■ _■ ■ - • .’ • - • " 441. 44 ’ 44 • 4«M 44. 44 4 ■ ' 44 44 • 1 • • •44 4» .• • ’ ■■ ■ 4M U Udb nun UlM6 01VI V UJ» •I i;< •H'22 U 'A 0 1-24 .1 u?» , UM' Ii DMl i > 01' UUO 0 I'M uism ll UUI u IM U 141 h W* •1 HUH ; UM* V K'l • M |i »,ll •i 11*1 .*NI 4* I V I*A> . *M UUUU 1 129 U 60 5 U66S UUUU U27I U 172 U 285 UUIS U6MI 0 210 0 104 U640 U2UJ U IU8 0 4JU U8W U5J5 V864 0 572 U.WJ U666 Q96J UIS5 U25B U64I U2UI U)57 U$7» U J4U 1 918 U67M U 209 0611 U4I6 U46) 0949 U)1J 2 U22 U6M U67t U2T U56 U 59 UlN UW UU4 U08 UU5 0 IS U )] UJ U 1’ um UlM 01 0I 05 1 i ) 4 5 6 7 » 9 IU II 12 1) 14 IS 16 1? IB 19 2U 21 22 2) 24 25 26 27 2B 29 JU )| 12 JJ 14 n )7 JB 19 4U 41 4’ 4) 44 45 J 46 U 47 i 4S 3 49 5 '0 M ?l 9 52 IU 5) #6 '4 N 55 N St 7U 5’ 82 S» IB 5) i*.» □□ **j n T.n. • HP Au* .^:eaCf»’J osNode 1 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 10 11 12 11 14 15 -*w 17 18 19 411 41 12 41 41 15 46 17 48 19 5u M >» 51 s1 >6 s’ Prison specific Demand Normal 0 000 1.129 0 605 0 665 0 000 0 271 0.172 0.288 0015 0 681 0 283 0 104 U 646 0 203 0 108 0 450 0 809 0 335 0.864 0 572 0 393 0 666 0 963 0 885 0 258 0 641 0 201 0 357 0 578 0 140 1 918 0 679 0 209 0 618 Hospital Prison TTI 0 674 0 481 0 000 I 045 0 560 0 615 0 000 0 251 0.159 0 267 0 014 0 630 0 262 0 096 0.598 0 188 0 100 0 417 0 749 0.310 0 800 0 530 0 164 0 616 0 892 0 819 0 239 0 59) 0 186 0 11| II 51 5 II 1|5 I "75 0 h?9 II 194 Specific 0000 I 045 0 560 0615 0 000 0 251 0 159 0 267 0014 0 630 0 262 0 0*16 0 598 0 188 (I 100 0417 I 423 0 310 0 SOO 0 5 30 0 164 0 616 0 892 I loo 0 239 <1 593 0 1X6 (|11| (1535 0 1| 5 I 7-5 0 629 0 194 0 4|6 0 >72 O 5 ’2 w II 461 II 949 0 113 2 022 0 6X5 0 67f, 0 212 0 565 II 594 II INHI 0 INHI il 049 OlIXI II OXS O |9| O 119 0 1 III II 196 IIINM) II INHI ii no 0 1X5 II 1\S 0 42X 0 42> 0 X7X O X’k • 1 ’91 n 29(i I S7| II Ml n ».2(i (I |9’ ii >2» Il >M| Il (MNI (I IN If | II (145 IIII7(, ll(K| II |M» II 31 I (I Ills II 1X2 • I'MMi II INHI o 2'*d I X’l 0 »» 14 II »._9. II |9 •' ;2' Il xvi Il'Hid •I INib O 04* • • li *(. ii ds; •i IXII Ol|4 I O'Is II I < 0 ddo 11 dl N l s.x '1 1X2 '• I 'X I| I XX 59 0 Six U 169 9 |(.9 (.0 II IHNI <1 I’9 •l I’I II IHNI 0 Odo 26 1/4 l ‘J-1B 21 ? »r. 26 1 /.1 2(. | 7 | AM ()D Mam Tab 1 HD-AdjusteoCoirJ *|$/UX| » ) v;H 201* Tuial ihrtiand. p«ak dj» Zuut J Prak iia) demand - 21.876 U*« I* .'I JfllMItJt Tul nude dem um * 21 a7e» ' “ 4 1 »<•) >14 ' r> 2'- *• . * - ■ • . • • % • 0 044 0 122 0 UU2 Uwu UU$6 U 122 0 099 0 09) UO22 0 024 0 021 1 »> 1 »’ ■ •* I .7 1 *4 2ft’ 2*i 2** ■ -4 *4 % • 4* 4* 4» 4* 4. 4 4.‘ 4 Vh Uli 102 U IU.» 0 016 UUOft IJ WAI UUl) U Ufi'J 0 120 4V 4U » •4 1;» 1 ’* 1 *0 < '» *4 :* - .47 24.» ■ 2 .’9 ;••• •». • ,* 2' •• •« « ' »• •« f •! ».> U <li«l •a«> Il • K 1 U '»>■' ”11’ V ini* Mill' u m2u V ill • UU»4 ii u2b >» ll'U uow U IHMI uum» UlpM U u'4 U '»S li l*H| ■ 1II* I v I.’* V 1 III Uli" II HU • ' UMI U M«? i :•!? uwu uu'n U un< UM4* UUl 1 ■I iu2 0 >ni U U*lB 0 192 U 1X7 UQ$? 0 025 U06) UU7I UWI OOP UU2S UUl) U 067 0 187 U 071 UU27 0 066 UU76 OOUU UOOU UUUU i *i '►» l» ■ *>4 . r, «. • 2 * I4u I»» ie». ibl 2 4' . 4 ’ ♦« i *• • ’*» 1” i * I • _ 1 • 1 <4 .»* >• * ’ l»b <1 >1114 IIUH4 U u*4 0 li 9lb in >2' U mi' 0 UUU Il ||O< u u4n UIMI4 UUJJ U I«p IJ') IUI UUU5 UUUI* U IUJ now UU4B U IV) UU?7 UUU6 UUIV •94 ) M» 7b < 9* 1 >■ i Jis .‘l 1 IWl 1 4.' •»' .’4.’ . <•> 2 » ‘4 ' • 1 1 UUU* 0 uni U"U4 0014 UUJU UU)4 U 068 UU07 UlXJi (JUJ2 U U04 0 009 007) UUU8 0 008 U0U8 UUU2 U 1)7 U 012 0 III) (JOUU U077 0 076 UOOU OUSO U 051 0 040 U UUl 0 1 JI 0 1)7 0 00$ U 122 U IU7 U 116 0 029 (JUJ9 1 00% 1 2)1 4 299 0 )9*l 0 4MS 0 174 U2I) 0$U7 0 2)5 0 06? SuJc I J 1 4 5 ft 7 I M lu II 12 IJ 14 1$ lb 17 18 19 14* 47 1 *U *1 1*2 ’ ■ 1*4 .4“ |9>l >41 ’9* .’•<» 0)98 20 0414 21 2‘2 2 * • J - 2 .'(• X . V .4 24 .4 *- • V ■ »* :- ■ *i A« 2m 2 ’J 216 . '4 2' • ;■», 1 ' 'A 0 00? U UU4 001? 0 029 UUI9 QUO? uu)9 U U2I U(KJ7 ouib UUOH 0011 > a? • • ».» 1 . • • «* •• • J ■ • », *9 ii im« II141 uulu n UUh II 'All uuli U IIU4 U 1(11. IIUU5 UIWJ Il 11*14 U'/9A u u?o OU?’ UUb'l v 4 * > war. uuuu i b »!.' U *»U i> l«4 < li 1 '* |l"*2 0)43 0 847 0 UUU 0)88 0 9)0 22 2) 24 25 26 • • 4 r • <«c u ‘4 • 11 i*2,< UM.I U U2b UWi? • > u OOUU uuu u low UUl) VIM) 0 00? 0 056 •* •* * w Pl V i«J *•« b) 6.’ > i *1 *»• •r .'4 .♦ • * «• % ■ HIMf uU2' U l.'l U I 4»’ U IrtMl • >u22 UU’b II *4M> J-n4 <> I ’*1 UllO b"UU UU4J 0 046 0 1 m OOP UUU’ UU88 IJ IAI? UUUU 0 16) OOUU UUUU U 15b ) 9?6 27 0 76> 2b 0 172 UU27 UUJU U 052 UP U)l 0 6* 07| 0 0$ 0 )4 2*i )u )l 0 )2 8 )) 4 )4 AM 00 Mam Tati i-M0-Afl|ui'«dCc"3 «ls J?Textile Factory Specific Demand Node Textile Demand Normal Demand Specific Demand 2 3 4 5 6 7 R 9 10 11 12 13 14 IS 16 17 IK 19 20 21 22 2) 21 25 26 >7 2X 29 tn '1 I2 11 VI 0 000 0 328 0.131 0 027 1 149 0 144 0 172 0 181 0 210 1 008 1 231 4 299 0 399 0 498 0 1 '4 0 215 (i sir 0 215 0 06' 0 198 0 411 0 548 0 8 17 0 011(1 11975 0 0 975 00 0.312998 0.312998 0 125231 0.125231 0 025368 0 025368 1 097401 1 097401 013786 0 13786 0 164425 0 164425 0 172459 0 172459 0 200883 0 200883 0.962787 0 962787 1.176577 1 176577 4 107663 4 107663 0 381255 0 381255 0 476147 0 476147 0 166037 0 166037 0 205094 0 205094 0 484 752 0 484752 0 224872 0 224872 0 063797 0 063797 0 380477 0 380477 0 39511 0 39511 0 523541 0 523541 0 809204 0 809204 0 188 II 9 III 1 9’(, (1 '69 II 1>| O 5| I II (|S> 1) 'III (1 <l>\ II » 1 1 0 975 21876 20 901 21 876 0 370522 0 370522 0 888225 0 888225 3 798969 3 798969 0 734977 0 734977 0 335286 0 335286 0 49124 0 49124 0 626016 0 626016 0 678327 0 678327 0 05536 0 05536 0 328287 0 328287 20 90115 21 87615 -— 4/13/200-1 AM-OD M.iih r.ib 1 HD AdiuslfdCnrr'iI J AV-DD-Mam Tab i HD*AdjusiecCo(*3ANNEX - D2 PEAK FACTOR INFORMATIONSPeak Factor Peak Factor vs PopulationPeak Factor Hourh Variations Peak Factor 1 5 1 6 1 7 1 8 l9 2 0 2 1 2.2 2.3 2 4 2.5 2.6 2 8 3.0 ______________ Hourly Variation_________________________________________________________________ 0 1 2 3 4 5 6 7 8 9 HOuf 1 2 3 4 5 6 7 8 9 10 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 50 0 50 0 50 0 50 0 80 0 80 0 75 0 75 10 11 11 12 12 13 13 14 14 15 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 20 1 05 1 00 1 00 0 80 1 00 0.60 0 60 0.60 0.55 0.60 0.55 0.55 0.55 1 50 1 35 1 30 1 20 1 00 1 20 0 90 0 90 0.90 0 90 0.90 0.85 0.85 0.85 1 50 1 55 1 55 1 50 1 20 1 60 1 20 1 20 1.20 1.20 1.20 1.20 1.20 1.20 1 40 1 60 1 70 1 80 1 50 2 00 1 50 1 60 1.60 1 60 1.60 1.60 1.60 1.60 0.25 0 25 0 25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0 25 0.25 0 25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0 25 025 0 25 0 25 0 25 0 25 0.25 0.25 0.25 0.25 0 25 0 25 0 25 0 30 0.30 0 30 0.30 0 30 0.30 0.30 0 40 0 50 0 30 0 35 0 35 0.35 035 0.35 0.35 0.35 060 0.80 0 40 0 50 0.45 0 45 0.45 0.45 040 0.40 1 35 1 60 1 60 1 70 1 90 1 80 1 80 2 20 2 30 2.40 2 50 260 2.80 3.00 1 40 1 35 1 40 1 50 1 65 1 40 1 80 1 60 1 60 1 60 1 55 1 60 1 60 1.55 1 30 1 45 1 50 1 60 1 75 1 60 2 10 1 90 1.90 1.90 1 90 1.90 1.90 1 90 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 i 50 1 40 1 33 1 32 1 45 1 20 1 40 1 40 1 40 1 40 1 35 1.35 1 35 1 35 1 1 50 1 45 1 35 1 32 1 45 1 30 1 50 1 60 1 60 1 60 1 60 1 60 1 60 1 60 1 1 50 1 50 1 35 1 40 1 55 1 40 1 70 1 90 2 00 2 10 2 10 2 20 2 20 2 20 1 45 1 35 1 33 1 40 1 55 1 20 1 60 1 40 1 40 1.40 1 40 1 40 1 40 1.40 1 1 1 1 1 1 1 1 40 1 40 1 35 1 40 1 45 1 40 1 50 1 50 1 55 1 50 1 50 1 50 1 50 1.50 1 25 1 25 1 30 1 20 1 30 1 20 1 30 1 20 1 20 1 20 1.20 1.20 1.20 1.15 1 10 1 05 1 20 1 06 1 10 1 00 1 10 1 00 0 95 0.90 090 0 85 0 80 0.80 0 90 0 90 1 00 0 90 0 90 0 90 0 90 0 80 0 75 0 70 0 70 0 60 0.55 0.55 0 70 0 70 0 75 0 70 0 70 0 75 0 70 0 60 0 55 0 55 0.50 0 50 0.45 0.40 0 50 0 50 0 50 0 50 0 50 0 50 045 045 0 40 040 0.40 0.40 0.40 0.35 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0.25 0 25 0.25 24 ou 24 QQ 24 UP 24 00 24 00 24 00 24 00 24 00 24 00 24 00 24 00 24.00 24.00 24 00|ANNEX-D3 NETWORK ANALYSIS RESULTSZONE - 1 (2015)Zone 1 Distribution System - Floating - Year 2015 Peak Factor " ^^i.pD R Di^tSv^^ofwl-OptAII-Floating-2015 (Corr FinanWaler level (m) Zone 1 Distribution System - Floating - Year 2015 AM-DD-R-DistSyS'Zone1 •OptAII-Floating-2015 (Corr. Final)Zore 1 Distribution System - Floating - Year 2015 Network Tabic - Nodes at 0:00 Hrs Pressure Node ID June JI Elevation m Base Demand LPS Demand LPS Head in 1483 0.1012837 0.03 June J2 1479 0.2139504 0.05 15 I I 95 June 3 1482 0.000 0.00 151 I 86 June J4 1472 0.3795974 0.09 15H.79 June J5 1472 0 0832716 0.02 I 5 I I 91 June J6 0.1002707 0.03 June J7 00594649 0 01 m 28 97 32 95 29 86 39.79 39 9 I 45.87 48.87 June J8 1469 0.03 42 87 June J9 1464 i 0.132922 003 151 I 87 47 87 June J10 June J11 June JI2 June JI4 June JI5 June J26 June JIS June 119 June J20 June J2l June J22 lune J24 lune J2S I , June J27 June 28 June I' I lune JI * i 1462 0 1262542 0 0496604 0.03 1511 0.01 1511 70 1462 0.086833 - --------1 1442 I453 I453 143 I I427 I 380 0 64141 12 — L 0 3920802 — — 1 0 000 1 763776 1 0807682 (i 7925575 0 02 O 16 0 10 0 00 0 44 1511 86 1511 6 1 1511 7 I |5| | 85 |5| | 85 0.27 1511 I 7 1448 o 1962601 1445 O 2182008 O 20 O.05 I44S l> 146X103 I47| O 271585$ 14*7 1 <9S 1 0547946 0 1 137 o 199 74 It 1461 1 395 I t 1395 13 1387 1418 O 03 lune Pl’MPOlJI Imu PIJMI’IN lune I *2 I hine I *0 o 1227006 0 ooi) 0 ooo 0 000 I 1607713 O 29 I4O, 8 I |5i | 6 I 6.* 6’ I 5 | | 82 I •' 11 ’>> s •I HI I !•') I 5 | | ss I <9’ »<i 7, 14*6 ^OD-R.DistSys-Zo^el-OptAll 48.7 I 49 76 49 8r 69 61 S8 7 I 58 8- 80 8 84 3 >6 8 6*6 66 6 66 6 *? n ■’4 I |6 > I 50 i I I6 ■> 49 IK ' F'oating.2015 (Corr. Final)Zone 1 Distribution System - Floating - Year 2015 Elevation Base Demand Demand Head Pressure Node ID m [.PS LPS mm June J33 June J34 I427 I380 0.00 0.00 June 81 I427 0 0 0 I437 00 _____ ______ — _ 10 00 0.00 1436.81 56 SI 1437.00 10 00 June J23 1443 June 37 1448 1.8493854 0 0.46 0.00 LSI 1.59 I5l I.66 June JI6 I46l 0 0.00 June 36 1463 0 0.00 June JI7 I453 0.3429682 0.34 I5l I 69 151 l.7l 1511 85 June J29 1431 0 0.00 I5II.85 RcsvrS 1397.30 #N/A 0.00 Tank Tl 1508 #N/A -3.23 1397 30 1512 00 68.59 63 66 50 69 4S.7I 58.85 80 85 0.00 4 00 '^■DD-RDistSys-Zone1-OptAII-Floatmg-2015 (Corr. Final)Zone 1 Distribution System - Floating - Year 2015 Network Table - Noa:s at 10:00 Hrs Node ID Elevation m Base Demaril LPS Demand LPS Head m Pressure m June JI 1483 0.10128."’ 0.18 1512.43 June J2 1479 0.2139? 4 0.39 151 1.86 June 3 1482 0.(00 0.00 1509.30 June J4 1472 0.3795 ’4 c 0.68 1507.16 29 32 ’o 27 M 35 ' June J5 1472 0.0832' 6 0.15 June J6 1466 0.1002*:7 0 18 1512.36 151 1.78 June J7 1463 0.0594M9 0.11 June J8 1469 0.12382:5 0.22 40 45 ’« 48 ■> 42 ’ June J9 1464 0.132^22 0.24 June J10 June J11 1463 0.1262.^21 0 23 1462 0.0496t>4 0.09 June J12 June J14 June J15 June J26 June J18 June J19 June J20 June J2I June J22 June J24 June J25 June J27 June 28 June .1.31 June J13 June PUMPOUT June PUMPIN' June J ^2 June HO 1462 0.086 • 3 ‘ 0.16 1442 1453 1453 0.6414 2 1151 0.3920*. 2 0 71 0 • 0 0 00 1431 l.763~’6 3 17 1427 1.080'-.!2 1 95 1380 0.7925 ’5 1 43 1448 0.1962 . I 0 3S 1445 0.2182 • 8 0.39 1445 0.146s 3 0 26 1474 0.2715 5 0 49 1 1437 1 054“ 46 1 90 1395 0 0 00 1437 0 399'- 3 0 72 1461 0.122’ h(, 0 22 1395 1 3 1395 13 ’ 91) ( (IO 0 oo 0 00 1 387 < DO 0.00 151 1.78 151 1.71 1512.36 1504.74 1504.52 1512.36 1502 78 — - ... 1 1508.24 1512.401 1512 62 1492.67 1429.51 1 502 09 1501 57 1503 85 1508 00 15|O 38 1511 07 1500 38 1 SOS Dr, 1515 O| 1 1 397 29 1427 83 1418 1 160’"13 48 . 41 ’- 42 ■ . 50 60 ’ 55 . - 59 - Si 65 • ’ 49 54 • 56 58 34 • 73 1 19 6 ' | J 1 19 •> 1/ i •hi 2 09 ^.D0.«. ,s 0 fSys.ZoneT.Op(A/-F/oat,n9.2075 (CQrr Fjnai)Zone 1 Distribution System - Floatinc - Year 2015 ---------- ------------- —- —------------------------------------------------ - r Elevation Base Demand DemaK Node ID m LPS LPS Head m June J33 I427 C 00 1436.87 June J34 1380 0 00 1429.72 June 81 1427 0 00 1437.00 June J23 1443 1.8493854 : 33 1499.89 June 37 1448 0 00 1504.57 June Jl6 1461 0 00 June 36 1463 0 oo JuneJI7 1453 0.3429682 34) June J29 1431 0 00 j Rcsvr S 1397.30 #N/A • i25 Tank Tl 1508 #N/A - <81 1505.93! 1504.68 j 1512.41 1512.631 1397.30 1 1512.561Zone 1 Distribution System - Floating - Year 2015 Network Tabic - Links al 10:00 Hrs Link ID Length Bl Diameior Rougliik'sh Flow min Velocity ni/s Unit Headloss m/km Status Pipe I 250 200 1 Pipe 2 261 50 100 Pipe 3 216 80 100 LPS 1001 6.88 0.39 3.69 2.63 0.22 0.20 0.73 0.53 Open 2.18 Open 14.47 Open Pipe 4 ISO 150 100 0.15 0.36 Open Pipe 5 250 50 100 Pipe 6 84 501 100 Pipe 7 166 50 100 0.40 0.20 2.32 Open 0.22 0.11 0.79 Open -0.00 0.00 Open I-.,.. X * • '.II Kin II !‘{ 1) 1 •> 0.82 0 67 0.00 UH < >|H || Pipe 9 250 50 100 Pipe 10 245 50 100 1.60 1.32 30.47 21.21 Open Open L_ Pipe 11 1 56 NO 100 3.83' 0.76 15.54 Open Pipe 12 240 50 100 1.66 0.85 32.68 Open *ipc 13 50 150 100 -1.45’ 0.08 0.12 Open *ipe 15 195 200 100 -4 06 0.13 0.20 Open ipc H ’xn SO too 2 27 0.45 5.90 Open ipc 21 2lo so 100 2 70 0 54 8.15 Open pc 22 ro 50 100 1.98 1.01 45.33 Open AM-DD-R-DistSys-Zone1-OptAIFFIoating-2Q15 (Corr, Final)Zone 1 Distribution System - Floating - Year 2015 () iwtn K. o* h lu •» \ clout) I mt Headlois Sums k ?) nW LP> ms ni kin i r. 4 :vj 1UU 0 39 0 20 2 26 Open 2' •> 4 iUO 3 69 0 73 14 47 Open • '• » • 9 . uu • Ju UM H 12 Open I' - ** 4 . A? * I no US 0 69 12 80 Open P' ■ '* K 4 ; I M I ii *». n < l 11 ” 1 « *i>. •« i. < •4 2 A l<fi 0 16 0 33 12 72 Open ♦ ?f 4m ;uu U *9 0 63 24 16 Open P:.x > <, . *» 0 '6 0 04 0 04 Open •rj * - - 2<., luo 4 25 a 29 0 68 Open p .v i: Pipe P X - Pipe ’ r : . < .' ?’ : / 5\, ' ' 4 ’• *• 1 > ~0 * 4 • -* <t I \ 1 4 , 1 • H 1 JO !Ui' 2 oo - 92 -IJ 3^ 0 42 0 47 0 30 5 06 10 9? Upcn Open 6 lU Open; - ———- : •. >? U So 04) P ’ •■ 0 42 n ^2 ‘ 4s i) 4< Open • t ('pen1 <>pen i )p r v < 'pen . i • ' I Zoncf.QpfA// : H M !’* ’ ». 1 -I 2 IN 0 6) 14 2‘* i <2 I. ,Corr Final) .. *’ 6 46 5 06 5 34 2 04 4 4” ■ I 4V 00 Zone 1 Distribution System - Floating - Year 2015 r Link ID Length in Diameter mm Roughness 1 Flow LPS Pipe 105 250 50 100 Pipe 3<) •> Pipe 27 40 Pipe 103 400 X0 100 SO 100 XO 100 -0.99 -5 21 1.88 3.33 6 60 6 95 -1.62 Velocity m/s 0.51 1 04 037 0 66 021 Unit Headloss m/km 12.581 27.461 4 14 II 98 Status I Open Open Upon - - 4 Open Pipe 35 20 200 100 Pipe IS 390 200 100 0 48 Open 0.22 O54| Open Pipe 113 250 50 100' 0.83 31.32 I— Open I Pipe 32 5 40 100 -0 40 0 32 7 02 Open ( Pipe 36 4 200 100 12 39 0 39 1 56 Open Pipe 20 1150 200 100 14 25 0 45 2O4: Open Pipe 102 500 50 100 I 85 0 94 39 92| Open Pipe 109 870 xo 100 -2 71 0 54 8.21, Open Pipe 1 14 3X0 50 100 ■1 62 0 83 t JI32| Open Pump 61 A NA //NA 14 25 0.00 •117 73 Open • .1 i ••• .• 'll •K! \ 1 1 \i h\. AM-DD-R-DistSys-Zono1-OptAII-Floatinci-2015 (Coit. Filial)! ZONE —2 (2015)ARBA MINCH - ZONE 2 • 2015 - Non Floating P 18 j’as* G L= 1395 m asl T M W L= 1399 45 Existing Res. =500 m3 • New Res * Wet well= 300 m3 Peak day demand = 26 17 I / s AM - DD • R Dist Sys - Zone 2 Opt All Non Floating - 2015 (Corr. Final)ARBA MINCH • ZONE 2 - 2015 - Non Floating AM - DD - R - D/sr- Sys • Zone 2 Opt All Non Floating - 2015 (Corr Final}ARBA MINCH - ZONE 2 - 2015 - Non Floating Network Tabic - Nodes at 0:00 HrsARBA MINCH - ZONE 2 - 2015 - Non Floating Node ID Elevation m Base Demand LPS Demand LPS Head m Pressure m June L39 1294 0.290 0.07 1349.90 55.90 June L4l 57.89 1292 0.634 0.16 1349.89 June L35 1312 0.385 0.10 1349.73 37.73 June L36 1308 0.236 0.06 1349.66 41.66 June L37 1287 0.428 0.11 1349.73 62.73 June 48 1370 0.045 0.01 1399.11 29.11 June L50 )3l2 0.051 0.01 1349.67 37.67 June L5l 1305 0.180 0.05 1349.83 44.83 June 53 1340 1.098 0.27 1398.81 58.81 June 54 1336 0.182 0.05 1398.78 62.78 June L57 1329 0.158 0.04 1349.76 20.76 June 58 1351 0.169 0.04 1398.93 47.93 June l 1F74 0.000 0.00 1399.31 25.31 June SOURCE 1S90 -31.50 0.00 1399.40 9.40 June 18 1362 0.310 0.08 1398.87 36.87 June L59 1336 0.479 0.12 1398.80 62.80 June L44 1326 0.523 0.13 1349.67 23.67 June L52 1308 0.314 0.08 1349.67 41.67 June L2I 1328 0.364 0.09 1349.73 21.73 June L49 I.'I5 0.076 0.02 1349.67 34.67 June L9 I.-20 0.014 0.00 1349.67 29.67 June L34 1306 0.572 0.14 1349.64 43.64 June L63 l?06 0 0.00 1349.90 43.90 June L64 11X2 0 0.00 1349.58 67.58 June 5 1542 0 0.00 1399.09 57 09 June L66 1UC 0 0.00 1349 99 9 99 June L6I 1298 c 0.00 1349 28 June L32 129) 0.62S 0.16 . 1349.27 51.28 58 27 June 69 B42 ( 0.00 1398.82 55 82 June L45 128" f O.55C *] 0.1^ 1349.71 62 71 June L68 112' ’ ( ’ 0.0( > 1349.71 25.7 AM-DD-t- o/sr. Sys■ Zo„aV O a ng. 20,S fCON. Fl„alJ p! All Non Flo uARBA MINCH - ZONE 2 - 2015 - Non Floating Elevation Node ID Base Demand LPS Demand LPS Head m Pressure m Ill June L73" 1299 0 0.00 1349.63 50.63 June L70 1298 0 0.00 1349.62 51.62 June L7l 1281 0 0.00 1349.62 68.62 June L25 1280 0.00 0.00 1349.61 69.61 June 72 1342 0 0.00 1399.07 57.07 June 81 1340 0 0.00 1350.00 10.00 June L74 1300 0 0.00 1349.91 49.91 June L75 1292 0 0.00 1349.90 57.90 June L76 1312 0 0.00 1349.71 37.71 June 25 1330 0.239 0.06 1398.79 68.79 June L77 1296 0 0.00 1349.62 53.62 June 80 1287 0 0.00 1349.72 62.72 Tank TANK 1395 #N/A -6.54 1399.40 4.40 AM-DD-R- Dist- Sys - Zone 2 Opt All Non Floating - 2015 (Corr. Final)AR0A MINCH - ZONE 2 • 2015 - Non Homing Nrfwotil > r 9 00 F<rc _i_u_luW ----------XIT------------- 11 *■■-—** »■ Mi in lune 2 lune I JuiK 4 June A June 7 June 4 lune 10 June LII June 12 June 11 June 14 1 IrvMMNl in ► —«>.. - I 154 1352 34.0* 5*0* 1 1 —— - 1 IM 1164 1 167 1369 1319 1290 1)37 (Uw Ormand IPS 1 045 0 <60 0 613 0 251 Ormand j_____ LPS J 1 MX __ __ ~~~._ ■ «—fr- 1 Oi 1 It , . - • - » 0 45 k . __ ____ ________ u _ j - - L- - --| 0 159 0.267 0 611) 0 262 0 096 rm- -_______ - - .---------- rd 1 32S I I2M 0 59X 0«| i 1 1Ji , - - -— A— 0 47 o i?r -- — — - 1 ox t-—-------- June 15 1142 0 1 MX * 0 100 0 34 0 IX Head mm 1 W 04 _____ -»_»•- - 1 Wl 06 |WO4? --------------X. - im rr i v<j r> 11X5 04 13S9 06 1337 62 138? IS 1 38? XO ■— —— • —♦ -«-«• ■- 1387 XU |3«7 4V 15 Tt J 1 1*04 T) ‘V 1 • JO v< <1 Ml 59*5 IS 4J lune 16 |---------- I 17() 0417 — I 0.75 IM6 33 16 B June 17 I 151 I 421 * 2 56 1371 *2 25X2 June LI9 June L20 June L22 0 xoo 0 530 0616 144 I 141 4‘* —• - .— 6.— _ 11 49 0 95 1333 97 15 9" • 4—- ■ mo sa "'l 21 5X June L23 0 892 I I bl 1U2 41 42 4 June L24 1102 » I loo 2 M m* oi June L2b -♦ 1J 91 0 59 J I 0? ----- 4 mjoo lune L27 June L2M June L29 •4*> *M> 0 186 OU 1332 63 T Vm 0 VII 060 r ni.'r nr 0 333 0 9* June I )O I32S M M <4 0 us 0 5^ June 1)1 « mo n' <MP i ns' 3 19 lune LJ) ’I Bl« 4S I 7 4- 0 55 June I JU 0 194 0M7* 1329 M 16 < i I M lune 140 I '45 02 59 <' June 42 I '2n I Or Jo 1 1? 1 143 9| (Bl June I 41 1114 AAJ DO R Oti« Sr» ♦ qm 0 19’ 1 B < 1 390 OX 64 O 0 15 1136 76 w *• ■* »— « —----------— -______ Fwm/) Aw A *?, < 'ARBA MINCH - ZONE 2 - 2015 - Non Floating Pressure Elevation Node ID June L39 June L41 June L35 June L36 June L37 June 48 June L50 June L51 June 53 June 54 June L57 June 58 June 1 June SOURCE June 18 June L59 June L44 June L52 1308 June L2I 1328 June L49 1315 June L9 1320 June L34 1306 Base Demand Demand 52.02 1292 0.634 1312 0.385 o.6 ; : 1739.46 27.46 1308 0.236 0.421 1736.84 28.84 1287 0.428 1739.47 52.47 1370 0.045 0.0; 1-88.03 18.03 1312 0.051 0.0- 1737.22 25.22 1305 0.180 0.32 1743.40 38.40 1340 1.098 1.9i 1776.40 36.40 1336 0.182 0.33 1775.23 1329 0.158 0.2’ 1740.54 1 1.54 1351 0.169 0.3 1781.25 1374 0.000 0.0: 1395.77 30.25 21.77 1390 -31.50 -31.5 14)1.13 11.13 1362 0.310 0.5- 1778.63 16.63 1336 0.479 0.8- I.'75.87 39 87 1326 0.523 0.9^ 1737.13 1113 0.314 0.364 0.076 0.014 0.572 0.5" 1337.21 29.21 0.6- 1339.46 0.I- 1337.36 1 1.46 22 36 0.6. 1337 21 i.o: 1336 19 June L63 1306 0 June L64 1282 0 June 5 1342 0 June L66 1340 0 June L6I 1298 0 0.0 — — U46 09 0.0 1333.61 0.0 1187.26 o.o 1349 79 0.0 3322 14 June L32 1291 0.629 1.1. <321.91 June 69 1343 0 June L45 June L68 I 1287 0.550 0.0 0.9- ’77 02 1338.78 1324 0 o.o 3338.69 17 21 30.19 40 09 5161 45 26 9 79 24 14 30.91 34 01 51 78 14.69 AM.OO.R. Ois,. Sys . Zone 2 Op, A„ Nop Floallng.ARBA MINCH - ZONE 2 - 2015 - Non Floating_________________ Node ID Elevation m Base Demand LPS Demand LPS Head m Pressure m June L73 1299 0 0.00 1335.84 36.8- June L70 1298 0 0.00 1335.47 37.4" June L7l 1281 0 0.00 1335.34 54.34 June L25 1280 0.00 0.00 1334.95 54.95 June 72 1342 0 0.00 1386.68 44.68 June 81 1340 0 0.00 1350.00 10.00 June L74 1300 0 0.00 1346.61 46.61 June L75 1292 0 0.00 1346.30 54.30 June L76 1312 0 0.00 1338.70 26.70 June 25 1330 0.239 0.43 1375.82 45.82 June L77 1296 0 0.00 1335.41 39.41 June 80 1287 0 0.00 1339.12 52.12 Tank TANK 1395 #N/A -15.62 1399.28 4.28 AM-DD-R- Dist- Sys - Zone 2 Opt Ail Non Floating - 2015 (Corr pjnal)ARBA MINCH - ZONE 2 - 2015 - Non Floating Network Tabic - Links at 9:00 Hrs Length in Diameter mm Roughness Link ID Pin*’ 1 Flow LPS Velocity m/s Status fin -♦ 32 0 06 Pipe 4 360 ij 1 l‘» “II inn 100 MAI 0 11 0.14 U 97 0.17 u.ai Pipe 13 220 50 100 Pipe 21 40 200 150 - Pipe 23 100 50 100 Pipe 24 245 40 100 Pip* 26 775 40 100 Pipe 29 40 50 100 Pipe 30 235 38 100 1.09 0.56 1.77 0.08 0.33 0.28 1.32 0.76 1.43 26.34 l.llj 1 J 221 0.95 10.54| 6.80' 0.06 0.04 0.26 0.23 Unit Headloss m/km 0 IS 2.92 12.01 15.01 0.02 0.12 4.78 3.68 0.67 21.24 28.90 Pipe 33 150 so' 100 2.50 Pipe IO I 325 200 150 0.67 0.28 0.84 0 22 0 41 3.00 Pipe 102 380 so i 1.56 Opon Open Open Open Open Open Open Open Open Open Open Open Open in I Pipe H7 ’ *• 4 SO lim 50, 150' 150- ioo' IUU — - - 1 ioo; 100; i 0.49 0.60 0.3S J.HI --------- - Open Open Pipe IIS 770 Pipe 122 345 11.68 4.74 2.11 Open Open AM ■ DD - R - Dist- Sys - Zone 2 Opt AH Non Floating - 2015 (Corr. Final) o OARBA MINCH - ZONE 2 - 2015 - Non Floating I Length Diameter Roughness Link ID m mm Flow LPS Velocity m/s Unit Headloss m/km Status Pipe 123 Pipe 124 150 50 100 275 100 100 0.33 0.17 1.68 Open 5.31 0.68 9.58 Open Pipe 126 200 50 100 0.02 0.01 0.01 Open Pipe 128 200 50 100 0.90 0.46 10.50 Open Pipe 116 Pipe l 290 150 100 12.61 0.71 6.60 Open 200 200 100 47.12 1.50 18.68 Open Pipe 90! 15001 300 100 31.50 0.45 1.23 Open Pipe 113 420| 80 100 d 0.56 0.11 0.44 Open Pipe 8 Pipe l !0 557. 250 100 300 150 100 47.12 0.96 6.30 Open -8.73 0.49 3.34 Open ; Pipe 36 I*||V4<I I Pipe 37 i Pipe 13S Pipe B9 Pipe 10 Pipe 22 'Hll 200 100 h 1 lull 570 200 100 50 100 100 -17.77 II 61 18.90 0.57 0?l 0.60 3.07 1 10 3.44 Open Open Open 0.51 0.26 3.69 Open 75 50 100 370 200 100 330 50 100 0.07 0.03 0.09 Open 0.66 0.02 0.01 Open 0.16 0.08 0.43 Open Pipe 107 380 50 100 0.25 0.13 0.96 Open AM - DD - R - Dist- Sys - Zone 2 Opt All Non Floating - 2015 (Corr. Final) o rnARBA MINCH - ZONE 2 - 2015 - Non Floating Link ID Length m Diameter mm Roughness Flow LPS Velocity m/s Unit Headloss m/km Status Pipe I4l 70 50 100 0.38 0.19 2.13 Open Pipe 145 400 50 100 0.11 0.05 0.21 Open Pipe 142 385 50 100 0.34 0.17 1.68 Open Pipe 9 200 40 100 0.41 0.32 7.12 Open Pipe 17 150 40 100 -0.29 0.23 3.78 Open Pipe 151 550 100 100 1.48 0.19 0.90 Open Pipp 111 Lin inn inn Cl. 16 Q.7H 12.011 open Pipe 5 470 200 100 1.35 0.04 0.03 Open Pipe 115 570 150 100 14.05 0.79 8.07 Open Pipe 25 530 50 100 0.61 0.31 5.08' Open Pipe 31 505 50 100 0.45 0.23 2.93 Open Pipe 147 240 150 100 8.20 0.46 2.98 Open Pipe 152 450 200 100 19.40 0.62 3.61 Open Pipe 136 190 200 100 -17.02 0.54 2.83 Open 1 Pipe 6 l35 j 50 100 1.94 0.99 ) 43.51 Open Pipe 149 320 50 100 0.33 o.r 1.6’ 7 Open Pipe 127 | 3S0 80 100 4.33 0.8 5 19.4 7 Open Pipe 150 330 80 100 3.19 0.6 11.1 0 Open AM - DD • R - Dist- Sys - Zone 2 Opt All Non Floating - 2015 (Corr. Final)I 1 I I I I 1 ♦ - *. • » ♦ < * • . . 1 *•’*- ? * 1 • ! ,••» 1 t 1 Kt «M •* 1 1 1 ,t * * *• u ** * 1 i 1 *• *- ■* .J Jj'l 4 Hui 4 4’/ ’*'»>« 4Jt I . • <>ARBA MINCH - ZONE 2 - 2015 - Non Floating Length m Diameter nun Roughness Flow LPS Velocity m/s 1.14 0.29 0.99 0.04 Unit Headloss m/km 56.47 Status 1 ink ID Pipe IM ; Pipe 112 1—— Pipe 165 Pipe 15 (Pipe 18 Pipe 19 • Pipe 120 1---- j Pipe 2" Pipe 154 r.p. i ' i 'pipe 163 i-------- — Open 0.92 Open 43.51 Open 0.03 Open < 10 300 135 370 470 115 230 40 540 i on 20 24 50 200 50 150 150 50 200 100 200 en 150 150 100 100 100 100 100 100 100 100 100 ioo| 100 -2.23 9.25 1.94 -068 -1.69 - J .Ui ni 1 11.49 3.88 26.14 n p 8.20; 0.10 0.51 0.37 0.49 0.16 12.96 Open Open 1.37 5.37 ------------------ -— 100 inn 100 0.83 n no 0.46 6.27 n 2.98 Open Open Open (^p«»n Open 100 8.20 046 2.98 Open __ . — - Pipe 155 Pipe 16? Valve 20 Pipe 166 100 0.64 8.68 Open 40 40 3.\. A -5.03 -503 30 02 0.64 8.68 Open 100 »N A _ __ - - — 3.82 26.40 __________ Active .. F/oaflnq - 2015 (Corr. Final)/(»!• 1 |2l)l5lZone 3 Distributionsystem - Non-Floating - Year 2015 Peak day demand = 21 88 I I s Res 2 TWL = 1399 75 Res V = 1000 m3 Peak Factor = 1 8 AM-DD-R-DistSys-Zone3-Opt1-NonFloating-2015Waler level |m» Zone 3 Distributionsystem - Non-Floating - Year 2015 lim* (hours) AM-DD-R-DistSys-Zonc3-Opt1-NonFloating‘2015Zone 3 DistributionSystem Non-Floating - Year 2015 Network Table - Nodes at 0:00 Hrs Elevation Base Demand LPS Demand LPS Head m 1308 99 Pressure in INNndOrUIDC IL> June I 1300 0.000 0.00 8 99 June 2 1286 0.312998 0.08 1308 98 22 981 June 3 1285 0.125231 0.03 1308 90 23.90 June 4 1287 0.025368 0.01 1308.89 2 1.89 June 5 1278 1.097401 0.27 1308.84 30.84 June 6 I28I 0.13786 0.03 1308.85 27 85 _ i June 7 1249 0.164425 0.04 1308 82 59 82 June 8 1282 0.172459 004 1308.85 26.85 June 9 1255 0.200883 0.05 1308.72 53.72 June 10 1279 49 0.962787 0.24 1308.53 29.04 June 12 1257 9.757663 2.44 1308.03 51.03 June 13 1273 0.38I255 0 IO 1308.79 35 79 June 14 1269 0.476147 0.12* 1308.79 39 79 June 15 1276 0.166037 June 16 1268’ 0.205094 June 17 1266 0 484752 June IS 1274 0.224S72 l June 19 1277 0063797 June 21 June 22 I27S 0.3951 1 I2S2 0 523541 » June 23 1288 0809204 0 04' 0.05 0.12 0 06 0 02 0 IO 0 I 3 0 20 1308.81 1308.79 1308 79 1308 74 1308 79 1 308 69 1308 79 1 308.82 32 XI 40 79 42 7 9 34.74 3 1 79 30 (.9 26 79 2o x? June 26 1270 0 888225 0 22 1308 (,| *X 6| June 27 1267 9 448969 2 36 1 308 S(| 41 >o June 2S 1274 0734977 1 0 IX 1 308 56 3 1 S(, June 29 1270 0 335286 1 (1 ox 1 308 5() lx x(i June 30 1270 lune 31 1291 6 14124; II 626016 June 32 1265 0 67X327 June 33 1265 0 055 36 June 34 1269 0 3282X7 1 54 0 16 0 17 0 (l| 0 08 1308 46 1 308 82 1308 79 1308 83 1 1308 8 3 3X 16 1 ' X2 4 * 79 13X3 39 S3 A M- D-R-DistSys-Zone3-Opt1-NonFloa(ing.2015 DZone 3 Distributionsystem - Non-Floating^Year 201_5 Elevation Base Demand LPS Demand LPS 1 lead in 128' 0.380477 0.10 1308.75 June 20 0.24 June 24 1265 0.975 June 36 1275 0 0.00 June 11 1278.56 1.176577 0.29 (X June 37 1281 0 0.00 June 38 1280 0 0.00 June 39 1283.26 0 0.00 1 JUO.OU 1308.55 1308.56 1308.85 __ — --- ---------- 1308.66 1308.64 June 40 1280.84 0 — 0.00 1308.59 June 41 1278.88 0 0.00 1308.55 June 42 1281 0 0.00 1308.55 June 43 1291 0 June 44 June 45 June 46 June 47 1278 0 1269 0 1276 0 1282 0 0.00 1308.82 0.00 1308 84 0.00 1308 79 0 00 1308.81 0.00 1308.79 Pressure ni _ _ _ 7S 4 3.60 33.?? in nn 27.85 ------- --------- --- 2S.66 25.38 27.75 29.67 27.55 17 82 30 84 39.79 32.81 26 79 Rcsvr 78 1399.75 #NI/A -54.06 1399.75 0.00 Tank 35 1305 A 44.44 1 309 00 4.00 AM-DO-R.DistS.-.-Zone3-Opt1-NonFloating-2015Zone 3 Distributionsystem - Non-Floating - Year 2015 Network Tabic - Nodes at 9.00 Hrs Node D Elevation ni Base Demand LPS Demand LPS Head Pressure m tn June I 1300 0.000 June 2 1286 0.312998 June 3 1285 0.125231 0.00 1310.15 10.15 0.56 1309.79 23.79 0.23 1306 44 21.44 June 4 1287 0.025368 June 5 1278 1.097401 June 6 1281 0 13786 June 7 1249 June 8 1282 0 164425 0.172459 June 9 1255 0.200883 June I1' 1279 49 June 12 1257 J June 1.’ i 1273 June 1- 1269 June 1: 1276 June 1’ June l‘ June lx June b June 2 June 22 June 2 June 2f June 2' June 2' June 2l June Ji lune June 3_ 1268 1266 1274 1277 1278 1282 1288 1271) 1267 1274 1270 1270 1291 1265 0962787 9.757663 0.3S 12551 0.476147 0 166037 0.205094 0 484752 0 224872 0063797 O 39511 O523541 O 809204 0888225 9 44X969 <i 7 34977 0 '352X6 <• 14124 0 626016 0.67X327 0.05 1306.13 19 13 1.98 1304 23 26.23 0.25 1304.71 23.71 0.30 1303.42 54.42 0.31 1304.63 22.63 0.36 1299.74 44.74 1.73 1292 36 12.87 17.56 1272 84 I5.S4 0.69 1302 26 29 26 0.86 1302 15 33 1 5 0.30 1.30 3 OX 27 08 0.37 1302 19 34 19 0.87 1302 21 36.21 0.40 I3(l() |7 0.11 1302 24 0.71 129X >3 26 17 2> 24 2(i s; 0.94 1302 K 20 1< 1.46 1 30 3 Ci 1 ** 49 1 60 17.01 1 32 0 60 1 1 05 1 13 1295 |(, 1 291) 99 129 3 H 1 29(1 >)>/ >> 4(. 1 3 99 19 1 : 20 99 12X9 62 19 1 31)3 5 I 12 5.| June J 1265 June 3- 1269 0 05536 0 32X2X7 - - ■ —— 1 22 0 10 0 59 1 302 26 1 VB 98 1304 IM) *7 2/i 3X 9X .35 ()(, ^/W-OD-R-OistSys-ZoneJ-OpU-WonF/oar/ng.^.jZone 3 Distributionsystem - Non-Floating - Year 2015 Node ID Elevation Hl Base Demand LPS Demand LPS June 20 June 24 I288 0380477 1265 1275 i 0.975 I June 36 0 June 11 1278.56 1.176577 June 37 I28I 0 June 38 1280 June 39 r° I283.26 June 40 1280.84 June 41 1278.88 June 42 I28I June 43 June 44 June 45 June 46 June 47 Rcsvr 78 Tank 35 I29l 1278 o O' Ol ol 0 o| 0 0 68 1 75 0.00 2.12 0 00 0.00 0.00 0.001 0.00 0.00 0 00 0.00 Head rn 1300.85 1294.86 1292.79 1293.46 1304.49 1297.22 1296.51 I294.67|' 1292.89 1292.89 1303.57 1304.20 1269 —r 12761 1282 1399.75 °i 0.00 1302.17 ---------- 1 0 KN'/A 0 00 0.00 -53 61 13051 «N/A -15 61 1303 09 1302 45 1 399 75 131039 Pressure m 12.85 29.86 17.79 14.90 23.49 17.22 13.25 13 83 14.01 1 1.891 12 57 26 20 33 17 2“* 09 20 45 0 00 5 39 AM DD-R-OistSy .Zone3-Opt1 s NonFlo^t>ng-20l5Zone 3 Distributionsystem - Non-Floating - Year 2015 Network Table - Links at 9:00 Hrs Link ID Length in Diameter Roughness Flow mm LPS Velocity m/s Unit Hcadloss m/km Status ■Pipe? 254 50 100 I ■ - - - - 0.72 0.37 7.01 Open Pipe 3 | I '1| 1 r Pipe 6 537 100 i 100 1.71 |7| * 11 i mi u l-l 0.22 1.18 u.u/ U.J4 Open Upcn 334 501 100, -0.43 0.22 2.66 Open * Pipe S 109 50' 100 0.75 Pipe 7 Pipe 10 I'Pipe i; J<»? ?u lUUl U Ob 0.38 U.U3 7.45 0.07 Open Open 139 50 100 1.09 0.55 | 14.93 Open • 259 50 loo 0.681 0.35 6.31 Open Pipe 13 111 SO Pipe 14 343 150 IO0 i.h' 100 6.88 i 0.23 1.65 0.39 2.15 Open Open Pipe 15 (Pipe IS Pipe 13S Pipe 20 3 OU 200 100 11.37 219 100 100 0.40 30 200' 100 16.29 0.36 1.34 0.05 0.08 Open Open 0.52 2.61 Open t 0.53 2.69 Open Pipe 101 i Pipe 102 530 200 270 400 644 300 100 16.54 100 69 22 100 68.66; 0.55 1.30 Open 0.97 5.21 Open Pipe 10? 60 300 100 68.43 0.97 5.17 Open AM-DD-R-DistSys-Zone3-Opt1-NonFloating-2015Zone 3 Distributionsystem - Non-Floating - Year 2015 I I Link ID Length in Diameter mm Roughness Flow LPS Velocity m/s Unit Headloss m/km Status Pipe 106 610 250 100 Pipe I US 190 150 100 49 97 1.02 7.03 11.45 Pipe 109 Sid 100 100 0.96 0.00 0.00 Pipe I IU 390 150 100 Pipe l I I 265 150 100 i 16.97 -0.04 11.69 11.05 0.29 50.34 69.22 5.49 1.77 0.66 5.74 0.63 5.18 Pipe 115 370 I - so 100 0.06 0.13 Pipe 116 860 300 100 Pipe I41 190 400 100 Pipe 21 258 100 100 Pipe 24 300 150 100 Pipe 12 290 100 100 Pipe 900 1300 150 120 0.71 2.93 0.55 1.30 0.70 0.10 10.22 0.17 4.81 0.61 7.99 -53.61 tl III 29.65 17 56 16 63> 16 63 5I.X5 3.03 U (»•! 0.60 0.99. 0.34 0 53 68.74 Open Open Open Open Open Open Open Open Open Open Open Open Pip. Ill’ ■'ll! 1 'll Ilin Pipe I3O 610 250 100 2 9 ’ Upuii 2.6 7 Open Pipe II3 ’ipe I 3 i 160ii 150 100 4 Ml 250 100 12 20| Open ’ipe 132 160 200 100 ’ipe 125 53o 300 100 092 Open 2.72 Open 3.09] Open | AM-DD-R-DistSys-Zone3-Op(1-NonFloating-2015Zone 3 Distributionsystem - Non-Floating - Year 2015 Link ID 1 llk_.ll* 111 Utdlllulli mm Kuughne^s Mow LPS Velocity ni/s 0.73 0.38 0.38 Unit Hcadloss m/km Pipe 11»4 720 300 100 Pipe 25 240 65 100 • Pipe 26 129 65 100 I 51.85 1.27 1.27 3.10 5.49 5.49 Status Open Open Open i Pipe 2" 335 65 100 1,27 0.38 5.49 Open Pipe 2S 220 65 100 1.27 0.38 5.49 Open Pipe 29 212 100 100 2.67 0.34 2.68 Open Pipe 133 200 100 100 2.67 0.34 2.68 Open • (Pipe 16 1188 100' 100 0.00 3.52 -2 90 2.90 -2.51 0.71 0.00 0.00 - r ------ Pipe 136 1134 100 100 Pipe I’ 8 100 100 Pipe 22 340 100 100 Pipe 19 3 80 100 Pipe 31.’ 3 50 100 Pipe 5 260 50 100 0.45 0.37 4.47 3.14 0.37 ! 0.50 036 3.13 7.09 6.85 0 07 5.82 4 0( Open Open Open Open Open Open -0 06 003 Pipe 12s Pipe " 5U loo 2 "5 SO 100 So 100 SO 100 0 65 1 86 1.70 1 48 0.33, 0.37 1 Open Open Open Pipe 23 300 Pipe 31 4 0.34 0.29 3.46 Open 2 64 Open AM-DD-R-DistSys-Zone3-Opt1-NonFloating-2015Zone 3 Distributionsystem - Non-Floating - Year 2015 Link ID Length Diameter Roughness Flow in mm LPS Velocity m/s Unit Headloss m/km Status Pipe 32 4 Pipe 126 300 80' IOO| 2 08 I00 -0.38 0.41 5.02 Open 0.19 2.13 Open Pipe 33 1500 65 ioo 0.30 ( 0.09 0.37I Open AM-DD-R-DistSys-Zone3-Opt1-NonFloating-2015 o-l■ to ■ a M a a a a a ZONE-4 (2015)Zone 4 Distribution System - Floating - Year 2015 • Peak Factor = 20 AM-DD-R-DistSys-Zonc4-OPtAII-Floa(ing-2015 (Corr. Final)Water Level (m) Zone 4 Distribution System - Floating - Year 2015 Water Level at TankZone 4 Distribution System - Floating - Year 2015 Network Tabic - Nodes at 0:00 Hrs Elevation Node ID m Base Demand LPS Demand LPS Head m Pressure June 2 1402 0.355 0.09 1460 40 June 3 1405 0.435 0.11 1460.38 June 28 1411 0 0.00 1459 46 June 5 1405 0.574 0.14 1459 95 June 6 1429 0.20 1459 61 June 7 1421 0.816 0.705 0.18 1459.63 i June 8 1436 0.579 0.14 1459 52 i June 9 1410 0.811 0.20 June 10 1415 0.701 0.18 1459 84 1459.83 | June 12 June 13 June 14 June 15 June 17 June IX June 19 June 1 June 11 June 21 June 41 June Puinpl June 20 lune Pump2 June Puinp3 lune Pump4 1428 1437 — 1395 1380 1444 13X0 1408 1445 1442 1427 1395 1 395 1 13X1 I3')S 1 1 395 | 1 393 | 0.693 0.318 — _________ _ 1.113 1.390 0.558 0 862 0 1 16 0.757 0 109 0 169 0 0 <)8|| » 1 0.17 0.08 0 28 0.35 0.14 o'>'> 0.03 0 19 0.03 0 04 0 00 0.00 0.20 0 00 0 0 00 1 OOf 1459.53 i • - 1459 72 1424.74 1424 51 1461) 70 T 1424 59 • - 1460 40 1460 71 • 1460 73 • 1459 96 1 39' 3 3 • 1 1459 4( 1 1424 >7 • 1439 16 14 3 5 (r 14 35 (I lune Pump5 1 VIS 1 u 0.00 lune 22 1 159 46 1405 0 438 U 1 1 June 2 3 1 160 |(. 1 4 IX () ->7< ’ 0 07 June 81 1 160 40 141(1 0.00 June 24 1425 (hi 141,1 —‘------------------------ 1 044 I4?4 93 jii 58.40 55.38 48.46 54.95 30.61 38.63 23.52 49.84 44.83 31 53 22.73 29 7^ 44 5 I 6 7< 44 5’ 52 4 IS 7 IS 7 32 9 2 3 64 1 4 3 * 64 39 < 3’) • (.1 5% I? IS II ^-00.R 0,s,Sys-Zo„o4.0PMIWoil„„ . . g 2I) 5 ICorr ,Zone 4 Distribution System - Floating WhIc 11) June 16 1 legation in hc fJcnwnd I PS Denund 1 I’S ______ - ■■ ■ — —— ■ 1411) June 25 1422 June 4 1419 0 1471 1 0 _4_— 0 479. "f ol 0| 0 04 • 0 00 0 12 2015 Ilc-id tn 1460 29 1460 30 1460 30 pre m lune 26 1450 0 00 1460 *4 June 27 1450 June 29 4 1450 2 June 30 1457 0 June 32 1429 0 I 0 00 0 00 0 00 0 00 I46O.X7 1460 X7 |4N) KM 14*9 51 50 2‘ 3*. u 41 h io x-i 10 h 10 b 3 xv 30 5 i Rcsvr 43 1397 33 *N/A 0 00 1397 33 Tank 72 1457 40 rtN/A -3 56 14(>0 9() OtH 3 5 AM-DD-R-DistSys-Zon .a-OPtAll Floating.2015. (Corr Final)Zone 4 Distribution System - Floating - Year2C15 Network Tabic - Nodes al IO 00 Ifr.s Node ID June 2 June 3 June 28 Elevation m [402 1405 1411 Base Demand LI’S 0.355 --------- ---- 0435 ______________ 0 — Demand EPS — _-------------- — June 5 1405 0 574 _ - - --------------- June 6 1429 ---------------— _ June 7 June 8 ____ 1421 0.816 0 705 0.641 0.78 o.oo; 1 03 ’ . 4 1 47' 1 27 — — - i 1436 0.579 June 9 1410 June IO 1415 June 12 1428 0 811 0 701 0 691 June 13 June I I June I ' 14 37 0 318 1 04 146; 1 26 1 25 0 57 1 39S 1113 2 00 1 180 link I " 1444 1 390 0 *58 llllk IS lune |9 lune I lune I I June 21 lune II link Pllllipl June JO link Pump 2 lune I'liinp I link Pump 1 lune Pump’’ i lune 22 June ’ June -‘I linn 1 1 1 ISO 0 862 1 IO.S 1 14s 1 142 1 127 1 19> 1 <9< I 1 <81 1 <9> | 1 <95 | 1 19* I 1 <9> 1 Ins Ills IIHI 0 | 16 0 75? II |(I9 0 169 2 50 1 00 1 ss 0 21 1 16 II ’ll 0 1(1 O 0 HI) 0 111II1 0 S| | 1 h. 0 11 IH I 0 11 11( 1 0 II Illi i 1 nini <) I.IX ii 79 0 275 0 49 'Hili Pressure Hl S4 2o 50 41 c -» 1 c 1 ~ 51 5(1 2 2> 36 14 22 2X 46 57 41 06 30 (.1 22 4s 10 91 ?6 26 14 OU 29 || Is - ' 1 1 34 16 ii <1(1 2 2* ii . | (i. ii 1 11 s iug ; * .ii u * I * ? In 'I 1 ii.) " ,14 1 XX Head m |4>- _9| I 145- ill 146 Si 1 145' 0, I 45r 25. 145 1 145' .3 145' ” I4M 6 I 1*' 4 14*9 - s III J I4(»( 1 1*' • ! It • i 1 1*'. . I4>x . 1 l*S ! I' 1 19 I h. 1 Hr 1 16 1 ‘<ll I *0 I 1 hl 1 4*( 1 l*s • 1 125 • 1422 . AM-DD.R.Dn,Sys-ZOnc4 .OP,A -F at.„ . ll IO g 2015 (QorfZone 4 Distribution System - Floating - Year 2015 Node ID Elevation m Base Demand LPS Demand LPS Head m Pressure m T" June 16 1410 0.I47 0.26 1456.61 ---------------- —---------- - 46.61 June 25 1422 0 0.00 1457.23 35.23 June 4 1419 0.479 0.86 I457.45 38.45 June 26 1450 0 0.00 1459.05 9 05 June 27 1450 0 0.00 1459.12 9.12 June 29 1450.2 0 0.00 1459.15 8 95 June 30 1457 0 0.00 1459.20 2.20 June 32 1429 0 0.00 146I.59 32_59 Resvr 43 1397.33 #N/A -20.02 I397.33 0.00 Tank 72 1457.40 #n/a| -6.68 1459.23 1.83 ~M-DD-R-DistSys-Zone4-OPtAII-Floating-2015 (Corr. Final)Zone 4 Distribution System - Floating - Year 2015 Network Table - Links at 10:00 Hrs Link ID Length m Diameter mm Roughness Flow LPS Velocity m/s Unit Headloss Status Pipe 103 HO 50 100 0.78 0.40 8.02 Pipe 104 O en 40 i5 0 100 -0.92 0.47 10.77 Pipe 107 p Open 240 I ♦ -------------- ------ — ■ - 80 100 -1.39 0.28 2.36 Open Pipe 108 140 80 100 -0.64 0.13 0.53 Open Pipe 109 460 80 100 l.96 0.39 4.43 Open Pipe H2 350 100 100 -2.59 0.33 2.49 Open Pipe 113 190 80 100 -2.66 0.53 7.92 Open Pipe 114 260 80 100 l.04 0.21 1.38 Open Pipe I2l 260 —I---------------------- 80 100 l.00 0.20 l.29 Open Pipe 116 570 80 100 1.73 0.34 3.47 Open Pipe 2 490 so ion I 06 0 S4 I I4 I0 Open Pipe iu2 580 50 100 0.51 0.26 3.53 Open Pipe 127 20| 200 100 20.02 0.64 3.83 Open Pipe 117 540' 100 100 5.51 0.70 10.18 Open Pipe 119 290 so' 100 l.46 0.29 2.58 Open Pipe I IS 450 so] 100 -2.50 0.50 6.99 Open 'Pipe 128 620 2001 loot 20.02 0.64 3.83 Open AM-DD-R-DistSys-Zone4-OPtAII-Floating-2015 (Corr. Final)Zone 4 Distribution System - Floating - Year 2015 Link ID Length m Diameter mm Roughness Flow LPS Velocity m/s 1 Unit Headloss m/km Status Pipe 5 i '0| 200 100 20.02 0.64 3.82 Open Pipe 6 10 200 100 20.02 0.64 3.84 Open Pipe 7 10 200 100 0.00 0.00 0.00 Closed Pipe 8 io[ 200 100 0.00 0.00 0.00 Open Pipe 110 ' 150' 100 100 1.88 0.24 1.08 Open Pipe 132 195 1 80 100 0.40 0.08 0.15 Open Pipe 146 40 50 100 2.41 1.23 64.55 Open Pipe 105 . 260 80 100 1.26 0.25 1.97 Open Pipe 122 2401 80 100 0.61 0.12 0.45 Open Pipe 133 140 80 100 0.73 0.14 0.64 Open Pipe 134 290 50j 100 -0.39 0.20 2.14 Open Pipe 135 100 50 100 -0.39 0.20 2.14 Open Pipe J 36 320 50 100 -0.46 0.23 2.88 Open Pipe 137 320 80 100 -1.70 0.34 3.41 Open Pipe 138 370 100 100 -0.32 0.04 0.19 Open Pipe 3 640 40 100 0.53 0.43 11.74 Open Pipe 126 640 100 100; 6.98 0.89 15.77 Open Pipe l (H 180 150 100 -6.68 0.38 1.93 Open AM-DD-R-DistSys-Zone4-OPtAII-Floating-2015 (Corr. Final)Zone 4 Distribution System - Floating - Year 2015 Length Diameter Roughness Flow Link ID m mm LPS Velocity m/s Unit Headloss Status m/km Pipe 142 58 200' 100 -6.68 0.21 Pipe 14? Pipe 144 Pipe Hi Pipe I4I I I I 200 100 -6.68 0.21 0.48 Open 0.47 Open 53 200 100 -6.68 0.21 0.47 Open 40 80 100 2.87 0.57 40 150 100 -6.68 0 38 9.02 Open 1 93 Open Pipe 124 490 l 50 100 Pipe I 15 350 100 100 Pipe I 460 40 100 »- Pipe 12' 460 100 100 -8.52 -4.95 -0.41 -3 57 0.48 0.63 0 33 0 45 3.20 Open 8 42 Open 7.03 Open 4 59 Open Pump P I -N A A A 2002 0.00 -68 35 Open Pump P2 v\ A *N/A «\ A 0 00 000 -104.00 Open \ dl\c I 89 A 65 «N'A1 10.44 3.15 38.15 Active AM-DD-R-DistSyS‘Zone4 0PtAII-FIOi)(ing-2015 (Corr. Final)ANNEXE Pumping Systems : Hydraulic Calculations and Pump Selections Annex El Annex E2 Annex E3 Existing Dry Well at Arba Minch Springs to Zone 2 Reservoir Existing Booster Pumpstation to Zone 1 New Booster Pumpstation to Zone 4 ESPC3 Ten Towns -Arba Minch - Final Design Report 27/07/2004ANNEX-El PUMPING FROM EXISTING DRY WELL AT SPRING SITI TO ZONE 2 RESERVOIRMinistry of Water Resources EnvlraBnentaL Support Project Component 3 Water Supply 10 Towns Date: !9-aprll-2004 Pompe. DHV K Calculation No.: Arba Ml: Prepared by: Ton - File : arba ml- 3.0 -r BV -i CPS seis eps EXPLAMTION: ARBA KNCH PUMPIE SYSTEM FROM EXISTING WET WELL AT ARBA MINCH SPRINGS TO EXISTING 500 m3 RESERVOIR AT ZONE 2 RESERVOIR SITE Top Water Level In reservoir (Inlet below mld-helght)O1399.52 mamsl Approximate length of DCI DM 200 rising malnDO670m In-llae valves:D DU 151 gate valves (1 suction, 1 dellvery)002 ON 201 gate valvesCIDOO2 ON 151 non-return valves (disc-type)ODDI ON 201 non-return valves (swlng-checkO)CDl ON 101 altitude valveCHUl Top Witer Level in wet wellCTD1226.39 mamsl Year 2015 Existing Pump Station (EPS): To replace the existing horizontal centrifugal pumps EPS capacity:uuuu50 1/s; !80m3/h Pumps: (rMTX~)2 » (1) Pump type:UDUDhorlzonta1 centrifugal MaXe:IHCDKSB WKLn 80/3 or equal Qeach: UULLIJ251/s; 90 m3/h Hman:dHI]l85m n:CUID2900tpm Merer Power :090):WDHV Water BV Component - Water Supply 10 Towns Dat^: ur-apiil-^CU4 Calculation No.: Arba Minch EPS Prepared by: Ton Hessels File : arba mlnch eps 4500 •iUUV H (kPa J A •500 3-.CC 250C i 2t‘0C 1 50C 1000 500 T "1 300 350 400 450 500 U (m3/h)ANNEX -E2 PUMPING FROM EXISTING BOOSTER PUMPING STATION TO ZONE 1 RESERVOIRMinistry of Water Resources Envlromental Support Project Component 3 Arba Minch existing booster PS Date: 09-aprll-2004 Pompe3.0 OHV Water BV Calculation No.: Prepared by: Ton llessels File : arba mlnch exist bps EXPLANATION: ARBA MINCH PUMPING SYSTEM FROM EXISTING 500 m3 RESERVOIR AT ZONE 2 RESERVOIR SITE TO EXISTING 300 m3 ZONE 1 RESERVOIR (Floating reservoir system) Top water level in Zone 1 ReservolrOl 512.75 mamsl Bottom water level in Zone 1 ReservolrOl 508.00 mamsl Average water level in existing 500 m3 reservoirOl 397.30 mamsl Assumed pump axis levelO1395.13 mamsl For range of pump duties, see attached printouts from EPANet model giving pressure at pump delivery flange and pump discharge. To Install In the Existing Booster Pump Station (EBPS) : capacity:0D141/s;50, 4m3/h Pumps:OO1*(1) Pump type: Ocentrifugal Make: ODKSB WKLn 65 or equal Qeach:CI114 l/s;50,4m3/h Hman:00118-121m n:002900 rpm Motor Power:D30kW (estimated)r Ministry of Water Resources Environmental Support Project Component ; Arba Minch existing booster PS Date: 09-apri1-2C04 Pompe1 v 3.0 DHV Water BV Calculation No.: Prepared by: Ton Hessels File : arba mlnch exist bps 2000 I 1! i • ..‘/Li v* >: -- - ieoc i y- Wr.J.n ••• . o :a. H (kPa] f 1400 1200 S00C3QO'J 1000 800 <nn -i 400 I 1 I I 200 0 40 50 €0 10 80 —> 90 100 0 (m3/h)ANNEX- E3 PUMPING FROM NEW BOOSTER PUMPING STATION TO ZONE 4 RESERVOIRMinistry of Water Resources Envlrottental Support Project Component 3 Arba Minch New Booster PS Oate: 09-aprll-2004 Pompe 1 v 3.0 DHV Water BV Calculation No.: Prepared by: Ton Kessels File : arba mlncli new bps EXPLANATION: ARBA MINCH PUMPING SYSTEM FROM NEW 300 m3 RESERVOIR AT ZONE 2 -JJERVOIR SITE TO NEW 400 m3 ZONE 4 RESERVOIR (Floating reservoir system) Top water level In Zone 4 ReservolrDl 461.45 mamsl Bottom water Level Ln Zone 1 ReservolrOl 457.40 mam.; Average water level In new 300 m3 reservolrOL 397.3: -imsl Assumed pump axis levelD1395.10 mamsl For range of pump duties, see attached printouts frt* EPANet model giving pressure at pump delivery flange and pump discharge. To Install In the New Booster Pump Station (NBPS) NBPS capaclty:201/s;72m3/h Pumps:CDD1*(1) Pump type: ODcentr1fuga1 Make: DKSB WKLn 65 or equal Oeach:ODO201/s;72m3/h liman :DOD70- 90m n:D002900 rpm Motor Power:CD30kWCalculatIon No.: Prepared by. Ton Kessels File : arba mlnch new bps LSI •3 I 180 0 (m3/h) 200’

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