Federal Democratic Republic of Ethiopia Ministry of Water Resources F nvironmental Support Project juyaxw FINAL DESIGN REPORT ENVIRONMENTAL SUPPORT PROJECT, Components 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 AREA MINCH - VOLUME 1 CONTENTS PAGE 1. EXECUTIVE SUMMARY >rf viariai liiirni is■ Jbibi -*■ • iPiTpfiriiiii ibibiu-i---. '■•■■•Htirlaiiaa-B-- 1 I 1.2 1.3 1.4 Background . .............. ...a.—. Existing Water Supply Situation UBIIIBI4BiaM.Mkla*i«>i —.....ibi irnriii ibi ibiji iju.;.;... —■ ■■-■ !-■ ■“■HBIBI IBIBBIBIUB.-. .—i—1 BI H III B I Ji. I ~i— ■■ ■ - ■ - ■ - - 1 Waler Supply Development --■«»|ra"-Hr|-riBriBIBl IBUiiai.a.UB.a... ■“■-■■•hi iBiHriBianaua. a-.--.-~.-iai ibibibi iaaa> I Water Resources a. ■ a s=i - ■ a .. s b i.a a a - ■ ■ -. - - a - — - ■■■ - ■— - ■ b b ■ - bh a; - ■ ■ b hi a r.i b ■ a ui ai. a. 2 • - ■ - I 1 B I B I B k Bk 1.5 Scope of Proposed Works si a m bi iai,aai-...ai...a.--- —-■■•-!"ri'!BnriBmuiiaiiaia—-a-« ——-niniin.ia; aa..-.—a..-.--.- 2 g 1.6 EnvEronmenuai Issues ... iaaiar-iBiHBiBHiBiuBiBBiBiJ-,aaiii,a~.a-a-~.-B,—,-i-ibi IHI iBi ii iau-:..T-.--™-i-t irm isiauiba-a. 2. 1.7 Implementation CosLs and Programme......... INTRODUCTION Project and Background II 1 B--BIHI IHI IBI IBI ■ . ■ ■■ ■-■■■-■--■-;~rlBialIiai .BiB. ■■ ’•••PISPIBI Ikl IBIdUaim "■*1WtIPIIIJIi-.-.>»< -2 3 —6 2.2 2.2 2.4 Socio- Economic Background and Physical Characteristics,,,.... ■ -1 - r« b s 9 i"i i ■ b an a i a a - -. - .6 Scope of Report. Report Structure ■'■HFiiiiiMiuuihHUai •ipfibi Him iBUki dki ■PTFIBBIBPJBI IKIBM.i.. •"•"■BIBFIBIBI IBikl >> - K ■“-■-•■iHriHi-iBiJBiai.iB.-—i-~.-i--.rini ■■ 3. DESIGN CRITERIA AND METHODOLOGIESa... 10 3.2 General Transmission Mains . ‘■ii iai nunjki-.i-. ■■■•-I iriirm iBUkUki.. ■-■-bisbibi i a IJ — a.a a. a,—— — ib i‘i b u b u — ■ — ■ — — ■ — — ■ — — t — r I m i ibi — . aaa-*->-a 10 rvaviai iBBiBiukUki-. • ■ 3.3 Storage Reservoirs....-ies... 3.4 3.5 3,6 Distribution System '■f-■■! PI 1 I" IB I IBIJBUkl.. b-b a ■ a-f - a Brl |g| |B| |HBII ■fwpiBiiBiakiaia.*. ' - n a i-1B ■ ■■ b I a a. ■ a a.s - a.a - a., - ■ 9 b ■ h ■ H b ■ b IJ el. 14 .t1HIHBIBBIBBIBIU->--.,BB9IBBIEIHBIBIUU 14 General Structural Design Criteria a i ■ b n ■ b ■ a ia a - - a— - ■ - P- -, a r ■ a ia ■ -■ b ■ .a - a.. - a - -. - - ■ - ,■ ■, r ■ a ■ ■ a i i a a a - ■ 15 Mechanical and Electrical Design Criteria... WATER DEMAND.. •»"H9P1BriBMkl iaBHBIBBlHBlBB.-.E,~jBiairiHBIBIBI I 16 4. 4,1 4,2 4.3 Water Demand Projection................... ........ . Summary of Water Demand Projection.................. ...............P............. i p i a b i a b i a k i ■ k 1. ■’■"•PflPIlBI ■■( ■■■■■■.■-•■■■■■"IIBHBIII l>i>i 'iwaia.iai iBi.iaiaa a-.-...-,- 19 •FVBHFIBBIBMBk4«k«. 5. Conclusions..... WATER RESOURCES I? ...17 ..19 ■■■-Fl Bl IBM»i PIBI IBIBMkkBIUk 20 5.1 Arba Minch Springs 5.2 Boreholes 5 3 Waier Quality... ■I■■Ii IBBIBI I IBIBI ■■III '■ ■Bi aa.a--.-a..-.-..-, trim ii a it .....20 20 6. EXISTING WATER SUPPLY SYSTEM ■■■I IBI IB IJIBBI-I 2Q r ■ h ■ i a ia i a b. - —. - b i a b i a b i ai a a .a a... b ■« - ■» b ■ a i ■ b ■ .■ a a.1 a a j a. a - — ■ - ™ -1 b ■ i Bla r ■ 1.1 22 6.1 Overview........ F"TTBItBiai laB- ■-n-i-iBi ibi i....... T l l]l ibi s... ■•-rim iBkiBki-».a-r i«rm iri n ibi iBi-i., ■-■■•!pi> 6.2 Water Sources.... ■■ Ill «PFIBI IIUkl>ki.» firiir4Bkia> . . ■TIBI IBI Ik* 1B» 6,3 Transmission.. 6.4 Storage..................... • -| (■■■■IBUkl ■■•-lliui Ikl IBMkl •HMai!”*Rr!PllH>IB 22 • I Pill 6.5 6.6 7. Distribution System Operation and Maintenance.., SELECTED WATER SUPPLY SYSTEM 22 22 23 23 IBIBBIJBL ITISI IBI IBIBkl. fpinrjBiJki«B.a. >-><«*‘ifiiiiii uiiki..««i>>-«-> ......... ......24 .... ..-.-b--.,■■>s-$lf 7.1 Sen-ice Area.... 7.2 Water Source ■• f-f III Ikl .fci .25 ■leiiriBkii >F!1f IBIBBI II IBI Ifikiai.'-lfriBI I 4 Li - . . . - . - ■-| - » | - | | ||BII . LUi.ik....’ I'll 27 7.3 Pumping and Related Equipment Ill■IIl-l ■-PMIfl IBIlBiaUBUii-. .. .. . - . . .0 - ■ ■ ■ . Ill I IJb • 17 7.4 Transmission........... 7.5 Storage Reservoirs '•■nr 111 | a I I k I ■ ki a ■ '-• •• I - I ! I .I .... .... 7.6 7,7 7.8 Distribution Network System*............ Operation and Control........ . ... ..... Mechanical and Elecirieal Design........... ■ ■-bi an bi iiui.uu.t., •Pl •-? 'Pl II IBI laUBi-a .-i ■I’ll IBI ■■ lirlBI IBI IBI.a-a-B.4I. ?■ SANITATION AND ANCILLARY FACILITIES SftMUiliOrt 28 .31 32 37 .37 4U -It rsPf : I’m Ti«**h -AfhaXliAhk F«nd Ihufn Report :-u -2irh _8.2 Promotion orSanitation and Awareness Building .............................................. .............. 40 8.3 A miliary Eacihdcs ,...J............................................................................... - ................... 40 9. 9.1 9.2 9.3 10. 10.1 10.2 10.3 >1. ENVIRONMENTAL ASSESSMENT ■— s. a ■ ■■■amn ■ ■■■■ iiiii uni nuuauLuu41 P|i'i|,,fin!5i»'”l of ihc Proposed W^utr Supply Pi Ojet-’i...-.-.c-.-Br.-s .BitiiiiiHi.ii.in.d] Mitigation Measures........ ........ -................... ... ......... ................................. .... ................ 41 Recommendations ..................... — ...a........ i-uiuai mai-iamii.i inn b ....... -.......ip.b.b...' ...- -...n........ 42 IMPLEMENTATION ARRANGEMENTS. COSTS AND PROGRAMME.............................. 4? 1 CO JI If PS -.. IB. a. ...a.,, .■sn 8 8,838 IBUS 8 3 •’ 8 3818 818 n ...........-■■■■■■ 4 J Cost Estimates .................................................... —............................ -■«........... ............ 43 Programme of Works -------- —.................... —....................................-..46 COLOPHON. ................. ~.......-............ .. ....... ........ a...... ..... ............... ......... ...^.49 LIST OF TABLES PAGE Tabic 2-1 Table 2-2 Table 2-3 Table 4- 1 Table 4^2 Table 4-3 Table 4-4 Table 34 Table 6-1 Table 7-1 Table 7-2 Table 7-3 Table 7-4 Table 7-5 Table 7-6 Table 7-7 Table 7-8 Table 10-1 Table 10-2 Table J 0-3 Populalien Forecast .................... .-. .................. 7 Incidence of Diseases........................................................................ .......... ...... ....... 7 Incidence of Diarrhoea......................bih .. .e... 8 Population Percentage Distributions by Mode of Service .................. ......................... ... ]7 .Projetied Per Capita Demand by .Mode of ■Service-...u.uji^M.u.i.M;u..>..»<.!....!>ri>!iri-iir D8 Non Domestic Piped Waref as Percentage of Domestic.... ........................ -............... .,,.,18 Summary of Waier Demand Projection........................ .............. ....... .................]9 nter 'Quality Parameters................... . ... .=. ... .,.... u.■ ...... s—s .......................... 21 Earning Distribution Pipework Lengths,.,,,,,,,.,........................ ........~...u......... ............ ,.-,24 Toial Reservoir Capacity .................... ..................................... ..................................... ,.31 Breakdown of Year 2015 Peak Day Demand by Distribution Zone............................. .....33 Estimated Year 2015 Peak Hour Demands...,...... ........... ............... ......... ............... .......33 Proposed New Pi pts for Zone I............ . Proposed New Pipes for Zone 2.. .............. Proposed New Pipes for Zone 3....... Proposed New Pipes for Zone 4 Major iLcms of M4E Equipment .... ............ rmsr.tm irm it... 34 ... vi■■■lailakiaha, ■ ■■rial laaiaaaaM '-■".b.-bib—bi ■-■-ri.t.n.iiB... ii ..... 36 rum 35 37 ■ -la-inwioaiafciaaiaLidhiahi-a-ai naaiai ji ibibi —39J 1 Criteria and Weighting Factors............. .......................... ............. Summary of Cost Estimates...... .,......... ............ Summary of Estimates of Additional Costs.... ?miri mi ■ BUhiJ.u. ii iaiJBiJh. MM M > -i-e«i«ri"i i-f iri ii iai 44 ...45 LIST OF FIGURES PAGE Figure 1-1 Location of Arba Minch........ ..................... ,14t„........fPI1,................ .................. ,_falJl4 4.t..... ,,...4 . Figure 1-2 Development Plan Boundary and Assumed Extension Areas ........................................ 5 Figure 3-1 RcLalion of wuer beighuo reservoir diameter................. ................................................. 12 Figure 7* I W’atcr Supply Zoning.............. ................................................................................... 26 Figure 7-2 Surge Analysis with I m’ Surge Bladder Vend, Shutdown .. ........................................... 29 Figure 10-1 Teniaci ve Programme ........................... ............ . .............................. . .......fcMt...................4^ LIST OF ANNEXES ANNEX A Arba Mi neb Spring Site - Hydraulic Design ANNEX B Repons on Watertiammer Analyses ANNEX C Reinforced Concrete Design Calculation^ ANNEX D Distribution NeLwork Analyses ANNEX E Pumping Systems: Hydraulic Calculations and Pump Selection E5PCJ Tea 7<J- IH - 4rfej Minrh f HU I Dnijn Kcfmr* 27AJTiQl¥W IIPromoiicm of Sanitation and Awareness Building ■ fl irMHMVBtBIBIflBiaUMBIJMI 8.3 9. Ancillary FacilLtics... • -■ iriri EN V-ERON.hd ENT AL- ASSES'SfdLENTT ■ ■■ iiiinunrnrai irianruiirnmimi iriBB.ii.idi-: :b:-. 9.1 Potential Impacts of the Proposed Water Supply Project.. 9.1 SS’lltlgOtElOn M ensures ibibiubibimi irni inrui'iriein ihi-ii irn ■ nun ibibij 9.3 10. Recommendations. .■bib ijb,i bibi nuiiumriiiiiniiri iriiHunnriBrisurieisriii leianr ibibi n ibibi :: .... ..40 4fl .41 .....41 ,-.41 IMPLEMENTATION ARRANGEMENTS. COSTS AND PROGRAMME...43 10.1 Contract Packaging, • r«-f«Ff-rf g-ri-iiiiaririiHUUi ,..43 10.2 10.3 Com Estimates .43 Programme of Works '■■n.i.i.i.u. ■. 4 II. COLOPHON... ..a. ............ .4"? LIST OF TABLES PACE Table 2-1 Table 2-2 Table 2-3 Table 4-1 Table 4-2 Table 4-3 Table 4-4 Table 51 Table «■] Table?-] Tabic 7-2 Table 7-3 Table 7-4 Table 7-3 Table 7-6 Table 7-7 Table 7-8 Table 10-1 Table 102 Table 10-3 Population POredSC II IBIBUIBIBIBBIBIBI IBIBI IHIIJI ■-■ IBI.BBJBI I B I d 1.1 B I I B I I 8 I B B I B 1.1 B Id 11 B I B 1.1 - :--i - . - — ... - . a 1| E | r I B IIII I TI B Incidence Of OlSeSSe-Sr.anriBi ■ ■ Illi! IIIBIBIIBIJI IBI ibibbibibbibi IB* ibijbi-iibiibibibb.. *-i-,-. ,r ibibibi 1«|T Incidence of ESLarrlrirtea-,..f.,IL,n,..!.,-,1 (l iMnuiiBnBiaiiiBiiBiii.111 ■&■ ■Bi.iiuiiiuiiai Population Percentage Distributions by Mode of Service ■■ mfi '■““■■■■ii’iriBiB IT Fiujected Per Capita Demand by Mode of SrrviCtriiriiriiriiuiiBii:uiii:..i.i-.-..-...n-......lugl.1$i Non Domestic Piped Water as Percentage of Domestic ■ BIBI IBM I* Summary of Water Demamd Projection.. Water Quality Parameters .............. b.—b... Existing Distribution Pipework Lengths .- ~ri-ri5ri«t •bibiibi uui ubibi ibibi ■-ri-riai !-i II m IBI IBIBI IBIBI i.i:u:...| |9 r . >-ib 24 TOtSl ReSerVOir" 'ap’SCiry ariaiai ■ ■,iai.iBiBidL--iB:u-.--.-n.-.--.--.- irriBi'ii'i3i r ibi ibibub:-;;-:-. Breakdown of Year 2015 Peak Day Demand by Distributitm Zonr.„............... ■ ...,33 Estimated Year 2015 Peak Hour Demands.... Proposed New Pipet far Zone I -,........ .................. Proposed New Pipes for Zone 2. Proposed New Pipes for Zone 3 rvf rff rfBrariBi iBinBiJM.uu.ut.'i ■IT-I-I-I ii i3i irv3i 1 Proposed New Pipes for Zone 4....... Major items of M&E Equipment..... Criteria and Weighting Factors.. i ■■■'■ii !“-!iriiiieiiu»iJ '-■friBIflBlBlIBI J iraniBiaBiBi* ■1 34 ....37 „,.r,.39 Summary of CosL Estimates.......... ........................ Summary of Estimates of Additional Costs ............. '■■■ i-!■"■-■ 9!in4;5 43 LIST OF F IGURES PAGE Figure I -1 Lebanon of Arba Minch............ ........................................................................ .....................4 Figure 1 -2 Development Plan Boundary and Assumed Extension Areas5 Figure 3-1 Relation of water height to reservoi r diameter........... „............................................._.... 12 Figure 7-1 WaLtr Supply Zoning...................... —............. _............. „.......................... _......................26 Figure 7-2 Surge Analysis with I ms Surge BI adder Vessel. Shutdown29 Figure 10- ] Tenlati re Programme................................................. „.......... ............. ...............d........... 43 LIST OF ANNEXES ANNEX A Arba Minch Spring Site - Hydraulic Design ANNEX 13 Reports on Wnierkammer Analyses ANNEX C Reinforced Concrete Design Calculations ANNEX D Distribution Network Analyses ANNEX E Pumping Systems. Hydraulic Caltulatwms and Pump Selection F5PC3 Tf * To* w - Artu Miftch - final bcuph Repur ?W?JQD(K IIDETAILBID DESIGN REPORT BOR AREA MINCH LEST OF DRAWINGS Drawing No Description PROJECT SPECIFIC DRAWINGS AM/ DOI SCHEME LAYOUT spring sm SETTING OUT DETAILS AND ENTER- CONNE-CTING PirEWORK 003 SPRING SITE NEW SPRING TAPPING ■ FORMWORK DETAILS -XH SPRING SITE NEW RES ERVOffi AND WFT WELL FORMWORK DETAILS 005 SPRING SITE ISOLATING. SCOUR & SURGE PROTECTION FACILITIES AT NEW WETWELL 006 spring site DETAILS OF JOINTS. MANHOLE COVERS 4 VENTILATORS 007 NEW RISING MAIN FROM SPRING SITE TO ZONE 2 RESERVOIR; SITE PLAN * LONGITUDINAL SECTION LMXH NEW RISING MAIN FROM SPRING SHE TO ZONE 2 RESERVOIR SITE VALVE CHAMBERS AND FIXING DETAILS ow ZONE 2 RESERVOIR SITE SETTING OUT DETAILS AND INTER­ CONNECTING PIPEWORK 010 ZONE 2 RESERVOIR SHF, ' NEW Mm' RESERVOIR - FORMWORK DETAILS Oil ZONE 2 RESERVOIR SHE 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 — OH GRAVITY MAIN TO ZONE 3 reservoir PLAN fi, LONGITUDINAL SECTION Shcci in ots GRAVITY MAIN TO ZONE 3 RESERVOIR PLAN 4 LONGITUDINAL SECTION SlKti 2/2 016 ZONE 3 RESERVOIR SB i l ING OUT DETAILS AND INTER­ CONNECTING PIPEWORK Ofc? ZONE 3 RESERVOIR NEW | ODO m' RESERVOIR .. FORMWORK DETA Hi OLK ZONE 3 RESERVOIR VALVE CHAMBERS - FORMWORK DETAILS 019 ZONE 4 RESERVOIR SEI 1 ING OUT DETAIL$ AND INTER­ CONNECTING PIPEWORK MO ZONE A RESERVOIR NEW 4M m RESERVOIR- FORMWORK DETAILS 021 ZONE 4 RESERVOIR VALVE CHAMBER FORMWORK details 022 ZONE 1 DISTRIBUTION NETWORK LAYOUT PLAN 034 025 Shed 1/2 ZONE 2 DISTRIBUTION NETWORK layout plan Shed l£ ZONE 3 DISTRIBUTION NETWORK LAYOUT PLAN 031 She« M ZONE 3 DISTRIBUTION NETWORK 032 FITTING DETAILS Shed IO ZONE 3 DISTRIBUTION NETWORK LAYOUT PLAN ' Shed 2/2 03e ZONE4 DISTRIBUTION NETWORK 1-AYDUT PLAN (MO ZONE 2 DISTRIBUTION NETWORK DETAILS OF PIPE BKrDGE OVER KULFO RIVER (M3 ZONE I DISTRIBUTION NETWORK PRESSURE REDUCING VALVE CHAMBER - FORMWORK DETAILS (M2 ZONE 2 DISTRIBUTION NETWORK PRESSUR E R EDUF ING V Al V E CHAMBER ■ FORMA ORK WTAlLS 043 ZONE 4 DISTRIBUTION NETWORK PRESSURE REDUCING V Aj.AF CHAMBER ■ FORMWORK DETAILS TYPICAL DRAWINGS .... AM? 052 PERIMETER PENCE FENCE AND GATE DETAILS ESPCJ Te*Tu»fii -Arta Minch • Fin J i> iif n krpwr ’“'nr 2imij inDrawing No DesedpLiqn REINFORCEMENT DETAILS AM/ 20J lOWm’ RESERVOIR FLOOR PLAN Sheri 1/2 203 I0W m’RESERVOIR WALL SECTION Sheri 2/3 20a JOQO rr.' RESERVOIR ROOF PLAN Sheei 3/3 w 400 m3 RESERVOIR FLOOR PLAN Sheri 10 205 400 m RESERVOIR s WALL SECTION & COLUMN DETAIL Shen 21J 206 400 rr?RESERVOIR ROOF HJlN Shew 3/3 207 300 m’RESERVOIR FLOOR PLAN Sheei |/j 20S 300 m’ RESERVOIR wall section Sh«i 2/3 309 3M m’ RESERVOIR ROOF PLAN Sb«< 30 E_5Pi J Ten Toun' -Alb* Mirkh - Fiflul Cfc%ifn Repun M*OT.20QJU5t of Abbreviations and Expressions > A AC i . Hl 5-1. AIC 1A Adj Avg: b.g.l. BH conn CSA cu.m. D EC EEPCO EtA EGS ErRR era ESP Eil Inch Lw than Greater thw Ampere Asbwlas cement Above mean sea level Average incremental cost. Annum Adjusted Average Below ground level Boraiwlc CcfinectKH^cwnected Central Statistical Authority Cubic metre Day Ethiopian Calendar Ethiopian Electric Power CccpcraTion Environ men Lil Impact Assessment Ethiopian loMituteof Geological Surrey Economic InlemaJ Rabe of Return N N.A. NB NE NFPA(i) NGO No. NPV NTH Nupr nw OHR Ops ORT OAM p.a. PHft PRV PT Pu RWMEB RWRB Environmental Prorecuon Agency S ETB Sec SE Sec EkL FSPD Eu'frrB GLR Hi HC HDW Fir Ar> HL' IL IRR km kVA kw kWh Us kriZLCD Lwwpcd M m b,g I. nr m1 MoFEP MoA MoWR Mth MWUD Environmental Support Project Estimate Ethiopian Birr Excluding Feasibility Study and Preliminary Design Galvanized ircn/galv, mrid steel Ground level reservoir Hectare House connection Handdug well Hour House unit Invert level JnlCiTjl rate oTreturn Kilometre Kilo Volt Ampere Kdpwan Kilowatt-hour Litres per second Lures pct capita per day Litres of wastewater per capita per Day Metre Metre* below ground levd Square metre Cubic meijc Ministry or Finance and Economic Dcvelopmcni Ministry of Agriculture Ministry of Water Resources Mwih Ministry of Work* Urban Development SNNPR(S) Sue $W SWL TA TDK TEM ToR TW UFW UNICEF US V VES VIP VL.F WHO WJP WRB WS w/s WSSA wssowss WTP YC(Ol YCfSf Yr ZWMED Wonfl Kot ApplicabkZN« A vailable Nominal Bore North reast bklioMl forestry priority imfy Nort-govtmrncnljtl Organiialian Number {quantity] Net Present Value Nephelometric turbidity unit KaiaOfial Ufiban Planning InMiluie North ■ west Overhead reservoir Operatioos Oral rehydralran therapy Operation and maintenance Population equivalent Per annum Per person Pressure reducing v*l*e Public tap Public Regional Water, Mining and Energy Bureau Regional Waler Resources Bureau South Source Souih-cast Second Southern Nations. Nationalities and Pcoptes RegionaE (Stale) Septic tank equivalent Souih-wtsi StaLic wider level Technical assistance Total dissolved solids Transit eleciro-magneire Terms of Reference Tube* elk Unaccounted-ftw waler United Nations loicmational Children's Education Fund Untied Slate* of America Volt Vertical electrical sounding Vcniifaied improved pii Very bw frequency World Health Organisation Work in Progress Wjicf Resources Bureau Water supply Water source Water Supply and Sewerage Authority Water Supply Service Office Wi]|mgnc*$lo pay Yard COfloecnon t<iw n i Yard connection shared i Year Zonal W;iIct< Mining and Energy. Dcpunmuni ESPCl Tn Tuum Miccfe - Finj Qrujn Re^wfi JTAJWm1. EX ECUTIVE SUMMARY LI Background This report describes (he solution adopted for (he upgrading and auginenling or lhe 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 lhe 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 insumtionaj development, the environment, sanitation and social mailers relating to scheme implementation were addressed in delail in the Feasibility Report an J 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 1 14.3 km . which has been projected to increase to 20.8 km1 by the year 2025. The population in Arba Minch has been projected to grow from 60 693 persons in the year 2000 to H«S 676 persons in the year 2015 and io 166 511 persons in the year 2025. This corresponds to an overall average growth race of about 4.1 % per annum compounded from the year 2000 to the year 202S. 12 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 waler 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 lap* but covers only half Lhe built-up area. Waler production in the year 2000 amounted to 520 701 m\ equivalent to 23.4 litres per person per day. 13 Waler Supply Development The average domestic water demand has been projected to grow to 3 506 mVday in the year 2015 and to 6 261 m /day in the year 2025. These demands correspond io average per capita demand* of 306 and 37.6 litres/persoiVday in the years 2015 and 2025, respectively. Non-domestic demand, currently estimated at 40ft of domestic demand, has been projected to drop io 309b by the year 2010 and to remain at that level until lhe year 2025, Present unaccounted-for water (UFW) is reported to be at the level of 14%. which rs considered to be unrealistic. Il has been projected to increase to more realistic values of about lift and 23ft by ibe years 2015 and 2025. respectively. The projected maximum daily water requirements are 7 874 and 14 195 m’/day in lhe years 2015 and 2025. respectively. The upgraded water supply scheme has been designed to sattsh the projected water demand in ihe year 2015. ESPCJ Ten Tc>*n,> -A/hj Minch - Find Deurn ZWflflW 11 1.4 Water Resources The existing spring source has an estimated low-flow discharge that can satisfy lhe projected year 2015 water demand of die town, while leaving a sufficiently large balance of flow- io cater for the ecological needs of the adjacent Nechsar National Park, Development of supplementary water sources will be needed in the longer term. The mos1 promising supplementary source is groundwater to the nonh of the town. Some groundwater abstraction is already taking place in that area foe private use. It has been recommended Lhal the effect of spring waler abstraction on rht ecology of the Park be monitored, with a view to developing th? groundwater source earlier if a higher flow is required for the Park Except in extreme draught conditions, a flow of at least 9OVs is expected io be avHilahle for the public water supply of Arba Minch if the first 20 Vs of spring waler is released to the Park to cover ecological demands. The flow of 90 Vs will be sufficient to satisfy the projected Year 2015 water demand from tfie town. L5 Scope of Proposed Works The upgrading and augmenting of the existing water supply scheme in. Arba Minch includes the construction of the infrasirueiure and"the installation. of the mechanical and electrical equipment listed below; • CopirruciicMi of a new reinforced concrete spring tapping chamber and wet well at Arbu Minch Springs. • Construction of a DN 200 DC| rising main approJumucly 700 m long. • Construction of a DN 150 uPVC gravity main approximately 1800 tn long. • Construction of three circular,, reinforced concrete reservoirs of respective cepaciLks 300.400 and lOOOrr/ind a reinforced concrete booster pump station. • Construction of DN 40 - DN 400 reticulation pipelines with a combined length of approximately 40 km (G1 uPVC and DC1 pipes). • Installation of new pumping plant in ihr new wet well at the springs and the new booster pumpstation • Replacement of all the existing pumping plant, including the refurbish mem of rhe Standby diesel generating set at the Springs and the installation of a new dtesel generating sei for ihe booucr pumpstations. 1.6 Environments I bsu es Mitigation measures thai should be implemented in a timely manner prior in, during the construction. poM-conslruciion and operational phases of the project have been summarised in Community issues include the establishing of user representation on the crmirolline hoard of the proposed water supply services office and consultation on tike location of public japs ai the i mpl cmenE&l ion siag&. ind ctmijol of the sume during operation In general terms the improved waler supply situation is expected io benefit women more than men. The employ mem of women public tap attendants has h«n recommended and if implemented, u ill further cnhsLtte the position of women. E5PC.1 Tee- -Alta .Mi#c+i Fin.il Dcugn fttpirrt1.7 Implementation Costs and Programme Investment costs have been estimated using unit rales and lump sums derived from reCcnl conlracts that are being undertaken in Addis Ababa and Dcbre Bcrhan. adjusted for escalation to give January 2004 figuTes. 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 20(M contract costs. These casts have been escalaled at 4% pa for local hems and 3% pa for foreign items to arrive al the estimated January 2005 costs. Supervision costs have been added to the resultant figures and a further 10% added for contingencies lo arrive at an overall investment cost. The estimated January 2005 total investment cost of upgrading and augmenting the Arba Mmch waler supply scheme is Ethiopian Birr 53,154,9^5 (€ 5,315.497J inclusive of VAT. made up as shown in the table below. Contract Description Total Currency ETU € 2A-I Supply and Delivery of Pipes and Fittings 9,762,400 97&.Z4C 2A-2 ConiUuciicn of Civil Works 20,610.319 2.061,032 2A-3 Design, Supply and [nstallMion of M£E Plain and Equipment 12.230.698 1,225,070 Sub Tools 42.623.417 4.262.342 Supervision @ 3,358,777 353.878 Socio Eaviroomenlal Coses 2,173.495 217349 Sub Totals 48,355,689 4,835.569 Contingency @ 10% 4.799,276 479.928 Grand Totals 53454M5 $,315,497 The estimated additional January 2005 cost of upgrading and augmenting the Arba Mmch w utcr supply scheme to satisfy the projected Year 2025 water demands is Ethiopian Bin 34.805.370 {€ 3.480.537) inclusive of VAT, It has been esLimaied that project implementation will rake 130 weeks, made up as follows Funding arrangements 32 weeks Tender procedures 24 weeks Construction 74 weeks £5 PC Tm -4ihjh M'.tjh ■ f inaJL Oi-.gn 3FIGURE 1.1 Location of Arba Minch HTid oilier PTuje?l TfiwniFIGURE 1.2 Development Plan Boundary and Assumed Extension Areas ■H2. INTRODUCTION 2.1 Project and Backsraund This Derailed Design Report for™ of Eov.ronmenlal Support FrojeCI (F.SP) that is being undertaken by rhe Ethiopian Minim of Water Reswnctt (MoWRj The Project is divided into Lhree components. Under Component 3. a National Water Supply and Samralmrj Master Plan was prepared, followed by Feasibility studies and reports covering wa^r supply sanitation for ten selected Lown* located m *ix oF lhe regions of Elhioprt arid, finally, by the preparation of detailed des.gns for the upgrading and augmenting of the ending waler supply schemes in the selected lea uwnns. Pic MbWR nominated lhe regions and allocated lhe number of towns IP be studied in detail in each of the nominated region. The Regional governments were responsible for the selection of the individual mwns for which feasibility studies and detailed designs have been undertaken. Thi^ repon is lhe Detailed Design Rejxwl for lhe Town of Arba Minch in lhe Soulhem Natiuiix Nitioeiatitics and PcOpks Rcgi<xn (SNXPR). 12 Socio- Ettflfllk Background and Physical ChamelerislJcs 111 Location b nd Population Arta Minch is siiuated in the scuiih of ihc SNNPRS region, between Lakes Chimo und Abuva k is located soane 270 km by asphalt road from the regional cspiuh. Awjm and 505 km (mm Addis Ababa, li. is a zonal capital and also acts as an important edueaiiooul centre. It is a market town and lhe centre a local fishing region The Arba Minch sLate farm is adjacent to the north or ihc town. When established, lhe Farm covered 1,250 ha. The Farm's mujur output is cotlofl. plus some bananas. U has its own finning plant and employs some 1000 seasonal labourers. There is a textile faclory near lhe town, which it has ow waler supply but is also a user of WSS waer B The textile Tactwy operates spinning md weaving processes and employed aboul 1200 worker when n was fully operational. Rccemly, however, a major fire occurred and rtStarulinn of the racLoty tv full operation is m progress. The town has n Mayor airport, a hospittl a teacher, 4nd rt haires lhe Arba Mmeh Water Technology Institute, winch will be upgraded in university level '°"™pu'"’"11 “ilb ■* ma ur hml n , taj ™““i”*"* (“>•'E««1»x C.. . tap numb., „( ' » «*» nbwmi Pruiec. "S1: i X’Ss™ ss? rti** ar "t-> ■“ •* s™“- »“• - x— - i h 1 J, lnslod 54Kebck dura £M1 household numbers. w,rh ...... * «*> .tab.. b™j „„ CSA „»,» .n,..,,™ f, '( " "■ Tjhb 2 L -lame 1994 ru|> uiiimv" * 2000 2005 2010 1 2D1S 2020 2025 A n Tiiiriil hill, ..H. 11 LilJ,.iii j_i-11 Bv-iaa Popuhiion 7.19% 4.60% 4.30% 4.10% I 3.90% 3.70% 40,010 1 60.693 j 75,99? 93,603 | 114.676 138,851 166.511 2.2.2 Project Survey The Project h*J conducted a survey Totaled to the water supply and sanitation situation in Arba Minch. Different questiOn^res were used for the following five categories of respondent: * Domestic houk«hotds. * Non-domcstic consumers. * Water vendors. * Munseipaliry. * Water supply offitt- Thc results of the survey for domestic households art given in the R&tlibility Study and Preliminary Design (FSPD) report. 2.23 CLi malic Conditions The town is at an altitude of 1250 to 1500 metres above mean sea level (m a.m.s.l.) and iu weather type j$ wflinad-egtf. The landscape is (lai, 30^ sloped and 20% hilly. Tcmpcraiisres vary between 13 *C and 36 C. D 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 rhe Ministry of Health (MoH> in 1998/99, rhe proportion of waterborne and water-washed diseases. are above average- While some intestinal parishes may be water related, many will not be water related. Malaria 1$ water related but will uol be significantly affected by clean water. T ble 2-2 incidence of Di Relation to water Diarrhoea Gastritis Skin diseases Subtotal Intestinal Parasites Malaria Subtotal a Dltttte seases % Arba Minch % National Outpatients Waterbdnwr Waterborne Wai erv washed 6,8% 5 8% 64% 1.9% 3.6<T Jrc 19.0% Some relation Related 7 ’’Gt 8.6% 6 9% 2.2% T Afv. Urirujy Tract Infection Rheumajism Respiratory Infeetjon/Djsease Pneumonia Anaemia -Others Total Source. Health Cenin. AiUa Minch 34.5% 16 4% 14.9% 7.3% 30% 11.9% 1.2% 27 2% 100 0% 2.9% 2.1 % 6.2% 3 8% 68.6% 100.t>% ESrti T« IrtHn. -Art,, Minch • Finn DcMfh R.-ponThe Prnjed household survey found (he dlirrhoeal health siluaticul ifl llw rtOrtlh preceding the Survey to be AS shown in Table 23. Table 2-3 Tmidenoc of Diarrhoea Cases Bed Days ORT Other Birr Babies < 3 months 2,00 20.00 0.00 1.00 245.0 Infants 3 Io less than 12 months 150 11.00 2.50 10.50 19.5 Children 1 lt> leu ihan 5 years 1.44 2.67 0.22 0.89 19.6 Children 5 to less Uian 15 veari 1.13 3.88 0.38 1.00 47.1 Adults > 15 yean 1.40 5.30 0.30 1.80 29.4 2,2,5 Planning and Physical Development A development plan fir Artsi Minch has been prepared by the national Urban Flanning Enstilule (NUFJK The plan lUmn for 1 population of 76,457 in its desrgo year of 2005, which cijire-s ponds closely to the figure of 75,997 given in Table 2.1 above. j'hr Dcvrlopmenl Plan boundary is shewn in Figure 1.2. The key figures of die development pion art; ■ Resi rEenti al -area (net) 496.fi ha. » CotnnKrcial, industrial Jud ludlu banal area (net) 570.4 h a. • Total area 1427.4 ha. The above implies a presttlt overall population density of 59 person/hi wuh 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 espwted to Lake place io (he north of (he Development Plan area. This is in the direction of lite ArtH Mindi sLatr farm along the Arba Minch - Sodo road. This trend has been confirmed by (fit Municipality and ft is understood that the lUtt farm has been advised accordingly Ar a density of 154 personjTbeCLare for residemial ireas, an addiriumd 681 ha of residcmial area would be needed m accommodaie The projected year 2025 population of 181,255. If non- residential areas grow in the same proportion, a (out 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 ij believed that newly developed areas will have ever-increasing poputamn densities, reaching a Overall n figure of 250 persons hl in 2025. ThrS would mean the additional *rea needed by year 2&25 Ibis would Ue I little less thin half the Development Plan area The wn^HidHttU areas of the town ve not cipec red jo grow « Lire HM rate aS the population. The non-residemial area has been assumed io grow ar the same rare at rhe retidc nlinJ area, not ihe popuJalion. The Development Plan layout has. been adapted by the Pfcjecl to deiermine outline and feasibility eons for waler supply dmribulaon zone* and reJaied octworki. 2 J Scape of Rrport i"his report Lbe design of the works required for (be upgrading and augmeftim^ nf the water Mipply infrastructure in- Arba Minch 10 meet the pr^ijecied wuirr dernancH in than eouii in ESFt J Ten Tqr*as-AmIw Minch - FidJt DtUjf ri Rij^cwi ITCiraUM $the Year 2015. It makes reference to the final Feasibility Study and Preliminary Design (FSPDl 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 arc 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 I contains eleven chapters as described below: Chapter I is an Executive Summary. Chapter 2 (this Chapter) provides aj) introduction to the Project and the Report including background information. aboui the project area. Chapter 3 describes the design catena and methodologies that are particular lo Arte Minch. Chapter 4 presents the population and water demand projections for Arba Minch sown. Chapter 5 reviews the selected water resources and summarizes she investigations carried out in respect of quantification and qualification of the identified resources. Chapter 0 covers the existing water supply infrastructure- Chapier 7 covers the water supply development proposals and includes ouiline designs and descriptions of the proposed infrastructure. Chapter 8 covers the proposed improvements io 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. Chapier 10 presents the csfimaled 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 ihis and related documents is included in the contents section of Lhis repon. ESfCJ TtnTort-n* -Ai*j Minch ■ JaJtil Dei-jn Report 2?xrroMH1 D ESIG N CR1TERIA AND METH ODOLOG t ES 3,1 General Design criteria for urban waler 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 waler 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 respea to per-captta 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 A rba Mi nch The general design criteria include connection profiles (percentages of house connections, yard taps, public taps, noivserved population) and specific domestic and non-domcstic water demands for various situations. Themrma applicable to Arba Minch, including unaccou'nlcd- for water, arc presumed 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 llti average of 3 small animals (sheep, goait), resulting in an average of 13.9 IiIres of water per household per day of animal watering demand, or about 2.6 litres per town inhabitant pur day. Regarding demand variations and storage requirements, the following have been adopted for OuLline designs of the system ai Arba Minch: W? Tm Fin J De’.ifn R^wi If.Seasonal peak factor = ].| Maximum day factor = j j Peak hourly factor - Arba Mindl is not subject to significant seasonal lemperaturc variations and alternative water sources are available (e.g. Lhe Kulfo River). A medium seasonal peak factor of LI has ihercfore been allowed for_ - Being a zonal capital, a weekly demand variation can be expected. The nearest main town Ls some distance away (Sudo. 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 “populadon-vs-pcak factorM relation given in Annex D. It should be noted that the factor for each supply has been Storage determined according to the supply zone population at the design horizon in question, not lhe overall town population. The peak factors, applied tn Arba Minch range from LB io 2.1. The water storage provisions for Arba Minch have been set at a minimum of 33.3% of peak day demand, equivalent to S hours of peak day demand. 3<1 rl Dtfiign horizon Year 2D]5 has been adopted as the planning horizon for the design of the works. Physical works have been designed in deiai I for the first phase, subject to the constraints imposed by the present extern 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 Lhe feasibility study stage of the project. Those investigations and their findings are described in various sections of the FSPD report, including the Ftnamd/ and ftafiomrc Arur/yr/j section (Chapter 14) which specifically stales that ihr financial analysis has been based on the concept of full cost recovery, us required by the Ministry's published policy. It was found that compliance with that policy effectively precludes the construction now of infrasuucTure that, will only be required after Year 2015 as lhe necessary additional capita] expenditure ai 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 Lhe majority of the intended beneficiaries. Accordingly, lhe infrastructure that will be conscrucled in terms of Ibis detailed design report is that which is required to mcei 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 consnucied in about 2015 to meet the projected Year 2025 demand*, ax described in the FSPD report, and provision has been made for facilitating the construction of that infrastructure by. where appropriate: ■ designing pumpslations to accommodate future pumps, • providing space and connecting pipework for future resen cin in (he rom-oir site layouts. E£fO Tffl T<m in -Alta Miwt f-ifid PeufH R< pen r.imru 11J.U Structural design Circular Reservoirs In a circular reseevoir, small moment and shear forces in the slab will accommodate the horizontal water pressure against the lower pan of the walk In the upper pan of the wall, the horizontal water pressure will be countered by the Itoop tension force in the wall. In a circular reservoir, the shear forces arc 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 al! ground level reservoirs as circular, reinforced concrete reservoirs. To ensure a watertight structure, the crack widths in ihc concrete must be smaller than 0.1 mm. To achieve this, rhe 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, tl shows that, to achieve an economic a! 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 rhai the hoop lension 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 lhe 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 Ugure 3-1 Relation of water height w rners oir diameter For the design of the water storage resenoira. 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 oulpui results with manual calculation was established. tn modelling the reservoir elements, grids were established with Hie aim cif producing quadrilateral elements with somewhat proportional dimension m two adjacent xse$ Output ESFCJ Tert -Artq Mimuh -■ FirwJ Dt«jn fejwfl ritnCnnJ 12revulu were Mudied ihe computer screen Wherever a itmt cc-nientrar.iQn wav I'b-cncd. engineering judgement w ji u^rd To compare Lhe stress diagram on lhe computer ureen and 11k printed outputs The reservoirs will he cnmtfucred of reinforced concrete. The connections between Lhe flew* and walk. and the walls and rewft J-fr nKinohlhtc. Fn order io Ttduce the mk of leakage, a walersiop will be built info in ihr Anew-wall conncChon. The rook base two bakhc*. a large one lo facilitate lhe removal of pjpe% and 4 small one for access inlo the revmotr The repfi wj|| he covered by a 75 mm thick embed stone layer, as a prtMeclion againvi sunshine. Pumping sfoliom To minimise Lhe effect* of differential settlement, the pumping stations have been deigned as separate structures from. reretvain. Rectangular pumping stations are reinforced concrete structures below ground level. AKw< ground level, the pumping stations generally arc masonry and concme block work SWiKturcv 3.2 Transmission Mains 3X1 Pipe ma terLal the materials generally used for transmission and transfer mains are ductile cast iron I DC! i and gal vanned iron (Gl). However unplajucised polyvinyl chloride luPVCj has been uved in corrosive areas where pressures are sufficiency low. Gl has only been used for relative]) sma*L. low-pressure mains. For distribution pipelines, 0C1. uPVC and Gl pipes have been used, with the choice of material depending on size and ground conditions» Although up VC rubber-jointed pipes are available in smaller sizes I down to 50 mm diameter-. Cl 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 Im minimum cover to transfer and transmission mains and O.Sm minimum cover to reticulation pipeline for buried installations m soils and writ rock In addition, allowance has been made for 1 m minimum cover io reticulation pipelines that are laid under road carriageways and verges. Where Lhe minimum eo^er cannot be achieved, the nuir^ and pipelines will be encased in concrete. Where hard reck is encountered over appreciable Irngths of a pipeline route, the pipe may be laid above gTound supported on plinths. Strategically positioned washouts and air valves have been provided ar low and high pomtv respecihels on transfer and tran\mission mains. Air release ai the dweharge end of transfer mains will be by discharge uno the relevant reservoir Where there is j need, on a c j*e-by-c basts, air release valves have been provided on major distribution pipe*, which hjxe few or n ■ consumer connections Washouts for distribution systems have been provided ai selected lov po-ants, normally naiuraJ drainage features e g stream^ and gulhe* h is envtvjgeJ ilur rire h)drants where pros ided w ill also be used is washouts few the distnbuinwi sy%rems b r LSrt^TnS ftiNhrn -ArNi Mifv. h ■ I inj£ J” Hi’ 2i«U Rrpurt33 Storage Reservoirs The most appropriate and economical approach to the sizing of service and balancing reservoirs is 1o carry out a 24-hour supply and demarwl slmutMion so is io produce the corresponding design mass curves and determine the design parameters. However, this requires reliable historical data on hourly waler demand variations for the town in question. Such data have not been available and. in their absence, the standard simplified approach or assuming a percentage of the maximum day demand has been used as (he basis for sizing the reservoirs, The water storage provision tor 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 pari of the distribution system network analyses have shown thai reservoirs of such a capaclry are> for the assumed hourly demand peak factors, more than adequately sized to balance out daily variations between supply and demand- 34 Distribution System The distribution system has been designed for the pressure zones needed to supply the area covered by rhe 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“ (ON 25). * C-value of 100 (Hazen* Wil liams). The ourpuu 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 iis hourly variations have been handled automatically by the software, giving results tor each hourly period. Peak factor values have been entered into the software data according io ihe population-vs-peak factor curve given in Lhe documented design criteria. The peak factors range from 1.8 to 2.8. depending on the zone and its projected population at ihe design horizon. Hourly vatiKS far the peak factor have also been entered into the network data. The peak factors, actually used in each analysis arc given on Lhe relevani nodal diagram. These data arc also given in Annex D. 3.4.2 Nodal Demand Calculations The output of ihe network nodal demand calculations is presemed m Annex Dl The nodal demand calculations have been performed in lhe following manner: * To each ploL of the town Development Plan, a water demand rtrtepcwy I domestic-, non-domesiic, non - user j has been allocked • The area of each plot of the Development Plan has been established. EJPC3 Ten Tawnt Minch ■ fjiul Dciifn Scfon J7XlT?20ju 14■ The estimated lolaf domestic water demand on (he peak day has been distributed 10 lire land plots that were categorized as "domestic”, arriving st an average demand-jm- hectare value. * The estimated total non-domestic water demand has been distributed lo the plots that were categorized as "non-domestic", arriving at an average dcmond-per-hcctaje 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 die appropriate lota! peak day demands for the horizon. 3.43 Operating pressu res 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-Wiliam?) A commonly-used roughness value for pipes in distribution systems (when using network models with a k-value dircctiy in millimetres) is I mm, irrespective of pipe material. This corresponds roughly io a Hazen-Williams C- MBS (non-breaking space) value of 100. This value is commonly adopted in order lo model (he form head-losses generated in o di Unbutton 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 J mm (0100) for distribution systems. Accordingly, a roughness value of C= 100 has been assumed for existing and new pipes Ln ihe distribution systems. 3-4.5 Public Taps Additions! public taps have been provided m accordance with the scheme coverage area and ihe 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 Lap will have six faucets and will be enclosed in a fence and constructed with proper drainage so as to provide sanitary conditions, all av shown on the typical drawings. 3.5 General Structural Design Criteria Standards The British Standard BS 8007; 1987 'Design of Concrete siruclures for Retaining Aqu-cous Liquids has been used as I he mam re I ere nee for the design of ihe reservoirs and other nuiur waier retaining siruciures, such as pump sumps. Because it docb noi have any specific provision for liquid retaining siructiires, the Ethiopian Budding Code Standard has been used as u secondary reference for ihe design of lhe water retaining structures. h hist however. been u*ed as the primary reference for ihe design of the olher structures, such ns pumping stations und pipe CSK' ’ Tn Tub rl - Artu Mw* - Fiful tku jn R<p-*n 15bridges. The Indian Standard Criteria for Ejnhquuke Resistant DeJijjfi of Staxtum' 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 Smjciuial analyses have been undertaken using the SAP2000 program, supplemented by hand calculations where appropriate The program is based co 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 arc operated for a mautimum of 20 hours per day. However, pumping for up 10 22 hours per day in 2015 has been allowed for as a means of reducing the balancing storage requirement where tiie estimated safe yield from a source is unable to supply the projected peak day demand in Lhe Year 2015 in 20 hours or less per day. but is able io do so in 24 hours per day- This situation occurs, for example, al the Arba Minch spring site, where the estimated minimum available yield of 90 l/s from the springs taken over 24 hours is approximately equd ro the projected 2015 peak day demand of some 2,800 m per day. 3 3.6-2 Standby capacities Where feasible and cost effective, pumping stations have been equipped with a duly pump set and a standby pump set i.e. provision has been made for 100ft standby capacity, Where practical and cost considerations favouT the installation of two duty pump sets operating concurrently in parallel, pumping stations have been equipped with a single standby pump sei 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 castsfc only been designed to supply approximately 50ft of (he pumps. 3,63 Ambient Conditions The following ambient conditions have been used for the design: Maximum temperature : 40" C Minimum temperature : 10“ C Relati vc humidity : ] [Hjft The nominal power output of diesel generating sets has been de-rated in accordance wnh (he foregoing and the altitude of (he site- LSft? J Tert To*nk -Artu Mihch FsjlsA Deki-n flrpon In4. water demand 4.1 Water Demand Projection 4.1.1 Basis of Waler Demand Projection An analysis of water supply data Lhat has been carried out for a. large number of urban areas in Ethiopia indicated that water demand is related mainly to Lown size and hardly related lo ctfhcr town specific characteristics. such as climate and altitude. Hence* water demand projections ter Aiba Mmch. as for (he other nine towns,, were based on town size. However, adjustments ld the waler 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 arc the average daily demand and the maximum daily demand. These demands have been projected as described below. 4.1,2 Dnmeslic Demand The domestic water demand is categorized into house connection, yard connection (own)> yard mmeetkn (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 dam, are summarised in Table 4-1 below. Table 44 Population Percentage Distributions by Mode of Service 1 «r category / Year 2000 2015 2025 [House eofioECtion 4J% 5.7% 7.3* [Yard ennnecuon (own) 24.6% 31,6* lYard connection (shared) 13.2% 28.7% 36.7% (public Tap Si.9% 39,Mb 2A4* ><M connected 17.M 2.0% 1.0% Total 100% 100% too* The per capita demands for each category were also found to be related mainly to tow n size and arc recorded in lhe Master Plan However, the per capita demands at public taps recorded in the Masiei Plan are. in most cases, less than the generally accepted minimum figure of IS litrcsj’persorv'day, with this being particularly the case for smaller towns. Where this has occurred. Lhe per capita demands at public taps recorded in the Master Plan have been adjusted upwards so as to give a minimum value of 15 litrrs/persorvday in the year 2(XM for rhe grwis per capita demand at public standpipes. The gross demands have been calculated using the assumed allowances for unaccounted-for water (UFWj shown in Table 44 below' The per capita demands applicable co Arbo Minch tn 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 J-2 below1. ESPC? Ten Town ->Ajhj. MifKh ■ Fiul Of kJ- Rwn I ■_ User ealegory / Year Table 4-2 Projected Per Cop lin Demand by Mode of Service I nits 2fl00 2015 2H2S Ikiuit rawifieitai licres/day 32.10 122.50 137.90 Yard cpnnDcdon (D'VTi)1 hireVdiy 2S.2O 33.70 37.90 Yard KMinethnn (shared) liirts/day 15.40 24.50 27.60 Public Tap licres/day J 2.90 21.20 23 20 N ot connected hireVday O.DD 0.00 000 Average per capital dooHSlk JcvriH nil Lilrts/day 1 9.39 31.20 37,95 4.1.3 Animal Drinking Wa ter The esumaied demands for drinking water for cards and sheep/goats were 25 and 5 liures/day pcr head respective]/. Based on the route of rhe soctD-ecnnomk survey, allowance has been m&fc for 15.7* of households to have 3 cattle each, on rhe average, and for 13.7% of households ro have 3.14 sheejtfgoals each, cm the average. This corresponds Io an animal waLering demand of 2.59 litres per Lown inhabitant per day. which has been assumed io renwm constant thmughcul die design period. 4-1,4 Commercial and Institutional Demand The allowances for n&n-domesdc water consumption have been based on rhe Master Plan figures, as recorded in below. Table 4-3 Non Domestic Water as age of Domestic Population 2000 2015 2025 >30,000 40% 30ft 30% <30.000 50% 35% 30% The percentages tabulated above hove been applied to the sum* of the estimated domestic asid animal drinking water demands. 4,1.5 Unacc-Ou ruled for Waler Recorded toswj tn Alta Minch were Only 14% in 3999/2000. This k*d it not considered £u he representative of [Ke actual situation For that reason, higher pereeniagei haw been used lor picijccuon purpose*. It has been ssSuncd thar The percentage wlI| ifrtrelSe eruduath' to a maximum of 229% in Year 2025. 4 J Ji CILmallc and Economic Prospects Factors Although die Master Plan mdicaied ibat waler demands lit ncn preaLly affecicd by climate or economic conditions, adjustments for Climatic Effects hive been made with reference io rhe altitude of the M*fl and adjustments for socio-eccMiomic effects have been made taking ir>lo accoum the prevailing standard <rf living and potential for development in the mwn. The adjustment factors Lhat have been applied Io water demurs in Arbci Minch fur chmatc and economic prospects are i .04 and 1.00 respeclively. F5PCJ I j.t- fenrhh -Aibj - Firui Lhrujn R;<|m*i i7trr,7iKi4 IS4 2 stamiiijri of 1' jler [Armand FY^cIhmI ftf prLh|e<ir\1 r-Mj| wtfrr denuruh f.-r Srha xiirkh jjf u 'rmanKd .■■- f 14 N-fc.« Table 4-4^iimiwri nf 11 Mfr Demjiwl Pr&jr<» jmi Description/ Year t’nll { -M0 20O< :»id 2015 2«D 2025 Pr -jevlrd D^’Ulitum Nn M>ei*i i ■?5/WT <H.srD 114*7* 1?<5<l i */• A 1< Pmietrnl Jiffflfr per 1 capita DnmeMJC Dcnuml VtAJ |0 JO 20 25 2S48 JIJO U 26 PinjA.irJ (hitneaiic Demand m^tf 977 1449 2602 5<06 — 4Mi 6261 ^ninui Ik ma nd m'hl IV IM M2 2** M* ih Cnmmcrcid and in •daluhi ina| fJcmarsl 441 40 J5 JO Ml . >• Ciimmefeiai jirI IndituEitnnal Demand nZ/d 45J 6$K **>5 1.141 IJI2 Lorr ■ TiitaJ IVmand rewinding I 'FU l m\d 1.5V 230J 5.U4O 4.94J 6J5J 5 699 AHciwafKc hw L'FW % 14 0 n 2 19 4 21-0 22 I siBs-a4u l fw m’/d 2M 4 MU 926 IJI4 i.MHj 23<> To till Hkludifiy 1 FW mVd IJM6 2J8J 4,766 6JS7 5 4] | 21.252 I'tillutK and Economic FacU<% 1 CM I IM I IM LQ4 I (M 1 04 Cm** A^cru^e Daily Dcinaukd m 7d 1.W0 2,3*1 4.Q57 6JO7 S.74’ 11.731 Man mum Da*. Factor 121 I 21 til i-11 ] 21 lit Vtaunium Daily Demand ni /d 2.32J 3 JOI 3.WB W4 10 58.1 IJl^J ' Mau mum Daily Demand IA 26 50 ■W 52 69 42 *143 122 49 4 J Coaclminns The average dumcMiC waler demand ha> tven ptojceicd id merew to .1 SO* m da* id the *c— 2015 and io 6 261 m*/day m the year 2025 Theve figure* curre-ipood to 306 bnw and V 6 htieVcapjiA/day derail %x>nsumfMiun per lown inhabitant foe Lhc year* 2015 aj*1 2O2-*. rcipcctutch NkHi-donwiUiz demand, currently e^EiniaieJ al 4i>f of dAmnCuf demand. ha* been pri a.'cd :. decrease to MJ*} by die year 2015 jj>d bj rrnuan at dial figure Present una^uuwiM^r water iL-FH i l$ reported lo he n the k*cl U7. uhi*b ^ifiudercd to be uitrcJi%ti< |1 ha* been projected io irKTCMC to rtkMT reajnlk *alae* ol a!\ ut 2H and 2TS by ihe yean 2035 and 2025. nnpectitely Phe projected nuximum duly water rn|mrcmerm arr " 5*4 m Jjt ii the tear 2"! * atd 14. pA ni day w Lhc year 2025 The upgraded md au.gmen!ed w j:rr ■*itppJi ^berre hi* de-Ljp - J i ■ uliily ihc profcktcd waler demand m ihc *eu 2015 I *A i If !-n v*# M . ► r ’+ I*' >- * 1J5. WATER RESOURCES 5 J Arbi Minch Springs There are riLiftierous big muTlipIc-eye Springs, known a-*; Aibi Mifteh Swings, lucaicd at :ht r'uuL of the fljsrth-Qii/soudL-Mh’tst trending escarpment below Bekete Media Hotel The presence of coRuviuma deposits along: the line of springs males it difficult Io idcnlify lhc much Ldal number of spring eyes. There springs emerge al the foot of a fauEL cscirpmsnl along a spring line or about [00 m length. Their tatel discharge is estimated to be in die tinge of 110 I/sm 3®0 l/s. The estimated swtinvum daily water demands for the years 2015 and 2025 arc about 01 l/s and Jfi4 l/s respectively- If there were no limitaimns on the use of the total avnjlabte spri ngs fi&wj, it would Ifeoreticilly be possible to utilize spring water to supply all projected, water demands in Arta Minch until about the year 201S. Wnhln. die framework. of the Environ menial Support Project environmeotel studies were conducted, which revealed that due care should be liken in. utilising Arbi Minch Springs for domcsLie waier supply. The down stream area is an insemationalily recognised reserved wildlife area dial could be negatively affected by reduced sprang yields- However the Atba Minch Springs arc not the only watw sCHJixe in i he area; the area also receives waler from a river north from Arba Minch, which is intensively used for iraigjMion purposes- The following, measures have been taken io mitigate potential rtegative impact ewi tlw downs Cream reserved wildlife area. Design of spring jappiiig The design of the new spring tapping structure allows for a jnimmum of 20 l/s to he released mto lhe natural environment before any of Lhc- flow can be abstracted for pumping to Arba Minch, leaving the balance available io supply lhe projected water demands in Arba Minch up Io the design horizon (Year 2013). Euvikmiinejil.il Mnniiri_rang Programme An Enviionrneriitel Mbniioring Programme Slmuld be conducted including ; A Dateline Survey should! be conducted into ihe condition oi the environment / cx’ulnjzy that is potentially endangered Iky reduced Hows Trom the springs (types ami Likrnri id humber frT species, flora and tawnci; ranatbon over seasons. Reference is made to lhc Environmental Studies conducted by ESP. Based upon die results of lhc bowline survey a set of ecological mon haring parameters vlhiuld be selected, A Monitoring Programme should be designed, Monitoring parameters will include lhc Arba Minch Spring flow, the flows in the river north from Arba Minch and (he quautiin^ of waler abslnded for irrigation purptwcSu precipitation, groundwater level: and lhc geological parameters identified during lhc bascliinc survey. The Monitoring Pragrnnmc should Tuftltef define the frequency of momioring (measurement and analysts! ami llw frequency of evejluatmn and prcMmlalion of results. Finally the Monitoring I’nigriimnw tltould define the respmisihlc agency (who is implementing the MtmiLori^g Programme and lo whom is the iniplumenimg agency rcporLinfJ Implementation or ilie Moniioring Programme, [t is advised to embark nn -i immilily innni taring pre^ramme, io be conducted by lhc agency rcspnnsiblc (or domevhe w.ilci supply and so repnn lo lhe Regional ERA office 5-2 Horehnlts A well field which is cspJthte. m cOflyunclion in smjeFi the Ac ba Minch springs, of MjppEymg Ilk! projected maximum daily water demands in the year 200.5. has been identifietl tn lite mmh ol Art?a Minch. 11 i s envisaged Ehal, after Hfc year 2£H $, i lie Supply available from I he Arba M inch F-SrC11<H -Sriu Minch ■ I ■■-! IfcrVfh Acr™^springs will be uiiitixfid lo supply Zones 1,2 md 4 in Arba Mincti and that water from the proposed well field will be pumped to the Zflhe 3 reservoir site for distribution in Zone 3. The detailed ttejign. which covers infrastructure required up co the year 2015. docs not include the development of the well fieW or its connection into the water supply system. 5J Water Quality According to studies conducted by 'The [2 Towns Water Supply, GWE. I9WT and Arba Minch Water Technology Institute, the water from the Arba Minch springs is characleriud by a low miraemlisation kvei. a dominating bicarbonate content (soft spring waler) and a tow content of sulphates and chlorides. The waier is neither corrosive nor encrusting and within the limits, of the WHO guidelines. The spring water will be co II cd cd in enclosed tapping chambers. and piped tn the wet wells so as to minimise Lhe risk of n becoming polluted h ir. currently disiribuficd co Arba Minch without any utarment exher chan the addition of chlorine, by means of a drip system, at the Zone 2 reservoir site. The design does not include any additional facilities for treatment or the spring water. The water front the springs and the boreholes will not requtre any treatment other Lhan dosing with chlorine ro protect it against coniaminauon during distribution. As the expertise and facilities required for operating and maintaining electro*mechanical chemical dosing equipment are not likely io be available in Arba Minch, at least initially, it has been assumed that iKo dosing of chlorine, in the form of hypochlorite solution or granules, will continue to be done by hand in lhe reservoirs. Relevant water quality parameters are shown on the Table 5-lbdow. Table 5-1 Waler Quality Parameters Arba Minch Spring Parameter Concent ration trne/l) * Cfltand tgppj____ Tufhiijiiy (NTH) Tcual Solids 105" C IRJ Tool Dft Stdid-. ID3*C s I7J l-.lnffical Cofiducni*iiy (mston) MT J« MI OiyLjre bissdwed ai C'X AnwTiimM iNUj) Scdiuni (Nil 14 HMaslmm iKl 1K 1 _T«Ulat 11 JlJr*C3-3. JJC Cacch Cikjum jJCa 1< - Hi Jb MtyinciuH |Mf' .1 I2.& Total trnn | 0 01 Manganese (Mnj_ IntrndHF) 02 0.21 _QMwnfc [CH 2^B Mjirjjei Nu- J NicraietNvi? Nil AJ|j,aliiwt> (Caqhi i«> Cartauk (Coil2 72 Hicarhiini^licbi) IM -I Sul hjtc (SO4U r N.I I1 IlMjHjih^iL- |I CH . tiftf I Ikmin flH S. 1.1-fl I S.O., ■ A^ilyscd l.y WjAct Work* lkn&. rijricuf-wulyu-. IQWttMOl fn^-.pr.yf Uh I'd Nn DSS«» lijlc ,il .□nii.l.nj 1* I %h. s lv’ 1 >■“’!' XlbuM'ifc h FimI htMjfn Hep.*1'6. EXISTING WATER SUPPLY SYSTEM ti.l Ovtrvltw The water supply system for Arba Minih town was 1-asC extended in 1937, with a design period Of 10 p«l, Th? MhEitt relies on ipnOJi. from Where Wlfl b pumped to LWv f round IcVtl fHOTjge rewrroin;. Each reservoir serves a separale supply Z«K; The scheme appears so have been well constructed. though the design life has now been surpassed for mechanicaJ and electrical equi pment and some equipmenl is already oul of order. The distribution system, composing 26.4 km of pipeline presently covers about half of the town. The distribution system serves 2S public ups (PTs) and close to 3000 private eonneciinns. All connections and public taps are metered The scheme is run by the local water supply service office (WSSQ) Ln Arba Minch, which 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 hour; per day under normal conditions, producing lhe equivalent of about 26 litres per head of current poputaiion. 64 Water Sources The Arba Msnch Springs arise in the southeast area of the town, ai the base nf the escarpment running between, lakes Chamo and Abaya_ The springs are concentrated tn a. relatively small area. The average yield of all the springs is estimated io be 180 1/s (50 mr’/h] with estimated minimum and maximum flows of 110 b's and 380 l/sP respectively. Approiimaicly haJf die springs are presently tapped for the water supply, though the inslallcd capacity of the pumps (currently about 94 ofl is not sufficient 1o utilize the tapped yield. Less than half of lhe currently tapped yield is utilized for Supply. 64 Transmission The tapped spring water is collected al the spring site in a lipping chamber From where h (lows by gravity to the sump of the pump house. Three identical pumps are insialled in the pomp housCu each ruled at 94 mVh at 180 m head. There is space and provision for a fourth pump. Two pumpi « used consrcudvtLy to provide a 22-houir mpply. The (hird pump, used as < standby, is preuotty panty dismantled and in need of repidfs. Nd waier melenng fat ili Lies have been provided al the spring site- The rising main is of ductile casi iron (DC!), diameter DK 200 and length 698 metres, delivering io a 500 m' distribution reservoir some 173 m above (he spring site. A Hydrophyte surge vessel was installed on the rising main within the pump house but it is presently non- operational due io a broken-down compressor. The pumpi'moior seis arc normally energized from ihc EEPCO grid via a 13/0.4 IcV 315 RVA iransfririner. A stand-by 283 kVA diesel generator set is available. Diesel storage consist*, of 3 standard drums of 200 litres, capaciiy each E.SJ'C.i Tm Tfl«-IW ■ -Afbj Minch fp _ frrujn RVpcfT 2’ir ziburhe ipnng and pumping ii.ihun mIc hat repietrdly hern P --J •< « n^<- »e • rri , e Writer, *ilh <on*CM|urnl damage in electro methauiiaJ inMjl.'a r - »r. ’hr pu’i -• h r u‘,, r help* ground level. Ta<» operators lite .it the me. each jvrfunirt .1 12 hour shift SanJauc-r iL<kv ».*ep»n ’a-t lor the operators ire available bui reported !•• he unvauda*.uvy Al ibe receiving retcrvoir. lhe ruing m.nn from ihe spring ‘Hr purf -* rhe rrtrrvcnr through an ahi Hide valve *prc*cnll> out of *Jm “ • ♦rv.-ni - <. . * * • J Ju*- r* %ump fnt j hMMFinet pump Manon that tuppliet war er It the uppei le>* ‘<J(m n rr.j r 7 t pump room hat two multi stage centrifugal ptimps rated jt Um h a 11*. m bead * 0« 2 J 1 V motors There 11 provision lor a third pump Tbete pump* in ps-iied 24 K m- p- l‘._» alternating 12 hour* each The nsmg mon hi the upper re^nnir hZ ♦ * t I < f IX7I ard ul't • f)N 20li *nh a IhH m lengih of DNI50 pipeline The train head PP mere' The pc- and pipeline are pntinted by a Hydropbore surge vessel. but again »r . x p-fr rr. - r - npefational due to a faulty compressor The hunger tialinm 11 energi/cd from the EEPCO grid via 1 I * H 4 i‘v • «.\ A far..* er. <r ' emergency «Mt KVA diexrl generaiur tei it hiu^eil vep.irairty Diesel th a a* provided in a tank integrul *nh the generator motor J *« Vkaicr mcirrt ire pmtidrd on both the n«mg main »o the upper rtser* < a * tiammituuvi main lu the lo*er diUnburion rune However both * arc r meters are • f .-a.-* t*n pump .iprrauet live al ihr Mil m* rrteronr site each aufkaHrf 1 12 h .• • I • <Hinnvstation it available f»* shew oper aloes, hut rm tann.iii n fftdibe* ft 4 Mormgv Pitk iv litniir.t trurjfc 4t the «ptin< uie in ihe ipnn* .aiihment harsher *d r<- •rH Dw * ll>.a,na iiviriN.iii >ii tio.jgr mcfV'iin tie in uvr - ur * * mkuUi lewrl rrwoir 11mm dumb er .iih.J.’ m .fttfrpo w » f».f tted .«mr. nl VNim npuot> <fing « 4 kUpv v | rrwivi,lf ft< 1he we >,, , v 1r r , ^, /xw ir „; " . wmP M .hr N.mer lUimn Al-ngndr the Utt m' wotrr rrwr^wr n . rr^r. - ..I "Me. omunMtHHi .twmi Im m' Du aper4t «*l uorr itui rt- • rew.m „ mm ut.h/nl m on i.vertl.m. cixUftiHft .c,»el In Ihji vukvmc 11 it.mi MJ rn and u »||| tx drrt-.lHheJm*k» • \ miiiUi gnwml level lewnmf llmm dunwiet ind with a 10 m wurr deptf - t< ^t hJt f.w Ud.w. .rmln.ed ...miftr vmunMi^n ind Mtt m <lk jj i^r .Il vliibuli’Mi /*»tw ft A Ihilribulion Svslroi *buh Ml. a Mtn?K r, lhe dianbuh^i tyMeni .1 divided lOolwo mar< amw* e«rh oipptinl b. .nr of rhe 'w tiurupe lath main nair it vahdinded inh* t»«- hi prevturr trdux.rg taKr* .PR\*i T?w enure tytirm ihu* u»mpi vei Inui prepare j. I he f ihe PWA ho* rrr*-*Vi1 j . - * e- , r’ The di%trjhutwin %yorrn ujim 4 ntile <*u*r rh<n hall pie detekqvd ^’r- - • r- 1 1 fcillimihg ratte inaUur* the lengrH aod ♦iiamctrr* or dtor p^p-tinr nulling C .- 1 • maim frith gabbed iriiId UrrI iC,l r<i^ jn.1 uK 1 (npr* have been vt : .*etf m the m *<>1 P VM 1 'b* 'I’ IntaHTable 6-1 Existing Distribution Pipework Lengths Diameter Length, metre? i %" 360 iV 3,670 2H 3,623 2V " a 215 SO mm 3.631 100 mm i 5®6“ 150 mm 1,380 200 nun 4.905 Touts 26364 The WSSO has reported that there are 2,944 operational consumer connections and 25 public caps (PTs). of which 6 are nol operational. 6.6 Op+ratiort j nd Maintenance The system i$ operated by the WSSO in Arba Minch. The water tariff is set by die Regaon,i!l Water, Mines and Energy Bureau (RWMEB) in Awassa. However, the WSSO collects the waier revenues and uti Lizes these for its O&.M activities. All Connections are metered including the PTs. Wafer from PTs is sold by public Lap allendanrs, with a quantity control being carried out by the WSSO according to ihe PT meter reading. Day-to-day maintenance is earned out by the WSSO, as long as it is wiihin 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 i$ handled by the Regional Water, Mines and Energy Bureau (RWMEB). F-S-PC? Ten Tou-ns Minch ■ Final tteupi Report7. SELECTED WATER SUPPLY SYSTEM The upgrading and augmenting of ihc Milling water supply scheme in Arba Minch includes lhe constronioo of die infrastructure and Uhe iniultalion of Um mechanical and elccwcaj equipment luted below: • Construction af a new reinforced concrete spring tapping chamber and wet well al Arba Minch Springs. • Construction of a DN 200 DC1 riling main approximately 700 m long, - Construction of a DN 150 uPVC gravity main approximately I BOO m long. • Construction of Ihrw circular, reinforced concrete reservoirs of respective capacities 300,400 and 1000 m’ and a reinforced concrete boaster pump station. • Construction of DN 40 - DN 400 reticulation pipelines with a combined length of approximately 40 km (Gl, uPVC and DC.l pipes). • Insl^llaticXi 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 tet for the booster pumpstations. Details of the service area as well as of the selected water supply system are provided below 7.1 Service A rea 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, axe shown in Figure 1-2. The topography of the Development Plan area is such that lhe 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, io 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 io the opera! ioti and maintenance problems already being experienced by Arba Minch WSSO. consideration was given to eliminating the PR Vs. However, in order not to under-ulilise lhe investments already made in high-pressure pipes (i.e. operate them at only 6-bar pressure) and to avoid increasing the number of pressure rones (and therefore service reservoirs), it has been necessary to replace the existing PRVs with new PRVs in different locations. The development plan area of Lhe town has been divided into four primary zones (Zones 1-4). wiih two of these zones !Zones I and 2) corresponding approximately with ihc present zoning Extension areas of the town, to the north, will form two further zones (Zones 5 and 6) m due course, bui these are al elevations that will enable them to be served from lhe reservoir lhat ri being constructed for Zone J. The water supply zones are shown in Figure 7-1 us erlcaf. ESPC3 Tfft Tu*flii - Artu Mifich ■ Final CKugn Rcpnn Jf.OT.'SMM 25Zona 2 1 n’il-iil 1 VI ji J'larl ll>>illl>^n. I J27*W i.—i ct I ir jrtiJ Mirt Rsn el > Hrf rr ii>> 1 Zone 5 Lilcnuuri io Year 20|% 237 hj Mm plttllM IC'd 1250 Iftyrr: I Mail viLiun-J k\d 12441 n*i Jrti-.! I idlhin DcvelLpmoil F'lin Fk>andai¥l JJSIta Mu ground E4^0 rnjifti.1 Mingmund level I3S5 m uin-;J yfl Zone J tviiihm l>orli'f»mcTil Plan Boundary) 54 Fu M«t gromd lod 1290 m *m>l Mm pfimnd level 1250 m wnvl (ftrthiri lk’^i..pnn*ii[ Fl m rhuruhry i 2l*lu \J.n ^niur.l Ir _l I44A hi .iHnli .'■III L'l'OTril t. i,i I I -i ll rt| i|fr|-il FIGURE 7.1 Water Supply Zoning Scale j7.2 Waler Sourer n has been uunmtd Oiat, if up to 90 1A of waier is abstracted front the Arba Mmch Springs for the Arbi Minch water supply, then at least 20 V$ of spring waler will remain available at all times for release inio the surrounding Nethsir NarionaJ Park Io adequately cover ils ecological demands. This means (hat the projected year 2015 peak day water demand for the town of 91 13 JA can,in effect, be m« from the Springs. At the Springs, shallow groundwater flow will be intercepted by a new B7 m lang enclosed infiltration gallery (tapping chamber) equipped with 30 NT3 slotted collector pipes surrounded by a graded filter. From an abstraction sump in the gallery, two DN 300 pipelines will transfer waier to the new wet well and to the existing wet well (See Drawings No. AM/002 and A.M/D03). 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 I"he existing wet well, which will continue to receive the flow from the existing spring tapping chamber, will overflow into ibe new wet well. If the existing wet well has to be taken out of service for any reason, spring waier collected >n the new rapping chamber can be transferred directly to the new wet well via a separaie pipeline. -Overflows from the new wei well will be returned to (he environment via an extension of the enisling overflow pipe from the existing spring tapping chamber. The absrraction sump in the new tapping chamber incoiporates a fixed weir and orifice plate designed to ensure that water for Arba Minch water supply can only be abstracted when the lotal spring flow- a> the new gallery exceeds 20 l/s. The spring site is quite flat and the interconnecting pipework nt the Site has had to be sized carefully to ensure, on the one hand, that the design flow can be transferred lo the wet wells when inflows into the tapping chambers are low and, an the other hand, thai those structures are not drowned out when the inflows into them arc tugh. Some submergence of the collector pipes .n the tapping chambers has, nonetheless, been unavoidable. Fixed overflow weirs in the lapping chambers ensure ihat the waier 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 l/s of the inflow into the new tupping chamber to the environment via an orifice plate. Waler from the springs will noi require any treatment other than disinfecting with chlorine tn protecl it against contamination in the distribution Systems. As the expertise and facilities required for operating and maintaining electro-mechanical chemical dosing equipment arc not likely to be available ip. Arbu Minch, at least initially, it has been assumed thaL the dosing of chlorine, in the form of hypochlonte solution Or granules, will continue be done by hand, as and when required, in the reservoirs. If (hat situaiion changes, it will be feasible io install electro­ mechanical chemical dosing equipment in the rooms in the generator bouses thai have, for the time being, been designated as storerooms 73 Pumping and Related Equipment Groundwater collected in the new rescrvoir/wei well will be pumped into ihe new 300 m storage reservoir at ihc Zone 2 reservoir site. The pumping scheme incorporates three vertical submersible turhtne pumps installed tn a wet well with an effective capacity nfabmil 33(j m' This capacity corresponds lo the balancing storage required if. when the inflow into the wet wells is al iLs estimated minimum valve of 90 l/s. a tulal of 100 l/s is being pumped in inn IL hour cycles separated by 1 hour tweaks. The pumps will be installed m j deeper section of the wet well in DN 300 steel pipe casings casl into the coiKrete roof slab of the wei well and LSPC? Trh TTrawi - Afto MilVh - Hr jl DcnigT. ZT.lY’Otlrf 7supported >[ fit floor jlab {Sec Drawing No. AftWM). The pipework for these pumps will be also installed on lhe roof slab and will be supported by fabricated Heel Tramrs The wet well has been provided with u overflow weir lo prevent flooding, and a peripheral drain and COfKteLe footings Lo pre vert? Ho lb don. The three pampa (twoduty and One stand-by) will pump into lhe reservoir via R 676 m long ON 2£W PCI pipeline. The duty pcinl for rwo pumps openting in pajidlcl has been esumned Co be 50 b's al 185 m EoCftl Iwai Each pump arrangement will include the submersible pump, thn pipe riser, a swingcheck non- fitiim valw and an isotatag valw*. Electrical equipment for the new pumps will be housed in a vacant room in lhe existing Operation Building; The existing emergency diesel generating sc I will also be used to drive the new pumps. It will only be iNe to drive chic pump if a pump in the existing dry well is being operated simuHxncouSty. 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 wull will be replaced. The replacement pumps (LWO duty plus one standhy) have been designed IO deliver 50 l/s into the existing 500 m3 reservoir at lilt'Zone 2 reservoir site via the existing DN 200 DCE rising main when die two duty pumps arc operating in parallel The existing pipework will be modified as necessary Io accommodate lhe new pumps and lhe existing Hydrophore surge VHSd and compressor wilt be tc-furbished in order Io prOtcCL Lhe rising main against watef hammer prejsutes. The duty point for two pumps operating m parallel has also been estimated to be 501/s a1 LB5m total head. The spring rue will be barbed Wirt fenced to prelect the site, chambers, pumpstations and Lhe generator houses (See Drawing No AMfflOZ), 7J Transmission ?J-l Mew Wet Well al Arba Minch Springs [0 Zone 2 Reservoir Silc Two pumps opcruting in parallel in the new wa Well will pump abom 50 E/s at iBJ m total head into the new 300 m3 Zone 2 Reservoir via a 676 m tong DN 200 DC! pipeline. The rising main wt|l be equipped with stralegicaiiy positioned ARWvucuum breaker and Stour or flushing dcVlKJ El will discharge into the reservoir v ]a an uncontrolled inlet pipe located just above the lop water Jntf {TWL) of i 399.5 5 m a.m.s.l. The estimated TWL and udrimum water level in the new wet well ]225.70 and 1223.70 m u.m.sl mpectiv^. giving a maximum sLatic tiEan UT 175.85m. Die pipeline profile shows an tiutial steep section up io Ch 425 between delations 1 225 and 137S m a.m.s.l. followed hy a Hat seriion from Ch 43J up to the end of the pipeline at Ch 67ti the rlrvalicnofwhich varies between I37S and 1396 m a.m.s.l. (See Drawing No. AMW7) The above-mentioned flaL Section of the pipeline may generate negative nnessurts, and wts investigated is a potential stance of inability during iransiem cqidilions The maximum minimum surge pressures huve been MinHled using Snr?e5 a wat^mmer ardysis program developed by Prof. DJ Wood Ind IE Funk of the Civil Engineering Stfrware Center of the Univeniiy of Kentucky, ESKi T-dri Tfrwtih -.■Mt’a Minch ■ Final Drain Rtp-ni 283 Four scenarios have bee a scicc led based on ihc most crii Lical canditiosLs Tor analysis -of iihc su rge pressures in lhe pipeline. These are based on insiamaneous power supply inierrupiion to Lb* pumpstation, These cases are as follows: • Pumping io the reservoir without surge prottdion, • Pumping to [he reservoir with a [XMi-retiim valve (NR.V) at Ch 425 on the 2CO NB pipeline. ■■ Pumping to the reservoir with a non-retum valve (NRV) at Ch 425 plus two air release val ves/vacuum breakers al Ch 4 JO and 61 7 on the 200 NB pipcl ine. • Pumping to the reservoir with a non-relura valve (NR.V) a[ Ch 425 plm a bladder vessel j1 Ch 5 on the 200 NB pipeline- The result* of the surge analyst? can be seen in Annex B. I. The reeommendation-s implenreoted in the design of the risLngmaip are summarised a* follows- ■ Lurailatioii. as watorhamracr protection, of a 1.0 m vertical bladder vessel pre-charged to 120 Di head (12 bar) at die pumpstation after the ruain NRV (Set Drawing No. AM/Q05). • imtalladnn, as additional waterhammcr prolcctinn, of a DM 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 Dpwmj No. AM/TO8). ■ Pressure rating of pipes, fittings and vifra Io PN25. This pressure rating for pipes, fillings and valves will protoct the system aguiosl inefficient maioccjuncc and milfiiocrioflmgofthe bladder vessel or NRV (See Drawing No. AMZO07), • [nualljiian of swmg check non-retuni valves equipped with courricr wagfatf few fast and positive closure. The envelope of maximum and minimum pressure with Che adopted protection can be seen in Figure 7-2 below. Figure 7-2 Surge Analysts with I rn' Surge Bladder Vessel. Shutdown _______ Envelope of Max. and Min. Pressure ESFCJ Ten Tuwto. -Ada M si-ch - FhM JMW.QOM ftcpxi 297.4.2 Exkring Dry well al Arba Minch Spring Sice Io Zone 2 Reservoir Site Two new pumps operating in parallel in ihe existing dry well will pump aboul 50 l/s al 185m total head into the existing SOO mJ Zone 2 Reservoir via the existing DN 200 Dl.l pipeline which is aboul 700m tong. The TV/L 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 welt, is 1226 39 m a.m.s.l. giving a maximum stetic head of 173J3ra. Water hammer prelection will be provided by the existing Hydrophyte surge vessel and compressor, which will be re-furbished under the mechanical/ electrical contract. 7.43 Zone 2 Reservoirs Io Zone 1 Reservoir Waler is pumped from the existing 500 m’ Zone 2 Reservoir to the existing 300 m1 Zone I Reservoir via an existing DN 200 D€I main and the Zone I distribution system, Ii enters the Zone I Reservoir via a bottom inlet/ outlet pipe (’Ttoaring reservoir” system). The average water levels io the Zone I and Zone 2 Reservoirs arc 1510.40 and 1397.30 m a.m.s.l. respectively, giving an average static head of 113.10m. Dynamic analysis of the system has indicated (hat the pump duty could vary from about 14.0 l/s al 121.5m head lo about 14.6 l/s al 118,3m bead. 7.4.4 Zone 2 Reservoirs to Zone 3 Reservoir Waicr will be transferred from the existing 500 nr Zone 2 Reservoir lo the new 1000 n? Zone 3 Reservoir via a DN 150 PN12 uPVC gravity main approximately 1,760 m long. It will discharge into lhe Zone 3 Reservoir via a top inlet equipped with a floac-conCrollcd valve. which will close off the inflow when Lhe reservoir is full. The TWL tn the Zone 2 Reservoir iuid (he lowest point dong lhe 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 ui the pipeline is 38.8 l/s on the peak day in Lhe year 2015, 7.45 Zone 2 Reservoirs to New Zone 4 Reservoir Water will be pumped from the new 300 n? Zone 2 Reservoir (o the new 400 fl? Zone 4 Reservoir vis a new DN20O uPVC rising main approximately 620 m long and ihe largely uPVC Zone 4 distribution network, It is discharged into the Zone 4 Reservoir via a bottom inlet/build 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 tOm. Dynamic analysis of the sysiem has indicated that ihe pump duly could vary from aboul 13.2 l/s at 90-7m head to about 20.1 l/s ai 7tk3m head A water hammer analysis, of ihe system was done and the results of ihat analysis are shown in Annex B.2 The surge analysis indicated that no negaiive pressures occur aJong the pipes located on ihe ridge of the distribution network and that the system is stable under transient conditions However, as negative pressures may be detrimental to Lhe uPVC pipes, it has been decided lo provide pLpes and finings rated for 10 bar although the maximum working and surge pressures should not exceed 6 bar ESPC3 T« Tor nii -Aita Miftfli ■ Fin*: Design H^r**17.5 Sturiige Reservoirs 7.5-1 SLuragc Capacities To-j] slorage volumes required for lhe different zones ar the different design horizons have been estimated based &n the design criteria and water cfcraMd calculations. The reservoirs lhaL vHH be necessary to provide she estimated storage volume* are summarised in Lhc table below. Table 74 Total RejServftir Capacity Slnarture Volume (err) Existing 2015 2025 Zone 1 Reservoir/* 1x300 1 x300 1*306+ Lx 300 Zone 2 Reservoir^ 1x500 1x500 + ] *300 ] x JW + 1 x 300 + lx«0 Zom 3 Rewnipirt * Iz 1000 ] x 10W + 1 mwo Zcme 4 Rcscrvoar/s - ] x«0 1 x 4004 1 a 300 7.5.2 General Arrangements of Sites wit h New Reservgln Water storage will be in ground-level circular reinforced concrete tanks. The layout of rlu= Zane 2 Reservoir She 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 m1 reservoir and booster pumpsianon. the new 300 m1 reservoir (Year 2015) and the future 4iCK> m3 reservoir (Year 2025) as well as die new busier pumpstation to the Zone 4 Reservoir and the new generator house. Details of Die new 300 m1 reservoir, booster pumpstation, Lrctere-onncering. pipework and chambers are shown in Drawings No. AM/010 io AWD13. Tbs OOUctt of 6c exiting 500 ID1 Dt| ik« 300 m’ resetvsii have been linked via a DNI5Q ccmnecuon bsewsen the existing Zone 2 fcltrulalicMi feeder and the new gravity main ro iht Zone 3 Reservoir (see vqfa/ mtler cilimber dsLail on Drawing No. AhWl2). It is envisaged ihat flic valve on lhis connection will normally be kept Open so flat the warer lt*eU in flic two Wttvoin can equalise And so liiat baih reservoirs can strrroliancwsly feed water Id Zone 2 and Zone 3. When ihn vfl]vc is dosed. Zones 2 and 3 will respecnvely be fed from lhe extant S00 m nJid new 300 m3 reservoini. A- site for the proposed Year 2025 400 mJ reservoir has been selected, and blanked-off collecting points for that reservoir have been provided along die inks and out lei pipeline* for th* new MX) m" reservoir. ™ 3 Reservoir will be fed by gravity from the Zone 2 reseAoiT site via a I 760m lung uPVC DN 1.50 PNi2 pipeline tontrulled by a final valve installed in ihe rop inkt Ot lhc Zone 3 Reservoir (Set Drawings No. AMA) 14 and AM/015). The layout of She Zone 3 Reservoir Site is Shown on Drawing No A MX) 16. An urea of abcfut JS m by S3 m wail be fenced. This fence will enclose ihc new 1000 m* reservoir (Yew- 2015] and the future I MX? m reservoir (Year 2025) u* well as the interconnecting pipework and chambers. Details of rhe i^w 1000 nr reservoir, inierconnccring pipework and chambers are shown nn Drawings No. AMjOI? and AM/Q18. ESFCl To TtffrM MifKh ■ Find Cksijn lUfMI 31Ttie new 400 n? Zone 4 Reservoir will be fed by pumping from the new 3(X) m Zone . Reservoir via a short rising main and ike Zone 4 dis-Lribution neiwork. The layout of lhe Zone 4 Reservoir Site is shown on Drawing No. AM/019. An area of about 25 m by 35 m wilt be fenced. This fence will enclose the new 400 m’ reservoir (Year 2015) and Lhe future 300 m resetvedr (Year 2025) m well as the interconnecting pipework and chambers. Details of the new 300 m1 reservoir. interconnect^ pipework and chambers are shown on Drawings No. AMrtHO and AMrttti. 7.6 Distribution Network Systems 7.6J General Distribution network system* have been designed for «ach of the pressure zones based on ihe de*ign Lop and bottom water levels of the associated reservoir* and the agreed design criiena using the hydraulic modelling computer program EPANet. This program has been used to calculate flows and pressures in the distnbution system as well as to verify reservoir capacities. The model consists of nodes connected by pipes. The nodes have tn elevation and water demand; the pipes have a diameter and roughness. From this dais, head losses and velocities have been calculated for the pipes and pressures at the nodes. The model tracks ihe flow of water in each pipe, the pressure at each node and the ItMtl 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 al 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 requirement* al this stage The distribution systems are. generally, supplied by gravity from lhe associated reservoirs but are supplied by pumping/graviry in the case of “floating reservoirs". The majority of lJk existing pipes have been incorporated into the networks in a hydraulically efficient manner. The distribution system layout* consist, as far as possible, of looped pipe networks. Looped systems arc not possible in all circumstances because of the constraints imposed by Hie terrain, which sometimes dictates long narrow supply zones. The pipes have, wherever feasible, been laid akmg the routes of Masterplan roads or existing rwds. The systems have, where possible, been designed to supply the projected Year 2015 nodal demands within Lhe follow ing range of pressures; Minimum working pressure JO m. Maximum w orking pressure 60 m Exceptional conditions 70 m) The Arba Minch Development Plan cover* a total area of 1428 ha. to which an additional 657 ha of extension land has been added io give a total area of 2085 ha The topographic elevation of that area vanes between 1483 and 1.240 m a.m.s.l Thus rhe difference between rhe maximum and minimum elesilions in the service area is 243 m. In order ro serve the town at pressures within Lhe set limits, it has been found necessary to divide the town qjcj into four pressure zones and two other extension area zones. The extension area zones are all within pressure Zone J, The distribution networks have been designed such Lhat they economically and efficiently convey rhe projected peak hour demand* in the year 2015. E-SfC'.i Ten Twsm -Ashj Minch - 32SSS* * «*"£ X™; S«. £ Z'»"L in .bn p.p„ h..« b«n law velocities have, where practical b«n r«Ju«d ,n s™- pipn.inn. w* Nodi demands at selected public. comm^iaJ & insti.uiional consumers such « hospitals, prisons and die textile factory have been Estimated and modelled. Printouts of the simulation results ate presented m Annex D of this report A cfesonpLien of each zew distribution network system and die pertinent results arc presented below for ease of reference. 7.4.2 fkntandi Parameters by Distribution Zoae The projected peak day demand of 91.13 L's die year 2015 made up xs follows, Table 7-2 Peak Dav Demand by Distribulfon Zone Zone Projected Year 2ft 15 Peak Day Demand (!/$)_ 1 11.89 2 26.17 3 38.82 4 14.25 Total 9M3 The hourly peak faclOrt ihai have been applied in the different zones and rhe cc-nr spending peak hour demands are as follows; T able 7-3 Esti in u ted Year 2015 Peak Hour Dem a nds Zont Factor for Peak Hour Peak Hour Demand 11ft) 1 2d 24.97 2 1.8 47.11 3 1b 69-88 4 2.0 28.50 7,4,5 ZMt 1 Distribution System Arfa Minch lown is topographically divided into two. The upper part of ihe lowo is called Sekta and th* lower pin it known as Siekela. Zone I is one of the smaller zones and is located in the upper part of the town at iu wjutt.^*cstem comer The Zone 1 distribution network is shown on Drawing No. AM/0Q2 TYie reservoir for Zone 1 is a type pf 300 mJ capacity. Ai preseni [be reservoir has. the same inlfl and Duilei pipe. Ii Im a ground ckvaiion of 1503 m a.m.s.l and a maximum water ™ yj51" 75 m a m *1 Wte lh ^ reservoir after being pumped from the existrnt 500 m Zone 2 Reservoir via ihe Zone | diwribmiem network. There are a targe number of existing pipes in Zone 1 and only a few ptpc% have been added upgrade ihe system. Due to the advance of being able 10 uw ihe exhung pipe*.. which ar< E5PC? TEH Towifch -Ajha Akwh ■ Final [kj'jifyi 33mainly PN 10 pipes, pressures lhal exceed ihe maximum allowable specified by die design criteria can be tolerated al some of the nodes widiifl Zone I, Howwer it has still been found necessary to project ihe network for ihc lowest-lying parts of Zone I again si excessive pressu res by installing a set of WO fJN 50 PN 10 pressure reducing valves between Nodes 1? and 81. These valves have been designed to reduce the maximum head of S4m at Node J9 to 10m ai Node 81,. thereby limiting. the downstream pressure co about 57m head aL Nodes 21 and 3d As the PR Vs may malfunction or leak, a prewar? relief valve will be installed downstream of ihe PR Vs. This valve will be set to discharge it ihc pressure exceeds t5m head i.e. if it exceeds the design head of 10m downstream of the PR Vs by 5m. Two washouts have been included in the new pipelines. The network simulation gave the following maximum and minimum pressures in Lbe system: Mojfpivioti prejiure during CtfiUWNpffcin period ( ar 0.-0G Hrf) At Junction 19 84 m (within [he distribution network) At Junction 28 119 m (near che outlet of die pump) Mriilffllftt prexfwirtf CiknftJ storing JTuxirinum/tow Of haur CfllUHfflpTton period fuJ Jf.OQ Hrs) Al 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 PNIQ pipes upstream nf that node. The existing pipes in thai vicinity are also PNlO. The main between the pumpstation and the tie work is PN25. It tan. therefore, comfortably cope with ihc head of I I9m al Node 2E. A summary of ih-s new pipes to be Laid in Zone I is shown in. the table below. Table "M______ Proposed New Pipes for Zone 1 Tjpr rfpipc Length (m) uPVC PN10DNM uJ’VC PN10 DNJW uPVC PN10 UN 25D 1410 2235 20 Total 3665 7.6.4 Zone 2 Distribution System Zone 2 as the largest zone and includes tome of die upper and Lhe tower areas of tire nywn. Ii stretches from the middle-eastern pan of the town ic iis nsTth-wcstem comer The water emers the Zone 2 distribution network by gravity horn the existing 500 m Zone 2 Reservoir 3 located at a ground elevation of 1395 m a.m.s.l. The maximum water Level in ihat reservoir is 13OT.52 m am s.l. The Zone 2 disUibuLion network is shown on Drawings No. AM/024 and- A M/025. In order to proiect the towerdying pans of Zone 2 sgaiml excessive pressures, a DN65 FN JO pressure reducing valve (PRV) his been provided between Nodes 53 and 81 This PRV has been designed io reduce ihe maximum pressure of about 54m head 31 Node 53 to I Ont head al Node 81 li has the cffcci of reducing ihc pressures at all nodes in the downstream network to lest than IQin head under minimum flow conditions. It was noi possible to reduce Ihrse pressures to the largcLcd 60m head maximum without creating potential tow-pressure problems under peak flow condiiions. A pressure relief valve has been provided downstream of ihe PRV ESJK1 Tefl TprAnA -Alb-j SLmfe ■ Fin J Drv-rn Rz:pr-r1 34Il will be sei io discharge if the pressure exceeds 15 m- head i.e. if il exceeds the downstream setting of the PRV by 5m head. Five washouts, three fire hydrants and fotu public taps have been allowed for in the new pipelines. The final tocalicHis of the public raps will be decided during implenwntalion 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: AfoA'i7mr/n prersiire ofrrervtfrf during or minimum c&njumpncHi pc rip J (al 000 Hrs J At Junction 10 8Dm (upstream of PRV - existing network) A1 Junction L15 ?0m (Downstream of PRV - new network) Afmimum pressure observed during, maximum /low or /wot howr COrwwmphon period (al 9.00 Hrs) At Junction 16 14m (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, PM 10 pipes have been specified for all extensions to the Zone 2 distribution ly$lem. A summary of the new pipes co be laid in Zone 2 is shown in the Cable betow. Table 7-5 ____ Proposed New Pipes for Zone 2 Type of pipe Length (m) UPVC PNtODN 50 UPVC PNI0 DN 80 UPVC PN10 DN 100 UPVC PNEO DN 150 UPVC PN10 DN 200 3670 3065 1320 3875 3565 Total 15495 7.6.5 Zone J Distriliu I i on System Zone 3 occupies Lhc north-eastern pan of Ihe town. The waler enters the new 1000 m’ Zone 3 Reservoir via a DN 150 uRVC gravity main from the Zone 2 Reservoirs, The 1000 m’ Zone 3 reservoir is located at a ground elevation uf 1305 m am-S.l and the maximum water level is 1310.60 m a.m.s.L The Zone 3 distribution network is shown on Drawings No. AMJ03! and ANVO32. Zone 3 covers the envisaged future extension zones. The town is expected to develop within Lhis area due to availability and suitability of land for development. This area is largely occupied by the Arba Minch Farm al present. The minimum ground elevation in Zone 3 and the proposed extension areas is 1249 m a.m.s.l i.e. some 6Im Lower than the maximum waler level in the Zone 3 Reservoir Accordingly, the Zone 3 network does not require any PR Vs. Five washouts, three fire hydrants and two public Lips have bec-n included in the new distribution network. The final locations of ibe public wps will be decided during the implementation phase. Zone 3 straddles the Kulfo River, which will be cros«d by means of a hanged DN3D0 DCt pipe attached to ihe main road bridge over ihe river. The network simulation gave the following maximum and minimum pressures in ibe system: ESPO Tch To* m> - Arhd .Minch • Final Drujn R.ep. »n *Trti74!iXM 35Afurfwiuwi p/TfJiTJY Al Junction 7 fit m ;rraj!tw or mjfijftitfi emjunprinf jwWM M«l Aftirijmi/m /WUM flfumrd Ajririg JMJdfflUffl jW or peal Hrj) Al Junction 42 II m pcrirlJ (dr w Ahhajtfh FN6 pipes should suffice in Zone 3. PNIO pipei specified ibroughoui. A summary of ihe ne* pipe^ io be hid an Zone 3 is show in the table below. Table 7-6 New Pipes for Zone 3 Type of pipe Length (m) LTPVC PN10DN50 UPVC PM 10 DN 80 UPVCPNlODN 100 UPVCPNlODN 150 UPVC PN10 DN 200 UPVCPNlODN 250 DC1 PN10DN300 DC1 PNIDDN400 650 370 1934 2645 190 1900 2SI4 460 Total 10963 7.6,6 Zone 4 DistribuSino System Zone 4 occupies die south-eastern corner of the town and will be commanded by a new 400 mJ rerervoLr Located al a ground elevation of 3457.40 m im.sJ and with a maximum waier level of 1463.45 m a.m.s.L A new booster pumpSLation located at the Zone 2 Reservoir sice will pump water into the Zane 4 Reservoir. The Zone 4 network is shown on Drawing No. AW036. The wawr thw is pumped will first feed she Zone 4 distribution network, with the surplus being slorcd in cbe Zone 4 Reservoir. When Lhe booster pump stops, water will gravitate back into Lhe distribution network. The new reservoir bus a. combined bottom inleVoutJcI. The minimum grouibd elevation m Zone 4 is 1380 m UU.L As this elevation is tome 8lm below the maximum water level in the reservoir. a DN65 PNlO pressure reducing valve (PRV) wilt be installed between Nodes 28 and 81 to reduce Lhe downstream system pressures. This PRV has been designed co reduce the maximum pressure nF ahcwui 66m head al Node 28 lo 15m head al Node El. A pressure relief vilve sei co discharge when the pressure reaches 20m head i.e. when il exceeds the downstream pressure seining of lhc PRV by 5m head, wilt be installed downstream of lhe PRV Four washouts, three fire hydrants and six public lips have been included in thr dislribulion network. The final locations of the public laps will be decided during Lhc imptemefiiaiion phase The network simulation gave rhe foU&wLng maximum and minim urn pressures in lhe system: MacfwrmprewHre otaemtf during sre&jffow or minfjiiw conjNwiprmN period far l7.(M WrO Al Junction 2 58 m Afinjwkjwi prrjJiiJY during moxfatwri/Tmr orjwaA fiowr raiiiidripri-MT period1 idJ jatfO ffrrj At Junction 24 12m ESK? Ten To* m ^iSiba Minch ■ HajA Dwu|h Rtfoi iW/MM 31*Based on the findings of a waler hammer analysis done on the system, PNIO pipes have been specified threw ghoul Zone *4. A summary of the new pipes to be laid in this zone is shown m the table below. Table 7-7 Type of pipe New Pipes for Zone 4 Leagih (en> LTPVC PNIO ON 50 UPVC PNlO DN 80 UPVC PN 10 DN 100 UPVC PN10 DN 150 UPVC PNlODN 200 870 4055 2&60 710 B62 Total 9357 7.6.7 Puhlk Ups Provision has been made for 12 new public taps to be constructed in Atta Minch. 7.7 Operation and Control All the pomps 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 maimer thil the reservoirs are maintained close to full without undue spillage. This operating system hit been adopted, despite il being cumbersome and requiring a relatively large sLafF 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 proiected 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' fioai vdvC or similar installed in the lop inlet into ihe Zone 3 Reservoir. A manually operated valve has been provided in Lbc inlet pipe for maintenahce/cmcrgency use. 7.8 Mechanical and Electrical Design 7 J. I Spring Site The new reservoir/wet well chamber al Ihe spnng site has been designed for three pumps- (two duh and one stand-by I- Vertical submersi ble turbine pumps have been selected. eac h capable of delivering 25 LA agaimi 185 m Loial bead. The pumps will be mourned m DN 300 casing pipes. The pump arrangements will include built-in non-reium \ jIvck riser pipet, swing cheek min- return va]v«. isolating valve and a surge protection vessel ESPCJ 1th -Arfrj ■ Flfiil DcMpn RrpnjlThe design for the existing pumpstation al the spnng site include! replacement of thr existing pumps with three new multistage centrifugal pumps (two duLy and one standby) each capable of delivering 25 Us against 185 m local bead, and rhe modification, rcfurbrshmefii or replacement of Lbe pipework and valves, cabling connections. suTge prelection and electrical control pends. The design also includes the rehabilitation of the cauSling 283kVA stand-by diesel generator set and the upgrading of the electrical distribution system aL the site, with Lhc new distribution boards being boused in the existing Operations Building Water from the springs will not require any treatment other chan disinfecting with chlorine to prelect 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 Arbo Minch, ai 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 band, 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 l!ue have, for die lime 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 p Horizontal multistage centrifugal pumps have been selected, each capable of delivering 20 1A against 90 m total bead. Provision has been made for a third pump to be installed in due course. The design for rehabilitation of die existing boosier pumpstation includes replacement of the existing pumps with two 30 kW mul tistage centrifugal pumps (one duty and one standby I each capable of delivering 1417s agaimi 12Im head, adaptation of the pipework and cabline connections and the replacement of die electrical control panels. The design also includes the rehabilitation of the existing surge protection and the altitude valve and the replucemcm of the existing stand by-diesc! generator set by one 115 kVA unit serving both the enisling and the new booster pumpstation, 7.83 Hvdraulbc Design An in-bwse software program, called "Pompei”. has been used to perform pump head calculations in a standardized way. Inputs for the progrjm arc pipe material, diameter, pipe length. roughness, appurtenances, maximum and minimum water level at intake and discharge The ouipji comprises static head and dynamic head at duty point and a graphical prewnudwn of the head as function of the flow, generally u iwo curvet which correspond to the minimum and maximum static head and which respectively reflect the least and gre-iitesl pipe roughness anticipated- The program provides the possibility of msening pump characteristics of a selected pump. The progrjm then calculates the range of possible working point* Relevant outputs from the program orc given m Annex E. In the design, pipe sizes have bcm chosen to satisfy the following flow velocity cnlena: - suction < 1 mA • discharge and pressure lines < 2mA 7.8.4 Pump Selection Criteria The following general cnicria have been udopled to determine the prnpnvHl pump upKiltrs /configurations and indicate other require mem*. ■ Pu mpmg orperat itm of 22 hr% per day. Lshr.' Tfn 2“Sr Jul -AjkkM^ch Final Hrr-rfl■ Standby capacity at each staiion to be at least 50% of (he required duty capacity. ■ The economic size of generator (standby) required lo run die 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 meler will be located Ln 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 starri ng currents of the motors and rounded IO the standard sizes available from EEPCO. The standby generators have been sized to meet about 50% of the duty power requirement at each station- The indicated capacities of the standby generators arc the prime outputs at standard lest conditions. Reduced power oulpuis due to temperature and altitude have been considered m sizing the dieset generating seis. 7.8.6 Details of Major rtems of Mechanical and Electrical Equipment Detail of the major items of mechanical and electrical equipment are £ummari«;cd in the tuble below. Table 7-8 Major Hems 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 gcncralor (Ifl'A) Spring Silt New wet w*ell 2+ 1 23 1185 90 Existing dry well 2+ I 23 x 185 90 TEA by EEPCO 283 (Standby) Zone 2 Reservoir Site BoosLer tt> Zone 1 1+1 14x 121 30 Hoosier to Zone 4 1 +1 13x90 IO 20x10 22 TBA by EEPCO IIS (standby) ESPCJ Teh 7c*m -Art-J Minch - foul Lksif* RepM JQ8. SANITATION AND ANCILLARY FACIL ITIES 8.1 SantLadon The existing Hlhitiofl syMem in Aria Minch is poor. About 35% of Hit population has a private Janine (mfliHy dry-piL type) I*rilh another 23% having access Io a shared latrine. There MS Lhrce public toilers (bur these arc not yet funcUoniJj. no solid waste disposal facilities and no sewerage system. A latrine-pit emptying service is arranged hi-annualty from Awasa. By the year 2015. Arba Minch will generate a wastewater flow of 38.8 liirtt per second (including peak factor),. tiniivd&rt to 1676 ffl3 per day (average flow), This density of flow B [□sufficient Io warrant theInOoductioo of a sewer system. It has, therefore, been proposed that public sanitation be improved by the introduction of public toUeu and showers a the market place and bu-rtadon, and by a health and hygiene awareness campaign. A latrine pit and septic tank de-sludging service should also be introduced by the M unieipaJiry. 8.2 Pronint.Qfi of Sanitation and Awareness Building Health and hygiene awareness campaigns are in important pan of any sanitation measures, particularly when on-site sanitation facilities are the major method of disposal of sewage. However, il is recommended that a wider scope be given to any awareness campaign hy including the general dratnliMM of ihc residents' living environment and by also targeting administrators, politkiKU and other public figures in the community. It has been noted lhaL a reasonably large demand for private sanitation facilities in Arba Minch can beexpected. The Municipality can respond io this demand by promoting the use Of Sanitary safe Latrines or public toilets, because many of the present private facilities are Ml sanitary. Such promotion can be in the form of information dissemination. or in the subsidised supply of crucial components such 4$ vent pipes and latnne cover slabs. The Municipality may jeeL assistance from NGOj for such campaigns 32 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 lhe Brils Of Quantities of rhe render ttoCurcients for the cbfllHucdon of these facilities, the final design? of which will be prepared in due course from standard layouts modified lo suit the actual sites selected tor chem by the WSSQ. E5PC1 Trn J.-ra *t-Arfu Mirirh - f'hU] Rtp<ifl 409. ENVIRONMENTAL ASSESSMENT 9 J Potenllal Impacts of Che Proposed Waler 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 Lhc people affecied by die project (people with loss of benefit). * Disturbance of a small amount of agricultural land due to laying of pipelines and c&niequcnl decrease in crop yield- * Impacts on grazing tand and vegetation due to consumction of transmission lines and access roads. * Disturbance in soil: strata due id rhe 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 J 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 waw supply for various uses such as domestic. commercial. institutional anti iftdimrial * Improved sanitation and health of the community. * Encouragement of the industrial and business sectors and general devetopmcnl of ihc town. ■ Creation of job opportunities Tot skilled and unskilled labour. M iligation Measu res Mitigation measures identified during the feasibility sLage dial arc to be implemented in an Environ menu] Monitoring Plan are described below. 91-1 Pre-Construction Stage * Public consultation and panicipaiion by forming community consultative groups prior to the commencement of the project * Carrying an fit awareness activities about the importance. of the project aimed at total people, « Compensation with similar land tor individuals who lose land permunenlly "Die parties Io rmplcrwDlauon of this cwtipensauon should be the affected people and responsible bodies * Financial compensation for loss of craps, cropland, grazing land, trees, etc. All compensation acLiviLies should be finahjed three months pnor io starling lhc construction works. * Careful selection of pipeline routes and widths of disturbance, avoiding sleep slopes. 9.2,1 Construction Sta|<e • Rehabilitation of land excavated for access roads. pipelines and coHtrucltoft activities • fi ackfi Hing of e«avaions With lhc natural structure Of layers io minimize soil ernsinn I,SfC ■ Ten T'ftwnb -Affrl M'flih - Fir^’. Efeitgn Rrfb',n jwwwu 41• Providing a propci drainage system for access road waler runoff. • Properly collecting and disposing of construction waste malerial ar a safe area. • Taking precautions not lo spill fuel, oil and Other hydrocarbons during the construction and operation stage. • Proper compaction of sail replaced in excavations. • Providing construction workers with w-arersupply. sanitniion and health fociEities. • Careful sePeclion of pipeline routes md widths of disturbance, avoiding Sleep slopes. 9.23 Operation stage • Adequate disposal of used oil from genenws. • Human activities dose to the source should be regulated. • Taking appropriate flood protection rrwasores io prevent possible flooding of the source works 9J Rrcommcndutions Mitigation measures that should be implemented in a timely manner prior Co, during the construction, post-construclion and operational phases of the projecl have been summarised in this Tepon. 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 Josses in terms of money and/or kind can be impl emented. The compensation plan should be finalised before starting the construe don work. Ji waj recommended, at feasibility Stages 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 Lo tire Park be moni tored during the entire planning period. In Ehat wayr the need to limit further abstraction of spring water, if applicable, can be observed in time to advance the development of groundwater sources. ESPCJ T*n Iuuih -Artu Muth - Fmii Dvujn ftcpofl 4210. IM PLEMENTATION A RRANGEMEMTS, COSTS AND PROGRAMME 10.1 Coni rati Packaging A Jingle rec of tender documents has been prepared for all the towns in a particular Region or Ethiopia, In the case of the SNXPR, two towns were selected i.c. Arta Minch and Bonga. The documents have been split into parts that can. if beneficial, be awarded as separate contracts- In die case of SWPR, ihe pans are as follows: Part A Pan B Arba Minch Bonga The sets of tender documents consist of the following V oJumts; Volume I Volume! Volume J Volume 4 10,2 Cost Estimates 10.2-1 Unit Costs Supply and Delivery of Pipes and Airings Construction of Civil Works Design. Supply and InscaJlalatm of Mechanical and Electrical Pfani and Equipment Drilling of Boreholes In order to rnivc al a reasonable estimate of the Investment COM4 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, cosl of labour and Che distance of the town from Djibouti Port and Addis Ababa have also been considered. The umt costs have been based on recenl 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 WMcr Resources (MoWRk supplemented by quotations from various locaJ and overseas manufacturers and suppliers. The suppliers' quotations have been based on delivery to Addis Ababa. January1 2004 has been taken as the base date for the costs. All lender prices quoted before January 2004 been brought to January 2OM by applying die following inflationary factors: Local items 4 % perr annum Foreign items 3% per annum The above faciors have then been applied io the total valuer of kcal and foreign items in order to estimate the scheme costs in January 2005. All co$U have been calculated m equivalent Ethiopian Birr fETESj. tn order to take the exchange rate fliKtuauom between currencies into account a security margin of 15% has been allowed. Thus. EurofEi L.00 = ETB 10.00. Other currencies have been converted according io tireif official exchange rate w ith the Euro (Eh Since the project lawns are located ui different locations in Ethiopia, it has been necessary io develop and apply an individual town factor to the baste unit coms lhal have bevn developed for Addis Ababa. In developing the town factor for each project mwn. the following aspects have been considered: Distance from Addis Ababj; The standards of lire roads leading co the low n: ESPf? Tra To*n% -Arbi Minfh - F.xi! Of k-fh Hc-prr; 43The coils of hiring skilled labourers LocaJly. Town factors for Supply and conslnjction were generated independently. The supply town factor depends on die distance and road type from Addis. Ababa and/or Djibouti, whereai the conslnjcticffl town factor depends on lhe distance from Addis Ababa as well as availability nJ skilled labour and environmental conditions such as accommodation and- facilities. The criteria and the respective weighting factors are presented in lhe table below. Table l(M Criteria and Weigh gang Facto rs Criterion Weight Distance from Addis Ababa 2% per 100 km Road type: Asphalt 0% per 100 km Ncin.iSfMr J 5 per 100 km Availability of skilled labour. Regional centres 5% Zona) Centres , 7% Wereda 10% Environment: Berha <900 masl 10% Kola 900-1500 masl De^a/Wcy ini Dc$a >1500 masl 0<x Application oF the foregoing his given the following factors for Arba Minch: Supply and delivery of pipes and finings Construction of civil works 10.2.2 Investment Costs 1.10 1.23 The estimated January 200.5 total investment cost of upgrading and augmenting the Arba Minch WMCT SLpply jcheiM is Ethiopian Birr 53.154,965 (E 5,315.497) inclusive of VaT. ™JC upas shown in Table 10-2 below. ESPC3 Ten To*ni -ArKi Muth . Firvjl Oewfn Rc^wn 4JContract Table 10-2 Summary of Cost Eslimatcs Dcscri ptinn Total Currency ETB € 2A-I Supply and Delivery of Pipes and Finings 9.762.40C 976.240 2A-2 Construction of Civil Works 20,610,319 2,061,032 2A-3 Design. Supply and Installation of MiE Plant iffiJ Equipment 12,250,698 1.225.07(1 Sub Totals 42.623.417 4,262.342 Supervision @ 8% 3.558.777 355.873 Swio EnvironmeniaJ Costs 2.173.495 217,349 Sub Totals 48355.689 4.835.569 CDniingency © 10^ 4,799.276 479.926 Grand Totals 53,154,965 5315.497 Tiie estimated additional January 2005 cost of upgrading and augmenting the Arba Minch waler supply scheme to saris fy the projected Year 2025 water demands 4 Ethiopian Birr 34.805,370 {€ 3,480,537) inclusive of VAT, made up as shown in Table 1(3-3 below, Tablr 10-3 Sum m a ry of Estimates of A ddiliona[ Costs ■ taau vi r> ujuL?ll*ll VWh U Component Total Currency ETB € Source development Collection and uajismissinn pipelines Storage rcservcnrs Distribution pipelines Power supply kn^LUaiy works 6,501,631 10,356.729 3.520.429 7,173.334 536.927 206.000 650,: 63 1.035.673 352.043 717333 53.693 20,800 Sub Tola! Design A Supervision ® 8% Contingency ft 1556 28J97jO$0 2.263.764 4.244,556 2,829.705! 226,376 424,456 Total 34,805370 5,480,537 ESPO Iff* TD«*fd - ArttS ,¥L-rh ■ | iij£ Cnijjfj Hf pon 4510J Programme of Works 10.3.1 C en-eral Considtralion* A tentative programme his been prepared for the implementation of ihc works, based on the following major tasks: Project funding arrangements Tender procedures Delivery of pipes and fittings Construction It has beer- assumed that the arrangement of project funding will Lake 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 weeksh will be arranged concurrently with initial construction work- with the delivery of fittings for reservoirs and pumpstations being prioritised to ensure dial the construction of such structures is not delayed. Il his been assumed thaL the civil contractor will mobilize and undertake preparatory works for construction of those structures and for the laying of die first transmission mains and distribution network pipelines while awaiting the first pipe and fining deliveries. It has, furthermore, been assumed that the construction of the pipetines wil l be completed at Lhe following rates: Transmission mains in hard formation, including rock Transnussion mains in soft and medium formation Distribution networks in hard formation, including rock Distribution networks in soft and medium formation I km/month 3 km/morith I km/month 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 funher 4 weeks have been allowed for completion of the as-built drawings and the final sLatement for the coniraei, The foregoing implies thai 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 concurred construction of reservoirs, pumpstations and other structures. In situations where access will be difficult during the wet season, 8 weeks have been added Ln the estimated civil works comract duration if it is likely to include all or pan of the July / August wet period. ^hcre new boreholes have to be drilled, these should ideally be completed before the tender* documents I or the other contracts are finalised However, this will cause significant delays io the affected projects. Accordingly, the implementation programme has. where applicable, been based oct lenders for all the contracts, including the borehobc drilling contracts, being invited simultaneously, on the assumption that the final borehole positions and parameters will be closely similar io those indicated in the civil and M&E lender documents. Where applicable. Lhe implcmemation programme allows for borehole drilling to be undertaken during the dry season at a rale of one completed borehole per monrh. plus one month for mobih/atmn and de­ mobilization ESPC5 Ten Te^flfc -^rfu Minch final Dewjn H-rjon 2W£0M UhTcniathf Programme The new dislribulion network pipes in Arba Minch have a combined length of approximately 40 km, of which ahoui 30 % its expected 10 be in hard formation. Accordingly, ihe estimated period required fur constructing the new distribution networks using a single team is about 24 months. Il has been assumed that 2 Icams will be mobilized for construction of lhe distribution networks, in which case the above period will reduce (o 12 months. This period could theoretically be reduced io 8 months if a third team is mobilized. However, the construcuon of the major structures, especially the new wet well and tapping chamber al the Arba Minch Springs where ground conditions will be difficult, will lake an appreciable amount of time and there is, therefore^ lillle 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 contraci penod 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 lolaJ duration of project implementation in Arba Minch is expecLed to be about 130 weeks. A Gantt chan showing the make-up of this period is showm in Figure 10-L overleaf. C-W Rn Tomr. -Artu Mmrll ■ Devzjr -rFigure 10-1 Tentative Programme fcSPO l<n To*ru -Afbi Mt«h • Fuud Desip Rryur*.11- COLO PHOM Clien! Prajeci Fite Length of report Author Cciiwibuttoiis Project Manager Project Director Date NaiDc/lniLi al$ : Ministry of Water Resources, Federal Democratic Republic of Ethiopia ; ESP - Ten Towns - Componeiu 3 4 4 : 49 Pages (excluding Annexes) r Bcrardo Farfan and Ababu Abcbe : Dlnie GrDenewa)dk Ton HesseLs ft ■ : Bob Bakker ; 24 July 2004 : Document File: : AM-DDR lert-July 2004 EAK) To Ttf*ni -Mu M.isli Firul Dch^h fteprt MW -I'JANNEX A Arts Minch Spring Site - Hydraulic Design LSPCr,rn Tu^ A *J,U MMchF Annex A HYDRAULIC DESIGN IF INTERCONNECTING PIPEWORK AT ARSA MINCH SPRINGS Spring discharge paramelerF see Section 8.2.1 and Annex Fl Ol Feasibility Report) Total I tow: - Ma? mum - Minimum 11 in 20 yea ailure) Approximate distribution of Tow: - Springs to be tappec ; v now structure - Springs to be lappeg : v exist.ng siruciure (Ratio of flows assume: io be about I 0 4) Estimated* range or irpws available from; * Springs to bo lapped :v new struclure - Maximum - Minimum (1 r ’0 year tailure) • Springs id be lappec existing siruciure: Maximum Minimum |1 r ?Q year failure) 300 b‘s I IQ Vs 7<J % 30 % Alter allowing lor discharging I >v oJ 73 b's minimum range or llows available Imm n?v structure is ■ Maximum M nimwm |1 i- JO year lailure) environment al new structure, 266 1/s 77 b'S lid ITS 33 ITS 24G Vs 5? Vs TOTAL FLOW AVAILABLE FROM SPRINGS estimate: -low AVAILABLE FLOW New spring Existing lapping spring structure lapping siruciure DISCHARGE TO ENVIRONMENT FROM NEW TAPPING STRUCTURE New spring tapping structure Evis ling spring tapping structure IW (Us) (WSI (l/sl (Vs) (1/5) 110 77 33 20 57 33 120 04 35 20 64 36 ISO >26 54 20 106 S4 240 168 7S 20 140 72 300 210 90 20 190 50 380 266 114 20 2*6 114 Pipeline 1tdiii new Lipping st.clure to existing wi?l well Length Foim loss lectors lur hilmgs ■ unUy al lapping ctiarr .*-r ice iFuw through bran ■ gale vaiw exit al connection chd~ ner oniryai connection cr. rtfx-r uni al wul well A$sumpiion$ 10 roughness (aged c(Mi:«non) 59 m 05 10 0? 10 05 ___ 10 SO 300 mm rj "J mm icr^^ns- on 'Esppc32' [I JTDwns^O^nilod Design'ArlNl WncMP^pftfttk nt AM SpringsTo Lal head Flow* rslc Velocity Friction head loss 0*1 (m/s) (nVfcm) Tota^tr1 y. U 1 ** "’Form t&ssd {ffi? 0.17 loss M 0.31 57 64 0.B1 0.91 2,32 2.90 .■ 0.17 0.21 0.46 0.57 1 .UJ 0.30 im 106 1.50 7.79 140 2 09 15.04 0.89 1.11 2.00 190 2 69 24.64 1 45 1 84 3,29 246 3-48 4141 2.43 J. 09 5,52 13lue ccii-fuspond :d a cofintHb n_ed tf^charg-f O' n.1 120i/s «rom lhe spnngl I B to a combined now of W s - ■ . . oO .. l IfclW Ln. lapping s.rudu^ (10 match the select combed puwg rale ol KM I s> Pipeline from dining lapping structure to existing wei well length Fwm loss factors far hltincjS - enlryal taping chamkwr - gale valve - ex=l at wei well Assumpuam ■ io ■ roughness (aged condiLofiJi 21 m 0.5 02 0.3 1.0 2D 300 mm 0 3 mm Flaw c^iiLc- 1VS) Velocity (m/$) Friction, head lols (nVhm) Total (m) Form losses tmj Total head loss (m) 33 0,47 0.81 0.02 0.02 0.04“ 36 0.51 0.95 0 02 0.03 0.05 I 64 0 76 1 80 0 04 006 72 0 '[J 1.02 3.65 0.08 0.11 90 1 27 0 19 565 1 0 I? 0.16 i 6i 0 28 8.99 0.19 0.26 0-45 0k» iiguHB WIXWM1 to ft ornibftiHl u.-.i: n.vij< > m l /01-. |r, „. - Ife Irnrrt Ihn t*a lapping slrutlwiffi. 11« . nr>.ih:M rhl. QvcrllQw from oxrsLing wet well |a, " ’-i1’ "S|.s P. [tl. r| c^nitHiuHi i t v- ■ fili’i-it | ■ ij11 liaillcj t.ilnp q| Ln/J Hi I Replace IMe existing belkncMh mffl noniinaJ baMl — n. a c^al crest w mm ™ ■; ™ ™ OU il AM SpwrJ|<iy usJ fis (m) Hs (m) HsjRs Y/Rs (ntaxj Yma* = Ys (m) (Hs-Yf eHo (m) Ho/Rs Co * Cm 0300 0.060 0.20 0.034 0028 0.032 0.11 not deimed not dot med not defined 0.303 0 090 0.30 0.082 0025 0.065 0.22 386 2.13 O (Ift) 665 0 300 0 120 , 0 180 0.40 0.071 0 021 6.099 0.33 370 2.04 119 0 0.300 0 60 0 04B 0.014 0166 0.55 3 24 1.79 228.2 0 300 . 6.300 , 0240 . 0 80 . 1.00 . 0 031 . 0.023 0009 0231 0.77 2.52 1.39 290.9 0.300 0.007 0293 0.96 2.05 1.1-3 3378 10300 0 360 1 20 0 010 0005 0 365 1,18 1.73 0.96 3827 - Read olf from Curve 1or P/R$ = 2.C which re: resents negigible approach velocity condiions Cm units] =■ Co (imporutl ixiits) muHip^ by the square root of 3.28084 TOTAL FLOW" AVAILABLE FROM SPRINGS FLOW AVAILABLE FQR PUMPING taller deduction of 20 M’s environmental allowance at new tapping structure) ESTIMATED HEAD LOSS From new spring tapping structure From eKishng spring tapping structure Total At overflow from eiishng wet well Along pipeline from new spring tapping structure IW Along pipeline from enisling spring tapping structure (Us) (Ifc) US) [m] (m| no 57 33 (m> 90 0 IQ 120 64 0 31 36 004 l&O oil CI 10 180 106 54 a.os 160 Q Ii4 1 03 240 148 72 6 io 220 0 (7 2 00 300 190 W 0 19 ?8n 0.23 180 3 29 246 114 0 28 360 0 33 5 52 0 45 Bwtajumcorw^i in .1 r.omb«wl ihw„i tr. lh)im (h<. selected comtannd p r rung r»*w|r> rg i<») i sl.uclutftsnio .................. lOTownS'ErttfHOT on EsppeSZ fl mTowrnSOciariotj Oci- r Altia MindYPwwom ni AM Sonnu'-I - — ■» Ccwidder now1 the sllualien when no waler is being pumped to Arba Minch If mm the existing pu mjBtatiafl- Lfrvdol Mil on OKisung bellmouth (From as-fcuilE drawing] Assume! Fff ^ng:n gl bollmoulh {as PAM catalogue. anOby scaling) Esiinaied level ol llarge supporting bellmoulh Altawfw a new beimculh with a F1F length gl 250 mm. made up as follows 1 226.35 n 0.2 n 1 226.1: W ■ 600 mm QO tylindncai cres? 5 fin ■ 600 mm OD x J00 mm norr.mal bore taper is: -im ■ J00 mm nenvnal bore sl?m 5. “nun Fhencrest level al new beirnoutu will be (1 226 10 + 0 25| = By reference Io ihfl blue figures in th# table- abow. fl can uc seen iha! the oy^jriiow H?vtr*S Uhe i npi:4g sbuebureg should nol be less man 1 226.i n - New spring lappsig structure (1 226 43 - 0 1 I « O. Jfif m i I 226 S. n ■ Esislmg spring tapping struclure (1 226 43 + 0 11 - 0 04) m t 226 5- n The Bb^it dvc’Igw level in lhe enisling lapping slru clm ■£ I 227 30 m ■- 1 ?2ij 53 m OK I Tlte&lrinaled maximum waler level m lhe existing spring i.i|ipimj sUucturc rs (1 226 4J - Q J3 » 0 45] m = I 22? L fl * 122?;. n Inig naans lhaJI me citing lapping sbudure is oitfy hke^r iu ij-MiTHuw il Ihtj wa mh urn Ihu u -n ux.-iiag wet woo a closed il wiiMjj preferable lor sp.-iagu lo occur at lhe n^w spring sapp-ig sir uciuru-s ralhcr Ihfln -jt ii-hj wdI is Atcwhngiy. lhe umuiIIqw m lhe new Lapping stiudure should life -fruL lo a levpl ihat prevents Uuw Irom isachrig the exrslmg wet well I’w. mat sVijcmii Sci He OYcrrlcw HwH m ihe new sapping structure such that i(MJ l/s will be deliwerfrd lo lhe v;i well uhcrv 11 siarts spilling i.e. set it to a level g1 0 226.43 + 1.0?) = 1227.50 m Ischemia aiw.- LQTc.rte E^QlliteS on EspkJ? II JUOTawnsftDeu «ed posignlAibn lArxzhP.rj^^^ g1 rJ:C4yi5jtfer now lhe situation when the maximum estimated inHaw or 266 b's into lhe now lapp.ng structure is occurring-. A minimum ol 2D L's will bo discharged Id ifte envirbfwwefil and.assummg that lh& heed un the overflow wpir Mh*,H be 0.15 m under ino$0 condition lhe head on the bed mouth in lhe exiskng wel well will bo (i 227.50 + 0.15 ’ 1 226 43) = 1,22 m. This represents a maximum How of about 11 tm from lhe now taping sir-uciure io lha existing wet wait and a spillage ol about [266 • 20 - 110] = 136 Ub al Ifta new tapping stmclurc. Check; The l&ngtn Vol lha proposed overltow weir rh Che now lapping struclufe is 2.0 m. Assuming a discharge coeMicksnt ‘(7 of 1.7 in lhe locmula Q = CLH-M 5. lhe head TT on lhe weir w-ill be - at 136 ife discharge - al 266 b's estimated maximum discharge 0,12 m< 0.15 m 0.10 m | diameter ol 97 mm lor a discharge di 2Q b's when h -1 05 m When the wafer fevtlm me new lapping structure has reached i 9£ m (whrch correspond to d Ifew ol 57 l?s Iq lhe etiSHhy wel well). the head On itia anlicu will u«- 11 2<N> r»2 ■ 1 225 jqj - : & m .............................. ............ WMI Ihe discharge nwlhciem C will still oe 0 60 ihu charge through ir*c or-lxx wilt bo aOoui ?.i fe unclei thQsv conditions. Thu wdl feara only S3 ITs (msttad uf ite miuncfej 57 l/aj lUr pump™ 10 Art/i Mow wffen the estimated ffimtmirt inifew ol 77 ba « occurring 1 bo rtKlodipn m lhe avSfe tlow'-s hk«J|r to be Smaller in pcacl-CO because lhe waler feral ihu uxtsung wot weir wn< txi reduced by the ojMirabon or the pumps m that Jac*1y under those concurs. r<j5uniniJ ,Dw?r Wi?(q, |tvfi| ,n topping sLfuclure afid.heixxr, m □ lower discharge Ihrouqji ihl- ur il+c-- Provide ibe same Iraeboardof 0.30 m in the new lapping structure So as io keep the floor level as tow as poss-file. Then, aitowing lor the same vertical dimensions as the existing tapping structure, the floor (invert) levels in the now lapping structure will be; • I 225.20 m at l.*» Outlet / ovgritow chambers I _ ■ 1 225.56 m elsewhere ___________________________________________ Orifice and weir Io control discharge Io the environment at (he new lapping structure Consider lhe situation when the estimated minimum inflow of 77 l/s is occurmg into 1h& new lapping structure Ol ihat flow, 20 b's must be released to lhe environment. with rhe balance ol 57 l?s Hawing to lhe eiiSlrng wet well The latlez cond-iion corresponds to a water level or t 226 92 m in the new lapping structure Pmwcte a weir in Lhe now lapping srructore lha I culs off all How to the wet wells unlrl the water tovel in the slructme reaches 1 225 45m This will rc$uR m a standing water depth ol 0 90 m in Lhe new lapping Structure, wrfiich is similar io lhe SHualon lhai has been experienced to date m the existing tapping siructure by virtue of the cresl tov<H pi in? ovedtow in rhe existing wet well being 11 226 39 ■ I 225 55) - 0 84 m above the floor 'eve. in ihai shuttle Assume that Uw release to top environment will be made through an pr-fictr with a centreline level ot 122540 m Thon lhe head W on the oniice wdl be (1 226 45 - 1 225 CO) > I OS m whan lhe abovtjmanltorwd ww is aboul to Over! tow A d/scnarge coefic^l Col 0 60 m [h0 formula Q -- QA(2gh|X>5 <j.w ,w Of Ticc lOFi^s-Eace'f'rori cn g-preJZ lIJMOTowns'OinaiiK) Oe^nMrbi. Muc .p, h peftDflt ol Au „,sConn-e-clion belwton existing wet well and new wel well Estimated maacimLrn inflow into Ihe axisling wei well - Frem lhe existing lapping siruciure ■ From lhe new lapping structure 4L4 224 Us To prevent 5ubiT€*gflnce or the dell mouth, the level in lhe overflow pqp&wodt should not bi- higher Ihan, say. trie throat or lhe beti mourth i e. (1 226.10 + 005) = 1 226 23 m Pipeline from exist ing wo! well lo new wet well Length Form lossiactors 1or tilting 5- - 300 mm nomwW bora medium radius 90* band f0.fi x - 300 Id 450 mm nominal bore siandartf laper - exit a L rew wot wvl • Attfustetf ro rorteef higher retawy m Assumptions: " I? m 1 fi 00 _1 0 2.8 - ID *450 mm - roughness {aged condition) 0 3 mm Flow rate W) Velocity (rrVsf Friction head loss ■jiTuTCiTi) Total (m) Form losses [m> Total head loss 224 141 4.17 0.07 0.2& 0.35 Thrs means lhat lhe waor iwoi al the new wet wen should not e^Ct/ed L s 226 23 - O 3$J l 225 6B m Allow tor an overliow weir 2 00 m song al lhe new wel well Assuming mat this Wflir wirt have a discharge coellcrem C al 1.7 *i lhe lormyia Q - CLH 1 5, lhe f*ead H on lhe weir when tftschargmg 224 L'-fi wm Ue A 0 t? m Therefore, in ordef lor lhe overflow ai lhe existing wet well imji iu uu drowned uu!. Ihis ww will bare io have a crest level ol (1 225 66 ■ 0 171 1 225 71 m - say, 1225.70 m This Is lhe er recti wo maximum water level in Lhe new wet well Pipeline Irom new lapping structure 1o new wci well Length Form loss Uiciijrs for Mungs ■ {Jfitry at lapping chOmlXri ■ lee (iiuw through run) gale tfirtve 45' bond 90 ■ medium rnJius bend (cwyingercyi exit aL w«r wv!! A$Sum|Mrt>ns ID joughnuss (aged condition] 59 m 05 06 02 04 Oti 10 .5 j JOT nun 0 J mm jiiRiwn-.-t xcci i|L"S on F"spue jZ ri r IH0Tnw*i4VOelnilcrf DtsranflAftwi IkAncMPiuawwk il AM SlWifHj^ >1p.Connection between existing wel well and new wel well Estimated maximum inflow into (ho exislmg wtii well: ■ From ihe existing tapping structure ■ From the now tapping stnjcflure 114 Ms HQ Vs 224 Ms To prevent submergence ol boll mcxilh, the ‘uvci in the overt low ppework ghoukl not be higher I han, say, the throat trf the bell mouth i.e. [8 226.18 * 0.05] = 1 226.23 m Pipeline from existing wet well Eq new wet well Longlh F&mi Joss lactcws lor Trftings- ■ 300 mm nominal bore medium radius 9CT bend f0 - 300 to 450 mm nominal oore standard laper ■ exit al now wel well ’ - A^usfep1 ro npfArcr father Assumptions: tn bend 17 rfi 1.8 0-0 }0 28 - ID 450 mm - roughness (agad contrition] 03 mm Flow rale |IM Velocity (mfr) Friction head loss (m/ton) Toiai (m] Form losses (mj Total head loss (m) 2241 1.41 4.17 0.07 0.28 0 35 Th.$ means ihai me water tewe-i at iht now wet well should noi exceed i,1 226 23 - 0 3$) I 225 65 m Allow lor an overflow weir 2.00 m long at the new wel well Assumnng iriji Huu wu-ir w*l haw a discharge coeflicienl C' erf 1 7 n tha loanvia Q = CLH 1 .S the head TT the wen whxhi discharging 224 Ifs will IM.’ A B 0.17 m Thetelbro. in ortkr Tor ihe overflow 41 ih<j existing wet wcMl nut iu up drowned bul, lh»s mm wid have Io have a crest idval dI <1 225.88 - 0 ■ 17] = t 225 7 I m - say, 1225,70 m This is Ihe cHcclivc maximum water level in Lhe new wet well. Pipeline I ram new tapping structure io now wet well Lcngih Form huss UlUUjrs for litlrfXgs ■ unity Pl Upping chamber ■ tee (How through run) gale valve 45'lxMid 9O" medium iaifcu& bend (uonyingencyj ■ exit at wel well As&irfnpiiDns ID . routjhnuss (aged cono-iion) ■j’.j na OS UL 0^ 04 OH ____1 0 35 300 rnrr» 0 i mm inr^Hn --F»cvihles <m ‘EsfiocSZ’ fi hitHownartJetaiifM Dr-Hftmyvb.-i MincrpPipnwciit ai aw tf «kCoflnecUflfi beiween enisling wcl well and new wel well Estimated maximum inflow mio Ihe existing wel wef - From ihe existing lapping Elnucluro 11-3 |, s - From ihe new tapping sirudure 11l ^ 224 i/s To peewit sdbiwgence c>l Ihe bell moulh. lha level jh the overflow ppswork should noL be higher than, sajf, Ihe threat ol Ihe E>el mourn i.e. (1 226.16 + Q 05) = 1 226.23 ms Pipeline From existing wet well to new wet well length Form lots (actors lc< hlhngs: ■ 300 rr m -nominal bore medium radius 90’ bend ffl.3 x - 300 Ed 450 mm ncmnal bo* e standard lapdr ‘ r - exit a l new wet wet - Xcjwsted to reftoef firgfte/ wf/oerfy Pend Assumptions: 17 m 1 -5 00 10 2$ - id 4S0 mm - roughness (agjfid Bcnditai) 0 3 mm Flow rate (W Velocity [<nft| Friction head ros$ (m/km) TfliSl [m) Form losses (mj Total head loss (m> 224 1.41 4.17 0.07 0.2a 035 This moans that lw Mier iffvti ai Ihe now wet well should noi | s 226 23 - 0 35) - I 225 ufl m Allow Igr an over!Ida weir 2.00 m long at the new wat well Assuming Ifhii Lhis w&U will haw 3 (Ji&chajge C-oeHjctenl C dI Um tho Icumula. = CLHN 5 the head H on Ihe wen when chSCh^rgmLj 224 bs will be r 0 U m Therefore, m prefer fur the overflow 01 Ihe ox^tmg was wan not lu he drowned cui. this wuir mil nave Io have a crest tevOt ol (1 225 6B ■ 0 17) = 1 225 71 m - say, T225.70 m. This is Ihe eiiocLivo maximum water level In Lhe new wet well. Pppelinc From new tapping structure to now wo I well length Form loss tachjrs Io* hnmgs entry al lapping chamber leu (How through run) gale vuiw 45 bend 90' mcKhuffi radius bond (uunyin<j<-ncyi exit a l wci wull Assumptions IO - roughness lagod condition] *i LJ m 0 h u 04 0H 10 r J L JOQ ntfti U 'j IIMII n ir<p»« I tin 'EspIKS?' 11 l hr-sKin’Ai ln tAnch'PwK’wfir^ it Ml *.Flow rate (fc) Velocity (m/S) Friction head loss (m/km) Total (m) Form losses (m) Total head lots (mJ 40 0.57 1J7 0.07 006 0.13 75 1.06 3-95 0.23 0 13 0.36 l& 1.53 0 06 0.48 0.27 075 168 2.30 19.32 1.14 0.66 1 SO Whon lhe new we? wet! is luty. lhe wa?er level *1 lhe new lapping structure will bt at a How af 108 l/s. (1 22570 ♦ 0 75) = 1 226 45 m (which rs the level :i lh» *e* lhal rs intended lo prevent ifew to ihe wei wells until 20 fs is being released lo (he enwNi’menl) - al a Naw ar 155 Fs. p 22570 * 1 80] = 1 227.50 m (which is Ihe tevci ’ lhe overflow weir in IhCn iw lapping siruclure) Therefore, provided sudrcienc in-llow is occurring eiiq the new lapping structure, re Itow rrem mat skuclure atorig lhe direct 300 mm nominal duimeler pipeline co Ihe new wei wei vill be in Ihe range ol atxsui no- 170 Vs. which will be acceptebfe AlSiough it may, in Qieary, be possrble to deliver adequate (lows directly io ihq r^v wei well along this bpeitfie rf ri is sma’er lhan 300 mm nominal dsameter. lh«s could resufi in meres «d backing-up ci waler m lhe lapping chamber, which will aoI be desirable Pipeline discharging overflows from new lapping structure to stream Esbrnated marmum How to btr discnaiguij 256 Li's IL qf pipe al overflow / scour chamber = 1 225 15 m Allow lor pipe grad-eN ol 5 %, giving an IL ol t 224 85 m at j. pomt Gm Irom Che mamber wall Surveyed level near lhal locatron s 1224 04 1 u pipe will discharge Iroely lo str- ?n Usmg a value ol 0 Ol 1 Iqr Mannings n . lhe I->-bore Hows lhal can do dischgiu uy pipes ul various diameters iaiq al a 5 % gradient ate tabulated below Pipe ID D |mm| Area A (nV) Wetted Perimeter P Jm) Mannings n Gradicnl s Discharge □ lift] 250 00491 0 7854 0011 0 0500 157 xo 6 OW 0 9425 0 011 0 0500 256 350 COM2 1 0956 0011 0 0500 365 As ltw irflAimum discharge* ur a pipe liuwing uruJer lice surface ecKwJiiJum, as ..1 j 10 % iihjIum lhan lhe ihuorelicai Itf-boru How. a 300 rnm dimeter pipe will m adequate Pipeline discharging ovcrllows from new wei well lo stream Estimated maiMnum flow 10 tte diich-irgwl 224 tfs IL o! pipe a.1 overflow- / scour chamber 1 223 50 rn Provide an dutiel CXM ihgt mcorporales a wr wilh a cresl level 01 1223 50 m n : a«0w for the ppe crown io be |u$1 below lhal level when it enters the outlet bon IbTQrtns FMee’l'kJ* on GsppcS? <1 JllbTg^ni'iDciuilc^ Ocs*gnkArbn Mine*i'.PipL-*O«k al • 3 Spnerjs d?Assume hai ihe pipeline will hav& an overall ienglh of 40 m Form Ids: lactws: ■inky a! overflow / scour chamber - ixfl aL oullel t»x Assume: "oughnegs (aged condition) Pipe (mr Velocity’ l<n/s) Friction head loss" (nVkmJ Toral (m) Form losses’ (ml Total head loss* (m_L_ 25: 1.14 80 35 3.53 0 10 3 63 sb: 079 34.14 1.37 (J 05 1 42 351 0.58 15-31 0 61 0 03 0 64 * - al 22- 's discharge Allow fo- ■ nleL box io be 1 20 m wide Them head on weir at 224 b’s flow rate win b« 10.224/ 711.20)1^2/3) - 0 23 m Wflh a 3:1: mm dameier pipe, wale* w!i back up into Pre wci wc-il overflow chamber 10 a bl 1 223 5C 0 23* 1 42 = 1225 15 rm «. wcl well overflow weir ciOM tovtf ol I 22570 m Pipeline jscharging overflows from eilsling lapping siruciure Lu slrcjrn Esbnrele: maximum Cow lo be discharged ■ T? Vs Exiling : celne is 300 mm domMr laid at 2 % gradient Using a -iub ol 0.011 lor Mannings 'n'. ihe discharges oi a .300 mm diameter pipe when lowing lull unde ree surface CcwidiiWiS ai various grachems are labulaled below Pipe ID 0 (mm] Area A m Welted PemmeLer P ’i; Mannings n Gradient s Discharge a 300 00707 0 94 25 0 011 0 0050 01 300 0 0707 0 9425 0011 00100 114 300 0 070? 0 9425 00H 00200 5 62 11‘ use iddienA oi 0 *>■% ur simfcpcir lor me -LOO nun drummer exiuhinjii qi lire la tne si t im ip.ian idrofti-s ■ ^c_l ‘vnm £ippc3Z (I JtldTpwnitDttaftcd Dc^yn’tAfba MinciitPipcMQr* >1 AM Spnnys. rfiANNEX B Reports on Walcrhammcr Analyses Annei Bl New Wet Well aE Arba Minch Springs to Zone 2 Reservoir Site Annex Bl Zone 4 Connector Pipeline and Distribution Network F_$TV • Tcfl l<v»n% ,\t»w M-hIi Final iX'Ugn Fcpvi J-MFMSJtMMIM II pt MPsr xTins SI w<4 isil T I hit' lallJIk |hbt1 P* tihj Mjfh h f"|L|iLph4 iIiirh mvidbei i h**h hl i pUfflfHUI'i*! p*-n'Pin.f . a . 5il ri pci *ei>*f*t if J lwj<| '•( I1^4 m ink* J rp^ni.iir P ■* ■I’d* 4“ * Itti i s I ' Iv * yrgf UL-411 *1 ■> f■’f I h< ph »p» »*rd n 11 n |t ifkn h l Plll|i|>l1l |t I Jll'IJl lb MupoKd ptlfFIfHtdlK'H rn4Jil IN* ifiMjUjInwi 0l three KrthJl Wfr--r rtiu iu^e [Hjinp^i ti*n Utily jiul nnr vljnil hs The iinnif rrum vt-ill l*c j^*v4 L 4 km, ini Sl< lx I pipe* Dtf .tills punl h* the ijrirein euinutaJ li, he S ' , .1: I <- 1 Mj Ik*j4 lb ipcJiiw* pud lie 'hi*** jn ininj! ilrrp wrtJn*li up lir Ch 125 hrt*eni eiev ••: •• 12. uuE I 1 "H iEi.un.-hl, ihcii in bi tiilliiwcil hi j pl.iAc.iflb limn t h 125 up rS --** - 1 ■ Ihr ■prime .11 Ch ftlh Itnf eleviliLUii Rip rh»>* mMunii s.ir. hei^een H’< jl-J I 1'- iisinul j *fhuniiiirr IhalvUi fh jtiikium JIhI iHihirttaiin iuf£r plenum bnc hreri rilinuled ll.MUf die j! re" 1 ’*.» jriimei JNmI>Ms phignMIl «k't dopa) hi Ptul |)J U«sh| Jild H Ju-* I p<- i 1 n;£bixerMiit Shi|e* jie ('eiwer <>l the I ‘nm-iMit nl KcmucM Hk ■u-fiuriiHi, Iuil” been wlrt UM Kned PH rhe imiM «. 1 m.i<jt imndiliim.* in jru'v .1. the ifge ptenUEti m Hie pipeline leading h» the Jjin Hire jie hd<<l inii i-unemii-'i pi»vi stipph mieifupiMm !■■ ihe purnpAl^Limi ilie^ uv* . full ro 11 I'lmipme !•* ihw re^ei imi wiiilhMjt hur^e pn^eiinME bi * FWpintt tn Hie ji'tftoii xsiih jmmreiur 1 hjheiSRV t j| Ch 12* ■ r ■ ’ ■ Ml pipchrw iih ISimptEi^ inihv merimr *nti j im it niurn v.dve »\R\ ■ j| l^i 425 jit ickrjie t 41U111I1 hie,Aefs .il lh 4 M> and M "* a'it ihe Ju ■ \|t < bi1 l\irnpi.ii|t <».- llie rescriiiir u<i(h j ih«n il-Iuiii xjlie \KS 1 l hljiddfl lk-MCl al (h * bHk the SB pi|vlw h I K'l-* illuMi jti> I he sfl-jiIi hluc v^i^hti nn |Ul| heM. if< p, r bivi ipfatp 1 he nrwlh ul Ibe uuhw .uv M.innwiMnl lh E ■«. . ■. *-■ 2 • • % ;■* bl. hl 2 hi Mh.ia the CJW-S liM ITic >enjri.> . pi^^LuT. •I’ciMi f . 1-^ f 4 r he mrturim iMlh protetluin lh tMbe WnlMHKlI pEjxejil wt the p^Xrline mj» he M.^qXi>k- • ■ ■ ■ . ,„ J.’ . r . pi. tic ih»i leihufl **j* imeiii£jiieJ .l. Ltd kflt |%«i,^i h it «.d- li - 2 Vfc i JhnA <IijI II* Ihe ^enjJkJi UilhbMut [WWclIftMi itx tk H-!.*|*r-A fl I-I ih- ie preivwn ibe Ijh i* h kxIi- ■•. he pi'krfte 1 il uel ■. ? 1 jjhj, 4 •?- - lh Minr.lWXIi pwnvrtn lli-l Mill j! the tilt H .if i>.- pUvi,.-. 4T = 049 sec. T = 0.58 «c. and T = 3.03 sc- from the lime when power interruption occurs respcclively. These figures clearly vow the extent of Lhc negative pressures along the section. Il is deduewt from Figures 2 anJ 4 ihw ihtsc extensive ncpiiw procures coupled with (be sleep profile and the sliWi pipeline r Lime required for the wave K> iravel Lhe pipeline tcnglh art conducive to unstable jnprexlictuble conditions. Figure 5 shows the envelopes of maximum .nd minimum pressures along the pipeline of (he surge analysis wiiiioul protection 17 jT 5 sec. of iransienl,. Lhc inslanluoeous pressures for dcpicleJ in Figures 2 W 4 are /eluded in (his envelope diagram. Il must be emphasised Ihal lhc envelope shown on Itv diagram is based on lhc pressures that Will occur before iiiiiahiliLy due <0 ncgalfi ■ pressures folly develops in the system. The cstimuted maximum pressure is about .“‘•■i m. As an initial step lo control or isolate the ini table settiM or ibe pipeline, a non return valve (NRV) was included along lhc pipelite ai Ch 425 (Nude 10). The results uf this scenario can be seen cm Figure 6. the naximum pressure will occur at lhe pumpstation and at lhc proposed NRV and ,iey were estimate*! to be 230 and 225 m respectively. A second step was taken lo control ihe m-plive pressure* by means of air release valveVv-acuum breakers. Two 100 NB ar release valves or vacuum breakers (Vcotomot RGB or similar} were inlnxhrc-: at Ch 430 and 617 (Nodes 12 and 14) respectively. The results or envelopes o: naxlmum and minimum pressures arc shown on Figure 7. The maximum pres*..res as the pumpsrauon and NRV weft esiimiicd io be 227 and 192 m respective^ Figure 3 shows the envelope diagram Co* :w case with a L0 m* vertical bladder vessel at Ch 5 or us dosed as practically pc -.hie co pumpstation after die main NRV. The reuse! will be trynnecrcd io ihc pipe it by a 150 NB short pipe connection equipped with an isolating valve and a :■■ ■ mg check NRV with n 65 NB hy-pnss around rhe NRV. Various standard size vessels wen: tested „-d n was. found that j vessel vuih a loiul capacity of 1000/ is She optimum size ve J for this iuMallation. The vessel would luwe io he pre-charged at L 20 m (12 Bar) “tis alternative is effective m cwitrulling the negative pressures as well us the nrnritm pressure*. this cun he seen on above mentioned diagrams A compre^or l ed elwd vcsmiI would be i c l I ecu vc as j Madder vessel Thi s lank however ti considered prone lo brejk u mi* « h involves rotating n^hartK-al equipment and requires an ctabonued elect- jt control sysienu This pre-charge pressure takes into accou polemiut reduction of active volume ol waler due m pressure increases in the ga-ws phase u< Hie vessels ut a maximum ambient temperature uf 51) degree C This alterfiulive is effective m conlrollr: the neganve pressures us well as the maximum pressures, ihis can te seen on : xure ti below In analysing Hw case wiih pruuwlion il was also noticed that lhc wrp pre*Mircs are sensitive to time of cInsure of the NRV positioned at (. h 425, Lhis val - statu Id he equipped wiih counter-wuiyhi ifi order to have fast closure- Figure U shows ihat die vessel is adequai- 'dr lhc case uf power i nicmiption lo the xiuti«ir this cun lie deducted from their -immuin pressure of aboui IM m at ihr SM *1 *•« 2 •Itextinction, itn$ minimum pressure volume of * aler in ihc veitcl Conclusions and Recommendation* jn aftalUJW ntuyn tif iwrvc The following conclusions can fee drawn from Lhc findings of the alme investigations: i) ExCci-sive negative pressures occur along the line I tu rn Ch 425 io Lhe end of ihe pipeline. The consequent column reparalion will be conducive lo instability and therefore unpredictable resdls. The rc’ujhs before instability fully develops arc shown on Figure* 2 co 5. ii) The NRV items to be cffctlive in isolating lhe unstable section of the pipeline and an prowling lhe lower rec I ion of the line. The N'RV aho provides a fail proof jxoiection against ineffective maintenance and m-il operation, h i$ imperative that Ihe time for closure of lhe non rclum valves selected be minimal. Swing check or Lilting disc values should be provided with counter weight mechanism. ■ii) The ARVs or vafiftim breakers seem to provide a marginal contribution io ameliorate the insiabihiy and to control ihe maximum surge pressures, lhese devices as well as feed ranks provide localised control of Ihc negative surge pressures. iv) k was fcHind ihal Ihc mon effective alternative for ccvniTultmg the minimum as well as Lhc maximum surge pressures is ihe installation of a vertical bladder vessel n ihe pumpMilioo uIict Ihe main NRV. v| Pipeline maximum working pressure will be aboui IRS rh. maximum surge pressure without protection 358 m before instability due Io negative pressures develops am) maximum surge pressure with protection 13ft m The maximum pressures with a NftV as prelection was estimated to k- 330 m. Il jpjxrarx i hal PN25 rating should be adopted for ihe system. Based on the above conelu$wms 11 is recommended aS follows: 0 To implement fur w uwrlLammcr prelection the insLallamin of I il m' ^ertiul bladder vessel pre-charged m 130 m I12 B;ir] al the pompdarnm after ihe main NRV. u) Tu implemcni an additional fail proof waLcrttamnwr prolrcibun Hic inxtallatiun yf a JfHlNB NRV at Ch 425 in order lo ivnl.iie the unMahk scclion of ihc pipeline and to control ihe maximum pressure^ in ihe Inner section of the line. ■ii) Pressure rating tif pipes, fdlirngx and waives shall be PN25 Tbr presume rating fur pipes- tilting and valves should! prefect the sjrMcm argjuiisi inellkicnl msiMCflanw aiidi vital.-upt'raiion (hereof. iv) To relect swing check non return valve* equipped wuti cuuntet wciglil for lad closure.I I I I I to n n n n 0 67 2201 261 424 6 567 5 Time 0 to 4 OjiQb Interval 0 L 26 <fillrr-d) Figure 2: Surge Analysis wilhuui Protect icxi. Slwlxkwn InslonLane&js pR-svure □! T 0.49 slv 0 6/ 2201 281 424 6 *£75 J _________________ Tn..- ■'»'•• -a W C IrJr-i ■■■ il ■ I| rFill-, r-.-| I AM A—» ■! 4Figure J; Surge Afttfysis wiUioul Protceiion Shuicfown Insijriianjfefrijs Pressure at T = 0.58 sec, |£®£' £? ec Figure 4: Surge Analytic wiibuvi PtoirciiDn, Shutdown lnsiaflE3iie&iJ$ PicMufc at T = 0,63 sol* ABBA MINCH w/c .63 sec. ! «-. - I, 5.-J t!ZE2Li>< ■_ . *4 j ■' ; pv - • ' -io i: T* B . M* » 4 - — ■ 1 J KV ' 7 ^1.1^Figure 5: Sargc AnafySifi wilhout hciecCiorv Shuldowi Figure 6 .Surge AnalyMB wliIi Non Rtiurn Valve (NR V) Shmdown at’ Majs, atu! Mirt. Pressure I I IBladder V Shucdown 7 Sir wb >11 x iiWA50I037 AREA MINCH ZONE 4 DISTRIBUTION SYSTEM. FLOATING RESERVOIR SURGE ANALYSIS L Introduction Pic pumpsiaLion from the new wrt well of the upgraded distribution lyHtm lor Zone 4 <jf the Town of Art>;i Minch comprises a distribution network of uPVC pipo and a pumpstation link W the network- This report covers the rosults of the surge analysis for the network distribution when thr pumpstation shutdowns during nighl 2, Pumpstation and Main Layout The pumpstation will email the installation of iwo horizontal multistage centrifugal pumps, one duly and one stand by Th= distribution network will comprise uPVC pipes ranging from 40 to 200 NB The duly point for the system was estimated to be 15 f/i at 94 m total head, ‘the pumps each will be equipped with NR V. 3, Wtierha miner A nalysk The maximum and minimum surge pressures hqvc been estimated using I he SurgcS, a vroiertummer analysis program, developed by Prof. DJ Wood and )E Funk of die Civil Engineering Software Center of the University of Kentucky One scenario has been analysed based Oil the most cniical conditions (or analysis of dte surge pressures in the pipeline. This is based on instantaneous power supply mlemipuon io ihc pumpstation dun ng night when the demand is expected Io tv al minimum. The sefeeicd scenario entails pumping to the resenoir via the rciiculMion network witlwuL surge prutecliofli and with u standard non return valve (NRVj Figure I below illustrates the steady sure cmtelition just before ihe power supply mtcrniphun The results of lhe analyses are summarised in Figure Nu 2 below Fijiua- 2 shows ihe envelopes ul maximum and minimum pressures along the selected pipes of dte reticulation network for the case without prtHeulion This Figure also shows that negative pressures. ixeur along the pipes located in the middle ridpc o| Ztme 4 (Nodes 7. X, 9, 12, 13,. 21 and 12 uf the reiiculjuon network h despite this negative pressures which are- localised in this sectiim die system is q.ihk- and omvcrgenl after ItK) sec. of uiial^is. irons the Lime when power iniemiptnMi <&.<■ urs 4 Conclusions arid Recommendations lite surge analysts indicates dial no negative pressures occur along the pipes Iik-led on Lite ridge «l the diMrihiitiim network and iIiul the system is stable under transient Negative pressures may he detrimental to the uPVC pipes. 0jMid on LbeabQvt ctHKluMurt ,1 m. recommended n>pmv.d< pip^ iind r„lin,,, I nr 10 Bar although ihv maximum working and surge presMirex v. .11 eiLW fl ltll j I Slf-B Uli S. 13WAffllOJ? ZONE 4 DISTRIBUTION SYSTEM. FLOATING RESERVOIR SURGE ANALYSIS Introduction Pie pimpHrtm Rom die ww wC[ *e» <* upgra^ Zone 4 or tl*t Town of Arba Minch iompnscs a dutribwMon network of uP C pipe and a pumpstation Link to the network. Thii mpon covets the results or the surge analysis for the network distribution when ihe pumpstation shutdowns dun ng night Pumpstation and Mniri Layout The pumpsLation will enlail (he installation of two horizontal multistage cenirifugal pumps, one duty mid one smnd by. The distribution network will comprise uP\ C pipts ranging from 40 to 200 NEk The duty point for the system was estimated to be 15 //s at LJ4 m total head. The pumps each will be equipped with NRV. Walerhammer Analysis The maximum and minimum surge pressures have been estimated using the Surges, 0 waJerhammer analysis program, developed by Prof DJ Wood and JE Funk of ihe Civil Engineering Software Center of the University of Kentucky. One Mzenario has been analysed based ™ the most critical conditions for analysis cf the surge pressures in the pipeline. This is based on insi annui^ous power supply interruption lo the pumpstation during night when the demand is expected to be al minimum. The selected scenario ciilhIK pumping to ihe rtserso-ir via the rehculation network without -kurge prorcGlioji and with a Mandard non return valve (NRV), Figure I below illustrates the steady Mate condition just before the power supply inicrruption. The results or the analyses are summarised in Figure No 2 below. Figure 2 4tows ihe envelope of maximum and minimum pressures uLong ihe sclreicd pipes of ihe rcliculaLion network for the case without pnnection This ficurc also Jiows Ihm revive pressures occur along the pipes located In (hc m dk ,j ’ r|<| ll( Ztiiie 4 (Nadas 7, 8, 9. 12. 11. 21 and 32 of the rcHeulat.on network) despite this ACfUlfa pressures which are localiwd in this welkin the system is slahk Jlh| convergent after !0U sec. analysis train I he time when power mtemjpiion occurs Conclusions and Recommendations Ihe surge analysis iiidkales that nu negative pressures wcur ;ikmg the pipes liH.4ied iMi lire r.dge of Ihe disrnbulwn network jnJ Lhai Lhe syM tm ls M;lli c utMk r lr Jn |.: Negative prctwires may tie deLrimcmai io ihe uPVc pipes ^'in J" “Th?®? r for 10 Bar although ihe mu.simum working and Wgc p^,^ wd, not t C, “"4'n " " Tmmcndcd rated1. WA5010J7 A«BA MINCH ZONE 4 DISTRIBUTION SYSTEM- FLOATING RESERVOIR SURGE ANALYSIS Introduction Tic pumpitut.un from the t«w wet well of rhe upgraded dislribulkm system for Ztxie 4 of the Town of Arte Minch comprises a distribution network of ul C pi pus and a pumpstation link to the network. This repon ccwere lhe l«ulw of the surge analysis for the network diaLnbudon when the pumpstation shutdowns dun ng mghL. 2. Pumpstation and Main Layout The pujnpsuiUon will entail the installation of Lwo honzo-ntal multistage cenlrirugal pumps, one duty and one stand by The distribution network will comprise ul VC pipes tanging From 40 to 200 NB, The duty point far the system was estimated io be 15 6*$. at 94 m total head. I Ik? pumps each will be equipped wiih NRV. 3. Waterhainmcr A nalysk The maximum ond minimum surge pres-jurcs have been cstimused using Ibc SurgcS. a watertianuner analysis program. developed by Prof. Dj Wood and jE Funk of lhe Civil Engineering Software Center of the University of Kentucky. One scenario has been analysed based on the moal critical oundnionx for analysis of Llw surge pressures in the pipeline, This is based an instantaneous power supply inicrruphon to lire pumpstutmn during night svlicn the demand is ex peeled to lie al minimum. The selected scenario entails pumping to the reservoir m the reticulatirot network wiLhotiL surge proieeuon and with □ standard non return vake (NRV). Figure 1 bekw illuslrales ihe steady siuie condiGon just before lhe power supply interruption ITie results of the analyses are snmmatised in Figure No 2 below 1 igure _ sli.jws lhe envelopes ul maximum and minimum pressures tilung lhe selecleJ pipes of lhe reticulation network for the case without protection, This Tip uro ilro Shows that negative pressures occur along the pipes located m the middle ridyt of Zone 4 (Nudes 7. K 12, 13. 21 and 32 of the reiiculunon network), 4ftp>te this iwguhve pressures which are located m this seetton lhe system is ciahle and convergent after I OU see. of analysis from the lime when power micrmplion occurs 4 (*nn<lusiufv\ and Return mc-nttai ions. The surge analysis indicates that no neguttve pressures occur ,,|yn£ lhc pipes Lk UciI on the ndge orthedKinhufun network and that the iys cm 1S s|aWc undef . Negative pressures may K- detnmenud tu the uPVC pipes r “I ijjT , h™'™" " “ '“"""“Wed <» p,Ov,de „J nttl„g, lar 10 B-r jllhnu^li che ru.nnum end surge prepuce. «in n)l .wtT<| ft Hi), AM Aiwi II- A* I '■ifl ■ S, ,rf|Ftjiure 2' Surge Aiviiysh wiihoul prxMechun 2 ^lr•■ •/• . jiannex c Reinforced Concrete Design Cokulatloas Annex Cl 300 m* Reservoir Annex Cl 4W m1 Reservoir Annex CJ 1000 m’ Reservoir Annex C4 New Wet Well al Arba Minch Springs Annex C5 Kuiro Pipe Crossing Bridge 1 FJbH TcH f***i-Arh4 MtdK*- RmI Uft«r* Wrp<i■ Arba Minch JOO hi' ReservoirSemera Kamashi Goha Tsion FIG. I SESUIC ZONES OF PROJECT TOWb'S llhl iiw ILW JkKl ^11U.1 2 Milcn il Sumach J lie Hi r+ jng J je i * hi<h i % ImM*I H t jhk I M Jim JI J'flJfKit* (\im, irie Sled i hj/i-tcniHc SueiKlh 1 Inir Weir hl i hjrKCcnilo Mirnjh Mm'* lh -- x::: ■!’“ ■ - In cioiHpusion G 2^ N inrn' *■ Ln centum f b 1 5 N- rniik 1. n11 U .■. .-m ol l one rrlc ’IHN-ni ' I 4nll N mm ik 1(^1 N (Wi r ■ r*> * uf'i I mm I. lift x nun’ 1'f irt i. * , cirii.2 mm B I 2 Miruniuin HeinJcrcriiiciH Ki’quUaiLeiH I nr cited rvc diilnbulmn ui nen hi the fblkiM ih|{ retail? m A G I. Ute JifflounL uf remlml duein te K1 pr.n. i k l 5 n di reel leriMte vcrengUi <i| ininulme Cite w huh ■ •. u-.hjIIv Ldken a . i i v ihe t hjr«K icri Uic llltnglh o I lhe feinte 1i niu-li I i I E. iillUClC I <>*CT ■■\ X ikniLiHium iji 4ej eiiiil Li'ikrtic L'lhvt h¥ i-.i he ul-.i,iI ■a 111j ilh. i^qn-Lh .l . i * * rLiiikUi'cniEnC fur Lhe nxd dab .md pj/jpcI iL'iiihiikemcii! 'aIh. h nu>!-' i ■ '■ 4 Spring l -untjjH > Mr I- wild jhw Slab (Hmi'h iJuEikii; ihi Highl vtii.1 ,r| the j1l‘j ah .i l -» ■ jiiuiiE u . j, m.id. .| i di.14 kd hv ihe eULlhjInHh ri| I Ibd hcaiiii-- jjijmK Ln-be Url 4 ■. a 4..ik 4 *<Acr uni iv iibtt. ihc wvA .ml >li.hLL he 1 l i i iL«% vl! ji Si.; Jx gTJJUdjl kLl-lL HUtellal ttllteh Jutl K kiufci|i,b4 levl pi^Xih I - ixaime value '■ 4... ■ ■ \i _i:- Ji.. ! J, *• hit a hearing; «. jjijmI* vC <■ IviX m.>. Sh hilk^ii:. n.'bh.mi ... ?h . n, p , UKfcl hfcr Ute I'liHlIhiAlhHIi blL-\U;il k Ju \| v \hUIi 4 ti ipul I MlJ I r.,L ^LUiikcim al dil a n vtu>*ll 111 t 2 i-KVl pj■ d . H SKCTLO^ 1.1 I I ■1 r L i I I II I ■ ii riGURE ?-AR]JA MINCH 300m:!4,1 Design ofRoofSlab 4.11 Lxwd Combinations Tht roof slab is designed for lhe following Load Combinations: Design Ixjad G> + (k fwiLh no earthquake) r - 12.2+ 8= 13 kN/rn1 Design Load - (Gt + Q ) 0.75 + Ay (with earthquake load) b Art (earthquake load) = 0.175(6^ } A A(d = ,175(13) = 2.3 ,-. Earthquake design load - (I3)*O.75 + 2-3 = I2.OS<13 .', Design load =13 The Output from lhe SAP2000 software is shown next page. 4.12 Design of Roof Slab The design moments and (he reinforcements required are aS libulated below; - Table - 2 RoofSlab Moments and Reinforcements Provided Design Mocneftte N-tn Re-Bar Req’d (mm2) Re. Bar Provided mm* Location Mu - 19.4 Mh 4.9 M„ = ^.4 = 44.4 M = .5 l( (A.J mm = 437 (A„) min = 437 (AJ min" 4.17 M - 10 za Use >120150mm A a'753 Use >100150mm Au-52 J Use <)IO#t!l50n>iii A .,=523 >IZ0l5Ofriitt A. =753 .Lop hats both ways wilhin Col. strip J&p bars betth ways ouUsidc col. strip . bottom bars bolh ways Ihroughcuti Lop 4c bottom bars ai wall sopptwi —- - ... 4.2 Design of Wall 4.21 Hoop Tension 4.21 Temperature Effect on I loop Tension For lhe temperature efTect on tin? hemp icnsnm, llm exterior surface of the rose noir ix assumed W reach a surface letnperalure of 35 . while (lie inside temperature is ass............................cd (0 be aL 15 C. Based on these assumptions a temperature difference of 2U is assumed between the inside and oulside surface of lhe reservoir The stress m the reinforcement due 10 the temperature difference is determined using tin.- follow mg equation: - F„ = i 0.5(bu)TEtHs = l U. 5(0.680)* 20* D.OTJtXJ I *21 U.IKXJ = ± 14.28 bW mm’’ This temperature increase m Steel is taken mtia consideration by decreasing lhe allowable SUHS of 130N/mm to (130-14) I 16mm''. The ouLpul Inr hoop tension and wall mcum.rH> is shown m Hlc next page, and it is Summarised in the tables below ■ JTabic -2 1 Hoop Tension Reinforcement Hoop Tension (kN) Re. Bars Rcq'd ( no tension in cone.) (mm ) Re, Bars Provided (mm ) Location 1 1 196 (A ii) min = 525 Use 24jIO@LS(1 = 753 Baiiqm of JH quarter from lop 260 A^=224l Use 2i{il4@t50 = 2040 Bottom of 2 quarter from top nd (60 A ) min = 1379 u Use 2<t)14@L50 2040 Bottom of 3' quarter from top d -12 A K)min - 525 Utt 150 = 753 Bottom of reservoir Table -4 Wall Moments and Reinforcement Total Moment (kN-m) Rc.bars Rcq.'d (mm ) Reinforcement Provided (mm ) Location 1 2 -5 (A u ) min = 525 Use0IO@ 150 A = 1020 Bot 1 quarter from top, 11 v inside & oulsidc -U (A min - 525 UmOL4@ 150 AU = IO2O Act 2 quarter from top, rul inside i outside -11 (A M) min - 525 Um + IM A d =■ 1020 Got 3 quarter from lop, rJ iusidc & outside 31 A„ 960 U$e|l4@ ISO A d = 1020 Ben loin of reservoir. inside & outside 4. J Design of Columns Axial knd at kip os column al kip- 225 kN A Mai load 3L top of column al huiium = 2-45 kN • Loads 225(kN) MHkN-m) M2(kN-m) 245 (J <) • Vertical Rginkiracmcm (A ) min - LOOS mm4 y UwM A- 160S niiii"1 * l.jicf jt Remfurucniciii K spiral feuifeftxinrai atJ.QQmni imMi Chock for Shear stress m slabLength of critical sect ion in the drop - 1.14 x (0.3 + 0.40) 2.108m load / m2 = 13 kN i m2 Nd shear force “225 - 13 x 2- 198 = 196 kN v -196000 / 352 x 2198 - p.l53<0-9 Length of critical section in the slab = 1.5+0.251.75 Loaded area = 1.75 X 1,75 - 3.06mJ load 7 m3 = 13 k.N I m2 Nel shear force =245 - 3.06 x 13 = 205.2 kN v - 205200/ 204 x 4 x ] 750 = .143 < 1.2 N/ mm1 * Cheek bearing pressure assuming isolated footing Maximum bearing pressure is attained when reservoir is full of water tend from column = 245 kN Weight of water - 9.81 x (l.Sx 1.5 ■ 0.785x 0.3^) x 4 45 - 92.7 kN Weight of footing-1.5 x 1.5 x 0.40x 23.5 x1.4 29.6 KN Total Load on Foundation = 367.3 kN Rearing Pressure (p,,) 367.3 x ID /1500 x 1500 = 0.163<6 56O.NZmni 3 Cheek shear stress m fooLing Net shear lbrce= (I S00< 0.7RS x 0.163- (92.7 «-29.6| - 1000 346.2-122.3 - 223 9 v- 22)990 /3.14x600x302 - 0, J93<0 .9 4.4 Design of foundation S lab The foundation slab of the reservoir i$ modelled with 24 grids along the circumference and eleven grids along the diameter The slab is analysed for reservoir full and reservoir empty condiLioits and the output is shown nexL page. the slab is designed for maximum moment resulting from the two conditions. Table - 5 Design MomctiLs and RcinfonceriKiit the IfoLmdation Slab Moments Select cd fur Design kN-m Re. Bar Required 1 mm2 > Ke. Bar Prm idud mnf Local ichi M ii 29 M - -15 f; *Kh6 (Ajmin >2> I'MNn I >11 A j - IIHU Use+l2gf 1511 A< 753 lop burst within col strip . lop bars ouisidu oil. Mrip M 30 13 W tJsv ^Nft ISU A » 1020 - hoi. bar$ uulsiik LLbl strip u MM6 M 32 7OT Use 2ft{ 15b Au =753 top& hortom b.Lre at wall scatFloor Stress OutputJI « 1 I ■ Cm > i—! H r a r—I S—I I—i r-f ■—i. '=> o O Q O O O Q F* iT“- r* I-■’■ rM -J « F” ■aa ■ |-3> ce- cc :t- B-a B-d F -r B-< aOOO Illi I* ■i 1*1 Id iq W LJ bJ bJ L-l .—• a-M —' I—! r> r> n <? 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Oooo OOoO ■ hub OOOO O O 4d Id O O QI Id r-t 4*1- aaa asu di ■F a —■ ■1 ■0 0-0 0 o-ooo oooo OOOo MT MT- —I rp xj* a i B a :S - F* m T -F Irii 0 0 0-0 rra .1 .. - .g 4 1 * 1 oooo OOOo laj Cd O Q> ‘-■D r-4 r- oj ® r%i r-x Z !—I i—i I—1 Ml oooo ■i11 u LJ w Id ■T* 4? ■D •n CTS ■T s ■X ■Jj- CTF r 9 m ■B F 1’ i—• r—i -X —•' >N r-i oo O Q 1114 4 td Ld LI 3J m r—1 r ■ 4 ID rr. n LH r- ‘F’ aa9a -i r—i *n f-l —i ■“I ■—n r-i 2> <& o o IBn1 -3 id Id Id ■«B-s., r^ r- 3> o O O -■ a-^ an ■—i J—1 r-« _r-« oo oo a-ai psa 4-4 ■—■ 9—ii a-p .rd 9—P ■ Ld ■ id 111i id M i■ii cr CT- ■’i ■J! ui ■LB ■v H Cm r- r- rd ED rH •—1 rxi r-4 oD OO ■ppk UJ Id Ld id -■J ■CmmH art CTi ■T' Kb »r ■F - ■i s. ara •T J* ata 9-t- ur-a- o o z- o o - o i-'1 i—• ■—• Cm- “--d m .fl N r« <*1 f-i .-. «-. ■4 b”i par- OOOO di Cd Ld Cd L| Ld Ld O O CJ CM mH Lfit iC!' o «■ O FTi i—l iT-l r-a a-i O O F"! r*1 FTi i"s“i ■3^ <U Ij ?--J CT -4“ ■D O O O lT> -JS - a a » is' a C4 C-m :ej a:- Si P1 ■T- £?■■ 9 a a a aa Cm fia xdi W “A ■: J rM . a r-^ ■-■a Cm —r r-9 I-* u Q. IA +J ■—1 E 3 —1 ■1 ■=" ii r—I Uz La «J r-a ■=! <3 Z* <v Cm ftf i« «vv W • D r-. ,- r Il OoOO 1 1EI id Ld Ld Lal OOOQ i I I- 4 Id Ld LJ |.| M3- I_L> --Fl ■“i n-'l |" J b“sj ii< MJ 'd kj> ■v "F O KlJ Cm r-d i -i a m 1i■i I ch <y- rhi jj-i hT* Ji fir? oo J ci j’* -t ^F> W ap -_i u. 1 1 4it QI if- r- if- Ft oooo *■£■ l£> W FS .1—i ...a g—i , 1 SI CJ JM I - r- > j > jl i/i m m h dM ijji iJXj. 1 Mil .jl ■III r- r- r- r-> ’T CT -v r-f CM iV r^ ■F ■ ■ + aaa !1 c*l M H t= i 35 z V a-M B J 9—a ir-11 3 o o -J ■ III U d Lil LI r 9?Hi --hi "Mi ■T -F ■“ '■■ F- |- “ ■!■ a i. 9 a 1 11 - a M, H 'I 1r'_ •■’ Ml Us .C s a i. , fr a lift JI '' p -r TF ‘■c ■■‘Il Ji Fw Cmi H--a aaa ,-..1 g-.g 1-000 i■ ■ 1 Id id Lai UI >ct m ■ini rn t ■>-> - r ■» Vi if'! -j"i %n tfM r\| 9J-V 4\l ii r t- r - C- d H- u-i ■.Ti jT. ,n, u-fc «n mT ‘ J i h > ■ ■Ii Cm fm r p m rr «t »j ap a b a. r g—■ a-a acn , a 1■ a- -r I ■I ■ — x —1 e < iV E- Ur Qi III di 1 •Il ■-T' Ctt ea , r* r- j* » ■ -r- '-J- O Uj CT iffc B Illi r- 4 CM -j Lt> CT1 i.T-. r. "-ra 1 d «£i iU> ■D 'gp aff ij- 414| o p-l I ±> o LA 14 J-B ■-fc i i i w rr. u. Id K ■ n n ■ z. eV ■£ O LJ H rr a a D >: ■IB ■a an e-fl r-B ■% CT- O fr =-rt 4 a-a M> ■_£. ib| I o O •D ■J o Cj r D r- r D Xl i >i J ■ O ■4“"a■• r- ■ > ■ 4- a rr ■* ■ * -■ - •' r-* .1 I II W MS u.1. M r»i jp T - u s. „ F- ii- ?■• i- aa■jB I I - Bra ■ ’ IL. ^9 c. 9-r sp ■’ a ■■' ■> rt■t 4 -I- O MF “P -T ■Ti |ii. .j- p. '.j - in. ufti fcjFl F. ■ia■ oni. I 1 19-4 aaii ■U gtf ■£> p — a ir-j r.,fl .j ■! r,,'i !sj- J -Taj ’ J ‘ “J j ■d . 1.i ■<■8 H,p B Mb*” 1 -v .-I r—4 _ i ■-V i>= o ■a-r 1 1 P k* ii '-.I "T 1 ija 4 rj £t .r. ij i ■ fM UH ii ■a L> 4> i-‘- s .1 f ji ip C4 ■■ 4 aJ i P 4AP r■ Xa r ■ 4-1 +J ■J M •4 a 1 “S J k r®-is ■■ ■c -» KJ- III ■3 IJ Jd □: - all' *1 <j Vi in U Jl i i U wi •c O ■VIM I I I I I I I IArbi Minch 400 mJ Reservoir* s ■ n M ■I Sei .ctural Elements for 400 cubic Mel res Reservoir 1.1 Reservoir Roof A rex slab thickness of 250 mm is adopted for the design with an additional 50 nun thick center, inonar screed . and 70 mm thick of insulating gravel layer. A parapeL wall of 150 mm height □rejects from the roof slab to contain the insulating layer. Dnp pipes for rainwater femes il arc provided along the perimeter of the roof slab 1.2 Re ervoir Wall The recrvoir wall thickness is 300 mm with inside diameter nt H 30 and inside Iteigln ol <35 mures The reservoir is designed for a water depth of 4.05 metres and □ freeboard of 30cm 1.3 Rcsin'cir Foundation The fa. idauon slab stab thickness is 400mm at the junction wilh the wall and JOOmrn in the remain g pan of the slab. The fooling thickness at the column scats is 400niiii 2. Desi-i Data Spring instants foi Foundation Stab Design During -e sight visit nf tlie area an assessment was made of she foundation amdilnm tliai led co th: estimation of iJk bearing capacity to Ik not less than 0.560X mm I or a Ik j mg capacity oTt) 560 N mm’ the following relation gn.es the spring constant used for like ’ '.1x1:111011 design K.- 4Li 1.5X560 33600 3. Inpui itii Input gc ■ ieinr.il datii slfcnwii m Figures - 2 next page 3 I Des:. nfRmifSIah 3 11 Lm <iiiibin;itiLiiiK I he rum th is designed Im lite following Load Coiiibniahims Design I .id tix • QL [with mi caitlu|miKc| 12 2 ■ x IlkX m1 IkMgli I III ((il - Q.l It ■ A,.| (wiihe;ifihqii.ikeliMil| ■\t,i(viirl’ u.ike liMill 0|7A(Gi i Au 75(1 M 2.27 L;u i l*q .kc design Ili.hI Desigi 'Mil 13 '2 27 12 02 M lheiiui|i mm llw XAP2tO> sudwarc is. shown in the annex 12 Ik’si id Rmd SkillI I I I I I I I k k f k k « 1 k k i I I I i iFIGURE 2-ARIlA MINCH 400i.i3TIk roof slab is designed for (he following Load Combjfwlions Design txxad =G +■ <\ (with nt> eart hoihikc) A = IL2+K = 12-0 kN/ni resign LomI ■ (G > (\) 0 75 + Ar.i (with earthquake Joad) k Arj (earthquake load) - 0,17$(Gk ) ■ ■ Ard - 0.175CK2} = 2 I . Earthquake desi gJi load = (12*0.75*2.1 = [ 1.1 < 12 Design toad "12 TJk Ouipul from rhe S AP2GOO software is annexed The design moments and ihc reinforcements required are as tabulated below TabJe ■ 2 Roof Slab Moments and ReinfofCEinems Provided Design Moincnls N-m Re. Bar Rcq'd Rc. Ear Provided mm’ Location M„ = -19 Mji ■■ -fl 7J0 (A„| in in ■ 4.17 012@ 1 5thnm tNNinin bars ill cenkc of slab A ■755mm " both w uys $10^1 Jtfrn lop hills Jl eirnfre nf siih hiirli A 52a wajn. 1 M,. 2J<. M- ‘ 2.1 6 lAjimn 4J7 1 lUChmm A rl 1 IJOrnm ’ GlUfr KOmm lup h.ir--. j! cut tapiLil ImMKmM kn% u idiin luI v.ipiiril ■V, 523mm’ 1 f lA.jiiitu 0 12iri 1 Wmni Kip Ji Jh -i Ithjn h.iK ImjI iavlH u -di X , 753mm A' tul I_.1|I1|,11 M21 t A .11 II Illi: -l.l? V|. to 5 s>l 2 n 1 SUnnn Inp A. hiiLliBin h.iik ,i I m.ill 3 .. 75.1mm s tipis'l|| ■A 2 Ih-Mgii lif Wall -l ? I I limp Tension -I 21 temper jliuv I itcvum lloup Iciimlhi f<ii I lie iciiiperahiic c I IclI im lite* lump (eiimimi. the cmcimi MirLuc hI iIil" icm'klmi i* detuned in iLiich .i sui IX c tci i i|ivr;ii«i i u~ wf . wInk" llic nisnlc tenipcr.qhire is dsMiiinrd luhcat IV Itaial i Ml IIk'v,' .isMimplumx ,i icnipvralinv dirkicm < .-I is j^miiiiueII • bilr-oduCEion Far lhe design r Lhe 300 mk waler storage reservoir for Arba Minch town* the British Siajxhfd B$ 8(K ]9E7 -Design of Concrete struclures for Retaining Aqueous Liquids ' is used as a mair reference. The Ethiopian Building Code Standard is used as a secondary reference, because ii docs not have a specific provision for liquid retaining strut lures.. Arba Minch is ir.earttiquake Zone-4 as shown in Fig. -1 next page. The software u$?d for analysis is SAR2000 version 6.1. Prior to the application ol the software for thr reservoir design, the software was lestcd for the analysis of simply supported and ccniinuous beams. and for water storing cylindrical containers. Exact con­ formity of oulpu: results with manual calculation was established- In modelling ch- reservoir elements grid were established with the aim of producing quadrilateral elcnents 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 tised by exploring lhe stress diagram on the on the computer screen o complement the printed outputs. The software outputs arc shown next Pgc 2. Structural Elencnls 2.1 Reservoir Ro: I' A roof slab lliici.cs-s of 250 mm is adopted Tor the design with an additional 5CJ mm thick cement mortar s:-ced . and 100 nim thick of insulating gravel layer. A parapci wall of 150 mm height rejects from the roof slub io contain the insulating layer. Drip pipes for rainwater rcmos u are provided along the pcnnidcr of the roof slab. 2.2 Reservoir V. 2 J The reservoir wd thickness is llK) nun and lhe inside diameter and height arc ami 4 75 metres rcsp.ilivcly. The reservoir is designed lor a waler depth of 4.45 metres Ami a freeboard of 3(k“L. 2-3 Reservoir Fo.ndation The foundation ab slab thickness is 44Xknm al the junction with lhe wall and JlKJinm in the remaining of the slab. Thu footing thickness for ihu column sums is Imi n 3. Design Dala 3.1 Mcusuremc; Units L mgth, wcdtli, iihd Lhgeknuss are in meicrs or milhrnu-lres as found I'i I n f :rcc is New ion (N) or kilo Newton (kN) i I. xmnl is kilo NuwLon - metre (k N. m] nr Ncm -miIhmctrc (N-mm ibetween lit inside and outside surface oT the reservoir. The stress in the rciriforccmcrtl due to th: temperature difference is determined using the followir.j equation: ■ F>*=±0J(t-<i)T tjEs = ± 0.5(0.680)* 20* 0.0000 i *210.000 = ± U 28 N/mmf This tcmzeralurc increase in steel is taken into consideration by dtercasing the all­ owable sress of 130N/mm to (130-14) = 116mm< The output for hoop tension and wall moment! is shown in the next page, and it is summarised in the 1a:ies below: -. 2 Table -3 Hoop Tension Reinforcement —■---------------- -* * ■— ——_------- x n 1 Hoop Tension {kN] Location Re. Bars Rtq'd (no tension in cone J Re. Bars Provided (mm1) HO Bociortl of In quarter from lop 1206 Use 2$12@l SO = 1506 212 Bollom of 2- quarter From 10p J 1828 Use 2$ 14^150 2040 130’ Bottom of J'" quarter from top 5 J120 Use 2ipl4Q£| SO = 2040 4 Bociorn of reservoir (AJ mm "2x525 ir«3t>l2@2DQ = 1050 IU0 mum hoop reinforcement cxicnded lo the bottom porik'" of the reservoir Table 4 Wall Momcnis and Reinforcemc Tmal k.iwcni (kN n) Ro. bars Rcq/d (mm‘ h Reinforcement Provided <mnr) Location (A M) min = 525 Use*16^ ISO A „ 7$) Tuc if reservoir 4 (A, )nim - STS l/sc$HS@ 150 A d = 753 Boumofl quanct 4 for: |yp. inside & ou ide -l‘ ’ (A j) min - 525 11 sv <91 <5(cr> 150 A d ■ 753 Rv ufflof 2 qu4rtcr M fon tk>p. inside & OL ide -1:2 (A^Jmin 525 Um:$16fit ISO A 75.1 IL* Omul'J quarter r u fr.ri Hip. inside Al ol :de 3’ 11 H 5 IKe 0 16 150 A d - I340 Bi-'iim til'rescfxun in <ic & ckutsidv 4.3 Do jji oTColumns Axial lo.ii al lop of column 165 .5 kN Axial I<ki: a1 bottom of column 183.5 kNP (kN) Ml(kN-m) M2(kN-m) 179 5,3 197 * Vertical Reinforcement Aafmin) = 1005 mnf 2.59 LTjcc 8 <J>I4 A^ ~ 1607 mm' * Lateral Rgtnforcement Use 3LU spiral reinfnn^irient at 100mm Pileh. Cheek for Shear stress tn slab Length of critical section in the drop 3.14 x (0.40+ 035) - 2 55m toad/n? - 13kN/m2 Net shear force =179.2- 13 x 2.355 = 148.6 kN v = 148600 302 x 2355 =0.2ft8<0.9 Length of critical section in the slab = 1.5+0.25=1.75 Loaded area = 1 75 x 1.75 “ J.06mT load / mJ = 13 kN J m2 Net shear force “179.2 3.06 x 13 = 139,4 kN V = 139400/ 2D4 x 4 x 1750 = 0 09 < I 2 N / fflnf ■ Check hearing pressure assuming isolated footing Maximum bearing pressure is attained when reservoir is Rill of atcr Loud frum column = 197 kN Weight of water - 9.81 X (I 5x 1.5 - 0.785x.4‘) x 4.05 x 1.6 = I ?kN Wcighi of footing = 1.5 x 1.5 x .40 x 23.5 x 1.4 - 29.6 KN Total Load on Foundation 361.6 kN Bearing Pressure (pj ■ 361.6 x I01 / 1500 x 1500 = 1) UkO 4B0 N ' r -/ Check shear stress in lo<>tui|; Net shear force 11500J - 93B5 x 6003 x 0 16-1135+30) 1000 314 7 L&5 149.7 V 149700 J 3 Us f.UO_x,352 ■ Q 225<0.9 4.4 Design of Foundation Slab Thu foundation slab of Lire reservoir is modelled with 24 grids along re circumference and eleven grids along the diameter. The sl.ih is analysed for reservor uII and resentur empty conditions and the output is shown next page The slab is dcsi.-ccl for maximum moment resulting from the two conditions.Table -5 Design Moments and Reinforcement for Foundation Slab Moments Sheeted Tor Design kN-m Re.Bar Required 2 (mm ) Re. Bar Provided Location 3 mm M H* -36.4 M - -29 n 1142 (A B) min ■’700 Use^I6@ ISO A H • 1340mmJ U$e*l2@ 150 A « 706mm7 ■ mid strip bo! bars . mid strip top bans u m „= m A - 939 (A mm *525 Usc$16@200^ A » 1005 mm' w vl M «- -39.2 A . “L235 (A mm "S25 Use $12 @ ISO A ..-753 Usc«l6<g 150 A ■ 13*30 mm' Use612j@L5O bottom bars al col strip - top bars at eol. $inp * bottom bats between column &wall top bars between column &wall M - IE u (A u) rnm’JM L Use $12® ISO A - 706 mm7 u * top and bottom bars al wall sealRoof Shb Stress OutputSAP2000 ,6 11 ■ F.rc W-DD «£$■□<» Fmai-4^1 ■ rtesiJlani Ml '■ D-agran\ (LOAD?] - XN’-mUmisuciouur 2Y.ZUU3 16 z I 28 0 .ISO 42 0 14 i' 1.1 0 h hNinOH'b1 I w so Ch 4 ■ -J 1 • -- f v? LMqrfcm (LCAD3.1 - KN m l/nitsAP2Q0Q 16 11 ■ F .10 AM DD-RES-J^- F rjiUcoi Peso Irani Mt 2 Diagram flQAD3) ■ KN-m Un.ls8 iN ■ ■ uT- 15 ■■i ■ —r fihPSM ? ■_ 6 11 f! ie AM ■ ■■ □ RE S 4 F - k J ral ReivJpnr AV? D- agram (LOAD3J; KN-m UnHs■ h to ft I I ft I I I IF ie AU-OD-RES-JCG c rj’ F s 1 Diagram ILQAD3) ■ KN-mUndsspun uJ-NM • (€OVOl‘ iuejDP-a 11 j jueunsdj. itnriewj tX'r SSb OQ IVV *i'd i l 9' OOOZdVS.20 J? 2- 0 v6 11 • AU 0D-*<E5 400 F«nal-4coi Resultant f 11 Diagram ILOAD3) - KN-m UnitsII I I I I I I I I I < I I I a I I a J n D e- rv O o oo 4 _ '■ F B-" 1-4 i—fc f-< —8 r" oo oo ii 3 ■ ■ U M Ed Id CO «N *N CO i-4 Hffi ■tys ■ Fl ’ " t f 4aHB r- r- r*" f nrrn XF XF -!1 o f r- O ■sO sD iH *r M XT <-*- xd .p r- h1 1i W -F ”l m 1I 4 n >■■4 > IN 4M Or CM ■Fi CM C-u '.N f r-4 o o CD O O O O O O O O 4I l il |a |1 LaJ LJ kJ U XT XP XI »ri u UJ LJ 1I1 1 id Ld C4 10 i l ri I M." 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CM m IN F r ■■ a 1-4 -4 *; X >—i IN C-4 ■N CM O arr rai ■IN O D - -i 1 IN -N UJ 111 I a 11 1 1 ri» JI xp to ■S-W J—1 Fi n o o -a 1■ XF XT £0 U P 1 to F CT- <JS j-x - D rb i£’ I ani i-i 4-b a-i oo OO 11 1b kJ LJ LJ U Fl l-B to -p ■r-" >£J JI bi r lF- CD m CD CT’ iF o r« .ji J 1! H” r—4 r=4 ZD —4 IN m jh eu •D E jC ■—1 -x hp r- i 4 P J i’ ■>-4 u-4 i—8' r—i ru r-i «i i> ■o o a O x- -J. Fl Cr. i a Sr i-J u cn tH « U 4 - r .j. n P i 1 114 ii. T F XF pr •a" r-i r- J-S a-i l*J LJ u k: f-u ru m 9—9 oZ u 1 1 W ru r- »f r-u = ."■ CM aa■H i-i U“l -rJi £*< J’S r’’- aer o 4 4 1 “J ■ r-4 rC *C CM "33 ill Fl CN •N ® ‘0 fN T —■ in □□ O O r* O' ii ' IE' "4" w MH o MJ — ■ T> Fh kA F > 9—i 1—P F- '& a .9. - :i am if>. Fi L- | 1 I’ i—i J J*- N? <ZJ !-*■ iH L. r i i ■ ■■ ■ ■ a -4. |-.J •o sJt -C M> Fl ,F“i ■4J uj Cl o O a r BJ- -■"i a C> jj 9—4 »._f 1a Zu B'S — o U’r •T 'T Fl •”! I■ 1 1 11 1 i "J "M ■’"I l‘ ii 1 ■hi fM I 1 uft I fi i“m ■ u UP 1 ■71 .C LJ 1*4 ri IV Ib4 □_■ “F r- Fl m r >=’"■ O- >P JJ o <Ji sy u3 r-fr 9-1 J! flh C-M r i r- dh. •N 11 o XI ■ \.i uh « J —■! ■* ■■ IM 4N bT- ■J- r—i i—i J-H a-B 1 e ■1-4 ■-S ■s ■ ■ ir- ■ja 9 .9 . 4 t 1 ‘Li aj 11 r ?™ i*4 tT- iT r-i i—i .r-i 9 H I T. . J !-■ -. 9 9.1? r«k I’* ■B —•■ B-S a ii iF- P— Irl Ld. rt 1 LJ H n T. -!■ p ■■ b a „ i if s i - Ifi ra 5 r- L| 1 * D r-l • u O O Oi IE i .r ■ru ■1 bl 1 ~ M IN ru <M I’M tai i uV -a ■■■'Ti :. o K ft ir r o 1.” , - *: r-i 14 “■j k. f« rt o /■i Th rU /■l CJ ■ i"® CT lib •c -e -C 4 1 t—■ CM MJ ■n :> -i- +J oo r J ■j o u1 •• r4 ■!'■ .9^ nn ■! ■ 1 i (a | 1i .i; ijji ■1 . -1 _ii P 1 i' I o ki .1 -1 B *■ I'J +i ■ u r> 4 ui q d hi i: i -y r> •Nr- x ■ •C ’■ «zi O "J ISA?2000 v6 .11 Fil<; AN- DC-RES-4 00 FII7AL-4COL KN-r Units RAGE (?c:aa« 2003 10;$7 1 SKE-L ± £ Pi E S 7 r E s U L T A K T S[Shell Will ElementaJ S-ELL LOAD Fll F22 Fl2 Mil M2 2 M12 via V23 1j LuA03 19 "12,33 -6L.SB -14.49 5.73 33,66 0.00- 3.064E-02 41.03 U -12.54 -t?.69 14.65 6.75 33,75 2.025E-02- 3.064E-02 41.07 W US-77 -36.23 14.78 -2.16 -10.93 4.058E-02- 1-14SE-02 41.07 20 US- 93 -35.42 -14.36 -2,1$ -10-97 2-033E-O2- 1.145E-02 41.03 34 ttM3 20 117.79 -46.11-■1 .4B3E-O1 "2. 30 -11,15 2,033E-02“ 4.166E-03 7, 3iaE-01 22 117.64 -46.es 5.227E-0L -2.20 -11.10 6.B60E-DJ- 4 ,166E-03 7* 492E-01 59 197,9#. -3G.B4 J.471E-01 -2.31 -11,9$ SU43E-OZ 3.632E-02 7, 492E-01 $? 195.Cl -30.06- 3.2C0E-01 -2.24 -2.23 -11.90 3,316E-02 3.632E-02 7. 31BE-01 ZT u , 1 2 CL. 31 -20,$5 2.42 L- 199,7y -21.20 -2,91 -2,30 Hj 1JD.99 - 34. -1.33-7.S14E-O1 -11.93 3.316E-02 6.979E-02 -11,90 B.04DE-02 6.979E-C2 -4.57 $,M6EM32 1.5B3E-01 -7.03 -6.77 -6.77 ?* 1U .22 -33.61 1.99-5.865E-O1 ■4.31 8.227E-Q3 1.S83E-01 -7.03 ■E 2 r ■*";■" i -- < - if 1S35E-C-1 i .J8-5.953E-O1 -4.36 6,227E-03 3.296E-01 -4.54 ■J - Tj• 1 - 2 - 66 •3.13-7.94]E-OI -4.58 -1.232E-0L 3.2S6E-01 -3.M 1‘■1 -30.15* -3. -5-1 576E-&i-6 a .399E-01 -3.339E-0E 3.747E-01 *3.54 r. r 2 J-np-Ll -29.411 i.blSE-Ul 1.C94E-O*! 6 .697E-Q1 -2.D75E-OI 3.747E-01 -4i. 54Floor Stress OutputAP2O0D *6 11 ■ F«ie AM QO RES a;? f **• -”O» ■*•-• -u’tanl Ml 1 D-agrarn <i_OAD7j - KN rn Units35 0 42.0 AP20QO v$ lb Fie AM-DD-RES-’DD F-nal-Jrol ResuU^nr M22 Diagram [LOAO2] - KN-m Unite1000 m1 Reser voiArba Minch 1000 nr Reservoir' Structural Elements for 1000 cubtc Metres Reservoir 1.1 Reservoir Rouf A roof slab th icknas uf 250 mm is adopted for lhe design wiili an additional SO mm thick cemem mcwiar screed . and 70 mm thick of insolarmg gravel layer A parapet wall of 150 mns height projects from the roof shh lo contain llw insulating layer Drip pipes for rainwater removal arc provided along tine perimeter of t Im: roof stob. I 2 Reservoir Wall The reservoir wall ilnckiicss is 300 mm with inside diameter uf 15.30 and inside lieiehl uf 5 9 metres. The rcsynotr is dishmcd for a water deplli of 5 6 metres and j freebuatd td 30cm. 1 J Reservoir Foundation Fite lokindiition slab slab thickness is 400mm ar the pinclion with lhe wall and bflJumi hi lhe remaining p:irt nf the slab Tltc looting thickness .n lhe column scats k 4HOimti 2 Design Data Sprmg Constants for I niind-aiitiii Stab Ikstgn Ihinng Ute sight visit ol the atva an aw^oiiciil was made uf the hiiHid.iiniii vim.l.-o.ii lh.it led tn the cstJiiMtiiKi of lite bv.nnie v.tpxily u* he not le-*.-*. than ll Witts nun I mi a Issuing e.ipiicm ol 0 Midi's mm’ ihc rulhiwing iclatnwi gives die spruit v- i- l iui n^’d tm the tiitimLii icmi design K -hlSISX'NiO “ iiipni Data III)mt L-uiuiietriLjl d.il.i i- dtnwtk in I igliic* 1 nevi pipe I I I k vigil ol lioul SLili till rbJmI I nnilklFlLlIliirtl'i Hk m,.I ,hh k .k-Mfiud i,,i ilie tuiUMAiu,. | | i lMl , I lr •1| I ikmI U, • 4with nt- ejrlhilli.iLe I 12 2 X IIIAm 13c , .-Il I ...hl Ur, s \ tviilhi-ailbi|ii.ikcii..hl| \ r Iiihi|iukc UmhIi U | "Mil. I \ HI7MIU 2 2’ I nrlmpiakr fclvMijn kn*l 11 b*u 1 Je iicn kwd I * * lh milplH hum lhe SAPMil MjtW'llC i. .Ii...\ii hum p. . I I I JCilgtl III R«n»I Si,|1l 12 b.' I'.a a a a I a ■ a a a a a a a a a a a a I’lGURE J-AHIM MINCH IfloOmSHGUliE 2-W* MINCH KltJi),,,-)Hie design moments and die reinforcements required arc as tabulated below Table - 2 Roof $j b Moments 2nd Reinforcements Provided a Desrgn Moments N-m Re. Bar Req'd (mm2) Re Bik Provided in n' Location Mi, - -24 M - -24 a Wl f l2@IOOmm A u= 11 JO mm' (AJ min= 437 0l2@2OOni A S65 Mi,, *3J M„ =-26.7 M “-|4 n Mu ■ 3.6 M,.j Id IOM (AJ min- 437 lAJmin 1053 4k 12@ll DOisuyi A - - l 130mm 2 M2@l50mm Au - 733 nnn2 0I2® 1 OOrnm ' A M “1130 mm? , (AUJ nrni- 652 613^150mm A M ■753nifii * . hoi kirn bars at centre ol slab Iwl3i ways lop bars 3i centre of slab thrill ways lap bars ai col capUal • bottom bars within cd. tapiul tup & bottom kirs between w.ifl JL eul capital tup & bollom bars at wall support l 4 2 Design of Wall ■t 21 Hoop Tension 4 21 Tcmpcmiiire lilTeeicm I loop leiisiuiL faw die icmperalure effccl on llic Innip lchsiuh, die nlmw snilacc of the rwimii i% assumed Io reach a siiikice Ic nijH'iihiqiic ol J? , while I lie nisuj-e Lieiii^W'rsiLMTC is j’ssumicrl hi be m ISC. Based on iHcmu- assumptions j lumpcrdtuie dilfcrciicc ol 2u k turned henscen the inside and uinsulv qnUe nl chv k-^\uir I lie vires* in like k'liifoiceiiicnl di*tf io du.- tempera I lire dilR-ienix' is ileiei mined using die hdlim.ing eqmiiion I-. - * 0 5[ 141) T e\ IS t IJ 5{U6NII>* 2JI* rHMHIIII *? IIP IHMI t 14.2X N/ min' I Itiv teirifwrjlurc inmsiM- ni sled Liken into ciniMdaulioii hy ik-e rcsismi; ihc .il|<iw.ih|L- ’.irev. of I JONhimr Io (I tri 14 I 1Ibuim' I In- ouipm |,M (h,np k osowt ,unl sk.ill .uoiikol. is shown iii the lieu page, .itid ic is M>niin.jiriM-d in ihv hi I des lie-lowI link i ! in-ip Tension RcinforcenteiM Hoop Tension (kN) — Location Re Bars Req'd I no tension in cone J J (mm ) 2Ji Bottom of Li reach from lop 1887 397 1 Bottom nr2*' reach from top J4W 406 Bottom uf 3 reach from top 3500 197 ■-------- — Bottom of 4'' reach from lop t69S ll—„ Bottom of rtservoir(boLLoiii ol’S'*' rcaeh I'rurn top (Awl mm =2x525 = 1050 Re Bais Provided Willi min Icnsmn in concrete aIJnucd Use 2<|>I2@UO = 1506 □k 2r|i|4(«?lM -2wq Use 2i|H4rn'|5Q ____=JUJ0 Use^M^.lSU _-_2O4U U«2ifrl2@l5O 2 ISO* ’Maximmn hoop remfurccmein expended in the batturn portion of I he leserxcnr l:ih1e - 4 Vl jII MuriieniN nnd Reinforcement Tol-iI Moment IkN-inl -fl Rcinkirecnicnl Piuvuled (mW) Lu<.il lull LhOtJif? luo Top el reset h mr A„-7G5 ■15.8 V-cM-I.p ?N0 A - 765 hl But 1 Lpui lur hoiiii tup inside m »niMdu -27.3 ■15 2M ■■- Re hnre Req "d (■W| (A 1 nun =612 ■iw I X II mm fl 12 7M5 i X i mm - hl J o|2 Use i> 1 -Ito 21.hi But 2' ^u.iiici hum A ,, ■ 7h5 Uw tl4 rj loo A „ - ?(>5 Lup URShk* iX imlMik- 1 BoL V' qiLiiiui Ji'inb lop llhldu -.X mH-hiilc Umtouh. mu BulIlMlI Hl lU'.VlTUII jS mu? a msillc |X Lmlnklc 4. J Ifcflgll Lil ft •! II III: I-H A xi.il liUhl .ii I' fi«ii l uluniii 11 k \ ‘XXlUl Iii.hI UK IhilhHII Hl i i>klll||| 142 LX l • LiKfeik b 1 |kXi li|7 ■ Vciliu.it Ml ikX-iHi HJH/I.M MMX mb 49 iA^Jiuiik liHJ'iiun I'm.* ft *1'11« \ Irijliitai- ■ Ldlii-11 Ih'iJh'liATIKTlI | v- <1* X ’.pil.il iiCilllnItvikiLiil .Il JIN Ip IIII |1||L |aCheck lew Shear stress m slab Lengili of critical sceltw hi (he drop « 3.14 x (0.4tj- 0.40 p 2 5Ini load ■■ nt" IJ kN / m2 Nel shear force = 317 ■ 13 x 2. 51 = 2R4.37 kN v = 284170/ J 52 x 2510 ■ JUZlillS Length Eif cniical section in the slab _ 1.5-025-1 "5 Loaded area ” I 75 x 1 75 = J QfirrT load J* m? - 13 kN J m2 Nel dicar force c J42 3IJO x 13 - )02 22 kN i = 10222ft- 2UJ x J x L750 = 211 - 1.2 N- mm' Clicck bearing pressure jssunung isolated footing Maximum bearing pressure is aliened when reservoir is lull of waier Load from column = 342 kN Weight of water y .SI x (I 5x 1.5 - 0.7Mx.4“) x 5.60 x I 6 - IS6 7kN Weight of luoimg - I 5 x 1.5 x 5 x 23 5 K J ■** 37 KN Tutu I Load on Foundation - ftfi5_ J_kN Bearing i^rewre (fkI - 565 T x 10' r500 x 1500 * 0.25M.4TO N mm? Cheek dkcai wtreM Uk kKiting Kl-i dicv kwee- v_22?<MIKl _3_.l-lx60jKj£!j 4i<Nji_y 4 4 [k-%ipi ol l-i.iiiidjLlofi Sl.ih xO, 251 -1186 7-37P27O I 1000 The luuiKbl ion skthol the itMTnukt ■% and clc m.n gftik atakg iIk dimitvici iFkKlv'llcd with 24 grids ilon^ihc ukiiiiiL-il icc lite Mid? is ajukwd hu ic^-iuhi lull jmJ nsmim ctiipn. cuudiLMixmid die output is ^houti next page Ilie v|,ib k dcM^ued k.i HIJXililiiui iiiiHHClH IL-Mlltiue limn LllC Ismi u.iiudili0ii^Table -5 Dcsigai Momenls and RcinTwotSocnl fijr l~LHdiidahmi Slab t>csi£n Moment N-m Mu - -25 Mu" -25 Re Bar Req'd (mm2) Re Bar Provided 2 mm Locution M.( - 37 77« ♦U(n)l 50inm A <-1020 mm3 t A*J nsin 417 + IO@i5OtH A . S’J 1161 ♦ 1 <Wif1 1 5tFmm A M - 1 340mm ' M . Jil M;; ' JO 1A J man- 4)7 9J8 (A J nun- 417 01 Wdl 50ITKFI A ■ 75) itirn' rt ♦UM 150mm A ’IO<lii + ♦ I2$r 1Jlhtim btMiom bart ui centre ml’slab buCh way s. lap bars at cefflre ul 4,ih Sidi way* ■up h.K> jl cuhiritik JhmIlhii bars miiIlhi loI opi^al hutinni hjK iK'tttCTH u.iii a Mil hipbiiiis hvl^ern wj|| A. mil A 75)inm rf 7 M. 14 MU OSH A< IU2ihiui/ - hip Al biilliiMi h.ir, al tt .ill >ealAnnex Roof Slab Stress Output>200r> IT ■ File r,M DD Q£S -rc ResulTd"! Mlt Diagram <L0AD2). KN-n» Units.LOAD?) - KN-m UrvlS—Wall Stress OutputWall Stress OutputOctober 21,2003 F7:O0 ■ ——n — — — I ___ i. -i ____ - i i -T" J j 50 100 250 ________ 300 i 35O_ 400. SAP2000 v6 11 - File AM-DD’RES'lO'XI-Jcol - Rtsuilarl Fl 1 Diagram (LOADS) ■ KN-m Unitsi i I i i ™ -™ no OO ,- O fCT O (T> ft O © o CM »-•»-’ CM rt r^- ct ua m -a: -D r - xiol r- <F» F* i. i - - -* r- r- r* r* O o r- r- r- r- ** oa -R a-i i r- oOOO ' ,_■ ji-i i—i .—i i1 ■ 1 il L . II ■ 9 - ■ ■* r. <4 4 r* CT i-R CT iri■ IIII n > N =N <M □DO hl Id W W NCMM W «A «<Z1 ct v CM CM »rt Ml ■ *■ i i CM CM Q <5 cd id OO n-.mM-u oo oooo 1J 1111 ry ™ U id CM Cm Id Cd id hi CT O u> *-< »—• *“R oooo |! J b 1 L U U oJ CM CM *4 *■£ •ft in r- n- r- r* -n ,-9 oooo Illi hl M W id Cm Cm 4 4 Cfi -X=e-- r-> l£l -J r-« oo 91 v sD 4 4 4 rr Liar n h iM 1—• 1-4 iiii 11 O CM CM CM CM CM —■ O O O O 9~> !-■ ® <D U*l »A CM IM CM r- CM oa OOOO CM Nf' F m CM cv F-J i—« iFJ i ■‘"i m QOOO cn ci ct •< irt iA M> 4 oooo I • I I i ©Q ■i 11 fid b! W W h] -4 ffl V •r Mi cn oi 4 CT ■* o ■* w 4 O © cm v 1b1 ■ O W W W hi hi <71 €h O © ct ■r- ■•■’■ IIII CJ UI GJ hi 1F1 3 W w hi hi i5-i -3T- r- Q O O CT T-! w CM CM • CM CM r- r- r- mi IM ft CM 4 4 <T, -■ CD CT aA■4 a-i IX! O fM 00 ** CM ■’M ■d? -3? U-l -D rh- CD E 31 .T CT V f->- m- i—i .—i .A 4 pr lj. 9-i r- =i O CD 4 r- db r* trt «n CM CM <M CM *-< »1 paip as o m r- CT C-4 -H- ■ rs n ID 4 4 <n 4 4 RF F*l 1—1 r-l iOUlF M> rd 1 I 14 1' H rir- ►■o r- r- cp ,-r- E fcH Ml CM fM r4r4 | 4 F- 1—■ !—■ rt r% Pl C- Lil ji €» r- ■»-* <D RF 0*1 ■—t j ■ : -a . | lTI lTI bb 11 in m <m ipir m r- oi -• W O RF O ■I - r I I’M -4 id 1 b 1 lD r- cm r~ a? MF ■■*■ 4 IN e b a. 9 4 CM 4 CT 111 -F ’-S r- r-i O -r 4 O - i. a | 4 r- ct uj P 1 1 4T> CF 1 cm O RT O O 1 >1-1 U >-1 W Id irt > O Ct ■^i m 4 —* 03 4 Srt CT <m 4 im cn tn om ♦-» n u> ao D 9 CT <T' ct r%i 4 ** JI 4 !1 L. s. k - . r- r- r- r* ,B ct irt i~i frt r* CM 1b v »n Ul 1 r* -Ct 4 <Tt *Tb RT CT ■» 41 I’­ ll ul -P I) lT| r- — m n ct mT Cm I1 —i -f r. r4Q>C P - >I IbJ -a Hl taJ XI li | j-i u3 ■D f- "i"i r*M hr r* wT O o cm r- 4 1? <5 MT JI O m! 1-1 -Ji M3 Ml Ji m a .tfi >-< -4T 4- m n i?> n x - ct n-> ■ 1 fa . tO » -I 1 I1 ■» CT k/1 Z» ^-| | 11 b» 1 1 i! I ’J j4 n> “* CT1 -r-j JB«- ITi r-9 J ■ ."i »-* ¥ -’■ te“ T i Ij D 4 O r- q -199 r h n i- I- ct f t j- 1114 w4i O- "T J’S f> o .m rl- H O 4 n r> da D C- J 4 >“M ry ■“ CT- 4 4m _ OO O C? Cl Cm n «y ■! ■ -•- iF — fi ry t - j- - ■ .i iM —1 O 0s I'M , a-i am ■i a Cy FM CM Cm CT CT t O ■ T -,T V ’’ + —i a1 >. r ■ . _■ . i r9 -T -3- .*■ , . *■ “A -9-, i .j n «i i .1 -1 - • 9-! ■*< RF O ■& ft n .- ■ ii o -1 ct rn Oh .,1 J ■ ’ ■» - i . ■ ■1 hi r« r X -B . i i S> -O C3 ■Ij w H i-l hb ■> i n L S i a -■■+ .ii a ■ *yi*r I1 r"CM J-r F M- nr in rn 11 4J n ■X ■C H o O rl .1 >l rj ■- Ji -J ■4 Eal J- *JI ■ MJ iFloor Stress Outputt2CJ 144 160 'AP20O3v6 11 ■ F>ic AM DD RES-103. <'SU'ljr! r.111 D.a^jrn (LOAD^J ■ Khl-m UnitsW22 Oiiigram i LOAD? I Kn yfi Units,, LCACrt) KN-mWvc-tober z i .2003 ’17*169x-rr-h «l| I.ml % t. i • • • i ¥--r I I UitHrnb.i «“t, 1 Ibr .1 4hllll M hlj , | Jonm .HC lhe r- -It -I U-Mhi ■ '■ K I.l-ut'-, ii ih,Jnr A of HXknm U adapt**! r..- tbr wt *jH «nJ •**>* *» •*• (he (^u..L ri, n (Uh 11 ihKLrn<-.1 ( >'H» nun f he inside JrfMh ■' * ' whnt. <r. ■ I ‘ Hint"»rt»e^n>riiu '»T»r-’r"t ' ,n * I ■' H-. ’t. >..I list- Jeep ■limi?i: b 11. n..- hi Ail in I ii-'iji'- I 1 »l r-i-■' ? Ik Ij.'!' ■■! Ki ml %'l.|h ’ II |t| 1 i»nih%ri.|i4nii’i [tit ji'i t d it tkhik’! I .i.*i1 v !<■ J^Aigncil • i, ■ 1 J,. lb?r die lulhtu iri|>: 1«. iiJi n-1 e I • •■•I 1 • 'rH^niTi> ■’■ ill.l“ 1 111--* t.‘ I k S tti Ik^ijrri I .* ii| lb *(AM’ 'X • \ h w rih i’,irtliL|iL.«lc h' hl 1 k X 11 e.irilimj.ike l-'.hh 11 I ’Mln 1 X s 1 I “'ill H 2 I jHhqiuU kk-Menliu.1 H2U*tl71-2 112 12' ItaMigii IimlI 12 l I Ik' Iililpnl II- 10 |lie 1 X|"2t 'll* I i’llVb IIL- I H Jim-.* Ii ‘I .H'.iLl-’ I 1 .• lx -ii-r Mill’ll 11 ir i ■•. I .11 rhe l.blllc K'knh 1 k . XI » 1 j.»"" S |b| M 2* 11 i- 1 XI •B * M " 1. M Jd Ke J Lit b iCf I l ir IG h|, il 1 IbiFl12 h *MI X bill M liMNI b X 1 ’Inn * K ii | O"i di J illlbi 0>i - ■! ■* * ■“ iai 1 ■ iHdi.irrt ■- |i . k - -k -Lri iiBi _ ■< rrv . ,3 M t" X b Hill. ’ *s 1 h. X 1 ainst ■',’| 1 i! 1 ’’lllljl-jj X h'2'fc Hi.ll 01 2 L “• hiii 11 1 M* 1 itlbb M 2 il 1 *“’ Ilil-fc X " I iliiji • | '"bi I Ik 1 II “ li _|j , ■ 4 B 1 ''J kbl % i l 1 Lil ,iji isb |’I Ml^i'hiirl l| fe.1i.iil! fa 1 k4 x 1S * b| ’■T ii «i fs IM ,, l«ifcl_ hHJirU| ». 4 ■ 11,|! a, 11 ng L 1 La g MiTSp,-] B ■LMl .bl 1.. i 1 ia. !<al M 1' XI s ir J 1 ; j|t _’l h hiqii-ii X < tahini i K X 01 ilk tlh T " W-’H “l ' • . . .a ■■ ■ ■i |(r , , , ,,, % I I I I I h | li :. i| UL Mtl ’I bill XX ill I lie H^eis 1 hi u,ill ihit kiib's^ ., ■ Lllbip Mi .|MULl ^mMK.uI.Ikm.uip^ iI,,... IK ^|Il.d , e ,. v l 1 Jri. b,„1|t 11 Kirk LlvfC'.i , 2 Imhi' * • |"k -Ibti I lie <Hl|i .r tifiiib ill, S 1|*'| urn . Illi............................. .. 111 Ilk" i.ihlk Ihclmu “ Jilctiu - *i4i!sij. i||k '*MI .111,1 *lhKH.i m ihi; jiiiiu’x |f. I . *.1- 1 i ’I ’i.ill 1 «ii ih ■'lip | |(| |ptshtion ji-iiDesign Moments N-m Re Bat Req’d 1 n«n21 Re Bir Provided innr' Lttlluon Mu ■ IJ M,,= 6Q5 1 “Mu = -5.4 M --20 ft M„ - 07 WK (AmI min» $25 42) (AJ min- 525 m«n 525 x $20© ISfrnm A =2Cfl3*nmJ u $l2@l50rrun AM-753 mm' $! 2@ 150flirri A«»75J nW 012(£] ?Drnm Au 75) mm' a vertical bars biMhi iidtt Ol She twllwni of sump „ hpriznrrtal bars both Sides vc-rtic-*! bar? Hxi!h tides in the upper reaches vertical ban hoih ciiks in ihc upper reaches n. c.x tenor sval I along m u AI - A 2 Dc<ig,n Moments N-m fSfo - 4 J M»- -!J liar Itcifd ^mirtij Re Bar Provided mm' LiXaliwi M?r ■■ l-C 'J 5?t> 1 A j htiii* 525 -Kdf J mm- 525 M«iui 525 4> 12ty< 150inm A ‘75)iiinr’ u $ 12in 1 SOiimii Au-75iltW $12kf 1 Jfliwi A.^753 i : IIin $l2u 1 irjuum Aj-'SJ rriiu “-------- seineal bare fauli sidet . hr>ri/niii.i| hor-i I^miIIi udcs l l'iIh'jI li.ir's kith Mdirt in chv nppee iCfldio . hurinntl.il lug^ h<rih ifc* M ------■" ■“——* — ——»_>___— ____ _____ H ___ _ in cxlcriLii uall .i| mg .ixh AI -HI, and a\ c Rcli.n kiM d 1 Il*il21 h j h> Ik-Mjpn tlnii'Ciih Sih — Mil .s - ■22 ■ A J imll 4 Ke Ihr I'm^kIviI mm' ->l ? *• I Wim A.t ’*^1111 +i'u nitaiiM Am “F* 1 nun +■?*■ niMitn Am 1 nms * lciMllli A. 7*5 mill" ■}l 2«* IMIfoiii A, TH mm i «->l i|Eh in k Ilia’ll Ll,l| t |i, ||| 1 ,J|l^ rijip ] j Vl.lll V. I'l Nik • * d ll"ll 5*< V d runt if.” S , 1 kiilii *25 .4lita.Ainl.il lMp„ th, Hj, ^VilKjJ kiln hall mUi> lib Ifh.- Mud'll. it'AlJh> - hurwiinijl ImiUmI! suiirt ■m M I |M kut knh llw iiMifadlv li'HMiwiUi |KII kuij MLk.^ .it ||k- *■■*■11 in13 Reservoir Foundation The foundation slab thickness is 400mm at the junction with the wall and 100mm m the remaining part of the slab. 13.1 Spring Constants for Foundation Slab Design During the sight visit of the area an assessment was made of the foundation condition that led to the estimation of the bearing capacity to be not less than 0.960* mm or a bearing capacity of0.960N/mm ' the following relation gives the spring constant used lor 2 (he foundation design: K> = 40X 1.5X960=57600 Dwiftti M Omen Is N-m Rf.Sar Req’d Rf. Bar Provided j mm Localiofi WjP” 7 M i ■ -45 My *-9.5 M„ - Ji M ~ -1.3 756 (AMJ filan-- 525 9^2 (A J mm’ 700 A J mill- 7(HJ <pl2@l50mni A -75?mcn u +I2@ 150mm AU-75J mm’ il-B^ISOmm^ A<*J020 mnf £I2£i 150mm A.(‘T5 J min* ISDiimh A. *J4lf nim- 01 7'«r 1 M.Mui'i A.*1-?*! mm bnnnm ban in lhe centre parallel in vuh . imp liajs parultel io ww - top hurt parallel lu x-a\i< ni uuivr wall fuuEmf . Imllnni iMn 1*01 h ways IliruiijJi miE _ lL1p tkM* paiillkl In Sb-.l%i\ dl IHlKr Willi - hiilluiik hat* btMli Ifomqjji ii'ilAnnex Roof Slab Stress Outpu t"J -------------- I Ii A fl I ■■" '3 / J JF — \ 7 T - 1 II L A .65.0 -52 0__________ -39 □__________: S6 0__________13 0___________ 0.0___________ 13-0__________ 26.0__________ 3&.Q< t c ... -n !< r ■ 1 4. 1” -2 s ■ r— 1 - 1- ta . i> ■ tai i Ji -65.0 . -M.0 -26 0 -t3 0 00k k k k k H ti b ■ ■ Wall Stress OutputMIIJO •it NM (CGVO » uitfAlKI HN - ICUIJO3 <lnJ asg> t U*W g «'J • H 9-‘lL L .L J LJ LJ Lj I L. -78.0 ■65.0 -52.0 -39 0 ‘26.0 -13.0 0.0 13.0 26.0 ;AP2000 v6 lb File AM-W&I WeU 2 case full With EOrmai ■ Resuilan: M11 Oiagram (LOADS}■ KN-m Lfmts“1 — --- -ii - 1 r O 1 ■— j i j| i ji 1j ji n 1i i H n ■ - H 1 ■ H '1 ii -60 0_______D . <30.0______ ;20,0________-10.00L0 OOE’ DM? OOC’ I* ■*1 fj jpaaso1 ■! “1 1 J "i i I- T■J "1 ■ H i H ■ H i i MjO ’1U-U 0.0 10.0 20.0Floor Slab Stress Outpat1. I o El) ■U k CT:-Arba Minch Kulfo Pfpe Crossing BridgeI. Introduction The pipe passage bridge across Ku lib River shall be built dowii stream of the existing river. During the sice visit, the existing river training concrete will was found to be adequate to support the new bridge. Raising the existing wri] by an extra 50 cm for the bridge scat was foreseen as an extra free board from Indi water mark, the truss members are to be built from rectangular hoi Low steel sec til ns which shall be shop welded in six separate pieces for liter assembly on site by boiling the three pieces to form a continuous unit. (See Fig. - I) X Loading Consideration 2.1 Load From Pipes The bridge is dimensioned to serve as a crossing for three p^cs in panell which shall be laid io zones 2 and 3. The ne of pipes for zone-2 arc DM [50 and DN <55, while the pipes for zens - 3 are DM 100. A long the bridge the pipes shall be anchored wrth meuJ straps to which shall be bolted 1o channel sections. The loads from the pipes acre considered as pmnL loads on the tru&s bottom chord members. 2.2 Earth Quake Loading The bridge is analyzed benh fen earth quake and no earth quakr loading. The hofizotv til carlh quake loading is applied aL the nodes of Che bot'DEn card members 83 sown i n Fig.-2. 3. Structural Layout The bridge b designed tn tto fixed at OrtC of Che supports and Ece at the other At 1tlC fixed end the lower hearing plates Shall be embedded in the concrete ahutmcnl. Two additional bearing plates shall be welded on the lower curd mon burs at each support, and the enlire bodge structure shall rest nn the lower bearing plutet. At the free end support the bridge truss shall rcsi On elastomere bearings which shall allow thermal moveniimts of I lie truss bridge. 4, Input and Out Put The following loads are used as point loads from thu pipes q Point [cud from pipes "4.2 kN o Earth quake loading m Lhe middle stretch of llie brtjg: J.3 kN applied m the nodes of the bottom chord members □ Birth quake loading at tlto ends aldhc bridge span l.fo kN The input and uutpUt for the computer analysts arc given m th: following pages.5AP2000 v€ 11 - Flie220 - Framft Span Loaos (LCAD2)-tL-" October 26.2003 17; 19 Fig — 3Our put wEth no curth gunke fond H- ■ — .. „ Diwram (LOAD2) - KN-mrn Units- rr- - HTf -------- i ■ "r|,j " 1 ■ _ _> J * * XT 4- w iJ V October 23,2003 16:5J Fig - 4 Our put with earth quake load5. Stress Analysis 5-1 Stress in trass, 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 KNj and the maximum compression force in the top chord members is 167 KN- S, =T/A 1 = 728.6 / 4600 = 1583 N/ mm < 174 (allowable for fy -290) Tensile and compressive forces in the verticil, horizontal and diagonal members are low because (he sections were selected on. the basis of deflection consideration. The maximum deflection obtained ls 18mm and it is considerably less than the maximum permissib le of 97 ntrn Sl2 Stress in Connection bolts The bridge is to be manufactured in six separate pieces which are to be bolted on site. Maximum tension tn the bottom chord - 728 KN Stress in. connection bolls = 728/ 8=91 KN< 141 [diameter 20mm A-J25 boh)ANNEX d Dteribmlon Network, Analyses Atinn 01 Annn E>2 Aaixi DJ Nodal Ormand Calculations Peak Factor IrJorrnjCloa Network Analysis Residia I* 1 -4fl I »M* A.IW l.teTJjr .. aaANNEX-DI NODAL DEMAND CALCULATIONSAW tei.fiartafc imiiiMUon IWh». 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B-- '■* ha Ufa d!l PM>i - If- liM 4 bill f«l* i nr LR ■ M*3 S-.h. • B T ■ ■ ii, ri i 4L*T 1 -a. «■ j "" ■‘4 *■ ■B 1 ■ 4r Ib! — IB ■ -i faB ■ ,J • *• **fa ■fa'l 4l'’ ■ ”2» BMl rid“r hhi? ■ ■du ■■ !«• ll|Mr ■ ■■fa ■■!■ fc>H-«i a Idl fain • far• B-Wl “4-lJ ¥111 a -id na'a IlBiiB fdvri I d-fa ■j ah UMJ VVld ■ w-i vvl L-L'V ■ Illi 4-■” 1 «M --3 ■■flfa ■■ Id *-B • J • i B 1 -1 _ ■V ■ •-HH “Hr ■ FR4 fa ah-i i.|i ■ bl> ■ B *B ,Tfa 4 ""l — «B - ar- 4 4i.il —- - — — '-M - -*4 ira Ih -IMI B-l 1-fahB H¥U fa- 1 I' ■ >l> a JJ5 |Bh ■ ill IfalB aIla li mi 1 E KR ■>■■1 fl'l I ill i iw U II* ■ IM 0Ut vi fa M fri« ■ IM V ' If Uj-'fa I r f i i- * ■ ■ B 1* ■1 >J vi bi ”■ * ip lb ii Jt II M JI > Md ri d•ANNEX - D2 PEAK I'AC IOR INFORMATIONSPeak factor vs Population 20 Population. thousands* ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft |00l£ cor! OOH MH Ml fl CO tE W tf Of-r? C<i M ti O'* r< ’•' r! '>1*E M *■’ANNEX - D3 NETWORK ANALYSIS RESULTSI ZONE - I (2015)Zone 1 Distribution System * Floating - Year 2015 -IV pn c q Onrdn ^oar'^o-JOTS fCixfMUiiL-t Ir.rt |fn| Zone 4 Distribution System - Floating - Year 2015 (Corr. Fin^iJZone 1 Distribution System - Floating - Year 2015 Network Table - Nodes ai 0:00 Hrs Elevation Base Demand Head Pressure Hi Node ID m __________ LI’S in June J L 1483 0.1012837 Demand LPS 0,03 1511 07 28 9” hnc J2 1479 0.21J9504 0 05 1511 95. 12 95 June 3 1482 0.000 0,00 1511 861 29 8b June J 4 1472 0.3795974 0 09 1511 79 19 79 June J5 1472 0 0832716 0 02 1511 oi 39 9 | June J6 O.IO03707 O.OJ | 1511 87. 45.87 June J7 0 0594649 0 01 1511 87 48.8* June JR 0 1238155 003 1511 87 42 K7 June JQ 1464 0.132922 O.OJ, I *1 1 R7 47 June JlO 0 1262542 1 1463 0 03 1511 71 June )| l 18.71 1462 <1 tMWfbOJ June J12 49 7r 1462 --------- E 1511 70 0.086833 [June J|4 15If 86 19 St, I 142 " r ■ I1 ■l 6-414112 JllhCJlS — i 1511 61 i KI fi*J fi J H V>2OKO2 * JuiiC J 26 1S|| tj 48 I L KI U Ol.K) J ink- j I X I'll X< 1411 X t 761776 ilffltf JIM l*||X4 1427 Xfl X I UKU76X2 Jimi* J2n ‘127 Hl 1 ‘ ■ I IKn X-l 1 h ' 'J2S57^ , June 121 o 20 1 Kt. xl I 14X *6 X 11 1%36J|J| June 122 I 14$ 1*11 r. I hl 4, 11 JlSJtltjK I MS 1*1 1 h? fijii' fi *• I IfiXIfil hlik 125 II 04 I ! 1 t. ’ s Jimi* 2s, IlWH HI link 11 1 ’I ?’|SKS< I 11? I HS4?,M(l I i'iS hr, r, I IK I-1i.I ii I'l-rm 11 I227CHIG Cl 07 II Jh f 000 O 10 nil <2 i ’• 11 '’j ■ “-11 1 '1 L 'i 17 8 ■1 1 16 ■ 1 I H IK IVMMH II lit 1 1 1 r.’j s I I'K I 4 'HMio *.H I IlHk I'lM PIN I Vi< l' lx| | Xv IHKjIi 1 H. link H2 1 *X7 I 1 IO ' in ’Hirm i lillk Un 1-11 K I I6U77I1 1 IV. -r. 1 -I U, ................. 18Zone 1 Distribution System - Floating - Year 2015 Demand Dcniiinct llcjtl Procure Elevation Node ID m LI'S LI’S mm June J 33 1427 0 0 00 1417 rwj ____ -________ - . —-- -------------------- . -------- — - ■« June J 34 UM) 0 1 . —. — ■ fl 110 |43<i 81 ■ _.. - =--------------- June it 1 1427 0 fl 00 1437.00 ------- - mi rwj $6 Nt 10 OU June J23 1443 1.8493854 Jwc 37 1448 0.46 o.oo June J16 1461 June 36 1463 June J17 1453 June J2Q 1431 Rjsvr S 1397.30 Tint Ti isns 0 0 0 0.3429682 0 4WA MN7A 0.00 000 0.34 0.00 0.00 -3.23 ________________ 1511 59 1511 66 [5H 69 1511.71 «— — — —j 1511 85 1511 85 1397 30 6H SO 63 66 50.6^ 48 71 58.85 RO 85 IM II3 1512 00 4 on " rf-DD OisrSyl .Zonff T -OpMW-Roj ring-7QZone 1 Distribution System * Floating - Year 2015 Nd work Table - Noon al 10:00 Hrs Demand Elevation Base OcntfiiJ ■ An ] le-id m Nwk ID June J1 m 1483 O.lOI2> " 018 June J2 L479- 0.21395 4 0 39 1512 43 1511.86, June 3 1482 0.00 June J4 1472 0.3795* ‘4 0.68 1509 30 1507.16 June J 5 June 16 1472 D.O832- - 0 15 1466 0.1002' ’ 0 18 June J7 1463 0.0594f-i9 0.11 June J8 1469 0.12381-5 0 22 June J? 1464 0.132-12 0.24 June J10 1463 0.1262^2 0 23 June J H lune J12 June J14 June JIS 1462 0.0496'* 4 0.H9 1 146’ 0.086 • J 0 16 >«!) 0.6414 2 I 15 1453 0.39’ I17| 1512-36 1511.78 1511 78 151 1 71 1----- ----- —“1 1512.36 ------ .----------------4 1504 74 L— - 1 504.52 1512 J6 1502 7X I5IIX 21 June J2ti June J Itf 1453 1431 0 < 0 1.767 "6 0 DO 1512.40 3 17 1 95 1 43 1512 62 1492 67 1429 SI Pressure in 2«-‘ 32 M 27 >r 35 * 40 •* 45 ’ 4« ’♦ 42 ' 48 41 42 ■ . 50 60 ‘ 55 59 . XI June JI') 1427 1 OfiO" 2 June Jin 1380 0 7925 ’> JuneJ2I I44X o l%: - I 11 15 15(1 ’ fJ9 ■19 54 hltc 122 1445 0.21N2 i X June J24 1445 0 I46> I IMO 1511157 <126 Iuik J25 1474 0 271 f 5 1149 hiiK J’7 1417 1 054’ -i( I'KI |5lllx5 1 Sris no |5|tj lh jkik > IllUL- JU i1 hi? iiyjir. H I 1HH1 I5I4M7 55 1 I 71 1 19 “ <2 “22 l.L 111 IK. J 1 .1 146 □ nr |5|i|p bt ISIHWt jutn. i-iPMiwr link I'llMI'IN lune J '2 inik. HO I VJ5 1 ’ 1 1 )V5 1 1 HX ' 1 - 1 irtj [ nil 1 1KI “Oh KlStif _ I4i:a, I ifiir’1 1 J hl Hi <I |M> LV)T.2'j 1427 XI I 1 I v lh AM-D& «-OrsfSy.S - ■*■ -Zor, f-Op«^Roaff/Tff.?cr>s 2«9: id^.K 1 e fCorjrZona 1 Drstributioi n System - Flaatinc Year 2015 ■7—" I Nodi! J D Elev alien ni Base DcnfJflJ LPS Dcm;n- LP! Head m |"lCSSIIlL' 111 June J3J 0 JO 1436 87 June JJ4 I427 1380 0 10 1429.72 L __. . r “ 1 — - June SI 1427 0 □0 June J23 I44J 1,8493654 : J3 June 3? I44S 1 0 nO June JI6 1461 0 1K> June 36 1463 0 10 -I June JIT 1453 0.3429682 34 June J29 1431 0 X) ReevrS 1397,30 wa -25 Tank TI 1508 WVA 48 J 4 J7.00 1499.89 1504.57 1505 931 1504.08 _u. *--- — — 1 1512.41 — _ . - - > 1512.63 1397.30 1512 56: 9.U7 49.72 10.00 56.89 56 57 44.93 41 68 59 41 HI 63 ooo 4.56 ifc ™ Fn^Zone 1 Distribution Syst&m - Floating - Year 2015 Xi'^rk Table - L rib al I4J:OD Hn> m SJui'kicr mm Uunglm^ Row LPS Vdoeily nVs Unit HeadloiE ntfkm Stdbuis Link ID Pipe I Pipe ? Pipe 3 Pipe 4 P<PL- 5 3P0 200 100 0.22 0.S3 Open 261 2)(s 50 SU |(JQ- l(MJ 6 bS 0.39 3.69 2 63 Open Open isffll 150 100 Open ?5Q 50 iao O.JO 0.20 0.73 0,15 0.20 2.18 14.47 0.36 2.32 Open ■r -r — — - -»■ i 1 Pipe 6 84 30 4- — 0.22 I 0.11 0.79 Open Pipe ‘ 166 SD -O.tffl ■l _. 0.00 0-00 Open r.p Pipe '? I’lf.' 1" l’l|*C 1 1 hp r? i -j “l i LOO 100 irm LUU loo II 1“ 1.60 II l-l 0 82 J Frit 4 >|l. hi J5H JO <7 Open <11 Ws 1 Ji| 067 2141 Open Mh l(KI 0 76 l£54 Open 2-16 50 HJLj ] 66 035 BfO& L Opi n Pipe 13 150 |IKJ 445 0.M 042 Open Pipe 15 Pine i 1 P.Pl JL pj? 24111 IUU ■406 u 13 040 Open Mi mo 227 0.45 5.90 Open JIN Ml so 5ii llllF 270 054 B L5 Open P.?e 22 1 IU0 1 98 101 45,$ Open 4 tf-DD-fl-Sy*iZflnc? -Opt4 tl-Floa ring-101$ (Com Final)Zone 1 Distribution System - Floating - Year 2015 Ku- VcImm> LnilJiiM^kw S utui 1 PS m| ns Lui 9 1W 0 Jit U20 2 26 5 4 ' ■! 1 hM V7J IJ 4” j'Jtf uU j, ’ 45 UM ll« HI ’ 1 L? 1 ■■■ 11 V ■ ■*! ™ ■■ J li m n i: 'j «-> ip.> H "M UhJ 24 16 r- ■«. «>' ’ft •*t UU4 2'- 4«jt* il |J6S r■ X 42 Si# ■< v4' ■+ ;. JI* ' A " su •Ml ivr v ;u K4* * --j v -I? < hr. i *;srn .*r -■ i’ * 1J 1 ip(.v 1 'K i; i* 2 >M i i^ir i*■* 4' 4 4‘ ' *Xt: AV p£) P fl,. rs .f / n, 1 “!prA M f . i r. n g. Jp f Ji , CflTf fIf,J FI f i f i f f f i •. ff rfZone 1 Distribution System - Floating - Year 2015 Link ID Length m Diamcier mill Ruuehfics^ Flow LI’S Velocity m/jE Unit Hcadiqss ni/km Skarns ___ __ ____ ! Pi[K’ iU5 PlfK 2" Pipe ILtf Pipe V Pipe IX Pipe II? 250 > 4U so 100 0.51 1 (N 12.SS Open KR HO inn ]IHI loo inu -0.99 -S 21 I 3 3? UiO 6 9$ .1 62 27 46 Oren U 37 4 14 Open ■Um Ml 2n 0 66 11 98 0 21 045 ISV A 2IMJ 100 so 100 I k Pipe " 2 ino 4140 j 1 Pipe V' 1 4lj JIMI (Oil |<HI 100 12 UJ 14 25 0.22 0X3 0 32 0 VI !■ 0 54 31 32 7 02 1 51- p Open Open Open I Open Open open Plpl- ?lf Pipe 102 pipe |O*i Pipe ■ 1 4 Pump f'l ■ ll 1 -• IlSU 200 MX) Ml 1 1145 0 94 2 04 Open 1 XS 39 92 X7*J )XI3 A A 1 Ml 100 Ml s,S A "n inn IHN A *h •2 71 11 $4 ! u'j -I 62 14 2S 1 *.* OKA 000' 1 ”'l 11 .12 -117 73 tU’ Open Open Open Open \l 11'.-’ f (Corr f frni/JZONE -2 (2015)ARSA MINCH - ZONE 2 - 2015 - Non Floating a 1- "*■ * □=*■■’ KfNi s<" r.jje 17 ■ 4. .s ■ I I *" 1 ■ k. • ■ J G 1- 1395 m ast 7 A L : 13W 45 C ■ 61 ng R« '500 pij >->'-f Rrt * Wei wtJi= 3'J0 m3 • Pifjk Ja, 2 ■ ijj'j - 26 17 i 5 JM fl£) - fl £MJ Sjk? ■ Zorif ;■ Ofpf J" NOrt Rlp^twig ■ 2015 (Caff FrnityARSA MINCH - ZONE 2 - 2015 - Non Floating AM - D0 /? - Duf- Sys - Zcxir 2 Opf AH * tt O -2015 {Con- FlnaJiARBA MINCH - ZONE 2 - 2015 - Non Floating Nciwirk Table - Node? at 0:00 I in Node [[) FJevabon B.ise Demand m LPS Denund LPS Hud rti Prt-iure 1 Fl June 2 June 3 0 26 1399.21 45.21 ■ OH Jin 4 0.15 1399.19 47 19 1399.17 35 17 June 6 UM 1 (MS IJ5Z 0 560 LJfJ 0.615 IJM 0 251 0.06 1398.90 34 90 Jurat 7 ur 0 IS? 004 1399 13 32 13 June 8 13M 0 267 0.07 June 10 1 Ji* 0.630 0 16 1399 tl 30 II 1399 34 80 14 June LI 1 IJ9C- 0 262 0.07 1349 68 59 68 June 12 1157 0.OT6 002 1399.09 42 09' June 13 132b 0.598 015 1399 10 71 10 June 14 132b 0 188 0 05 1399 10 7140, June kJ* 1342 o.ioo 003 1399 09 57 09 June 16 1370 04[7 0 10 1399 07 2907 Juw 17 U53 I 423 0 36 June L19 1330 0 SOO 0 20 ---- - JlirwL20 IJOb 0 530 0.13 June L22 L3*)S t? 45 87 1349.78 19 78 1349 59 41 59 1349 73 3| n June 1.23 June L24 June L26 1318 0616 0 15 1300 0 892 — J 0 22 - - — 1349.80 j 9 sn 1302 I 300 0 32 1349 64 17.64 June U7 June 128 J une L29 June L30 June LJl June UJ Jimw LJM June 1.40 Jwic J 2 June I 4.1 1286 0 591 0 15 - ------- — — _ '•I 5b 1295 0 18b 005 I2«N □ 311 008 — - 1349 4 b 1349 55 1349.54 1101 1292 1301 0 535 0 13 —■ ’ 0.3 IS 0 08 2 — 1 1.775 0 44 W . i 1293 0 l')4 005 1306 1330 -1 0 878 0 22. 1 S7| 0 4?' ■ -— 1 1349 47 4 1349 49 1349 14 1349 47 1349 87 <9 54 is -r i? 4<j is I-) 1 '6 47 43 N7 1326 0626 BB _ 1314 0 197 1349 84 9 84 0 lb ™l| 0 05 1399 lb ■ l ift tr ■3 16 J AM-OD.fi . Wjr. £qic j Op| , 3 20 75 (Corr. ’ 5 6blJ I $ I I I 1 I I I I I IARBAMINCH- ZONE 2 - 2016 - Non Floating__________ Mode ID E J tv at io c hTi funC LJ9 1194 Base Demand LFS 0-290 Demand LPS 0.07 m 1349.90 Pressure m 55-90 June L4l 132 0-634 0.16 1349.89 57-89 JuneL35 1312 0385 0.10 1349.73 37,73 June L36 1308 0.236 0.06 i 349.66 41 66 June L37 137 0.428 0.11 1349.73 62.73 June 48 IFO 0.045 0.01 1399.11 29.1 i June L-50 1312 0.051 0.01 1349.67 37 67 JuiW L51 1305 0.180 0.05 1349 83 44.83 June S3 IMO 1.098 0.27 1398.81 58.81 June 54 136 0.182 0.05 1398.78 62.78 June 157 139 0.158 0.04 1349.76 20.76 June S8 1351 0.169 0.04 1398.93 47.93 June 1 134 0.000 0.00 1399.31 June SOURCE 1-90 ’31 50 0.00 1399.40 25.31 9.-4O1 June 18 l»2 0 310 0.08 June L59 1-34 0.479 0 12 1398.87 1398.80 June L44 l£6 0.523 0.13 1349.67 JurK L52 1708 0.314 008 1349.67 June L21 L:28 0.364 0.076 0 09 1349.73 June L49 ms 1349.67 June L9 1-20 1349.67 June L34 U06 1349.64 June L63 rno June L64 i:»2 June 5 T42 Juns UW» IUC June L6 L IM 0014 0.572 0 0 0 0 0 0.02 000 0 14 G.M 0 00 0.00 0.00 0.00 June L)2 IMI 0.62-3 0.16 June 69 is< June L45 ( ? 0 55< O.tJf June L6B 1 C 1 0.14 >1 0.06 1349.90 1349,58 1 399.09 1349 99 1349.28 1349.27 1398.82 1349.7 1 1349.71 . ------------------ - ---- 3687 62.80 23 67 41.67 21.73 34.67 29.67 43.64 43.90 67 5X 57 09 9 99 51.2S 58 2: 55 8; 62.7 25 7 4W ' °° ** ' °*>» A" f=^n g . 20T5 1 1 -* »ARBa MINCH - ZONE 2 - 201S - Non Floating Node ID Elevation m Base Demand LPS Demand LPS Head m Pressure m Jiincl.73' 1299 0 0.00 J 349.03 50.63 June L7fl 1298 0 o.oo ] 349.62 31.62 June LU rasi 0 0.00 I 349.62 68.62 Jur*t U5 12M 0.00 0.00 1349.61 69 61 June 72 i342 0 O.M 139907 57.07 June Hl 1340 0 0.00 1350.00 10.00 June L34 1300 0 0.00 1349.91 49.91 June U5 1292 0 O-W 1349-90 57.90 June 176 I3£2 0 0.00 L 349.7 L 37.71 June 25 1330 0.239 0.06 1398.79 68.79 June L77 1296 0 000 1349 62 53.62 June SO 1207 0 0.00 [349.72 62.72 Tank TANK [395 #N/A 6. $4 1399.40 4.40I 1 ARSA MINCH ZONE 2 - 2015 - Non FlMdng Vifa III I >w I III L — — |U«e I Vn^ml I PS HH — -■ I IM1 I l^rrurttS i rs ■ B- -------- - ■ —— ------------------ 1 *1 i J im U 1*41 I 01 ______ . |WJ IM __ !■■■• L 191 0* ■-♦ I < -I ■ I I IM 0*11 1II I WO *’ >4’ J’-WK * 1 IM 0 JSI 0 It 1179^ 15 *“ I 1*7 n i w 0 M 1IM *9 JM ' Ml j i ta < June 10 ItriK Lil I !*<l J IM9 □ 2ft? j 0 ft Hl 1 □ IM i Mfl M : i <. 1 J -4 t 11 — ... ~ IT. -■ J I2W n 2M 0 47 i ijr» 06 11 r 62 J ’ ft.’ t '"'■■j -- 1 Ila 12 1 IV IllW* 0 17 nr u 50 U 11 1121 ri m>h J OR iu ■ flu <i< ■■ Jwm I-I turn H Tufh. I ft lum. I T IbM LI'i kiK L20 rwx t 22 lufK U) J-dHL L24 Jwk I 2ft June LF Jlmk I 2< Juru L N Iojk I Hi IwfK Lil 1 121 0 1 KM _M . j IN2 0 100 ■ -- —«r_*. 0 H 1 U? MJ 0 K 1 )S'r it 1 * S.i 11 4 -.4^-1 - 1 ITO O 41 7 H51 1 121 fl 75 2 4* 1 1 W U ItL-Mu 1 14 -nA - —- _ IM* »t 1 VJ M2 t Mi i i Ih 11 ■ I Ml □ 410 I i Mil 0 016 b 11QQ □ 102 1 102 1 1<KJ DOJ nnr I IL IIW tfl l 01 1 M2 4 i : u BU 91 1 2%b 0 MH r 1 O' IM 0 L<ft < ni■ :j «> ?: * - 42 4 1 1 -|i t-. •** v *• ’ 0 Hl u Mt <Mn fi □ 11 • M'H 0 in m2*’ t H2m m: r • IM M > M t I a ■ u V Mte ft 1 IM Ul L. i ■% 0 1* U'm M fc M I MM I UVai Hix I i' I f Hi 4 0Iu ii 0»M t i’i: ■ 0w in 0 H : **> Um. 1u J ft A 411 00 # Onit L'4 I-. ; Vi i It‘I I r.4 - ?? ’■ARBAMINCH - ZONE 2 - 2015 - Non Floating Elevation m 1294 Demand LPS 031 W±id Hl 1-46.02 Pressure _ nl_ ________ Node [D June L19 Base Demartd — — - 0.290l 1745.73 lime 1.41 1292 0.634 1-1*. 0.6: 1-39 46 June US 1312 0.385 June L36 1308 0.236 0.42 153684 June L37 1267 0.428 0.7' [-39.47 June 48 1370 0.045 00* 1788.03 June L50 1312 0 051 0.0 - 1737.22 June LSI DOS 0.180 032 IM3.4O June S3 1340 1.098 1.9* J 776.40 June 34 1336 0.132 0-3; 1775.23 June L57 1329 0.158 0.2- June 58 1351 0.169 03 June I 1374 0.000 0.0 1305.77 52.02 53.73 27.46 28.84 52.47 18.03 25.22 38.40 36.40 39.23 11341 3025 21 77' June SOURCE 1390 31.50 -313 1X01.13 June 18 1362 June L59 1336 0.310 0.479 0 5k r 0.6- 16 61 )9 87 June L44 1326 0 523 0.9; lune L52 IMS -I 0.5 ‘ ! -J June L2l 0 6- 1337 13 1:39.46 June L49 0.1- June L9 0.6 I June LJ4 June L61 !.(■■ 0.6 June LW June 5 B36 191 U-16 09. I J 33.611 11X7 26 June L66 I ► June LAI June L32 June 1 522 1-1 June L45 June LftH __ ___________ 1328 1315 1120 1306 1306 1282 1342 1340 129S 1291 1 Mi L.____________ 1287 1324 0.314 0.364 0 076 0.014 0.5720 0 — 0 0 II 0.629 0 0-550 0 0.(1 06 CM 0(1 1.1 0.(1 0.9- 0(. 1 JN .78 13)8 69 22 36 I 7 31 30 19 4ti rj'j SI 61 45 26 9 7-> 24 I 4 JO 91 34 01 51 7X 14.69 ^ nFH>„,„9 :!>ISlCan F/nal) .ARBA MINCH - ZONE 2 - 2015 - Non Floating Node [D Elevation m Base Demand LPS Demand LPS Head m Pressure m June L7J 1299 0 0.00 1335.B4 J68- June LTO [25B 0 0.00 1335 47 37.4" June L? I 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 L 386.68 44.6^ June 81 1340 0 o.oo 1350.00 IO.OC June L74 1300 0 0.00 1346.61 46.61 June L75 1292 0 0.00 1346 30 54JO 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 SO 1287 0 000 1319.12 52.12 Tan* TANK L393| J»bUA -15,62 1199.28 4.2* AM<D£)-R- Dish Sys - Zana X Qp An ftr t ortARBA MINCH - ZONE 2 - 2015 ■ Non Floating Nei^ork Tabic - Links 01 9 00 Hrs Velocity mft Unil Headless m/km Starus Length □umecer RdughjltSS H<?* Link I i .-tLinJ CT' i plp«‘ I PiflC 4 Pipe 1J Pipe 21 Pipe 23 Pipe 24 Pipe 26 Pipe 29 m nun LPS Mi 360 32 A nr, n is Opoh 1 Hl "■ill infl IDO IU4J nil -- — 0 14 I I «J 0.17 'J U JJ 2.92 U.tH Open open 220 so + 100 iw 0.56 15.01 Open 4fl M0 iso L.77 006 0.02 Open JWJ SO 100 o.on 0.04 M2 Open J45 40 100 0.33 Lift 0.26 4.78 Open PJ 40 100 ----------------- —= 0.13 3.68 Open * 40 50 100 1 32 0.67 21 24 Open Pipe JO 233 0.67 2190 Open 1 Pipe 3 J L il Pipe 101 bq 38 IW 0 76 80 1W t 43 0.28 2.50 Open 325 200 150 26 34 0.M 3.00 Open *ipe 102 p.y« HU L a-MM — p<p< ir Pipe IIS Pipe 122 330 $0 100 777 0 22 1.56 mu J J 2 U4l JBI _ Open ■■ ’" uni1 Open 4W 50. jw 0.49 11.68 10 54 aw 4 74 Open T^a iqb Open 345 150 100 6 SO 038 2. It Open AW - □£} - fl - Drsf- Sys - Zane 2 Opr Afl Wart FJoanag - 207:5 fCarr. Hnafl ’’’ !ARBA MINCH - ZONE 2 - 2015 - Non Floating Length Di-irrvctcr RoujpuicAS Link ID m mm Flow LPS Velocity m/t Unil Headloss frv'km Status Pipe m Pipe L24 ISO so 27S too 100 JOT 0.33 0.17 1 68 Open 3 JI 0.68 9.58 Open Pipe 126 200 so JOT 0.02 0.01 0.01 Open Pipe I2S 200 so 100 0.90 0.46 IO.SO Open Pipe 116 Pipe 1 290 ISO 100 1261 0.71 6.60 Open 200 200 too 1——■ 47.12 ISO 18.68 Open Pipe Wl 1500 300 100 31 SO 0.45 1.13 Open [PipcIJJ Pipe 8 Pipe HD 420, 80 i LOO 0.56 0.11 0.44 Open 557 250 JOO 47.12 300 ISO 100 -8.73 0.96 6.30 Open 0.49 3.34 Open Pipe 36 Pl/V 4i* Pip: F Pipe US 330 200 100 3.07 Open N ill ri * Hhl 570 200 100 -17.77 ----- J ii fi I 18.90 0.57 <ni 0.60 I N? 3.44 __ _ L -* - O|*rii Open too 50 100 05! 0.26 3.69 Open Pipe 139 75 SO 100 0.07 0.03 0 09 Open Pipe 10 * ipe 22 'ipe tOT l-V 200 100 0.66 0.02 0.01 Open 50 100 016 0.08 0.43 Open 3K0 50 loo O251 0.13 096 Oper ] DD - R • Di$b Sys ■ Zone J Opt dri Aron Ftoarmg - 2015 (Coit. J^narjARBA MINCH - ZONE 2 < 2015 - Non Floating Link JD Length m Diameter mm Roughness Flow ------------- J LPS Velocity mZi Unit Headlow nwlen Status Pipe 141 70 J0 100 0.38 0.19 2.13 Open Pipe 145 400 30 100 Oil 0.05 0,21 Open Pipe M2 385 50 ICO 0.34 0.17 1.68 Open Pipe 9 200 40 100 0.41 0.32 7.12 Open Pipe 17 ISO 40 IGO ■0.29 0.2J 3.73 Open Pipe 131 550 100 100 1.48 0.19 0-90 Open r.piu tn 4-N4 UNI UNI ft Ki an 12.01 Open PipeS 470 200 100 1.33 0.04 0.03 Open Pipe 115 570 150 100 14.05 0.79 8.07 Open Ptpc 25 530 50 100 0.61 0.31 5.08 Open Pipe 31 505 50 JOO 0.45 0.23 2.93 Open Pipe 147 240. 150 100 B.20 0.46 2.9 Open Pipe 152 450 200 100 19.40 0.62 36 Open Pipe 136 190' 200 100 -17.02 0.54 2.83 l| Open Pipe 6 135. 50 100 1.94 0.99 43.5 1 Open Pjpe 149 320 L 50 100 - 0.33 o.n 1.6 7 Open Pipe 127 380 80 100 4.33 0.84 i 19.4 7 Open Pipe 150 330 80 100 in 0.6* 1 114 0 Open ^iM - DO - R ■ Drst- Sys > Zone 2 Dpt Atf Won Ftoatfng ■ 2015 fCorr. FlnaJJa /■ > p"j*; *f| , I . ..H ►h “ “ g1 i ■*4 < V• ’i" « ■ ‘fl* T* *pr ’ ‘• •i '“V i*.p »A"J *a 1 *' <r r* i ► 1’ ia ■* :• ***{ -■ 11 k •i.* ■ '•M ■. i * • to H • V1 ’r ♦ *-W VW*’ **•* •—*X.- ** —:■ >* ■ M" ** • w’ —- -r t ;■ •■ - «V <T ' » t* » ■ * uV’ 1 <r» r wr i >? *■ «• <r ■ <i V '.f V * V V V v V V V V■ •< •rr V‘ ■x *< i* •x 4 r «r* fc JW* %• *f ir.‘ , , * 45 ’ r»*4 ■** X X r -* w C< u 4 **•. "*1 ■ *R j — M* J * J . ***-f -J ** * R m r* t- •K" w ■ *•" 1 <• n* f* *« X *• ” 4 B■ M -w **’• —W *wwwew -<*T* ■ tl«t r }MO7 M W« yqxvARBA MINCH - ZONE 2 - 2015 • Non Floating Statu* Link ID Pipe IM Pipe H? Pipe 165 Pipe l_ H W — Piffi JS Pipe i9 Pipe 120 pip« r Length Diwnctcr m _______ nuh 10 SO Roughnes* Flo* LPS Velocity nV* Urui Headless nv’kin 100 -2.33 LI4 5647 Open Open JO) 13$ 3 70 200 MJ 150 100 9B 0.29 M2 IOo"" I« JOO -0 68 JOO -169 0 99 __ 004 0 10 4331 Open —--------- ——1 0 0) Open 4 0.16: Open 470 J 50 ns #0 _ —— — ■ ■*- +0 SO 300 100 100 -1-01 0.5L 12.96 Open 100 11-49 : 0 37 1.37 Open 049 Open JOO 5.3? *40 2W JOO 26 14 P pe L ■ 154 iii Pipe 163 Pipe 166 'Fire Pipe 16' VjIvcJO ■' r ■ ir« 30 24 40 sn 150 }5o inn 100 too: I w,... too «\A' n n 820 if® 4.03 '5 03 0.83 A i i'] 0.46 627 Opeul fb « 2.98 Open 046 2J8 Open 064 Ml Open 0.64 Mi Open 3.32 —A 20-40 A«MZone 3 Distributionsystem - Non-Floating - Year 2015 • ■I J* Textile Factory demand on node 24 ■ 0 975 I fi / 4i * X * Pea*, day demand = 21 681 s Res 2 TvVL = 1399 75 G L * 1305 TV.X*t3J9 75 T -• ■ Res . * :C£Cim3 Pea*. Facie * T ? r 4 i\t OO’iR-DrSfSys -ZoneJ-Opt 1-NanFlOJting-2Q15fjji i^al Zone 3 DistributionSystem - Non-Floating - Year 2015 J M-DD./?. 0r< JSy i -Zone!-Op! f -NonFtDatmg ‘2015z °ne 3 Distribution System - Non-Heating - Year 2015 Network Tjblc - Nodes at 0 00 Hrs Mode ED Gkviitiw rii .lur.-z 1 Jimci 1300 Base Demand IPS O.tHXl Demand LPS O.O0 — .— -------- « 1286 June J E?85 June 4 1283 0.1 J 2998 0 125231 0.025368 June 5 1278 1 097401 o.os ■II" 0.01 0.27 [lend m iiuR'W 1308.9$ 1308 90 1 JOS .89 1308 KJ I rn^ure m M90 22 2 3.90 21 B9 J0.R4 June G |2>l 0.33786 0 03 1308.85 27 SS Juol? 1249 0.104425 O.CM IWS? 50 83 June 3 1282 0.172459 0.04 I JOB. RS If. RS June P 1255 0.200883 0.05' 1308.72 53.72 June 10 June 12 June 13 1279 49 0.962787 *--------- — — 1257 9.757663 ' - ■-j 1273 0. IS 1255 June 14 1269 0.47(447 a ?4 2 44 o io Il 12 June Ij 1376 0.16(4)37 (1 04 June 16 June 17 June IS 126.X 0 205044 1266 1)484752 1274 <1 2,MSn2 lune I'j 1277 (11363797 June 21 June 22 June 23 June 26 1278 ii 39511 1282 11 513541 123W ii istWlm 1270 n KM1225 June 27 1267 'J Juik- 2S June 29 June Mi Junie Jl June 32 J Mie U lune M 1274 II 71 HIT? U7li H2“N3 IM I H (HJSr, 6 14124 '► r, 126$ ft fiTNlZT 1265 o ri$$ ?fl II 1282K7 a Lt5 II 12 0 06 n 02 Il III 11 1 x o 211 11. )1 2 l(i o lx OI3X 1 $4 0 |rL 017 Ii E|l di nt-1 - — I DOB. 53 1JOS W 130R 7’J IJ 08 TO E 0k-: :<i l urn ’’y UOK T'J IJOK 7 | I JOB 71) IJOK f.y I UlK ?V IW XJ I JOxjM l.ltlx Ml llipt Sfi I U|\ Ml I IflK lf| tnJIX I J-f I l<lk Nl 1JOx m 29 04 51 0) 35 7y I'j 7y 32 Nt 4H ?y J? >J 3.1 '4 Vy Lrj fi-f J'. 7'i *•< xj I tl 'I- 31 Mi U -fl ‘S If. 1 ‘ S.' ■] I ■! 1 ■■ *: W$E1Zone 3 Distribution System - Non-Floating Year 2015 Elevation Bis« [Ju ii iand I Pressure in_______ Node ID ____ Deman tPS d lead Hl June 20 128? 0.380477 0 10 I1OK.75 2(1 75 June 24 1265 0.975 0 24 June .16 June 11 June 27 127* 1278 5< 1281 1.176577 June IB 1280 June 39 June 40 June 41 June 42 1283 26 1280.84 0 J9 0.00 0.00 0 00 0.00 1308 GO 1308.55 1308 56 1308.85 I 3OS 66 1 108 64 — 1 1308.59 43 60 33 55 30.00 27.85 28 66 25.38 27.75 1278 BS 0 00 1.108.55 29 .<P I2BI June 4J 1291 Julie 44 JllIK 45 June -4(i I27K 126*i 0 0.00 0.00 0 1)0 0.00 1276 <1 0 00 1308.55 1 lluK.82 L 198 8-1 IM TO lit is SI l________ 27 55 17 8? 10 S4 30.79 12 Nl J sine -17 1282 0 non 1 Vtis 77 26 TO Rcsvr78 Link Jo 1 399 75 AN A -54 06 ■ 1 J 99 75 o rm ISO? *N A 44 14 1 llPMKl 4 IKI AM 0£>-F?-Di.5CS i s-Zem<?J-Opf F-Nd^oZone 3 Distribution System ■ Non-Floatrng Year 20 Nchvork Tabic ■ Ncdw hi Fl™ Node 3 t’lcvalicxi in Bane Demand LPS J-_ir.= ■ 1300 dLOOfl 1286 0.3L299S Demand LPS OAJO Head am 1310.151 JB£* □ 56 1)09.79 I’tcssurc rn 10.15 23 79 June 5 June J ■ 1285 1287 0.125231 fj 025368 O.Z3 1306 44 21 44 0,05 1306 13 June* 1278 [ 4S 1304 23 June <• June? 1281 I2-4? 1 097401 0.13786 9 164425 0 I724S9 0 20088) 0,25 - 1304 71 June S June 9 June I' June 11 1292 ii$s 1279 49 125? 0.30 1303 42 0.31 1304 63 0,36 «t%27»7 1 73 9 757663 17.56 1299 74 1292 36 1272 84 June 1 1273 0 3XLZ55. 0.69 1302 26 June 1- I2fi9 0.476147 O,®6 June 1 12716 June P 0 I6&0J7 0 30 1302 15 I3<H UN I'J 13 26.2 3 23 J1 54 42 22 63 44 74 12 87 1 S.x-I 29 ?6 I) 35 27 (IX 0.37 15112 19 M N June 1' June I1 June I1 lune 2 June 2. June 2 June 2* ] 2Mi I2’4 0205094 □ 484752 0224H72 0 87 13HJ 21 li?7 O QOT*J7 12 7N li Wi| | 0.40 13013 1 7 0 M 1302 M 0.71 L’.’S n 3<. ?| 26 r 25 *1 211 1282 ii 521*41 I28S OS|N2iBi 1 46 l 102 11 20 15 127*1 UStKKl’S 1 frfl 1 UH |'i 129* J< J-r ?5 4r- Jime 2“ 1367 0 44K%4 117:61 12*111 ’H lllIlK y 2 5. *J'j 127-1 <i 7tj>J7? 1 12 l?Jl 2? June 2' I-j 21 1 2711 Il 0 6O 12'Ai I F lyin' JO'Pj 1270 6 14124 11 os 12X9 r.2 p> <> * June* t 1291 H r.26il |6 June .1. 1265 0.6 7K127 June • June 1- 1265 1269 ■I Wlr, 0 12*2x7 — — ■-■ I- 1 1J 1 22 0 ha D V.P 1 Illi s | 1 Ul2 26 1 UH 9X 1)04 IN| AM DD R Di^Syt .Ztlftc ^Qp T.H0nFlo^g 2a . . , L’<i n ?r. IS *)x .15 ociZone 3 Di t nSyst m - Non-Floating - Year 2015 slril)u iO e tatkft Elevation m< H.kl- Pcm.incl LPS Penland LPS June 20 June 24 June 36 1288 nJ80477 1265 0.975 1275 C °i J lead ill 0.68 1100 85 I 75 1294 86 0OT jwK J] 1273.56 1.176577 June 17 June IS June 39 128t E2W 1292.79 129346 I 304 49 ■ 0 0 June 40 1283.26 1280 X4 (J 0 Pm-sure ffi ____ _ 12 W 29.Nl. 1 7.79 14.90 23 49 17 22 5 3 25 H S3. rj J une 41 1278,88 0 June 42 ■— —------ -------------- ------------- 128) 0 J unt 4J June 44 June 45 June 46 June 47 ftt-MF 7?2 I jnk .15 o w 0 00 O.IJO 0.00 000' 0.00 129] 0 0 00 ma 1.269 J 2 76 o + 0 0 00 0.00 1 a oo I2S2 0 0 00 1199 75 1305 WA A -S3 f.l -15 (.1 1294 67 1292 89 1292.39 1103.57 1104.20 H02 17 1303 09 1302 -K 1 IV9 75 J 110 39 14.01 rrw 12 5? 26 20 13 17 2’ 09 20 45 0 Eld 5 J9 -J¥aj3KjOjfrrrif Jflf5 .Zone 3 Distributionsystem - Non-Floating - Year 2015 X'cl^nrk Tobk - Links al woflHra LinK ID Length m Dinmdcr mm RuughncsN Flow IPS sc 100 072 Status rtpc 2 354 ■1 Pipe J 337 Velocity rtVs 0.J7 0.22 uUJ 0.22 o.w Uni1: HrjdJoss nVkm 7.01 1-L8 U.J4 Open I'lj-. fi | 1’ipe & 4 Pipe a J'kpk. V I’tpu HI iPipU J] Pipe 13 Pipv 14 Ihpe J 5 PjpV IS pH loo 100 run SO 100 1.71 MH -0.43 Open Upcn 2.6b Open JW 30 JU EOT 075 UUO U.UJ Open Upcn IN 1 IJ9 -----— — Id u? 1IKF 2|ff 5u Sri SUJ JUV 1<X> 1 (MJ HJU ($81 I.N USS ou 0.13 7.45 U.67 14.93 Open 6.31 Open |S|J 100 6JM 039 1.65 2.15 Open Open IOT JI 37 □ 36 1.34 0,05 O.Ofc Open Pipe US 30 hpe Ji.i, 2711 2UU 10(1 ?ou too 0 40 Open ISO 16.19 16,34 OSS 3.61 Open 2lM) 100 0.53 2 69 Open 4 GO 100 M 22 0 55 1 30 Open ■ip< ii-? 644 JOT 100 68 66 O.W 521 Open ■ipc I'*’ (ill -Utt HW 68 43 0.97 5.17 Open fl M- OD-ff-D« rSys -?onc J- OpH -NonF/o j rrng-JO 75Zone 3 DistributionSystem - Non-Floating - Year 2015 Lint II) Length in Diameter mm Roughness Flow EPS Velocity m/s Unit Headless nVkm Siacu$ Pipe |(N« !dii 254) too 49 97 1-C2| 7.03 Open ripe IWV mu 150 100 16.97 0.96 il.4Jj Open Pipe KW X|4D |IW IQQ -0.M 0.001 Ojw| Open Pipe ||u Pipe I11 jw 130 100 11 69 0.66 5.74| Open i&s 140 Pipe 1 15 370 Pipe 116 so JVO JlM) IOI too 100 IQU 100 lOOt JCK) II 05 0.63 0.29 0.06 50 34 Mil 5.18 Open 0.13 Open 2.93 Open ■pipe J4| I Mr) 69.22 0.55 1 30 Open Pipe 21 255 0.70 10.22 Open Pipe 24 Pipe 12 Pipe 90V JiKf 150 5.49 L77 4.81 -53.61 0.10 Wj 2W 1W 100 0.6 L 7 99 l%l. Ill’ ikiy b ■■■ ■ 1 h r.i ISO ■ li no Hill 3.03 68.74 ---- ■* - i|. h i Pipe I Jo 610 250 100 29 65 0 60 2.6' Open r~—------------ -- Open 1 Open open Open Pipe J15 Pipe J3 i Pipe 132 Pipe 12* : ni ii > Jsn IM* >}h urn 2?n 2«mj >110 pill 17 56 0.99 12 20, ivu It,« HHI 16 63 0J4 0 92 0 5] 2 72 ■—> B | m W-R-Dj j fSys-ZoneJ.Op r J-NqnFlotting-2015 IO'| 51 X5 OB 3 00 Open Open Open openZone 3 Distributionsystem - Non-Floating - Year 2015 Link II) th pc 1'ifx.* 25 1 ..->*11. m “2i> lJ IUI 1 lb In, L mm ilvw LPS Velocity m/s Uml Hcad?oss iti/JoTi Stains 30Q 100 51.85 U 71 3.10 Open i 24ij 65 100 1 27 0 38 549 Open pipe 2ri I’M 65 100 i 27 0 38 5.49 Open Pipe 2’ 335 65 1 0.38 5.49 Open Pipe 2^ J2h Pipe 29 212 f.5 IWI 100 I0U loo 1,27 1.27 2.67 0.38 0.34 Open Open ■Pipe 13? Pipe 16 k - 200 i rsis I0U 100 2.6?| 034 — Open JOO 100 0 00 000 Pipe 1 3b 1134 JOO 100 3 52 0.45 5 49 2.68 2.68 0.00 4.47 Open Open Pipe J" I’lJK 22 s 34<J J 00 JOO -2 90 037 3.14 Open 1(MJ IO0 Pipe tv 1 MJ 100 2 90 — ——j -2 51 0 7| 3.13 7.09 Open Open P^V ?*' 50 100 « _________ or 0.50 0 36 6.85 Open I'lj’L' ' Pipe .2* Pipe ~ Pipe 2? P;p. 2<.ii' ^!| 2 "5 Im i -4 <0 <11 l«J ■0 06 0 03 0 07 Open uw 0 65 0 33 5S2 JIKI 1 86 0 37 4 06 Open Open »■ XII IO0 J 70 • II* 1 48 0.34 0.29 3 46 Open 2 64 Open £M'O£h R-£M${$y5-Zoi'TC^Opr?-NonFi'Dafrrig-2075 11111 ff p Zone 3 DistributionSystem - Non-Floating - Year 2015 Lcngih in Flow LPS Velocity Unit Headless Siahis Link ID Dumber Ruwyhneii mm SO 100 mh tri/knj Pipe 52 4 2,w| 0.4 II 4 5 02 I 1 -------------------- Open Pipe 126 300 50 100 -0 J?! 0J9 2.13 Open PlpL" ,U 1500 05 100 0.30, 0.09 0.371 □pen x5W-DC?-/?-D/sfSyS-Zone3-Opff •NonHaatrng-2015li F ! I ft ft ft ft ft ft ft ft ft ft ZONE-4 (2015)Zone 4 Distribution System - Floating - Year 2015 AM-DD-/?.DiJtSy«’Zonc4-OPf4tf-FJoarjng-20f 5 (C&rr FjasJ;Zone 4 Distribution System - Floating • Year 2015 rf.n” ■ ’,cr«Zone 4 Distribution System - Year 2015 Network Table - Noda *1 0.00 Hp; Flexion Baw Demand Demand Head frMiufc Node io JuflC 2 June 3 Hml Hl LLPPSS I LPS _J____L_t’_S__________ m _ m d _m------------------------ HtE 1405 0355 0.4 J 5 June 28 HU June 5 1405 0 0.574 0,09 OIL 0.00 fl. L4 14f.0 40 1460 JJt 1459 46 1459^4 June 6 1439 ■June? M21 June 8 |4]« June ft L4l0 O.SLG 0 705 Q 57? 0411 n 70i 0 691 03 IS 0 20 1459 61 J 0.18 1459 6 J 0.14 145? 52 0.20 1459 84 5M0 55.36 48,46 54 95 30.61 38 63 23 52 49.81 June JD June 12 Jink 13 1415 1428 HJ7 0.18 1459.83 44 8 ------ ------------- - 0.17 1459,53 O.M 1459 72 June 14 1 1 113 0 21 1424 74 June 15 June 17 June IX June 19 JUIK I JiiltC 1 1 tJKO 1 390 14-14 0558 0.35 1-124 5l 0.14 ■ 1 Jxo 0 362 0 22 |lf%u 70 1424 S9 I.4UX <H16 0 03 14(41 40 1445 0 757 0 H 1460 1442 0 109 O.OJ 1 H4l 7l 11 52 22 7: 29 7 44 S 16 "a ■1 1 < 52 4 ts' IK “ Jmiic 21. 1427 1 u ih ; O.fW 1 -l<‘> 96 <2 -1 June 41 1 n o on iVr sc t llllk I'klhipG i VH 1 f u OCMJ 1459 4b hi talk1 20 1 ojtn 0 20 1424 5? Iliiil I'lllisp^ H' L t'J-i L I- 41 non |.|<9 If. it 1 Ituif l>|inpl him !Wlp4 J )9S 1 I UK i 1 S3 Il 11(1 I- o M) uu II" I IIS rr *^i > l>k - l link | *iiiiiip5 I t’K k II ci ntf 1 |V> |f| r. 1 hiiK 22 1 IIIK u-nx •r 1 I- 1 Ifdl 11. 1II IK. 2 ’ V- Ills 0275 Uli? 1 lr.>i ih Ihxh !i| Mill 11 p II o no 14/S til) riM« 2-1 1% Mill I tM4 - J-.—* » ■ n.T. 1 ■ i 4 'J 1 1 1 3 1 1 > H -■ IIZone 4 Distribution System - Float' 9 * Year 2015 n \i*k IO Judl Ri liilh. J* lijtnt t >UfK 2fr June 2? P i"-ci jt^n Ml P4H1 14.” iw.’ tkuiunil ITS 0 117 (k-nik'iil 1 I’S o Jkr-jl in J 2'- l-r■> .-re Jtt i (1 t“ 0 00 [4MI lo ■ t-m 1-150 • Ml 7l> 0 12 I llM> =" 1) —♦ 000 t4W KJ . — > HSII 4 0 IM) June 2'J 1450 2 11 0 00 “*■ Juik Jrl »■ 14$ 7 0 0w 14/MI < :| 4-sl I X ’ | |h0 x<J JuiK )2 1424 R«v 41 Tank ’» i«? n Ir1<7 40 ii I »N A tnK> H<*> M ooo IW 31 -3 % 1 Jj.tj •«> 4i A' 41 II 111 - 10 h , - I 11 ■*. . 1 > 5i H |- 3f AH-DU-H* 0*5.15^.| j.Qppj J*,Zone 4 Distribution System - Floating - Year 2C15 Network Table * Ncn1c< ji 10 ini Jfi% ________________ _________ .+—— - ■ " ■ Elevation □ase Demand Demand 1 Node It) June 2 June .1 June 2S June 5 JutK (i June 7 Jurx X n« t PS 1 I’S _ 0.155 - - - S-® J 0 435 0 0 574 O.NI6 0 70S 0.64! 4 0 7Jf k o.m r fn 1 4?' ir .L IIV-IIJ ill 145 20 145 x| t- !■= .. lia I 1409 1405 1411 1405 |4N 1421 __■ I4jfi O 57‘J 1 04 — 1’ June U 14101 0X1 1 t 40 ■ a a r tuik- I'l June 12 lune 1 l FliUk 11 June h link I ’ IlHK K Liih I’f link 1 IllllL 1 E lull. '1 ll.|L 1 1 Iihil riniipl JllllL ."‘i >M|M Piling ' |iHI> . ....... .L Inn. r<i.iipl luik I'-iii. * h . •• B I4|5 0 701 1 26 I42K |4V im 1 HU 1 IM 1 Mt 1 HIX UK HI’ Hr 1 l«K 1 «*K I 1 4^1 1 4M- | I vk i 1 l7< I 1 I’h 4 Svi-L 0.691 II J IX Illi 1 Vjri 41 55.X 0 Xf.2 n 1 Hu it 41 iri'j 41 1 25 0 5’ 2 IMJ 2 <ii 146 J I 1- o’. 4 •* 1 ■ <’ b 145 1 I4V- X |45r ■ 14*1 -• l»«' 4 1 l<- — ■ I4IJ |4i.t 1 tw> 1 1 5-i 1 6 •121 I ir. i| M i im w . K- 11 ' II Ln 11 * II II HM1 ji riji 1i 1 i’ o mk 1 1 r ii a ■ 1 IMl 1 h. ii Uli -1 1 H t ii Irii U 4IH la ip 1 tn |4. I Uh 1 It 1544 1 1 in 11*- nt 5.1 2’t 50 41 52 r 51 S4i a- b. 16 II 22 2* It- 57 11 f«. Vi f. t 22 4* l'i JI V *h . 1 4*1 ’■I II h4 i ■il 14* II Ho 2 *■* ii i i. .i i i <i. 4 itf. J 5 •t1• •|■4 IUI>L IK !| ??< II I'J 1 K* IlllH 1 1 tin ?• i 4 1»' •- •1-1*4 1LK i Imih '3 1 1|4| I 41.1 1 OIL 1 KM F 1? ’ » i; r Aftf-DD. „ 5 OPfAfbF-lomir} r?jO13 fCo„ firi.ifjZone 4 Distribution System * Floating - Year 2015 Node ID Elevation m Base Demand LPS Demand LPS Head m Pressure ni June 16 1410 0.147 026 1456.61 4661 June 25 1422 0 0.00 1457 23 35 21 June 4 1419 0.479 0.86 145745 38.45 June 26 1450 0 0.00 1459 05 9 05 June 27 1450 0 0.00 1459.12 9 J2 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 1461 59 3239 Rcsvr4J 1397.33 *N/A -20.02 1397.JJ 0.00 Tank 72 1457.40 #N/A -6.63 1459.23 ] KJ F(Oal^-2 0l5(c<>rr pin;ti)Zone 4 Distribution System - Floating - Year 2015 Network Table - Links al 10.00 Hrs ----- - - -------- Link ID Length m Dtamcccr mm Roughness Flow LPS Pipe I fl? 110 50 Pipe J 04 40 50 Pipe 107 240 80 Velocity m/s 100 0.78 iflO L -092 ■ Pipe 108 140 100 — —. _ B SQ 80 100 4>.M IPtpc 109 ■1 460 IQQ 1.96 040 0.47' 0.28 0.13 039 , Pipe 112 350 100 Pipe 113 158 88 too J.39 0.33 IO0 053 Unii Headloss 8.02 10.77 236 0.53 4.43 2.49 7.92 Pipe 114 360 80 100 0.21 1.38 51 Pipe 116 570 80 Pipe 121 260 80 too -IfiO J .04 I.OT 0.20 E.29 JOO 1 73 Pipe 2 Pipe Iti2 127 Pipe 117 p ■ “ -- ----- ---- - 490 $80 jm 50 too 1 06 0.5 J 0.34 0M 0.26 2D 200 100 20,02 0.64 540 3.47 14 tn 3.53 3.83 10.18 —----------- _— Staais Open Open Open Open Open Open Open Open Open Open Open Open LOO fflj - -1 so] I0U JOO 100 5.51 0.70 Open Pipe J19 290 Pipe IIS 450 1.40 -2.50 0.29 0.50 2.58 Open 699 Open Pipe 128 feo 200 100 —-------- _ 1 1 20.02 0.64 3.83. Own AM-DD■R-DistSys Zonc4 OPtAlf-Float>ng-2015 (Corr. Final)Zone 4 Distribution System - Floating • Year2D15 Length OianKier Link [D m mni Roughness Ftow LPS Velocity m/s ' Unit Headless nVkm Status Pipe 5 10 200 100 20.02 0.64 3.82 Open Pipe 6 ftpci ml 2O0 100 20 02 0.6J 3.84 Open ID 200 100 000 0-00 0.00 Closed Pipe 8 toi 200 100 0.00 — 0.00 -------------------— 0.00 Open Pipe 110 Pipe 132 [50' 100 IM US 0.24 1.08 Open m! 8Q 100 0.40 ______________ Ids 015 Open Pjpe 146 JO 50 EDO 24! L23 64.55 Open 1 r r Pipe 103 2M 80 lt>0 1.26 0 2S 1.97 Open Pipfl 122 Pipe ajj Pipe 134 Fjpe 135 240 80 100 0.61 0.12 045 Open HO 80 100 0.7J 0.14 0.64 □pen 290 so 100 -0.39 0.20 2.14 Open 1W 50 100 •0.39 0.20 2.|4 1 ------------ --------- -- Opcr. Pipe 136 320 J00 •0.46 0.23 2.88 Open Pipe J3? 320 80 too -1 70 0.3J 3 41 Open |Pj Pj Pip Pijt |K 138 370 ICHj I0Q ■032 0.04 0.19 Open fW? e J 26 640 40 100 0.53 0l43 11,74 Open Mft 100 100 6.98 <L89 15.17 Open f Jii] 180 150 100 •6.68 ’ 0.3$ 1.93 Open AM^ft-DlSlSyS^one^OPtAt^Fltjatiflp-2015 (Corr. Fin?))Zone 4 Distribution System - Floating - Year 2015 Length m Diameter mm 5« 200 kou|jlww*s Flow LPS Velocity nVs 0 21 Unti HcimKoes ni-kni Stilus Link ID Pipe M2 f'.pc |4< Pipe 144 -6fiK 0.48 Open i lit 53 ’OU 200 B0 KMI ion 100 100' rfl 6K 021 047 Open I'KPl- 111 40 4 -6.68 2.87 0.2t j 0.S7 0.47 Open 902 Open Pipe HI Pipe 124 Pipe 115 4tl ISU JOO I 03 Open 4TO 150 uxj 35U tw 100 -6.68 031 -8 52 (148 ■4 95 063 Pipe 1 460 40 ■ too ■0 41 0 33 3.20 Open 8 42 Open • OJ Open1 Pipe 12’ 460 1011 JIMI t 57 1145 4 5') Open Pump Pi m\ \ "\A p\ A 20 02 0.00 <68 35 Open ....... .. r? iX A ^X A *X A fHJQ o on '104.110 Open \.»hc !*•/ «LK A 65 r»N A1 10 44 3.15 38.15 Active IS fCcr. 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