A Case Study of Water Resources Planning A Test in . Cyprus of the MIT Mats Franzon Stefan Karlsson Simulation Model Benny Robertsson Bengt Rogsater Adress: Telefon: Institutionen for Vattenbyggnad Chalmers Tekniska Hogskola Department of Hydraulics Chalmers University of Technology A Case Study of Water Resources Planning in Cyprus A Test of the MIT Simulation Model Mats Franzen Stefan Karlsson Benny Robertsson Bengt Rogsater Examensarbete 1981:4 Institutionen for Vattenbyggnad Chalmers Tekniska Hogskola 412 96 Goteborg 031/81 01 00 Goteborg 1982 Foreword This disploma work is the result of personal interest and work of some people. Dr. Lars Bergstrom came up with the idea to have diploma works done at Cyprus and managed to get money from the Board of Education at Civil Engineering and from the Project Group for Education Development Work. Mr. Bergstrom also organized the trip to Cyprus. Mr. J. Jacovides at the Water Development Department in Nicosia gave us a very interesting problem to study. His personal interest and great knowledge was of unvaluable help. The students themselves became so interested in the problem that they worked more than half a semester that is normally required for a diploma work. It has not been possible to have a linguistic check of the English text and I ask the reader to overlook with linguistic mistakes. Goteborg in October 1982 -~~~ Steffen Haggstrom Tutor i Acknowledgement This report is the result of an examination work at Chalmers University of Technology, Department of Hydraulics. The aim of the work is to study the applicability of a run­ off simulation model, called MITSIM, for water resources planning at Cyprus. MITSIM is developed at Massachusetts Institute of Technology U.S.A., by R.L. Lenton, K.M. Strzepek and others. The simulation is done for a water resource pro­ ject, Vasilikos-Pendaskinos Project, in Cyprus. Grateful thanks to our tutor Mr. s. Haggstrom, who gave us many valuable advices and great help and to Mr. L. Bergstrom, who created the idea of an examination work at Cyprus and organized the trip to Cyprus. Thanks to Mr. J. Jacovides at Department of Water Development in Cyprus, who gave us reports (with data to MITSIM), informa­ tion and showed us the project area in Cyprus and to Mr. R.M. Strzepek, who introduced us to MITSIM. The authors are also grateful to Miss H. Melin and Mr. H.Strand­ ner, who helped us with data routines, and to Mr. G. Lindvall, who set right our English and to Mrs. ~-M Holmdahl, who typed this report. Mats Franzen Stefan Karlsson Benny Robertsson· Bengt Rogsater '- 1. 2. 3. 4. 4. 1 4.2 4.3 4.4 4.5 s; CONTENTS SUMMARY INTRODUCTION CYPRUS THE VASILIKOS-PENDASKINOS PROJECT THE SIMULATION MODEL MITSIM Introduction A General Survey of MITSIM Hydrologic Calculations Statistical Treatment Economic Calculations MITSIM APPLIED 'IO THE VASILIKOS-PENDASKINOS PROJECT ii page 1 2 6 11 1 1 1 1 13 14 16 19 5-.• 1 .,,-,Simulat.i.' .. :.. ·- :, . Figure 2.1 Cyprus ·.·.-.. . ... -~~-- ·.· .... ( ·· ... - ·.·.: .. ·~·-· .. ·.-.· .. :.-·:;:· -- .. :: .. ;-:··-··-.. ·~> .: .. ·.· f2ZZJ Kyrenia ~ TroOdos 1·.:.:: / Mesaoria The two dominant features of the island are the foled Kyrenia Mountains in the north and the imposing Troodos Massit in the south. A flat lowland, open to the sea at the east and the west, known as the Mesoria. Plain, lies between the two ranges. The Kyrenia range is a narrow fold of limestone with occasional deposits of marble. It has a maximum height of just over 900 m. The Troodos range is mainly igneous rock, impervious to water, but it has a thicker soil and a covering of pine, dwarf oak, cypress and cedar forests. The highest point is 1951 m. The Mesaoria Plain, which spans the island from Morphon Bay in the west to Famagusta Bay in the east, is about 80 miles long and 15 to 30 miles wide. 3. Between autumn and spring the landscape is green and colour­ ful with an abundance of wild flowers, flowering bushes, and shrubs,and there are also patches of woodland in which euca­ lyptus and many types of acacia, cypress and lowland pine predominate. Cyprus has a pleasant Mediterranean-type climate in general, but the heat on the central plain in high summer is notorious. Rainfall averages between 350 mm on the plain and 1010 mm in the. mountains, occurring between October and March. . . . ·.· ' ··~- .. - .\ •.: .. : .• . :.- .. _· ·.\ ..... ' . ~ . ' '· ~ . . • ., • ;: . ."··• •, . ·., ~-, • . I ' • ',. :. •:. ' " .. Figure 2.2 A typical view from Cyprus There are no permanently flowing rivers, although the island is criss-crossed by dry river valleys which become fast flowing torrents during periods of heavy rainfall. 4 . ~gEicul:_t:t!r~ The main supply to the Cyprus economy comes from agriculture. It is also the most important source of exports earning. The main exports include citrus f·rui ts, potatoes, carrots, carobs, table grapes, tobacco, raisins, early vegetables and melons. Animal husbandry is also important. Local production of pork, poultry meat, and eggs satisfy local demand, but beaf, veal, and mutton have to be supplemented by imports. Agriculture also provides a raw material base for several manufacturing industries including wines and spirits, canned fruits, dairy products and wool products • . The presel).t .,pplicy. is· .to .·inc;_rea,s-e agricultural prod.uction , .. · :·. ·, ·. by land reclamation, intensive cultivation, extension of the -,··-~,;_ . .--. · .. _·:·,:,.,- ··----·- ..... ;~.-.::.- .. ·:· .. ·. · .... --.:-\. -::--,·,,·· . .:.···.---;•--."",~--- .. :.:,;~ .-.~-_·--··-·. ~------.'-•: ... -·.;.---·:-- .. ~----·: .. 'irr"±ga'ted area:,. and. thi{ promotion 6:f" mixed farming economy: Heavy investments are being made in conservation of water. The main industries are food processing, and production of beverages, clothing, and footwear production. Other industries of the same size are printing, furniture making, metal pro­ duction, bricks, tiles,and cement manufacturing. Tourism makes also a valuable and.increasing contribution to the Cyprus economy. Cyprus is an island which is very dependent on agriculture. The great problem is the absence of rainfall and the high temperature in the summer. Therefore the Cypriote people have to store as much water as they possibly can in the 5. rainy periods, for use in the summer. Dams need to be built, and modern irrigation methods have to be used with great skill. As in many other c·ountries farmers are moving from the country side into the cities. One of the reasons to invest in agri­ culture is to manage this social problem . . • ?-_.... • " -· • • ' • -. ': _, ••• ., ' • • J •• ••• .·- ·''. ..' • • ••• ·> .••• ·- • ·.-.: .••.. ,• .. ;" . ~--. ":. 6. 3. THE VASILIKOS-PENDASKINOS PROJECT ]2~£~S!!~!:!!}g Before 1940, irrigation was mainly practiced in Cyprus through surface diversion mostly during floods in the winter. In the beginning of the 1950-s a considerable expansion of the groundwater resources was achieved through the use of drill­ ing machines. The irrigated area was doubled sin.ce the middle of the 1940-s to the middle of the 1960-s. The percentage of agricultural exports to the total exports from Cyprus has increased from 23% in 1956 to 54% in 1972. This increase of agricultural exports shows that agriculture now plays the most important role in the export trade of Cyprus. ... .- -~· The project area is located in the Larnaca District, between the Larnaca and Limassol cities. It includes all coastal land between Pendaskinos and Vasilikos rivers south of the main Nicosia-Limassol road. CYPRUS Figure 3.1 The project area Today most of the agriculture is done by dryfarming. Of Vasilikos- 830 ha cultivated area, only 25 ha are irrigated. These 25 ha are cultivated with citrusf·ruits. According to the plans (of the project) the irrigated area will be 830 ha. 412 ha will be cultivated with citrus and 157 ha with vines and the re­ maining 261 ha will be cultivated with vegetables. Figure 3.2 Irrigated melons in the Pendaskinos valley 7. s·ome .. of the reas.ons to form a new waterpl.an for the Vasilikos­ Pendaskinos, area- were to increase a;griculturaL export and to :Eulfi!L the policy to give jobs· to as. many· people as possible in the countryside- To increase the. agricultural production, irrigation systems · must be developed .. The water supply to Nicosia will also in­ crease. To meet the increased demand of water, two new dams are planned in the region. One in the river Pendaskinos and one in the river Vasilikos. . .. ·- ·· .. In September 1972 a waterscheme was prepared by the W.D.D. to cover the future demand of irrigation and water supply to Nicosia. In this scheme the supply of water to the cities of Nicosia, Larnaca and Famagusta have priority to the demand of irrigation water. The irrigation methods which will be used are as follows: 1) Sprinkler irrigation method This method of irrigation is suitable for all the crops considered in the project. However, a great deal of water is lossed by evaporation and also to the ground. 2) Trickle irrigation method . . . : . ·.• .. ~ .. .. ·· .. ·-· . . T.his iS· the most effective method·. The water is deli~ered · 8 . _ ..... -.; .. ··-._i_.:.:·-.. ·:-... ~----~--::·.~-~-~-~-- .•. _ .. - .. :.::- •.• · ..• ;;:'·:··,·.-:•' --~- .. ,:.,,", .-... _-: ·.- • .:.-.:-'~·-.··. in sman pi'pes which are furnished with. small holes .. . Figure 3.3 Trickle irrigation method. A white ring is observed arourid the plant which is salt from fertilizers. . ·" . I; . .. 9. 3) Furrow irrigation method The water is delivered through furrows in the ground. :!2:1!::!:2:!::l:!!SL'!Y~:!:~f-g~2Q~fS:~2 The water resources of the region come from both the river runoff and groundwater. The rivers in the region are: o Vasilikos river o Maroni river o Pendaskinos river The groundwater resources in the region are: d vasilikos subsur:t:acedani ·.· .. o Grourid.;.;ater·-e~trachon from ·ailuvial sandstone and chalk aquifers. The utilization of water resources in the future is as shown in figure 3.4. - '·-··· >· The Vasilikos-Pendaskinos project is planned to satisfy the irrigation and domestic water demands until 1990. At that time the Southern Conveyor Project may be in operation. This is a project which is to convey surface flows from western waters heads to the eastern areas. More information about the pr.oject can be found in appendix A. :·-.. •• • •• : •• ·~: •• .J .. Vasilik.os river Vasilikos­ irrigat.lon Vasilikos sub­ surface d~m 0.1'1 Ground- water ·-.. Figure 3._4.The . .. -. -. .. ·; ·;..,,. Maroni river Pendaskinos river 5. 7 darn 2.3 darn Dhypotamos dam 5. 2 830 Ha Domestic water to Nicosia 8. s Domestic water o Famagusta, Larnaca Khirokitia Treatment Plant Pendaskinos irrigation . 22'5 Ha: planned water distribl,ltion (figures ·~..-. .-...... ~ ·--~~:: .. ···~-··- ... · .. ·.· .. _.'' .. in 1 0. MCM/year} ,:: '.:. ........ 11. 4. THE SIMULATION MODEL MITSIM 4.1 Introduction MITSIM has been developed at Massachusetts Institute of Technology (MIT) during the last decade. Experience from practical applications has continuously modified the model. The MITSIM-model used in this study, MITSIM-1, was developed as a part of UNDP-sponsored study of the Vardar/Axios river basin in Yugoslavia and Greece. This version is suited for planning purposes where detailed institutional or operating ·rules for water management are not necessary. The latest version of the MIT simulation model, MITSIM-2, was developed at IIASA in cooperation with MIT and is an extension of MITSIM-1. MITSIM-2 is intended to be used in analyses of existing systems with more detailed operating · ·. · rules .. The model· has· been app.lied. ·6n·· a case s·tudy. in· southern .. ~:W.e.~~n, ~o .s~o~. fhEl. u'sefulness. when analyzing regional water · . -~ ~ . . ..... ~. .· . ~ . . . . ' . ,_ . . . . . . ' ._-· .. -. . ..... ··. resources systems.' MITS.IM is a simulation model for evaluating the hydrologic and economic consequences of various plans for surface water development of a river basin. MITSIM principally consists of three parts, a hydrologic, a statistic and an economic part. Input to the model consists of economic andhydrologic data for the different. physical compo­ nents as well as hydrologic data for the basin as monthly mean streamflows. The output gives information of hydrology, statistics and economics on both individual components and on the project as a whole. In order to simulate the hydrological behaviour of a river basin the river must be schematized. MITSIM uses a network of nodes and arcs. These nodes represent irrigation areas, reservoirs, power plants or diversions. They can also indi- 1 2. cate points of water inflow to the basin, demands for specific use or places in the river of special interest. The nodes are linked together with arcs which represent natural or man­ made, connections between different parts of the basin. These arcs have no other task than transferring water from one node o another. The nodes are listed in table 4.1 and a more detailed description is given in appendix B. In the following chapter the Vasilikos-Pendaskinor project is schematized into nodes and arcs. Table 4.1 Nodes represented in MITSIM Symbol 0 6,A. -·-· .. o,• o,e 1><1 <) • $ 0 Representing Start or inflow Reservoir .. ·. .. .. ·. Reservoir and hydroelectric plant Irrigation area Municipal and Industrial water use (M&I) Diversion Low flow node Confluence Groundwater Terminalnode 0 Proposed • Existing Hydrologic characteristics Inflow to the river basin as monthly mean values for the whole simulation period. Storage is calculated. Downstream monthly release values are given , as input,. Evaporation. from reservoir -.can,bEi. taken intg acco"unt; Can·1;tave. .. · · · tw() .sl.ownstre.am.· diseharge.s'· of :wh.ich · . , , . one has priority. · Powerplant where the rate of power production can be calculated. Target demand and possible precipi­ tation for each month are input. Fixed for all simulation years. Monthly target demands are ·input. Some amount of water can return to·the river. Diverts water to another tributary or to another part of the basin. Desired diversions and downstream minimum realeases· for each month are input. Downstream release has priority. Used only for registering simulated flows. Adds two flows together. The amount of water to be pumped each month is input. Represent(s) the end point(s) of the system, which usually are outlets to the sea. 13. 4.3 Hydrologic Ca:lcula:tions In the hydrologic part the model traces the flows through the computeradapted river system (Fig. 4.1). It uses a time step of one month. First the model introduces flows at all start nodes. The inflow to each node is the outflow from the pre­ ceding one. The special operations within each node are carried out. The whole system is carried through for one month before the process is repeated for the following months. The water is allocated to the users in an upstream-downstream order . . . . · .- ·: .. . ' ' :·· ~ . ·; .. ..... ··;:": ·.·; Figure 4.1 The way of calculating the model follows for each month • ' '• 0 M ,',' •,•'· • ·:· ... ', ,•o • Concerning the hydrologic output one can receive inflow to eachnode for the whole simulation period in form of hydro­ graphs (figure 4.2). A useful possibility to check the functioning of the system with the given input is the output called "!debug". This is the part of the output in which the inflows to and the out­ flows from each node every month throughout the first year of simulation are listed. Any errors in the water flows can easily be discovered here. An example and explanations of "!debug" can be found in appendix D. i\VfoHAbl: AVliiA!it -~ ·'. A~ t- 11 A(, f 1 4. H t 11tiLJ4,t•AI'HS U•l*.t.J'tSI (;J ~At_ f) AI'> "" 1 V It!> IIi Itt .I E ~~ D 2 "' • '" ' '"" I ui\YI'.OAM PtfiiJitkCI Pt:NIItlt\lt l~•fi 1 o.uu u. -,1 11. 11 11. l• ') U.il n.n u .. 11 u .lt u.u~ ll. 4:' It U.tl"i' U .II 4 u.u u.u u.ua lt.IJ ft.16 o.uo Li .1,6 u.u~ u.IJ2 u.u u.ua tl. us o.o 0 .1,9 0.01 u.n. u.G~ lt.ilh U .1HI 0 .ItO:! 0. 0'· II.U (J. £ii 0.113 ll ·''? u. ~, li.t:H u.uu 0.111 0.112 u.o n.1o 0,.111 ''·'' II • t, ( U.•.ct ll.U {i .111 o.o u.u U.Ot, 0.13 t:.lt u. 'J :i u.t,:; U .L)iJ (l.u ••• u ll. It 0. ft2 0.1) \) .11 u .. ~n l •• 'I 7 u .tJU 0.11 u.u u.n U.U1 Cl.15 [J • (I II.~ 4 U.j'> IJ oil (!.It ll.l] O.L n.ou 0 .II II .ld ll.l1 u • .:-0:' u.u 0 .li u.u u.u u.uu u.u~o u.u~o !1. (o/ u ·'· {j • II u.u li.U n.n n.o1 O.Ul u ·''' u.u7 It .U u.u fi.U lt.flll IJ,.IJ () .1.i u.uu . ,, • 11 u.t'Ct u.~o u.uo 0.111 h,.tl3 u.o {). 1tl 0.115 H-'k ' IJ,. 0 v .. 16 I.J.IJU II .. II 'i u ,.li ., u.u.s u.u u.o U.lll1 fl. 41 u ·'· { II. t.4 U.ll o .. oo 0.14 ll.tl tl. 71 ti,.\JU II,. .:,1 u .ll .. U.ul 0.11 n.na "·"2 u.u u. ~(I 0 .. 111 ft .. 11'1 il,.o; I' (I.L6 u.uc II .. Ul 11.(1 u.o H:1~ u.o.s i• .IJ~ 11.31 !l • ..!tl tJ.uu ll .. U3 U.ll2 n.o o.ns II .. (, u .lo j 11.40 II .U 11.01 ll.ll u.o IJ,.ll6 0.111 li,.L; ll. 11 IJ.IJ3 u .I \II li.ll o. u o.u 0.02 u. 1 'l II • (• u. [; {J ·'' tl.UO {J .. 0 n.o 11,.(1 U. 0 ·1 u. 15 tl.li II .G "·' 0.11 u.u u.u n.o 11.01 o.n 11.11 o.o II.(; u.u f, .. U u.u . u .. u 0.112 u.u ll,.l, li .u h.i.J u.u U.ll o .. u u.u u.u1 II .. IIU 11,.!10 u.ll~ u .li u.u U. HI 0.11 n .11 n.tu u.uu tt. 111 U.lb {J. [,' u.uu 11 .. 1)4 U.[)-4 u.u ll.23 O,.Utt HAl< j U.IJH II .. cd II. 1 I U.L~ (J .. ll ~~-~6 II .. 10 ll.tl t.i .. oo 1 .lll'l u .e 1 ll,.t•io II .. u u.3o 0.14 u.u 0 .. 75 0,.48 I•. 1 n · tl .. l. ~ l•.t-'.! il,.ll 0.20 .. tl. Uti a.n O.h4 O._ltn W.]t _l\ .lilt . u .. t.t~ u ... uu {j .. 1-1 0;..1141 -n .o !'·" . 0 .. 1 1'1. ll .. I~ . U.Yt u.d·. 1J .. Uti u-.n6 O.Ul (J .{j. J .14. n .. o1 ''· li (j .. '·' ,,_1,1; II .. Lt u.u.i 0 .ll IJ .. !} H.U6 II. 11.J {1,.1• IJ • 'i.'i I• ,."t S 11.110 u.uu. 0.11 f!,.l) 0 .ltl u.15 '•. ~~-11 . g·~·~ "' ·,:l-:1}: . ~-~w~-_ ..... ). :·.[:!:-'"· -··8·: H·· -~- M~tl. .. -. () .IJ.1 u.:H. h.[. . ... _ . -~. .. -~ .. u: .. o.,~ o.t1 u .. J 1 u.tl !J • II . IJ .. U ll.IJ u.u 0. Ill tt· .. IJl l•.t• (J ·''" u.c tJ .. (J li .. ll u .. o () ·'' (),.110 ll ,.II h .. :J ~ 11,.1( h.Ub 11,.11 U .. Utl CJ .. 11 n.o li.19 U.U1 l. .ll). H,.i.n II.£ IJ U ,.tJU 11.0~ 0 .lj ~ i\ .. 1) 0.2.5 0.12 H A~ ' ''· 13 11.11 u.u~ II • II ll.ll u.u 11 .. 11 o.21o u.ut. Figure 4.2 Hydrographs 4.4 Statistical Treatment The results from the hydrologic calculations are used to determine the performance of the different nodes in the system. Examples of statistical output data: • The annual and monthly "reliability" of water use nodes. This term describes the frequency with which the supply reaches the demand target.When this is not the case the reliability is zero. u.uo u.ou 0.1..11 u.n£ IJ.Uj u.u4 u.o~o O.lilo u.o n.u U .111 u.ou u.oz u.uo u .. uu u.o1 11. (12 n.o2 !J.uil U.U4 11.04 u.o u.o u.o u.uu u.u1 (I .Uti IJ .. 40 II .. 06 u .. II u ,.(1 1 u.uu n.u.:, II • U4 tr-.OS-: .· {I .II 11.11 u .111 l.J .t.~ 11,112 -- .. .. 15. • Monthly and annual mean diversions to water use nodes • Monthly and annual mean deficits for water use nodes • Monthly and annual mean storages with standard deviations and coefficient of variations (reservoir-node) • Histograms of diversion, storage and flow for irrigation-, reservoir- and lowflow nodes respectively (olNt~AI. [IIANAl.lfWL~I tt~: =:====================== ~AXI-~U~ ~lllt~l IAL A~tA ••••••••• 41~.1111 IIA ~~~~~~ ~~tA •••••••••••••••••••• = t.,12.01J tlot. APPllfAlllil'<. lfHCrfi"CY ••••••••• = ~~lllk~ fl.{i~ (!Jf~---············ s = ~flt1k~ 11) SI~~A~•-·•••••••••• ~ : t•tN[lll All OJ\ 10 (,HOlJNOio.Aif~ •••. • "lliii.U\1 l ll.U X u.u % (J. u , I"ONtHt'f \lSI- tiAMAMI::'tfWS: ======================~ P~k-A/I!I:.It:.H' JA• fl:-~ ... ··~ . .. . . I) IIIHfSl(JN fP.~bE:T (Mt;f..) ·-~.;;-*"'***··· .. ,_,.. .. tl ~ 1 -PE-rt. t-0."~~ rtA. .... C.f-' ,.H; !!ii,Jl T .s·-.... ~~- ,• -~- .. .. ==========~========= hWD "" FEU M•H Afltl kt.l1Af\1llly= ~b,.ilii-RIIIil ""· 9o I'll: A~ 01\IHS ION {l,.jj.llil'lii'R-11. 11.0 u.l SIAN~AIE(; 84, Mil. IH f I . 76. fl. u.> u.J U.1 u.o 0.,3 0.2 (J .. 1 U .. 1 O.ll 0.4 U.5 0.5 U.b 11.6 .AUG Sft' ocr NOV lli:C II,. 1 ~ tJ.lO u.2u g:ir 1.UIJ ll.ll li,.IJ 0 •. u u .,(1 ti .. iJ u .. O (1,.02 U .. (l o .. u n.o o .. u O .. u U .. () o .n o.o tl- .. 0 U,.7H u-.. l, u.o 11.0 u.u o.u u .. u O .. ll u.u n~o u .. IJ u .. u o .. u U,.ll2 ll. 8 [j tJ .. U \J.,II u .. u u.u u ,.{J u.o 11.,11 o .. u ll .. tl4 U .. IJ o.u ll.l.l u.u u .. u U,.IJ li.li ll.IJ II. (J Figure 4.3 Computer printout for irrigation areas YEAtU• .S..~i-· .: 'tEAM 69. 3. ~=~ . 1 6. 4.5 Econornic ·ca:Icula:tions Economic calculations are made only for reservoirs, irrigation areas, M&I supply, groundwater and diversion structures. These nodes require economic data. From these the model calculates: • system costs; i.e. capital costs and operation, maintenance and repairment (OMR) costs. • Long term benefits; i.e. the benefi'ts that would occur over the planning period if there where no water deficits. These benefits are independent of the simulation and depend only on the design of the system. e Short terrn losses; i.e. the economic losses that would occur when the available water does not meet the tar_get .demand. Fi.rst the mean. anr,ual loss .is computed and then it is discounted over the pianning period. Often benefits from one project are linked with costs from another. MITSIM therefore is designed to allow allocation of costs and benefits between supply and demand nodes. An example of this is shown in figure 4.4. The economic output can be received from the whole project area, different regions and/or from each node. The desired output is to be specified in the input .. An example of a basin wide output is shown below in figure 4.5. AClJV~ SlO~AG~ ••••••••••••••••••• = CHEST ~l~VA110N •••••••••••••••••• CAI1 11Al COSlS ..................... : UMR ((lSlS •••••••••••••••••••••••• ~ fOlAt cosrs •••••••••••••••••••••• = AllUf~IJ(IN or klSlUVOlH COS!& ===================~~======== K Alii A fl'• '1~.1,1(1 M(Jtl 1 { {) .. ~ (J "' I.IJ/'),.{10 It t•l.b')l M -'1o~to.I"'SI A > CUSlS LUSTS NAfl!f: IYPl: AIIRL1:1llJf.D Al·l~lbUTf.b ~ • KHT~t:C0/1< l~tJNt INJ) 2.l. fttl.,..l.t'il IJASIHWCI Jk(;AJitlN 45. 95'i'.116 V.t.S llfkVE IIHiMT JON ~"'- sn .11 VASIIOI"VI I kU A l 10111 >. 1114.63 lli I A I 2146 .. 89 A. ~~~JGAllCN ~FNEI tiS: ·HtrtiAINIHi uJ;~·,:~lr~ f~Ehftl-1 ALLOCATJON 1--AC:IUN ·~~SEHVOI~ ASSlGNf~ kf~AINJNG BENE~llS VASJRkV~· VASIWHVJ VASJkRCI I u I AI. 143il.3f i:'2h .. 32 12U.1.6tl ?.1-\64.5':1 f, .o o.u (J.(I II. (i • u.u o .. u fJ .. (J o.u 17. IH:Si:.HVUtR AtLO·CAlE:D UF.NEflr~ • C. flF"'ffJ IS HW~ '-A. II-" S~JPI-'1 V fOH ~IHHCIP.Al. AND- INDUSTHIAt USE:. /11/lll!E k fl!i 11 I /li II\() i:lt.Nt=. I I AI.Ltli;-JII I' ION bfflltfiiS t A( I Of.! KIH~t:CUN C:!dtl.t'l~ o.u I(JI A L £~3o .. t.9 u .. o IIIHll lHNf!-JlS ............................ = l1-"th.69 A T(lfp.f Nt-1 t-,(:tJI-~1-_IS~ .................... "' Ht~ttli-CIJ~I ~41 tu,._ .... !'"'"'"••••••• = -n.tHJ n 1 .. Btl II Nt:SE~VOIH ,ASSlGNl:.l» ~fSf_HVO I R 41.1 OCAlED II El'll.A J N INc.; fH.NH lfS BE.~t:.FITS " • ll .. IJ l.~Y.-49 u .. n 4t;9.lt9 Figure 4.4 Sample of economic output for reservoir node 18. ~~A~Lt•-WIDE Hl:,.,l.:fl-1 11111) CUSI lN~Uiffi'P.llON FO~: SYS lli[Ot tt(\IL;! All 11t:t.tf-1l::i ANO CIJSIS /\lit. t"ki:.~I;NT VAL.Ut ~LL Cil~l~ J~tLUtJE ~01~ CAPllAL AI•~ O~H ~O~I'U~E~IS 1. lR!flbAlJiltJ /1 If l /1 S lflkJb- ,&1 I ON IN- f;MPtOV 1 !:liN A. I. lAk- Hll ud- SHill• I- X •OJ /Ill:!" I' IRIH- ItA TE "" l>l ~-.,~.l)j 64. jiJ1.3~l .. Jfl 1 .5"l1 .. 9n '12tl3.(lo 1.8Y 1.> VASI~UVt. 21• 1 .. 11)S.I'I.:' ~rt2.1( ~1'i'j_.b.'i lU .. l-49 .. 2•tli.·J8 I6J.lll 1U2.31 -T:~e 1 • 5 VASIII~VI 1 ~ i' .. ('lH._~2 Hl.~l 5611. ~,~, 14. 71.1/t/ .. 99 '~ • 62 220.~2 1.5 S .. lll,. I kit btl. 41'!.6M ~ -, .. t I 320 .. 60! HI. 49. S1.S6 1.'l6 209. 15 0.22 1 • ; fll(l!l\ lith t, (j .. 3611 .. 4'1 9 h. 1 ( i!o~ .. 2~ (j. 27. tUi ... H IHI •. H 1l3.H7 £.97 1 • s TOII:t.ITIH< 4(. 11,.11 {j ,.ll IJ.O n. 24. U .. {i U .. ll II. II o.u ****''I'll: lH I kW "· U.ll fl .. U u .. u o. n. ll.tl 0.11 IJ. {I u .. n 'II;* If*** PHl!~kCI 'I ;II" n .. u U .. {l u .. o "· u. o.u II .. LI 1'1 .II u .. u- ****•• Pf-.NII~kVt. (~ .. b~9 .. •U 6 2U ,.l.i ~J Z3'J,.'JO! 2il .. 51 .. 1?23. .. 61 70).1'.1 -4oS.26 O,.j4 1.; IOIAl. 1 2 '~b- .. "-)~),, .. ·n j4 ~.,.If ( oLB.uo 64. 6i'H.III11**** 3291.1.9~ 2H42..01 1.86 ~·!lf~f;!1'l V.AIUI: Uf Af,NIIAI. HCNftll!:i lf Nu SH0141FALlS fkUI'I IHI· St•ECitl~U SllPt>lY II\R6El OC::CIIk I'II~Si:~l \IAlllf· Of At.i~l/1\1 LCSHS I1UE- IIJ SHiJtHfAll!i FkllM SPECHJtt) SUPPlY TAMGt;l i' f'Of!::tJliAI_ 1-lEI'IiFliS 1-IIJ\111~ SIJOt' t•. t; 1 {J .. I. U .II 11 .. 11 u. o.u u .. u ll .. ll tnt .AI lt.,fC"; lhl.-1.~~ 111J'71 .. .,H 1 ?.Q u 1 .. 'Y lo YJ. o.u 4.HJn .. ~q 1\ 'jo,J 5- .. Clio .. • PIIJ:H_rq VAII•f Of /INNII~l-IIH\~1115 II !W SHflll(FIIIl!i fUO~ JI-ll: SPEtlFJEI) SUPPlY !.ARGET Pllt·SH·I V~tl.ll _(•t Arlfii/1\L j(,SStS Ollf '111 !HWIIlfllll$ ff.IOM SPf(lFJED SIIPf'l'f' r,\IHH-:1 f'()JI-~tlffll. ilPINC. COSIS \ti!IEJH APPliCAHIF. OCCUR 4 .. r1000 tflNl~UI_ !i II(CIIEJ\IIOti,to lOCAlTON TOlf\1. l.'fi>lfflTS 1011\lft tO_Sll-i ~ll:."J IJF.t-lf::FliS 1:1-C .l·l'AllO • • • ·. ~:(i- fi.'OOD f.O,IIi-1 1•-IIL Olol Rl:-C:!fEIIT JON UICAT [ONS Sll~~~~~y l)f CO~I~ ~~h IIE~~FJIS fO~: S'f~- WIOE •==~==~=======~=~=======a===~====& r (J r Al lOlA I Til-tAl T01111 1 0 I At COSIS ..... & .... ~ ................... = llfN~fll!i. .................... . Nf:l HEI•I-:I--1-1~ .................. .. H~Nfl I 1/CIISI ~AI lit ••••••• • IRI-I!(iATill~ t"~f:l_llYI"f·NT ...... Figure 4.5 Economic output for basinwide u.u {J.tl (') .18 u.u 2.59 o.u o.o ti.U 3 .. 11U 1 9. 5. MITSIM APPLIED TO THE VASILIKOS-PENDASKINOS PROJECT 5.1 Simulation Model The. Vasilikos-Pendaskinos project includes three rivers, Vasi­ likos, Maroni and Pendaskinos river. There will be some drastic changes when developing the project. These are 1. Two dams in the Pendaskinos and the Vasilikos rivers 2. A diversion from the Maroni river to the Pendaskinos river 3. Irrigation systems in all three watersheds 4. Water supply systems for the cities of Nicosia, Larnaca and Famagusta The water resources will be shared between all irrigation areas and domestic water supplies, both existing and proposed. ;However., ·the_ water, re-sou:~;.ces. ar.e .very limited .. ar;td .tl}e ,proj.ec.t .... must be as economic as possible. The optimum size of each .. . . . ' : ~ . . ·- . ·, . - construction is ther.efore ·determined ·by looking at the maximum· net benefits for the project. The different hydraulic structures influence each other. Thus a change in one construction affects the design of the others. Looking for the maximum net benefits is a. very complex problem and a simulation model can be useful. In this case we use MITSIM. When using MITSIM one has to approximate the river basin with a s'chematic representation, which can be more or less alike the river basin depending on how detailed the simulation is done. A short description of the water-ways in the project is made on the following pages. 5.2 waterways of the project A simple description of the proposed project is given in the .figure below. - , ... -· \' .... ,;llJ.kos river Vasilikos sub- Ground- water Moroni r:ivcr Ptndaskinos r1v~r 5.7 Lefkar-a oam L.7 Dhypotamos dam Uu ....... ;:;tlC Wolter o Famaqusta, Larnaca Treatment Plant Domestic wat~r to Nicosia Pendaskinos irrigation 225 Ha Figure 5.1 The planned water distribution (figures in MCM/year) Today the water is used in the following ways: . . ·. . . ·-~ .. . · ..... - ... ' ·' -:· .. . ... Domestic water supply to the Khirokitia water treatment plant Water supply to some villages in the upper part of the river Some minor wa,ter use for irrigation along the river 20. Below the river is presented according to the project plan. The origin of the Vasilikos river is situated in the Troodos mountain. The first water use from the river is made by some small existing villages between the Troodos and the proposed Kalavasos dam. In the Kalavasos dam the water is stored. The Troodos Mountain 21 • Some ~·· Existing Vil_lages Kalavasos Village ' . '{ The Proposed Kalavasos Dam To Sea Figure 5.2 The Vasilikos river between Troodos and Kalavasos The-. water. in .. the· dam -is· needed in -two places: . · - . . . . . . ... ,.. . :. . .. 1. Proposed ir.rigat:i.on. system in the Vasilikos watersheds 2. Proposed domestic water supply The Proposed Kalavasos Dam Irrigation System l Domestic !Tater To Sea Figure 5.3 Kalavasos dam and its outflows 22. First of all the water is delivered to the cities. Therefore the domestic water supply has priority over the irrigation supply. Downstream of the dam water in the river is used by some existing villages and also to refill the Vasilikos sub­ surface dam. The riverwatel:' downstream the dam comes mainly from direct rainfall and tributaries. When Kalavasos dam is full the surplus water is added to the other flows. The water coming from direct rainfall and tributaries is repre­ sented in the schematic representation by a start node. The flow data to the simulation has been measured and evaluated by means of measuring weirs in the rivers. This has been done by the W.D.D. Precipitation data has also been used in combina­ tion with a run-off model to get a long series of flow data. : '·· · ..... ---,;.·, .- .... Figure 5.4 A. measuring weir The existing subsurface dam at. Vasilikos supplies water to Larnaca and Famagusta. The function of this dam is explained later in this chapter. . ~ .-- ., __ ,. . ,.·. -·.,, · . Also the Maroni river has its origin in the Troodos mountain. At present the river water is used in two ways: 1. Some water is taken to villages in the upper part of the watershed 2. Refilling the gypsum aquifer. The aquifer supplies some villages and an irrigation system with water Development of the project causes some changes in the water system: 1. A diversion, called Maroni diversion, takes water from the Maroni river to the Pendaskinos river. The diversion is located between the aquifer and the .· . .upstream villages. · · ... 2: S6me more irrigation systetn are·' sU:ppiied 'with w~ter from the Gypsum aquifer. The Troodos Mountain The Maroni sion Existing and PToposed Villages and Irrigation areas /1~ --?- To Sea To Pendaskinos River 23. Figure 5.5 · Maroni river system, when the project is developed .... • ··-:· 24. The functions of the Maroni diversion and the Gypsum aquifer are explain;;d later. in this chapter. ..·' _. Presentation of the Pendaskinos River System --------------------------------------- ----- ~h~_EE~2~~~-2!~~~~!Q~- The Pendaskinos is the most developed river of the three rivers. A dam at Lefkara supplies the Khirokiha treatment plant with water. This water is used in Larnaca and Famagusta. Irrigation systems exists along the whole river. However mostly in the lower part. . .. · ~ .' Some small villages upstream Lefkara use water for irrigation. The water use in these villlages is very small and is therefore neglected in the schematic representation. At Lefkara village the river-water enters the existing Lefkara dam. The water is used in two ways: 1. Irrigation at Lefkara 2. Water supply to Larnaca and Famagusta Even here the domestic water supply has priority over the irrigation. Upstream Dhypotamos but downstream Lefkara a tributary joins the river. The tributary is represented by a start node. A dam is proposed at Dhypotamos. Water to the dam comes from 1. The Tributary 2. The Maroni divers i·on 3. Surplus water from Lefkara dam .. r ,. 25. Flg.ure 5. 6 · The existing Lefkara dam The Troodos Mountain The Existing Lefkara Dam The Tributary The Proposed Maroni Divereio~ The Eroposed Dhypotamos Dam To Sea Figure 5.7 Water to the Dhypotamos dam The water in the dam is used for 1. Domestic supply 2. Pendaskinos irrigation system Domestic water supply has priority over the irrigation system. The irrigation system gets some additional ground­ water. 5.3 Schematic Representation for the whole Project 26. The earlier presented figure in section 5.2 gives a simplified view of the project. In figure 5.8 below the project is pre­ sented as it is simulated in MITSIM. Kaldam Ups. use Vas sub Div Vassirrci Vassirrvi Vassirrve Penirrci Penirrve Dhyp. dam Lef dam Lef irr Gyps. aqu = Kalavasos dam = Upstream user = Vasilikos subsurface dam = Diversion = Vasilikos irrigation citrus = Vasilikos irrigation vines = Vasilikos irrigation vegetables = Pendaskinos irrigation citrus = Pendaskinos irrigation vegetables = Dhypotamos dam · = Lefkara dam = Lefkara irrigation = Gypsym aquifer '· 4 VASILIKOS RIVERBASIN .. , Inflow 1! Q :·~ONI RIVERBASIN I PENDASKINOS RIVERllASIN r .4 ~ .< I Q Inflow 3 Ups.uee1 Kaldam \ Inflo"' 2 Ups.uee2 Vas sub Div 5\ End 2 End 8 Uell.cow I I I Khirec9n Khirokit _.;: I ·i I :Inflow 6 ! Ups.uee 3 I . Confl 5 lChcheck2 4 Gypcheck Inflow 7 ' Tokniirr S.lo.irr End 3- Gyps.aqv Div 4 Ma:ri irr '----- +: Confl 6 End 1 Figure 5.8 The project schematic represent~d End 6 .Existing 0 Proposed 4 5 "' -.] 28. 5.4 Details in the Schematic Representation FinallY' some details· in the ~chematic representation are ex­ plained. The explanations show some possibilities of MITSIM and how to apply it in a specific case. The irrigation area includes three different crops citrus, vegetable and vine (grape). The sensibility against water deficit and the water use each month is different for each crop. Therefore the irrigation area is divided into three irrigation nodes in the schematic representation. The sequence of the nodes depends of the sensibility against water deficit. The most sensitive is citrus and is therefore the first crop to get water. The sequence is citrus, vegetables ·and. vines .. ···.··· . : ...... . . . •., ·. From Kalavasos Dam Citrus Vegetables Vines Figure 5.9 The. Vasilikos irrigation system The economic losses by a water deficit can thus be minimized with this sequence. However the effects of different price,s have been neglected. The demand of water for irrigation is 6.8 MCM per year. W.D.D. has found that 830 ha total irrigation area is the most profitable. !h~_EEQ~!~~-2~-~112S~~!~gL_gQ~~~-~~9-~~~~~!~~-2~-~~~~E-~Q­ ~~:;:~~£~L~§:~~g~§~~ .. 29. The water supply to Larnaca and Famagusta goes through Khirokitia treatment plant which is supplied from the Vasilikos and the Pendaskinos river system. From Kalavasos Dam , and from Subsurfa~~-~·~--~-----~ Dam From Lefkara Dam Khirokitia Treamment Plant To Larnaca and Famagusta In this study only proposed water supplies and water consumers allocate costs and benefits. Only the amount of water that. comes from the Kalavasos dam is proposed and shall therefore allocate costs and benefits. Another problem arises when Khirokitia has a water deficit. It may be difficult to tell which river system that has the de­ ficit. The solution of the problem is shown in the figure be­ low. The allocations of costs and benefits from proposed water supply between Kalavasos dam and Khirokitia are done by a M o I node, called Khirecon. It has no other function. The water consumption is, however, done by Khirokitia. Thus Khirecon consumes no water but takes care of costs and bene­ fits. Khirokit on the other hand consumes all water to the cities of Larnaca and Famagusta but allocates no costs or benefits. From Kalavasos Dam Khirecon From Subsurface Dam Figure 5.11 The water supply to Khirokitia in the developed project · 30. The water deficit to Khirokitia can easily be traced by the two check-nodes, Khcheck 1 and Khcheck 2. With this solution you can tell which river system that has a water deficit. The quantity of wate to Khirokitia comes from 1 • The existing Lefkara dam 5.2 MCM/year 2. The existing Vasilikos subsurface dam· 0.8 MCM/year 3. The proposed Kalavasos dam 2.0 MCM/year ~~~~!_§YEE1Y-~Q-~!SQ§!~ The water supply to Nicosia comes from Dhypotamos dam. There­ fore costs and benefits should be allocat.ed to the dam. A M o I node can only allocate benefits. Therefore a Diversion node is added to the system. This node allocates the costs to the dam. It has no other function and the water just passes by. . ··- .- 0 j To Pendaskinos irrigation Figure 5.12 Nicosia water supply Vasilikos Subsurface Dam ------~-~------~---------· __,. End Nicosia l End ' ·. : .. ··-··· ·-· .' ·.-. - '. . . .. . ., · . 31. The subsurface dam at Vasilikos works very much lika a surface water dam. It consists of a barrier in the riverbed aquifer. Water is taken to Khirokitia and surplus water goes by the riverbed to ocean. This can~t be simulated by a groundwater node alone since this node can only have one downstream outflow. By adding a diver­ sion node downstream the groundwater node, this problem is solved. Vasilikos Subsurface Dam Div 5 To Domestic Supply To sea Figure 5.13 The subsurface dam \>,. 32. When the outflow from the groundwater node exceeds the target for Khirokitia (only possible when the subsurface dam is full), the surplus water goes by the d.l.version'tothe ocean. The refill of Vasilikos subsurface dam is done by 1. Infiltration by river water 2. Infiltration by the part of the precipitation which does not reach the river When the project is developed, the main refill of the sur­ surface dam comes as inflow downstream the Kalavasos dam. :!:h~_§:!:!!~h2!~-~:!:-~~E2!!:!:c.YE!~9:~ The gypsum aquifer is refilled by a sinkhole in the river near Maroni village. However a problem is that only a part of the flow refills the aquifer. Another problem, creating a schematic r-epresentation,· ·i.s. that a:ll ·wat'er ·shalL reach··the· ocean: whe-n the aquifer is full. The first problem is solved by a diversion node with priority to the aquifer. Water to some irrigation areas and. villages --=====-----: Inflow 1 Gypsum­ aquifer v 4 - The Sinkhole Confl.6 To sea Figure 5.14 The schematily represented sinkhole -' 33. A groundwater node has only one outflow of delivering water. In our case we. want two possibilities: 1. Water to the irrigation system and to some villages 2. A full aquifer shall divert the surplus water to the ocean The solution of this problem is to use a dam node instead of a groundwater node. A full dam diverts the surplus water down­ stream. Downstream is in our solution a confluence node. By the confluence node the surplus water is back to the riverbed as in reality. The replenishment of the gypsum aquifer is done in the following ways: 1. Through the sinkhole, average 2. Direct rainfalls, average 1.5 MCM/year 0.5 MCM/year The replenishment by direct rainfall is done by an inflow node. The annual extraction from the aquifer can reach 1.8 MCM yearly. Figure 5.15 The sinkhole at Maroni village 34. ' DISTANCE IN I(ILOMETRES Figure 5.16 Section of the gypsum aquifer (Source: Number 7 in the reference list) Maroni Diversion ---------------- In the Maroni river a diversion is proposed that will deliver water in the following way: ' Water to refill the Gypsum aquifer with first priority Surplus water to the Dhypotamos dam X;--==~:o- To the Pendaskinos river 1 To the Sinkhole Figure 5.17 The Maroni diversion A diversion node in MITSIM has two outflows and works in the following way. 35. The flow with first priority gets its target first. The second outflow gets its target thereafter. When both targets are reached the surplus water goes to the flow with first priority. To get higher priority to the Gypsum aquifer and at the same time get the surplus water to Dhypotamus dam, the flow to Dhypotamos has priority with a zero water target. In this way only surplus water goes this way and the water target to the Gypsum aquifer is met first. j J Riverflows Q1< Sinkhole target Q l j Q = 3 Riverflows Q1>Sinkhole target Q Figure 5.18 Function of the Diversion node, Div. 2 l Div2 To Nioosia To the Sinkhole To the Pendaskinos irrigation Figure 5.19 The schematic representation of Maroni diversion 36. 6. SIMULATION STUDIES 6.1 Intrddtiction The main objectives of this chapter are: o Description of the optimization with MITSIM (at Vasilikos­ Pendaskinos) o Presentation of the result o Comparison between MITSIM simulated system and the planned system 9E!~~~~~!~~g-~~!n_~!!§!~ At first it must be explained that the optimization is not a real optimization. Only onevariable is varied at a time. If optimization of darns are made the irrigated area is held constant, and vice verse if optimization of the irriga­ .. ted. area is made .. This way ·of optimization· may lead to an .. suboptimization. The first step in the optimization is to optimize the storage capacities of the two main darns of the project. And when the optimal size of the darns is found, optimization of the irri­ gation area is made. Finally an optimization of the irrigation area with the planned darn size was made. The figure below shows the area. which was optimized. Results ------- MITSIM W.D.D. Kalavasos darn 14. 5 MCM 17. 0 MCM Dhypotarnos darn 20.0 MCM 15. 0 MCM Vasilikos irrigation 670 ha 830 ha HA_HONl RI'rEIIIIA:11H R VWBJ.81K v r lntlov 6 I UplloUIIII ' DliJ:IIIJOA Conll 5 Gypobeoll: D1v 51 lnClav 1 follnUrr 8',lo,irr -tnd. ' Cyp11.11qy .... 0. •-o- lfdl.oolli Mal!l 1rr '-----\ ConCl 6 End-7 'I' PEHDASICiliO~ RlVEIIDAr.lH c,n , 't" ' '":' 5 Hiood• Panirral End 6 ._bllltlnll' 0 Prop01111d Figure 6.1 This shows the optimizated area We made also one irrigation optimization with the planned 37. dam size 17.0 MCM at Kalavasos. The most profitable irrigation area at this optimization was found to 830 ha (look at 6.3). 6.2 The Basic Proposal for the Vasilikos-Pendaskinos· Project All input data to the MITSIM simulation are taken from reports published by the W.D.D. Facts like irrigation size, dam size and other variable inputs are the same as they have found be­ ing the· best for the Vasilikos-Pendaskincis project. The basic proposal will be presented by means of some economic and hydrologic outputs from the MITSIM simulation. The complete result can be fourid in appendix E. A very interesting figure is the benefit cost ratio, which is the acutal benefits divided by the total costs. This term shows if the project is profitable or not. For the whole Vasilikos-Pendaskinos project the benefit cost ratio is 2.53. If you take the total cost from the actual benefit you get the net benefit which figure 6.2 illustrate. NeT' CEHS"Fir~ • \0 3 c.-z. 4ooo I •~o Figure 6. 2 The net benefits for the different projects 38. 39. The great net benefit in Nicosia depends on the water priority in the b.,;_~ic proposai. First of ~11 water is served to the . cities and after that to the irrigation areas. In this way the short fall losses are pressed to a minimum. The capital costs are also small compared to the irrigation areas (dams, workers, irrigation equipments and so on). You also get a higher price for the water to the towns than to the irrigation areas. The vegetables in the Pendaskinos valley have a negative net benefit. This is caused by the great short fall losses. In the simulation with MITSIM it is difficult to find a good solution when you have two places which deliver water. The water comes from Dhypotamus dam and from Groundwater. One dry year when there is little water in the Groundwater, Dhypotamus dam can not give more water than other years and the vegetables get a loss of water. . ., . ' . As mentioned in the previous chapter an economic analysis is done only for the proposed projects and not for the existing projects. Figure 6.3 shows the total discounted costs for different parts of the whole Vasilikos-Pendaskinos project. The total costs includes capital costs and operational, maintenance and repairment costs (OMR-costs) • All costs are discounted into present value. The discounted value is for 40 years which is the planning horizon. A figure which connects the economic calculat.ion with the loss· of water is a factor called the short fall losses. If the water demand is not satisfied you get a loss of benefits. The loss curve does not have to be a linear curve. Especially the crops in the irrigation areas are sensitive to loss of water, because of their tendency to fade. The short fall losses are. shown in figure 6.4. 40. T.n"AI.. 0 I:.(.O.VN."i'e'O ~~ •\0!(.. '%.. 1!100 1G.OO Hoo 1200 1000 ,00 600 - '"" Figure 6.3 1-'1.00 \OOC ... Figure 6.4 -~"'PI:!r'>-~1..\-:, """' 1 I I P~o~~ v.o.~it-i.Go'$ , \9.e.iloA\iOK- ~ttE'~C" I • I :P~PI!I~ tVo,QQo.:o•l?~«.~~ec ~~~ l~i~~~aJ·~Ioo'l't'~ ~ .... t"-'U:Iiol,l., '?IPEI-i""~ z~. z:..o~ ~~Jl .. z Figure 6.5 The benefit cost ratio for the cities and the irrigation areas 42. ,..,, ... lllll liS f J>AJI/1/H-lFIIS: ===~====~~~••c=••~===== PAWAI"llf·lil ,.. Hlt "'" '"' "" JIJN JUl. AUO SEP "" !-IOV DEC YE-AR• OIVH.'!'1101'l l~llbf-f n·.c::~' *'."'"*"'"'*"'io*•*"' fl. 1 0. I u .1 u •• n.a 0.6 (1.3 (1.1••*""' l.9 PERfl1!1fO~'>(F. ll!,SIItn:~ ============~====z== l•~ll E J! "" FE !:I "' ... "' JUN JUL AUJ; HP OCT NOV DEC 'H' AR kiLTM1JLIJY• 96.'11111'1111111* ... 9~ • t,i~. 93. 8Y. • •• 81J. "· 11. 16. • •• !'ItA" Pl\IFI<~i;lt•,_. 11.1111 *"' ..... II.U 0.1 0.' 0.6 0.1 0.1 o.> 0.;.3 ll.1 u.o ].4 SJ&NI\AIII! J'!f-\1 o.n .. ,.,.,,.,.,. u .o "·Y (]. 1 ll.2 0.2 O.l 0.2 U.1 ll. 1 o.o 1. 1 t •Jl: r '" "' fl.li "'."' .. "' ll .. 8 o •. 11.2 U • .5 O.J ll.t. IJ.5 "·' {1.1'! (1.6 U.3 JO!Ufllllf. Y liSt I'AH•I"f,lFRS: aaa=~===•a=~=======~=== I'AIIII~f.TfH J A It ... "' '" ... JUN JUl. AUG SH' OCT NUY "' YbUfa Ill V t; k :i I (Jh li\IHoEI (/11(/1-) *"'"'"'"'"'*"'*"'"'**"'****•• O.l O.l u. 1 0.1•*****•*********""''"' ll.tl 1'1-!olftlkMANCE IO: SUL I!.- =~====•=••a&aaaaa~=a I r• Ot X JAN HH "" "" MAY JU• J ttl AU. ... "" HnV PH vt:AH HUAI:IIlll't• ~··~·~·~~~··~·-··-~· . ,. 9> • 87. 8~.~-·~·~····~········· lsl. f"fAH [) 1 v t: ~ s 1 or~ ········~·······~··· U.2 u.2 0. 1 ~-1•••········~········ fl.l SIAN[) A H ll \.lEV ·······~············ "·) n .1 o.o o.u •••••••••••••••••••• fl.2 ( Ot I ,,, '" ~·······~··········· o. U.J 0.' 11.5•••················· 0.3 ,..lltJHl T '' St PAifll""f I filS: ~=·~·===:=~=~=·=~==::2~ f>AAAfi'FHII JAN ... "" APR "" JUN JtJl AIIG "" ocr NUY '" TfAR• lliVf.A!>I!;/'t I ,_Rf,£.1- (I~C I" I u. 1 n.1 n .u 0.1 ''· 1 n .1 0.2 0.3 11.3 u.3 u.J n.2 '.1 PE~f~~~~ANCF ~ESIIL15• =•=~•=•=c•~~at:•a••= J r~pf: x ,IAN FF..ff ... ... •• v JUN Jill AIJG SEP IICl NOV Of< YEAJO' Al:-lHHiliiY• 9J. ... • •• 96;, ••• Qj. • •• 8U • RU. 16. ... "· ;~, MtA~ 0 T \1 f R S 1 Ofi 0.1 u. 1 (1.0 u .1 (1.1 u .1 0.2 11.3 11.3 U.2 (1.2 0 ·1 S I A'"'*" h llf.V u.u u.o (J.U u.u ll.U o.u u. 1 11.1 u. 1 tJ .1 I) .1 u. 11.6 tni':F '" "' 11.2 {1 .. 1 0.1 U.2 n.z o.; "·' u.s u.s u.s 0.7 0.6 u.• Figure 6.6 The water reliability for Vassirrci, Vassirrvi and. Vassirrve As you can see the vines in the. Vasilikos irrigation scheme have the highest reliability which is connected with the lowest short fall losses. The reliability is also higher for the towns than for the irrigation areas because of the priority of water to the towns. Table 6.1 shows the connection be.tween water reliability and; benefi.t cost ratio, for different objects· Objects yearly Reliability % Benefit/cost Khirecon 88 6. 18 Nicosia 99 2.59 citrus } 69 1. 89 v~getables . Vasilikos 69 2.88 v~nes 82 1 . 6 9 vegetables} Pendaskinos 0 0.34 Safta Lourka irrigation 20 6. 18 .Mari irrigation 20 2.97 Some of .the projects have. a low. reliability. This depends on a. very unfortunate flow simulation period with two dry years after each other in the very beginning of the simulation. When the dams have not had the time to reach full capacity it is difficult to get high reliabilities. One limitation in MITSIM is that the whole project is con­ sidered completed when the simulation starts. 6.3 Optimization 43. MITSIM c:tn be used as an aid for optimization. The output in MITsiM is made so that each node is represented. For each node the following economic output can be presented: total cost, OMR cost, actual benefit, net benefit and benefit-cost ratio. This study is based on data from the W.D.D. studies of the project. All data except those for the dam sizes are hold constant. Changes in dam sizes have only effects in the corresponding river. Therefore changes in both rivers can be made in the same simulation. The following storage volumes are simulated: • Kalavasos dam: 13.5 14.0 14.5 15.5 16. 0 16.5 17. 0 17.5 MCM ., Dhypotamos dam: r4.o 15.0 16.0 17.0 20.0 MCM The simulation results are shown as dam size corresponding to net benefit for the river region. The results are given in the figures below. The results for Kalavasos dam are given in figure B. As you can see, the net benefits are greatest for 14.5 MCM. '1100 0100 uoo 44. 3601) ssso 'i900 17 18 19 !O " U 14 IS lfi " 14 1' l1 !9 " A-The Dhypotamos dam B-The Kalavasos dam .·. . -.-- Figure 6.7 The results fo the Dam optimization . ,· .. · ., , .. W.D.D. has found that 17 MCM is the most economic size. However, there are very small changes in net benefits in the simulations. The results for Dhypotamos dam are shown in figure A. The net benefit increases with dam size. However the dam has its natural limitationat 20 MCM of storage volume. Therefore the best dam size is 20 MCM. W.D.D.~s has designed the dam for a storage volume of 15 MCM. QE!:!!!!!~~!:!S!!!_S!f_Y~2!1!ls!:!2_!!:!:!9:~t!S!!!_§Y2!:~!!!_!f!!:h_li.:.?._M~M­ !S~1~Y~2S!2_!2~!!! The present study is based on W.D.D.~s data. The results of the dam optimization are used in this study. The dam sizes are consequently· 14.5 MCM for Kalavasos dam and 20 MCM for Dhypo­ thamos dam. The irrigation area is varied in the different simu­ lations. Simulations are done for following irrigation areas. ' i ' ,.,.., Total Vasilikos irrigation area 830 ha 730 " 670 " 620 " Vass.irr.ci 412 ha 362 II 332 " 308 " Vass.irr.ve 261 ha 230 " 211 " 195 " 45. Vass. irr .. vi 157 ha 138 " 127 " 11 7 " W.D.D. has designed the Vasilikos irrigation area to 830 ha. In this simulation the relative distributions of the different crops are the same for the different simulated areas. We might get a better result with another distribution, but we have to limit the number of simulations. The simula,tion results are given in the figures below. . · ~· .. .--~-. - · ... ' : . ,._ -.· ·- .. •,•';. . .... . .... mv;r;rm/ I 'I ------ 1 --...... m.-.m n-~t i ' j dQ ~ .ltuiT <_- : "" '"" Figure 6. 8 .A..:. Results of . Vasilikos river basin ... •• '" Figure 6.8.B- Results of Vasilikos irri­ gation-citrus . ·. ' , .. (1-<-] '" ·- Figure 6.8.C-Results of Vasilikos irri-·· gation-vegetables ,_ ... !!U!!!Zm ----1 '" 46. •-¥mm ur "' "" lt.- \10 l'td '" " Figure 6.8.0-Results of Vasilikos-irri,­ gation-vines '-' '·' Figure 6.8.E-Results of Khirecon Figure A shows 1. Net benefits for Vasilikos river basin 2. Short term losses .( = short fall losses) for total Vasilikos irrigation system 3. Short term losses (= short fall losses) for Khirecon 4. Benefits-cost ratio corresponding to total irrigation area. As you can see, maximum net benefit is at 670 ha irrigation 47. area. The difference in net benefit between our solution (670 ha) and W.D.D.~s (830 ha) is rather small. The flat curve of net benefit can explain the difference between the solution. The solutions are made with different storage volume of Kalavasos darn which also affects the results. Fig. B-0 show each ir:dgation area in the same way. Fig ... E · shows the resul t:S· of Khi.recon· thus gi vi rig the economy· of the domestic water supply. Finally the following table shows all the simulation results. QE!!~!~~!!~~-~f_Y~2!1!~~2-!EE!g~!!~~-§Y2!~~-~!!~_l2_~~~­ ~~1~:!~2~2_Q~~- Finally an economic study of Vasilikos river basin is done. The study is based on the darn size of Kalavasos that W.D.D. has designed. Three simulations are made, 670, 730 and 830 ha total Vasilikos irrigation area. The relative distribution of the corps is the same. W.D.D. has designed the irrigation area to be 830 ha. As mentioned before a better result can probably be achieved with another distribution. The result of the study is shown in the figure below. As you can see the net benefits have a maximum at 830 ha in the interval 670 ha to 830 ha. 830 ha is the cultivated area today. This is the same re·sult as W. D. D. found. 48. Total Poten- Short Actual Irri- Total Net B-C irri- tial fall bene- gation costs bene- gation bene- losses fits costs fits Ratio area fits 10 3 EC 10 3 Ec 10 3Ec 10 3 EC 10 3 Ec 10 3 Ec 10 3 EC VASSIRRCI 412 Ha 4008.77 1451.23 2557.54 392.30 1278.50 1279.04 2.00 362 Ha 3522.27 954.33 2567.94 344.80 1231.01 1336.94 2.09 332 Ha 3230.37 678.18 2552.19 316.30 1202.50 1349.68 1 . 1 2 308 Ha 2996.85 525.21 2471.64 293.50 1179.70 1291.93 2. 1 0 VASSIRVE 261 Ha 3155.82 943.10 2212.72 248.18 722.09 1490.71 3.06 230 Ha 2780.99 646.82 2134.17 218.81 692.64 1441.53 3.08 211 Ha 2551.26 492.23 2059.02 200.81 674.64 1384.38 3.05 195 Ha 2357.80 378.99 1978.81 185.66 659.49 1319.32 3. 1 0 VASSIRVI 157 Ha 758.32 1.97.37 560.95 147.99 318.49 242.46 1 . 76 138 Ha 666~55 108.28 558.27 13CL29 300.79 '257.48 1 • 86 127 Ha 613.42 87.11 526.30 120.04 290.54 235.76 1 • 81 11 7 Ha 565.12 72.70 492.91 110.72 281.22 211 • 69 1. 75 KHIRECON 830 Ha 3872.65 827.90 3044.75 452.02 2592.73 6.73 730 Ha 3872.65 646.56 3326.08 452.02 2774.06 7. 1 4 670 Ha 3872.65 531.39 3341.25 451.02 2889.23 7.39 620 Ha 3872.65 426.85 3445.85 451.02 2993.77 7.62 TOTAL VASSIRR 830 Ha 7922.91 2591.70 5331.21 2319.01 3012.2 2.30 730 Ha 6969.80 1709.43 5260.37 2224.44 3035.95 2.36 670 Ha 6395.04 1257.53 5137.51 2167.69 2969.82 2.37 620 Ha 5919.75 976.40 4943.36 2120.41 2822.95 2.33 TOTAL REGION 1 830 Ha 8375.96 2772.03 5604.91 3.02 730. Ha 8486.46 2676.46 5810.00 3. 17 670 Ha 8478.76 2619.71 5859.05 3.24 620 Ha 8389.15 2572.44 5816.71 3.26 ri(. - ... - , .. --------------- mmpm "" '• !li9IT m r ':!!!!!!P !!!! WY. "l'lSWmll Ill' • .U!.J. .. C""l .. Figure 6. g.. The result of. the economic study The advantage with MITSIM when making optimizations are 49. 1. It~s easy to follow up the economy for a specific object, because the total cost, OMR cost and the net benefits for the actual node are given. 2. It~s easy to follow the economy for a whole region. 3. It~s easily shown what effects the changing of an irrigation area or a dam size means to other projects. Both economy and the reliability of the water delivery can be studied. ...... 50. 6.4 Conclusions The results above differ from what Water Development Department (W.D.D.) has obtained. The simulation studies can not directly be compared because of the different proposes and assumptions. Anyway we will try to point out some reasons that make the differences. W.D.D. has developed this project under several years. In their results not only simulation studies but also other aspects as social, financial, political etc., are taken into account. The purpose of this study is to show the applicability of MITSIM at this type of project and how it can be used at an "optimization". A complete optimization of the project is there­ fore beyond reach of this study. W.D.D. used nine separate models to carry through their simula­ tion studies. The different models.together describe the whole _ . _p:r:qj_ect .J;t is _o!_])_a~::.IU:i_:r:_olc:lJ.j .. E_.PlJl .. illi!e_, __ P;umyi~~- S t_u t ion Q._n_~ or_~ e. _R_e_s_c.r.v.s>.i..£ 59. This component of' the Project will serve f'or the augmentation of' the Fumagusta-Larnaca water supplies by allocating about 2. MC~i per annum of' the Kalavasos Dam water f'or this purpose. From the dam a 450 mm dia raw-water main will be laid roughly following the river course down to a point just upstream of Kalava'sos village at which a Pumping Station will be constructed. The pumping main will then rise towards the IfE and will discharge into a concrete reservoir to be constructed near the Kbirokitia Treatment Plant with a capacity of' 2,750 m34 Thence the raw-water will be conveyed to the sedimentation tank of' the Plant f'or treatment and conveyance to Larnaca and Famagusta through the existing system. 9. Dh,'LE,otamo_s__l'~Ei_r:!!L§_tati_on - 2...n.9: f:h_a_s_~ .I:n.s.t.~J-lat.:!:.q_g_~ The Dhypotamos Pumping Station will ef'fectively house two systems. One system will be able to pump raw-water to the . Kh.;i.rokitia Treatment PlaiJ.t through a suitable connection with the existing Lefkara-Khirokitia pipeline and the second system will be able to pump raw-water to the proposed Nicosia Treatment Plant via the new pipeline now under construction. As mentioned under (7) abov_e the excess treated water from Khirokitia is now, as part of a.n emergency scheme, being diverted to Nicosia via the Dhypotamos Pumpil).g Station. In this scheme the Pumping station is being built and equiped with the second system of' pumps mentioned above which will act as booster pumps f'or the conveyance of' the treated water f'rom Kbirokitia to the Stavrovouni balancing tank and thence by grnvity to Nicosia. As part of' the Vasilikos-Pendaskinos Project the first set of' pumps mentioned above will be installed and the necessary connections made to the dam raw-water outlet and the nearby Lef'kara-Kbirokitia pipeline. -- -------------- --·---- 10. Nico_sia_Tr_E2t_me_n_t __ P_l_ant and Pumy_ip_g __ s_t_a_t_i.I? . .I! The site chosen for the Treatment Plant lies on the Dhypotnmos-Nicosia pipeline route ~djacent to the Nicosia­ Limassol road and at a distance or 36 km from Nicosia. The Plant will provide for the following stages or treatment. (a) Prechlorination (b) Coagulation - Sedimentation (c) Rapid gravity sand - filtration (d) Chlorination (e) pH correction The works will have a maximum capacity of 20 1 300 m3 jday but provision will be made for their future extension to 31,800 m3/d. Storage will be provided upstream and downstream of the Plant to enable continuous operation despite the fact that Pumping Stations will only be operating 18-20 hrs/d on relatively cheap orr peak electricity. A pumping station will be constructed next to the Treatment Plant which will be similar in head and discharge capacity to that part of the Dhypotumos Pum~ing Station that is to pump water to .Khirokitia (Phase II installations). Trea.ted water will be pumped from there to the Stavrovouni ··,, Balancing tank from where it will gravitate to the Nicosia / Terminal Reservoir. 60. f l CYPRUS MEDITERRANEAN SEA 61 • VASILIKOS-PENDASKINOS PROJECT ALTERNATIVE DEVELOPMENT PLAN FIG. 1-1 APPENDIX B Presentation of the Nodes Used in MITSIM 62. Appendix B 63. In this appendix we have intended to give a more detailed description of the nodes used in MITSIM. The most important input for each node is given. As to the output we refer to appendix E. To describe the commonfeature of most river systems, ten different types of nodes have been incorporated in the model. MITSIM-1 is designed to simulate a river basin with up to 100 separate nodes. These nodes and their maximum numbers are listed in table B1. Table B1 The nodes represented in MITSIM Symbols Name Start or stream~low input node Considered and existing reservoir Reservoir and hydroelectric plant Maximum number 90 35 35 Considered and existing irrigation area 20 Start Nodes Considered and existing municipal and industrial water use (M&I-node) Diversion node Confluence node Groundwater node Low flow node Terminal node " 9 10 70 15 5 <100 Start nodes represent locations where natural flows as well as intervening flows enter the system. Therefore start nodes must be located at points in the river system where flows from tributaries, from lateral inflow or from groundwater are considered significant. For instance this is the case immediately 64. upstream of an important water withdrawal. Diffusive inflows located between nodes of interest would normally be aggregated to one start node. Input to the start nodes must be "original flows" which means flows that would occur if the basin was undisturbed. The model accepts monthly streamflow data from disk or tape as well as cards. A reservoir node represents either: 1. A storage reservoir alone 2. A storage reservoir with an associated hydroelectric plant 3. A run-of-the-river power plant No powerplants are involved in our study at Cyprus, therefore we concentrate the discussion to the first alternative. For the reservoir node the storage volume is calculated for each month. From this volume water is allocated to different users and/or to satisfy a downstream minum flow in the river. The node can have two outlets of which one has pr1ority (Fig.1). For these outlets monthly target releases are specified in the input. )l.elaase target 'specified tci I)IEet r1owns't~e-an 'demand First priority backwater release specified for irrig. or M&I Second. priority downstream release target specified Figure B1 Different flow schemes for reservoir nodes 65. The operation within the node starts with a calculation of available water. This amount is received by adding the inflow during the month to the water stored at the beginning of the month. From this value the evaporation during the month can be subtracted. Then the water is allocated according to the "Standard Operating Policy" to different water users or to satisfy downstream low flow target. This rule is divided into three cases, which depend on the amount of available water. In Case I, the available water is insufficient to meet the target release. All available water will therefore be released in an effort to at least partially satisfy the demand. In Case II, there is sufficient water. All water not required for immediate use is stored for future use. In Case III, the available water, after demands have been satisfied, exceeds the active storage capacity of the reservoir. All water in excess of this capacity is released downstream and registered as spill. Some of the most important input data to the node are described in table B2. Table B2 Most important input data to a reservoir node Hydrologic Data • Storage volume and surface area as functions of water elevation • Monthly target releases; i.e. for downstream or possible backwater withdrawal • Init.ial and simulated storage volumes for the reservoir • Minimum and maximum storage volumes to which the reservoir operation is constrained for each month • Monthly evaporation values Economic Data • Discounted capital and OMR costs as functions of water elevation for the full reservoir. 66. !EEig~!i2~-~g9~~ These nodes are used in MITSIM to signify the river-related effects of irrigated agricultural activity. To each irrigation node is given a target of the monthly water supply. This corresponds to the size of the area and the cropping pattern. The expected monthly values of effective precipitation can also be given as input. If the inflow to the node exceeds its target demand the surplus water is sent downstream. (Fig. 2). When it fails to reach this target, all water is diverted. Conveyance losses, which return to the river, can be subtracted from the diverted water. I :Surplus water- I L Inflow to r irrig. node -- - - - - - - -- Diverted water ; Conveyance losses ' Return flow to river -- - - - - Outflow from •irrig. ~ Figure B2 Irrigation node schematic - - - - I Inflow to I irrig. :area itself I I -consume d ~~~tert . (l~s~ f ·system) rom '·• -·· I :~nc~nsumedl '~rr~g. water l . 1 .. . Percolation water to a • possible I I aquifer _j 'l. - - -- . _- ----~'- 67. Unconsumed water can return to the river basin depending on the irrigation efficiency and the effective precipitation. If irrigation efficiency is hundred per cent and precipitation zero all water is consumed. The returning water percolates to an aquifer and/or reaches the river as surface water (Figure 3). Inflow i Inflow Water in excess of requirement Unconsumed irrig. water Excess of inflow ' 'plus unconsumed irrigation water Inflow - _._.,..- Unconsumed portion of withdrawal Figure B3 Irrigation return flow schemes ·Inflow Percolated water to an associated aquifer /.-'- 68. Table B3 Most important input data to an irrigation node Hydrologic Data • Irrigated area to be simulated • Total annual water demand • Monthly target demand to be diverted to the irrigation area • Expected rainfall for each month of the year • Consumptive use for the crops within the irrigation area for each month • Irrigated area to be simulated • Conveyance losses and irrigation efficiency Economic Data • Discounted capital and OMR costs as functions of irrigated area • Annual long-term benefit per hectare • Parameters of a qua~ratic loss function (y=ax + bx) used when calculating the short term losses !i!!~4:S:!E21_2!!9_f!!9!!!!.!:E4:21-~2:!:~E-§!!EE1Y-~99~2- Municipal and industrial supply nodes (M&I) represent concentrated water demands for domestic or industry use. As input such demands are given as monthly target values at each M&I node. The diversion rule of the M&I is similar to the irrigation node. This means that inflow exceeding the target flows downstream in the river. The consumed water is given as a percentage of the M&I supply for each node. The unconsumed water is added directly to the river or at another place in the river system (fig. 4). Inflow Excess of inflow plus unconsumed water Figure B4 M&I return flow schemes Inflow Unconsumed water 69. Table B4 Most important inputdata to a M&I node Hydrologic Data •· The percentage of the water demand which is assumed to be consumptively used • Total annual water demand • Monthly target demand for each month of the year Q!Y~E2!2!U:!:2~~2 Economic Data • The long term annual benefit per unit of water • The short term loss per unit of water, not meeting the demand Diversion nodes indicate locations where water is diverted from the river for a special purpose or to be transferred to another tributary. The diversion rule gives a downstream release priority. This means that water is not diverted before the downstream target is met (fig. 5) . Inflow Target diversion. Downstream release has priority Figure BS The diversion node Table BS Most important input data to a diversion node Hydrologic Data • Designed diversion flow capacity • The target diversion for each month • The downstream target release for each month Economic Data • Discounted capital and OMR costs as functions of designed diversion flow 70. Confluence nodes describes points where several upRtream river channels or man-made conceyance structures converges or where flows from water users return to the river. The node adds two flows together. When more than two flows converge they are subsequently added two by two (fig. 6). Reservoir River Basin Lay-out Confluence nodes Schematic· Representation Figure B6 The use of confluence nodes The groundwater node operates much like a reservoir. Monthly targets of water to be pumped from the aquifer are specified as input. Recharge may be simula.ted as a percentage of the unconsumed irrigation water. As in our case it can also be filled up directly from the river (fig. 7). A groundwater has only one outlet. 71. Figure B7 Recharges to a groundwater node The groundwater node describes an aquifer in a rather approximate way. Table B6 Most important inputdata to a groundwater node Hydrologic Data • Groundwater head levels and pumping capacities which correspond to storage volumes • Maximum and initial storage volume • The annual groundwater target to be pumped • Monthly supply target for each month of the year Economic Data • Pumping energy cost per kilowatt-hour • Capital and OMR costs as functions of installed groundwater pumping capa­ cities These nodes only register flows at locations where minimum flows must be maintained for reasons of water quality, fish and wild life, navigation etc. For each lowflow node monthly minimum targets flow are given as input. These nodes are the endpoints or boundaries of the system and usually represent outlets to the sea. 72. APPENDIX C Input for the Basic Proposal ,·f - Part 2: Information about node connectivity. The names of the nodes which are immediately downstream and upstream of the actual node. Information about cost- and benefit allocation and desired output. PARJ.wz· fJ tNfLOW 3 HiftOw 3 LET DAM L~F DAI': KHCHE'r;K1 KHCHECK1 ·rf'IFLOW 1, IN I'LOW 1 · ·. UPS.USE'1 .·IJPS •. U~Et 'KALIJAM K'Al'DAM K. A:li 0 A· ~h J(At fl,ft:!4< · KA·Lil:IIM' K•ALDM; . rHV 1 D 1\V 1 1 2 (j 0 2 2 (i G 9 2 n () 1 1 {j 0 9 1 u () 2 1 1 u KHtRFCON V~SJRRCI VASli -t"l IJ ii.U 0 LE~ IRH KHtHECK1 [NfLOW 3 1 L) 11 ---U CONFL 4 L) 0 •. ll UI'S.USH () u· o u.o KAlil AI• 0 l; ().0 IN~LOW 2 DIV T 1 1 iU.BG 44--.;.-r-o 23.90 13.60 U" .;.I} \11\SLRIIFL ., Kf!CHF.CKil · 0 (j (J u ,.._u 0 COJI/Ft 4 J .4 0 Ilf'L ? 3 2 u ()hYP.DAI' ll'lfUll• 4 DIV 6 Cll.N.fL " \) tJ (l IJ.U 0 DJV 2' t, 2 ., C (Jh FL 5 u I v 6 tJPS.IJSE3 OlV " u I u D IV 2 NICOSfA n .&o 0 f} IV 2 PfNIRRVF 2l'. 4(1 I) u .-ll () DIV. 6 4 2 1 t:Of•fl 2 CO NFL ~ orv 2 DlV 6 [J 1 1 (-j""{) 0 fNFlOW 6 l 2 0 UPS.USU IN FUlw 6 0 u () IJ .u 0 UPS.USf3 9 2 (J DlV I. INFLQio; 6 0PS.IISE3 i] u (J u. (J 0 GYPCHfCK >! 3 IJ lt,FLO~ ( CO NFL s GYPC~ECK 11 1 u ~j. u u IN FLO>, l 'I / 3 u il I V 4 GYPCHEC.K lNHOoi-7 n [J 0 u.u (I 76. CO NFL 5 3 :3 G GYP ChECK DlV (. OIV 6 CO NFL 5 0 c n DT\1 4 4 :s u CONFL u.u u c 6 yp;; .• AQV iJ l 0 C.ti 0 CO NFL 6 3 3 0 f.NI) t GYPS.A•1V !liV 4 CON F I .6 u b (j 0'. u n END 7 ·t 1 j () CO~• Fl. 6 E'NO ( u i.i 'I S.LO.JRR \j. u (; 6 .I 1 i'f-A_ti:_l [ftk GYPS.AGV S.LO.IRR G (l 0 u.u (] MA.R £ JRt< 6 .) 1 I QUO ifi~ S.LO.l~R tli fl RI ]Rfr (I () n tJ.IJ 0 HELL .COt~ 9 3 I) f:I'ID 0 TOKNIIRR f1 f t L.C AJ\1 n 1 1 0 H Y P .IHi" ~: T UIS 1 A 71.60 0 OHYP •. nAM P~NlRRVE 22•40 (J u.u lJ .P.TV 3 4 2 1 1\lCOSI~ I:Nu 5 IHIYP.OAf'\ crv 3 0 0 ll DIV j ;;rcosiA 100.00 (j U •-U u ~N[I 5 . 11 2 0 P!V 3 FND 5 'o ll 0 U.(] {:i IHCOSlA 9 2 rJ END 4 0 [ v 3 NICOSIA 0 1 ll :N ICO.S lA DH'l'P.DAi'\ tJ .--LJ u NlC:fl S I A D!IJ 3 0 .u G NICOSJA o rv.. 2 u.n u END U.\1 u 4 11 2 0 NTCOSlA FN!l 4 tj u (1 u.o ll GH,wATER. l(J i'- 0 l 0 r' f L 3 INFlOw 5 GR-I!!ATER. i} u 0 () .u 0 CON F l 3 3 2 n Pi:NIRRti OtiYP.DAM GR.wATEii CONF\' ~· 0 IJ 0 c.o G . INFLOw 5 1 2 G Gli.J.Al!OR LN FLO\oJ 5 0 c (i (;.(1 (j f>ENr!iRCl 6 2 0 Pt:Nlkib-ku.CU 1 ~.!j onut1 .un 2 U .It b l 0 U ,..lilo ~ll,l1 ~UU 1 • 1ll l< A l [.. Al•l (j ~ l. I ~j'~~ I j .lJ 21 "I .IW 1 • 1 {J K A I PAl,. ll ,.I' 'I ,.4 ( li .,{1 2nr.3o 1 • 'Ill l< A l C A I•• (; .. (., l .. -1 'J u.u 1 'l1 • i:' u 1 .. 1 u K Al DAJV, 1,1.,{; I'. e ~ L.ll {6,.40 1 • 111 I S., fi~,i II ll. ,: 11,.11 ... {I .,lJ lJ.U tJ,.IJ GYPS.,ill •• ~ u .t; !J.,Un lJ.ll u.o u.u lH D A,.,. 4 U·F fl A~· fi .. l. u .ll u .,I.J Lff '" (1 .. [ {J .l. (( .. u u.u iJ .. O li .. U 11.11 t; .. u (t .LJ IJ .U ll .. u tj ,.II L .. ll u .. n l1,.0 r1 .l: u .. 11 c.u (J,.{) u.o LEF [JJHio 2 ~"I .. LL j lli .. l,j li J20 .. UU :nu.uu J45.UU u.n u.u~ !; .. 1U u.22 U.-45 U .. l; (; .. 20 1 .. oo 2.10 1.50 I f' f [111 PI 13 .. i'l':i 1.~ .. h 'l H:.uu 0.37 1 ,.!JO LH UAM c.uo lJ.,4j (j .. u O.G 1.00 LH "'" O .. LO U.4j n .. u o.u 1.,0U LU llA/11 u .. {j"J U .. 4J u.o u.o 1.UU I f f DAM 0.03 11.,4 j fJ .. D M •• 9o 1.00 LEf DA• U.Lc lJ .. -4 j u.o 124.4U 1.uu LH DA/>1 u .I! 9 (J.,4.3 ll.[J 1HI:I .. 20 1 • l!lJ LH DP.fli ll.li9 LJ.4] u.u 21·/,.TO 1 • 1,)(1 L Ef ••• n.u9 IJ,.id u.o 206./U 1.,00 LFF DAM U.C.l 0.43 u .. u 146.l0 1. U.U LEF ''" u .li 'l lJ .. 4 j u.u 68.40 1.00 LH DA"'· 0.{.:(: ll.,id n.o 3 .. 3U 1 • tlU I.H lt A,.. (I. UU u .. 4-j U.D a.o 1.uu OHYP.-IJAt'r! ·4 UHYP.rJ,./11 0 • ~~ n ... o c. (J DltYP.LIAPI 16'1. u 0 1 I ·1 • :>II 1 (3. 5\.l 115.50 ·1 n .Ju 2 1-f.'-ttPIJ ... Ct;- l3ti':I .. H:tl.,.t,li 1 ~ I 01,1 l·IJ ,.I) II 1o ]700U.,Ii0 1 .( _j I..'} lilt .. (j lJ 'J(JI,J.,,,l; 'I t I .. 'I It 1 n- .. ~u 1 ( 'i. 51J 'I (-( .; ~ (J 61 rib li .. L U t; ~ '11 ':I .,JJ(I ( 'J d 4 'J .,lit I t\U~5tl .. Oll ~66~~ .. 1Jll 0 11 y p. I),."· 1f.4.!;t._; 1 ('I • '> U II j. '>U 115.10 1l7 .. su lr .. (;: ll .. ~--1 {1 .. 9 1 1 • 01 ·1. 0~ 111. 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