a case study of water resources planning in ....
TRANSCRIPT
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<m Mode), _ .. __ _ ,
. 5 •· 2 - Waterw;ays of;_ the· Project·
· .. •".·
19
26
28 5.3
5.4
6.
6. 1
6.2
6.3
6.4
6.5
Schematic Representation for the whole Project
Details in the Schematic Representation
SIMULATION STUDIES
Introduction
The Basic Proposal for the Vasilikos-Pendaskinos Project· -
Optimization
Conclusions
Guidelines
REFERENCES
APPENDIX A:. Vasilikos-Pendaskinos Project
Description of Project Works
36
36
36
43
50
52
53
55
APPENDIX B: Presentation of the Nodes Used in MITSIM 62
APPENDIX C: Input for the Basic Proposal 72
APPENDIX D: The !debug Output for the Basic Proposal 84
APPENDIX E: Output from the Basic Proposal 89
',.·
.. .
iii
SUMMARY
This report treats the usefullness of a simulation model
called MITSIM for water resources planning at Cyprus. MITSIM
simulates the runoff from a river basin including for example
the effects of dams, irrigations and domestic supplies. With
MITSIM one can receive both economic and hydrologic results.
In this study MITSIM is applied on three river basins, Vasi
likos, Pendaskinos and Maroni in Cyprus.
The project includes two new dams, several irrigation areas
and domestic water supplies. The most interesting objects to
study by simulation are the dams and the irrigation systems.
The simulations indicate that the most profitable dam sizes
are:
· .. :'' : .. o .. The' dam :it· Vasill.kos. 1·4. 5 ·M'il"liori cubi·c'·: . ·~ .. . '··;.
metres (MCM) . . . . ' . · .
o The dam at Pendaskinos 20.0 MCM
The optimal size of the irrigation area at Vasilikos is 670 ha.
The Water Development Department (W.D.D.) at Cyprus made simu
lations with an other model.
The most profitable dam sizes according to W.D.D.:s simulations
are:
o. The dam at. Vasilikos 1 7 MCM
o The dam at· Pendaskinos 15 MCM
And the optimal size of the irrigation area is 830 (Ha).
The present study indicates that MITSIM can be very useful at
an early stage in waterresources planning. But more detailed
simulations can be necessary by using other simulation models.
';i ••
.,, .
1.
1. INTRODUCTION
The study reported here was initiated by Chalmers University
of Technology (CTH) in order to give the students some inter
national experience. For Swedish contractors it will be more
and more necessary to have these experiences, because of
the expanding international market.
Cyprus turned out to be a good starting ground to get inter
national experience. There were no language problems and the
Cyprus government was most helpful and easy to cooperate with.
Cyprus has a semi-arid climate and therefore water resources
planning is very important. To increase the use of water the
Vasilikos-Pendaskinos project is planned.
In this report a water resources simulation model, called
MITSIM, is applied on the Vasilikos-Pendaskinos project .
. . Th·is mode'l- is insa. us·ed . in• a res·earch prc)j ect. at the 'Depart
ment Hydraulics (CTH) . It is therefore of great interest for
the Department to test the model on other conditions.
MITSIM can also be an alternative to other simulation models
which are used today by the Water Development Department
(W.D.D.) at Cyprus.
:, -r ••• • .• -
2.
2. CYPRUS
Cyprus is the third largest Mediterranean island. The area
of the island is 9248 km2 and the population 700.000. The
largest cities are Nicosia (capital), Famagusta and Limassol.
The main languages in Cyprus are greek and turkish.
... :: ·: :· -· ;, . - >.' .. :.. ·- :, .
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 precipitation 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
-~ ·'.
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(J ·''" u.c tJ .. (J li .. ll u .. o
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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
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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~ •••. •
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======================~
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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~AI<I"I ~~ f- \1 ll,.l)lr"'lt.lilil~ o .. o u.u (.•Jtf Of \IP:R U,.C"I<III,.,-,..;. O.b 0.2
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u ·'' u .. u u.u u .. t u.u (J ~ 9 j ll. {J
U .,I; IJ .II IJ .,II {J,.[ fi .. (J a.o n .. H9 I' .IJ II .. (I l).IJ ll .. ll II.,{) u .. n 0.11
CJ.41 lr,.4·Y U,.lo., IJ.,~( 11-.'Jl ,,,.(.~ 1•.6) (J.,/4 (, .. ( 4 L .. t-. (' (J,.b(';io·A•JI,t.A-·-A ... IIt.
AUG SfP OC"f I~OV 0EC
o .• b - _u.;~_ u.J 0 .. 1 'I< 'ill···-·-
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.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 ~-<EN- tfl.LL;= Af JIJ.I\l -t UEr'iE,. t.r,..F.w- GA II Of; TO I At.++ Ntl Hw( {If NAMI: AIH A f f 1 1 s= l!;S!iH tHt-~Efl!S f1 1 s ATED COSTS cos n. Bf.liEfJTS ~AiiOk'EIUWN ... • • • PPL/YR • • • • 1
VAS I!IHC J t.1C! .. 4GIH1.11 l.t.~:d.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<IAf.l:. LOSStS +'i' Jt<tliH.11-" Allfllftllfl\111~ hl-SH•VOJil, ut\lt,kSTON, I'Nil/OU PUI'lPING COSrS I.Htl#f APt'LJCAhi.E
JNit:RhAl NAI'If IN!i.IALLIP t-.I'H kG Y
IJFt.~ H 1 S: CJIPACllY ~HORTFALL lO'IAL Pl. A I'd
C.UST S IUTAL= Ntl H-C kAft Uf
f.Ai-'.O.Cll~ IH.t-,HliS I.OSSJ::S;:u: l::l':~ff-IIS+ COSTS-t+ IH:NfflfS FU-rlO RtlUI-:N
' ' • • • • •
; J ..
NAI•1F I .AI<fd I POII-tdlAL= S.HUH I ,Aid:=:o .. cTUAL t ; POH'NIIAL • • I IUI.~L++ hf. I
__ , ll l P• AN 0· .. tli·r.:l:t 1 rs J:QSSI:::i UE.NI- f' L J·S l'rt:~HllS COS. IS COS IS 1:1£NH11S. H'llo II 0
~~· L ~1/ .,- h ' ·,K_ • :i • ' •
U 1-' S .II S 1-: 'I IJ ·''"
ll.,t: ll,.IJ o .. u u. u .. u ll.ll II.IJ 11,. ll
''"~- 11!--1:2 ]I .lJ 11.\J li .. IJ o .. o u. U.IJ o .. n lT.,(I IIPS .. I.!Sfj II .II f' II ~lJ ll .. tl O.IJ "· o.o tl.U u .. u II H lli F f. ()N n.Pt'l 3~ 17.. ,,) ~ ,-,,, ,.lo(J .HI26,.·t9 7 ti .. u.u 1,8Q .. lo 9 2536 .. 6 1J k"II(Hf Ot' ,, .tJ9 lJ .. t: IJ .IJ ll.U lt. 1).11 u .. u O.ll N II; US I A 11,.."16 1 fH•h:, .. f' k l4j. 12 Y!ti'S.i'':l 9H. U.ll .5H1 (,.-loU MJ5d.35 IOlCI•HK'I 0.16 fl.!: I;.]; o .. n u. 0 .II ll .. U U .. tl Kill H'CH. I I IJ.25 lo,.(.' tJ.Il IJ .. IJ u. u.u ·- u.u 0.{1 llfll .. CIII>' 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. i<ft-.~f!TS l'ltNit!i SIIO!~IAf,j- ((lSSfS
-++ IMCLI/Of· AlltHPI'IAIILI-: RF~U~\1\JJH, IJIYFIHdON~ Af.'O/HR PU!>lPINC. 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
Gypsumaquifer
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~.<f~
The total discounted costs for the dams and the.differentirrigation areqs
• ' . I
The short fall losses for the towns and for the irrigation areas
41.
Citrus have greater short fall losses than the other crops
in spite of the priority given to the citrus irrigation. An
explanation is that the distribution demand differs over the
year of water from crop to crop, and one single month of de
ficit is very cevere for the citrus fruits.
The last figure describing economy is figure 6.5 which illustrate
the benefit cost ratio for different projects in the Vasilikos
Pendaskinos project.
The connection between the economic and the hydrologic results
can easily be shown by comparing the water reliability with the
short fall losses. The water reliability for Vassirrci, Vassirr
vi and Vassirrve is sho¥m in figure 6.6.
'"'"""'") :,,n
,-'VR~
~, '> z:..o~
~~Jl .. z
Figure 6.5 The benefit cost ratio for the cities and the irrigation areas
42.
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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=~=======~===
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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 irrigation-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!<vi_olls that the MITSIM simulation cannot be as . '• .• • '• • ·• ' • • •· . -· . '. <:
detailed as theirs.
MITSIM is designed for steady state simulation studies. This
means that all water supply,. demand targets, precipitations
etc, must be fixed for the whole simulation period. We there
fore have been forced to assume that the project is fully
developed at the beginning of the simulation period. In practice
the crops have different establishing periods, which W.D.D. has
considered. Vegetables, vines and citrus reach their full de
mand and productivity after 3, 7 and 11 years respectively.
Thus W.D.D. has less demands for irrigation. during the first
eleven years. The initial storage volumes for the dams are
the same in both studies. These factors may affect the size of
the Kalavasos dam. Due to the greater demand and relative dry
years in the beginning of the simulation period we have greater
short fall losses. A smaller dam at Kalavasos gives smaller
costs and is therefore more favourable for the vasilikos region.
Our results may approach W.D.D.~s when increasing the initial
storage volume of the dam. Rearranging the monthly streamflow
values so that the dry years occur unaggregated later in the
simulation period could also have this effect. This can be
done provided that the standard deviation is unchanged.
51.
' Our result concerning the 9ize of the Dhypotamus dam was 20 MCM
which was the upper limit for the dam site. The difference be
tween this and 15 MCM (W.D.D.) can depend on another limitation
of MITSIM. The model always calculates in an upstream-downstream
order and cannot feel if one water supplier fails and compensate
from another·. This is the case for the Pendaskinos irrigation
scheme where there is two water suppliers. Thus a loss of ground
water is not compensated for from the Dhypotamus dam even if
there is a sufficient· amount of water available. The way the
water targets is chosen will probably also be significant for
the "optimum" size of the dam.
Summary of simplifications and other uncertainties in the simula
tion study:
O· No respect on. ~ocial, financial and political
factors has been taken.
o The project is assumed to be fully developed at the
be~inning of the simulation period.
o Target demands for irrigation areas have been assumed
to be constant during the simulation period.
o The consumptive use of water for irrigation has been
reduced by a monthly mean precipitation value.
. ,·.
o The sedimenation in the Kalavasos and Dhypotamus dams
have been considered by reducing their storage volumes.
The reduction is taken as the mean value for the simula
tion period
o The groundwater aquifers are described in a rather
rough way.
o There may be "misunderstandings" in the input data.
This version of MITSIM is not very detailed. In spite of this
we have shown that it describes a complicated river basin rela-
tively well. One advantage of MITSIM is that it contains
statistics as well as economics and is easy to survey. In
our opinion MITSIM can be valuable in an early phase in
the planning process and give guidance for more detailed
studies.
6.5 Guidelines
The MITSIM manual contains detailed program descriptions
52.
and instructions how to give input data. However it can be
difficult to understand the function of the program and make
simulations only with help of the manual in its present shape.
A new improved version is coming though.
MITSIM is designed for simulations with maximum 100 nodes.
By adding several simulations large systems can be evaluated.
The ten different types of nodes incorporated can describe
complex systems quite well.
MITSIM has perspicuous outputs. The program is designed to
check the input data. A number of messages are printed if it
is incorrect. The simulation is not carried out before right
inputs are given. Moreover, the output "idebug" is a useful
tool to find errors in the water allocations.
53.
REFERENCES
1.Lenton, R.L. and Strzepek, K.M. (1977): "Theoretical and
Practical Characteristics of the MIT River Basin Simulation
Model", Technical Report No 225, Ralph M. Parsons Laboratory
for Water Resources and Hydrodynamics, Department of Civil
Engineering, Massachusetts Institute of Technology, Cambridge,
Massachusetts.
2.Haggstrom, s. (1981): "Narkes Svarta: Anvandning av simulerings
modellen MITSIM vid vattenresursplanering i Svartan". Report
C:16, Inst.f. vattenbyggnad, CTH, Goteborg.
3.Haggstr1:im, S. and Melin, H. (1982): "Anvandning av simulerings
modellen MITSIM vid vattenresursplanering for Svartan". Report
B:31, Inst.f. vattenbyggnad, CTH, Goteborg.
4.Strzepek, K.M. and Lenton, R.L. (1978): "Analysis of Multi
purpose River Basin Systems: Guidelines for Simulation Modelling".
Technical Report No 236 Ralph M.' Parsons Laboratory for Water
Resources and Hydrodynamics, Department of Civil Engineering,
Massachusetts Institute of Technology, Cambridge, Massachusetts.
S.Strzepek, K.M., Rosenburg, M.S., Goodman, D.G., Lenton, R.L.
and Marks, D.H. (1979): "User~s Manual ·for the MIT River
Basin Simulation Model". Technical Report No 242 Ralph M. Parsons
Laboratory for Water Resources and Hydrodynamics, Department of
Civil Engineering, Massachusetts Institute of T~chnology, Cam
bridge, Massachusetts.
6.Strzepek, K.M. (1981): "MITSIM-2; A Simulation Model for Planning
and Operational Analysis of River Basin Systems". Working Paper
81-124, International Institute for Applied Systerns Analysis.
A-2361, Laxenburg, Austria.
7.Jacovides, J. (l977):"Water Resources". Vasilikos-Pendaskinos
Project, Vol. III, Republic of Cyprus, Ministry of Agriculture
and Natural Resources, Department of Water Development, Nicosia.
54.
8. Jacovides, J. and Skordis, P. ( 1981) : "The Runoff of the Rivers
within the Vasilikos-Pendaskinos Region". Republic of Cyprus,
Ministry of Agriculture and Natural Resources, Department of
Water Development, Nicosia.
9. Marcoullis, C. I. and Socratous, G. ( 1977): "Development Planning
and Simulation Studies". Vasilikos-Pendaskinos Project, Vol. IV,
Republic of Cyprus, Ministry of Agriculture and Natural Resources,
Department of Water Development, Nicosia.
10. Stylianou, N.P. (1976): "Dhypothamus Dam", Vasilinos-Pendaskinos
Project, Vol. V.2, Republic of Cyprus, Ministry of Agriculture
and Natural Resources, Department of Water Development, Nicosia.
11. Konteatis, C.A.C.: "Main Report". Vasilinos-Pendaskinos Project,
Vol. I, Republic of Cyprus, Ministry of Agriculture and Natural
Resources, Department of Water Development, Nicosia.
14. Tsiourtis, N, Marcu, (1981): "Irrigation in Cyprus, Republic of
Cyprus. Ministry of Agriculture and Natural Resources, Department
of Water Development, Nicosia.
\
GOVERNMENT OF CYPRUS
MINISTRY OF AGRICULTURE AND NATURAL RFSOURC:El:: ·
DEPARTMENT OF ii'ATER DEVELOPMENT
VASILIKOS-PEN~ASKINOS PROJECT
DESCRIPTION OF PROJECT WORKS
..
55.
Appendix A
,(
' j
56.
VASII.IKOS-PENDASKINOS PROJECT . - ~--· ---- ---~----...
1. General_
The principal ~eatures o~ the Project are:
(a) Kalavasos Dam
(b) Dhypot~mos Dam
(c) Maroni Diversion
(d) Vasilikos Main Canal and Nightstorage Reservoir
(e) Vasilikos Irrigation Network
(f) Pendaskinos Irrigation Pipeline
(g) Kalavasos D=-KhiNJkitia. pipeline, Pumping- Station
and Storage Reservo·ir
(h) Dhypotamos Pumping Station - Phase II installations and
connections
(i) Nicosia Treatment Plant and Pumping station
2. ·~a_yasos D..Qll!
The. dam will be an earth and rock~ill structure 57 m high and
will forg.a reservoir with a ~apacity of 17 MCM. It will have
an impervious central rolled clay core flanked by river gravel'
filters with compacted sluiced rockfill shoulders with side
slopes of 1:1 .6. The total volume of the embankment will be
1 ,271,000 m3 of which 228,000 m3 will be clayfill, 154,000 m3
filters and the remainder rockfill. Most of the construction
materials have been found and proved V'!ithin a haulage distance
of 4 km.
An ogee-crested spillway, 42 m
will discharge upto 622 m3/s without
wide, on the right abutment
overtopping the embankment.
A ,3,3 Ill dia. tunnel· through the left abutment will be used ~or
river diversion during construction and will later house the . . ; . outlet pipelines. The foundation-rock consists o~ upper and
lower pillow lavas covered in places by river deposits and some
talus. The dam site is tectonically disturbed and exhibits
faulting and shearing. A grout curtain will be constructed along
the centre line o~ the core, to minimise seepage losses.
57.
3. Dh_;y:uq_'(;_~_o_s ___ Dp._m.
The dam will be 49 m high with the same type of' design
as Kalavasos dnm and will provide a stor~ge capacity of' 15 MCM.
The spillway will pass upto 600 m3jo without overtopping the
embankment, which corresponds to a f'lood greater than the 1,000
year design :flood. The outlet works will utilize the 2. 7 m dia diversion tunnel.
Bedrock at the damsite consists of' igneous rocks belonging
to the Basal Group. Alluvial deposits in the f'orm of' gravels
cover the valley bottom and have an average thickness of' 5 m.
These will have to be removed and the dam founded on sound rock. A grout curtain will have to be constructed in order
to minimise seepage losses below the cutof'f' of' the clay core.
The total volume of' the embankment will be 868,000 m3
out o:r which 185,000 m3 clay core, 101,000 m3 filters and 582,000 m3 rockf'ill.
4. M.ar..?n.i _ _:Q_i y_e :r-.s.~.CJ!l.
A diversion system will be constructed to convey excess
f'lows of' Maroni ~iver to the Dhypotamos Reservoir. It will
consist of' an overflow-crested diversion weir providing
adequate head f'or the diversion of' 1 m3/s forming a lake
having a storage capacity of' 50 9 000 m3 and saf'ely passing a f'lOod of' 112. m3/s. This will be connected to a concrete lined
canal about 10-3km long including a 550 m long tunnel, several
syphons and a drop structure into DhypotQ~os reservoir.
A canal will be constructed about 10 km long f'rom Kalavasos Dam to a site above the Vasilikos Irrigation Area
where it will terminate in a 20,000 m3 regulating reservoir
to be constructed f'rom local materials compacted to f'orm
embankments and covered by a synthetic membrane to achieve .
watertightness. The reservoir will store canal f'lows not used by f'armers, f'or an 8-hour period during the night =d releases
will help meet peak daytime demands. The canal will have a capacity of' 650 1/s and be constructed of' reinforced concrete
in a rectangular sbnpe.
- ....._.~_
58.
6. Yr.s:U..ik.SJ_~ 1£.r.ig_a.t_i.O_!)._]i_E_!-._w..Q.r:.~
The net area to be irrigated covers 830 ha. The
distribution system will be working under pressurised conditions
with pipelines buried along the ~arm access roads. Each delivery
pipeline will provide suitably located outlets along its length
and each outlet - located so as to serve two plots - will consist
o~ a common valve and two valves and two water meters installed
in paralleL Water will ·be supplied ~rom the Tokhni Night storage
Reservoir through a main conveyor, 700 11m in diameter. A part
o~ the area (about 205 hn) which is situated within the Vasilikos
river valley will be supplied with irrigation water directly ~rom
the main canal. Certain sectors o~ the area to be irrigated will
undergo Land Consolidation.
This is a 19 km long pipeline to be constructed along
the river valley and serve an area o~ 2.25 ha. About 150 ha
o~ this area are existing citrus plantations which are at
present irrigated mainly ~rom groundwater. ~ter the
construction o~ m1ypotamos dam and the expected reduction
o~ replenishment, this area will have to be supplied with
water over and above the.~uture sa~e yield o~ the aqui~er
and will be extended to cover 225 ha. A section of the
) pipeline, 3.2 km in length, ~rom the proposed domestic water
Pumping Station below Dhypotamos Dam down to its intersection
with the existing domestic water pipeline ~rom the Khirokitia
Treatment Plant to the Larnaca-Famagusta urea, is being
constructed by the Government of'- Cyprus prior to the Project
to deliver part o~ the excess water in that system to the
new. pipeline being built from the Dhypotamos Pu;;1ping Station
to Nicosia. This will provide a temporary supplementary water
supply to Nicosia until the dam is completed. When Dhypotamos
Drun is completed, and its multiple purpose water supply
become available, that section o~ the pipeline will be
reconverted to irrigation use •.
. --- ·- .. ·-·----.--... -~·--· --~~ ~--..=o
8. JS):.n...YQJJ_QJ>_])_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 capacities
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.
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LET DAM L~F DAI':
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0'. u n END 7 ·t 1 j () CO~• Fl. 6 E'NO ( u i.i 'I
S.LO.JRR \j. u (;
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u.u u ENP i) 1 1 .·~ n H f' Ll. .COM END 8 (I 0 (I
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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
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END U.\1 u
4 11 2 0 NTCOSlA FN!l 4 tj u (1
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u-. o 0 FIN ISH _(j ~J ll
Part 3:
Reservoir node input.
Information about the design of the dam, monthly target
releases, evaporation etc.
1-P,I"l ' IC I· I Vfl ,. 4 ._ AI I' A~' lj. l· ll,.!. u.u
1(6.5U t.. .A I ll/1. ;,, 1 ( u .. ~ ll 11.~.1!{; ,,~.l)li 1l6.0U 1(3i,L.!I.Cfl 10ct>b-ku.CU 1 ~.!j onut1 .un 2 U .It b l 0 U ,..lilo ~ll,<ilJUI!,.{)IJ
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K AlLftf•• 1 ( u .. J lJ 1 ( 1 .. cu I f '} .. {)U 17n.nu 1i'6.5U li .. {l; u • t I l .. ~ _') U.llo u.t.x
12.L'IJ 11t,.UU ts.;u 16.,,(J 1 I .. Ull
~- ~I. fl ,(1 /<. 1 i' .l/1_, 'I 7 ,.lllJ 'J.hi..J 2.lU 1 .. 1 C) Kfll L.A1•· {.,.l_; II .. :~ U 0. (I n.o 1 .. 1 u 1\. "l t .A ••• II • {. li .. 1 c'l IJ. U U .. {l 'I • 1 U I( AlL' ,;.;•. o.u ,, • 1 .:i o.u 1 r1 .. -~o 1 • 1 u ~ A I. r; A,,, li .l li .. i";. li.!J 71.t,.O 1 .. 1 {) k fl L (I AI .. c ,.I, lt,.I'U· u .. u 129.211 1 .. 111 ~AlI,;"'' II • l; I .l'"' u.u 1">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<AL&i\1'• U.,L 1.~ .. 6 ~ o.u 15.30 1 .. 1 (j K A I llAII• n .. t· IJ. 4) ll .. IJ o.u 1 .,1 u
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lr .. (;: ll .. ~--1 {1 .. 9 1 1 • 01 ·1. 0~ 111. (,!., 1 t. .. u ,, 14 .. 1ifl 16.UO 1~.uu
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Part 4:
The names of each confluence node.
Part 5:
Information about the monthly streamflow data.
f'A.Rl 4 C (fi>fFL 1 C 01< FL 2 (f) N ~ l 3 CON Fl 4 CO'tfl 'r CONFL 6
FINISH PIIWT . 5 CARD
INFLOW 1 lNfl\iloi 2 INFlOW ·3 INFL0¥1 '• INFlO\' '> l" Fl:()\oJ 6 fNHOW 7 · fJ~< rs:t-t:
1 7 3 I. s ,. ( u
78.
79.
Part 6:
Irrigation node input.
Information about size, water demand, precipitation, annual longterm benefit, costs etc.
flAill 0 VIISP-'I'<ll 41 2. IJ c; 1. U.!1U
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II,.(. II,. II L ,.tl (J,.(J II ,.[1 IJ.(j !J.,(: {J ,.II li.U \, .. u ll. u 11.0 l· .. l· 1},.1] r:.u () .ll l). lr o.o
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.l.f-~ ]l<i< U,.)') II,. (I l,,.9(1 (I,.U f~tdtnCJ 15U,.LU 1 'J [I,.(;[, flFNIIoi<(.l II • li ll ·'' li. (J u.u u .. u u.u
L• .. L '"· ll c-.u o.n 11,.0 IJ,.U
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Part 7:
Information for diversion nodes.
Target diversion, downstream release and costs.
1-' II HI 7 [) l v
1 ·'"· r. f v o.t u .c LL.L IJ.C
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(; • II IJ .,II II • I• II • li li • ., •1 U.Li
(I.,U IJ,. II
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n .. o u.u (J .. (l u.o
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2.\IU 1-llf1,6.UIJ
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II .. 0 (1 • (J l. .li o.u
\I .. II t: ,.ll t...u L.J,.li
U ,.II L • r; I; • \..,
f.i .. JJ
u.o u .. u o .. u o .. o
o.u o .. u (j .I .• o. r,
u.o u.u o.u li,.Li
o.u O.Li u .. o 0,. (I
ll. u IJ.C u.t.. u.u
u.c u.u U ,.lr
c.r.;
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u.u tJ. tl II. U u.u
Ll.ll u.u II,. li u.u
Lr • U lJ. \! ll,.ll lJ,.LI
rJ,.(j lr. Li II ,.I i
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81.
u.u u .. o u.o u.u
u.u U,.Cl {J.,ll (J .. u
u.u u.u u.o u.u
Li.lJ u .. u n .. u u.u
Q.O (, .u tl,.L 1/,.lr
(J. u lJ .. I} u.u
II • IJ
82.
Part 8:
Information for each M&I node.
Water demand, annual longterm benefit etc.
Part 9:
Information for each groundwater node.
Storage volume, monthly supply target, costs etc.
~-'"~-"1 c Ut-!:!o,.I:St1 H 00 {; ll.d 1UIJ.UU 2.lU 2.~0 i::.5U II iJ. <;. • (· ":.1: 1 'I • t: (, u I' s .. \. !-.l 1 lJ .li u.u 3 .. /U 5.)0 9,.j1J 1 ) .. 9 (J
1/ .. l:lL 1':i .. <:.JU "\4 .. 1 u 12.20 :l .. 61J u.c lJ I" s ,.I· ~t: ~ u .. (, {J .u 1UIJ.IJU o.u 1.1l0 1 .. 0(1 II~ S ,.1· :O,f ( 1 • 0 u UI-'S.l'~tC d,.)j b • .5j tl. ::13 ~.:·n 8.33 d,.j3
~.:n ll.ij 8.33 8.33 d.33 8.33 UPS.USfJ U,.l. U .. L Hra.uu 0.61:1 1.li(J 1.UO LllS.l·q.j 1 .I~ {J uPS.u~~.) ti.~2 ( • j) li,.ll o.o u.n 4.42
(.j) '11 .. I tJ 1 -4 .. 71 1/.65 10.11:1 11.l6 ~ H f 10 f C 0"' 1 iWUCJd.CU (::Q)IIUil .. UU u.u l.UIJ ~.Su 2.) {J K H [" 1: l (.,,. 1.GG ;.," T IH (1)1; 7.c( 4 .. 1 ( 3.61 .3 .. b l ),.L'){ 'j .. 1 7
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H .. 4t li .. ~2 fl • .3~ B • .5i' ~.:54 l'l,.j~ J. ll {.; s [jl I~UCt1L,.f..(1 ~lj.5LIJU .. Ul. 1uu.Uu ':1.2\J 1.,UU C .. Ul• r- [ (II~ [A 1 • 1i L ~. 1 c. r. ~ r" 'i,.."!l; ' .. 8tl 5.HU 8.1U 1U .. ':IIJ IL .. ){J
1 G. ':.11; lu .. ':lu 1U.Jil ~. 1 tl ~.1U S .. 6U •. I" (II f (I<. I q .I U.l: u.u >.2U \.1,.3{ 1 • u (; ~ 1"1-(" lit·(_~ 1 ·1 • l. II ~t·C_,hFf~ I /'1 • 3 j ~-.d I'I •. B 8.Jj 8.5j r. .. 33
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~-34 o,.(') l:l ,.jl) o.3fi d,.£1/ 1'1 .. 2~ Ill I I .. (!It. i;. '· o .. u 1UU.Uu u .. 3u ?.':Ill 2.5u •It- I I .. ( ,,,. 1 .. (I i.-
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IJII~":.ll11 i~. (j u .. i, l.,.U o.c U ,.II u.u U,.t' II ,.l] t;. II u.v I! ,.II c.u
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vAs~ tlh 4,. H C,.Nc U. {J I u .. 1 1 ''· u o.u j ,, • '· "· 1. 2. (,I< • ·,..A J 1: I< \I .. [0 l· .. c 1'1 ll .. lll
(ifl .. ,. A I l:. 1~ (J • jC 1 .. ('(, u.u u.u II,.IJ u .. o I,."'C .:su.uu n .. u u ... n u.u o .. u () .. :~ c 1 .l.ti {J ,._tl o.o o.u II ,.-U (.~ •• I\ Ilk
u ~ L e · (J,.l)'l o.o u.o o.n o.u ll .. c li,.ll (; .. u u.u D.li o.u tl .. t, ''-'· u. ti U,.(i (I ,.IJ o.u tl.t. ti,.ll ll.U lt.,ll u. (J o .. u t..k,..AII-~
u. (; l) .. u (),.l) L) ,.0 o.o u.u tJ. j 1 t: .. j d j ,.UI, 1l .ll 5 u. r. t.U.4h 2U .. 20 b~,.lo.Alf_~-
l.. .. lJ u.u 20 .. ·1 S .• 5 .. t!6 2.25 F 1 fo J S H
jll. I • li,._ 1 • 1 • ([,.[, u .. u li.u
83.
Part 10:
Low flow node input.
1'/111 I II• 5 I; 1-: ( •11 l" til ~ I. r, ~ • I ~IJACHt (lc II,. L j II,. 1.1 (') o.uo (j • (, 0 u .. tlo u.o~
u .. C1 li. Ull u.uu (I,.(J() n.u o.u (i) p ()it· [ 1(, ll'· FL0\1. I GYI'(.I-tf.U CJ.cr; U.OH u.ll4 IJ .. L~ u.u U.iJ
0 .. (, o.u fi .. P LJ. r, fl,.ll O.U4 Fltd~to
t-.111<1 11 F l to l ::. H l: .. L
APPENDIX D:
The "idebug" output
from the Basic Proposal
84.
85.
Explanations:
A Inflow to the node (m3/s)
B Outflow to the node (m3/s)
1 Storage volume in reservoir at the end of the month (MCM)
2 Waterlevel in reservoir at the beginning of the month (m)
3 Waterlevel in reservoir at the end of the month (m)
4 Produced energy (GWH)
5 Spill from reservoir
6 Target demand for M&I (m3/s)
7 Storage volume in groundwater at the end of the month (MCM)
8 Outflow from groundwater; i.e. pumped amount (m 3/s)
L.E F JPR INFLOw .. 4 lNH.OW 6
.... ···. . ().02 •.··uPS.IiSE')
Ili>FL(llii 5 E.N I) t' .
SUR (;.HE{K CO !'I FL J . ., .
0.\JY KHCttECK2
CONFL 4 ' ' .. , .· ..... 0.25:·
KHIROU l ~Nil 3 l1JV 2 DIV 6
COI•FL 5 .. 0.62
C.Oil Gi< .• I>AlFR . COt< H. Z GYPCf'FCK INFLOW. i' . rii V>'4. ·
.. ·. 4 .2:~ GYP.S.At,<V
t GN FL 6 - c~N-6 r
O.G S.LIJ.UlR
u •. 1t, n _o_
u.ot
n.nu II • (i U.G
[].05 u.o 0--.. :C n .e ;c U.L6
I]. 0_9 0.16
J.l.2'l o.cn li.G3 o.c (1.(13
II • !;5 li .G IJ u •. rd u .ld ().11
0 .1 't .. (I • t)
()- !]
ll .() 2
c,- ~-(J
u.u ··.: ·•· •• 11 ·u·· "• · ie2~7s
u.o u-. L
u .. o u.u
o.u fi,.()
(J ""u u.n u.o tr ,.__(!
n-. o G.C
c .. {j
U.l
0.0 - u ,.q
l.i. (! n .. u o .. o L1 • [j n.o ll.JJ u •. (, G.G3
t) "u u.u9 o.u u ·'' t) • \ i u.G u.o u.n
~ u .-n u.u u .ll U.b n .lr
3J3 •. 33 G.,.G 0 •:0-u.c u_ •. u u.c
() • (I (
fi.L3 O,.Oj
0.06 o.on O.P 11.08 u • r: s f).[lj IJ.U') u. {J
(} .03 Ci. U Y
0.119 . 0. 25
n.no u.n (} .. l! j o.n 0.03
(; ,.0\.l o .r: ~ (J. vi 0.11 O.L
351.4fl u .li U .-G n. o ~
ll .JJ 1 . cr. t-r2
u.o . o. (I o ... u o.n u •. 0&
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0 ._0
u.u o.u 0.-0--
u.c
o.o o.n [) • {1
0.0 o.u U.iJ
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u "_(_'; n.c o.n u ... () fl.l1
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·, f4:'l u ... tF!i
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u.o
87.
(J • (I· (I • (} U.l)[J 11 /1 ~ l J k w O.G2 I I • (; 0.01 n.u
(I • (J IJ • t: u.ou 1 II• t 1 l k " (1. u 1 u.u O.Wl n.u
j. 51 1t,1.DI; 161].H9 O.l! () • (J Ut-IYP •. i}Aif (j. II~ (J. c u.u IJ • 11
D I ' j (J • 11 u.c 0 • 1 'I u.o t " !i s u.u Li.L u.O li.(J
0.11 f\ ( ( fJ ~. l A 0.11 o.u o.u ll.fi
t ,, •. 4 O.G u.c. o.o u.o L\.'~rL 3 n.n (I.UII li.IJlt 11.0
U.U u.~; u. ill) H~HhCl u. u (J {I. u G.CU il.ll u.u n.u u.ou PH.II<t· Vf l;.fiO IJ.(J o.ou o.u
* ':'I='E.'3 e.u A e. y F P'l t.,. 6 (J.l1U {J • (' U .It u.o IJ.li1
11~LL.llW O.C1 u. (J 0 .lilt 0. (I
( _ _____u, (, 6 IJ • r, tj u.u u.u u.u I~FL<:i- j li.L lJ • {_I u.n'> ll • (j i <;.74 34-I.Si '14<;.21 II. 0 ll.(] * lfF C•At•t u.r:9 IJ • (, n.uu (j .16
· IJ.1o r t• [ fl F C ~ 1 ll • 1 6 I; • It IJ • 'I 6 o.n I•.FLt:v 1 U.L II. Ll ll. '~ u.u o.c t•i·S.I,>E1 0.2h u.u U.?IJ II • [J
;'..:55 ·Jo~./4 1o..l.4::i n.o o.o <AI IJf,;., u.2o u.u (i. c o.ul " J v 1 U.LI lt • (I o.n4 0 • (I j
u.c U.L o.u v~~l•kCl o.c~ IJ .II 0.114 u.u
tJ.U n.o o.u ""~u.~v! O~U4 II • (J li.IJ4 o.u
ll.L (j • {J O.U4 v•~""'"~" 0. (i, It • II O.fl(l n.n
u' v 1 (I • (I u.u n.u IJ.IJ J r f l c l• ~ II. (J Ci • {, 0. 'I c o.u
O.L 1.~·~.1 Si-i' U.1f.
IJ • 'i 7 ii.U
il. (I u .16 o.n
0. (JIJ I.A~\lJl< 0.16 IJ ·- (j O.Oo IJ.O
L} J \.' ~ u.u.- r! • u (J • J.l 6 II.U IJ.03
1-..I,Jhl·l.Uh u.r.i u.u u .ld u. (J II .lr U.\J ll.IIO
L r v I ~ ~ U.L(i 11.(1. II •. U o.o I I' f I_ n \.o; 4 n.c u.u u.16 ( J • II It t I. ( ,. to IJ.L II • (j O.U4 U.G
u. () ~ IIi'~ .l·~E:j IJ. C 4 II.[. fl.ll2 u.n l,'fLCI·. 5 (, •. (i U •. L (].(;1 U.(J
H· u 2 u.c (I ·- (1 r1 • lr u.o <;t.t• r " 1- c K (J .l; t i.J • l. 0.1'10 n.G en t.... ~ L 1 II.Uj lj. (I 6 n • '"' ~y lr. t;
IJ.CY I' tl c h t (. I( c (_, .C9 IJ • II G.ti9 u.o
f()r,tl. 4 (; • 1 6 {J ·- (i -~ rJ. ~ 5 U.L
. '· ..
88.
0.25 ~HlPfiYJ I IJ.2s; li.G ll. u ll II • (;
I- Nil 3 (i.l)(; I I • (J IJ. (I tl • IJ IJ1V ( 1.1 .I; i 11.0 II •. U 2 II.U l'l v 6 I.I.(J u.u li • (I tJ.U
r.o~Fl ) 11.U2 II .l• 0.()2 11.1' U.A4 o.n (J.ll[!
GP.~~li'R (I • () 1 n.o I] • (Jli IJ.O C n ~I L 2 II • I c IJ.(i II • 1 <1 11.0
GYPCHF U iJ.U2 u .(1 U.G2 U.ll [r;fi_(JI<i ( IJ • I: 2 IJ.O rJ.iJ6 n.o
D l V ,, n.ut. u.o (I • l' 0.06 '•. 31 5.51.1,(.• 3~9 .Yi' (J~() u.o GYPS.AQV IJ.U~ n.c n.r n.o?
CO NFL iJ u.n u.u 1).(1 II. 0 EN~ ( f; • tl (./ • (! II .II U.IJ o.u 11.0 (1.01
S.l.O.IR~ U.O< IJ.II II. U 2' 11.0 ().() 0.11 11.(1(1
"'APJ lk~ o.uz u.o u. {l'l n.n u.o 0.11 n.uu TOKNIIHR 0.01 u.o u. {l'l II. 0
:5.1i2 161J.W) 11J1.02 O.CI u.o DHYP.Il~"' l'. 1 ~ 0.1) U.l' il • 11
DIV 3 ll • 1 I u.o IJ • 'I 1 o.u ~ND 5. n .. n o _n G .l' U.O
0. 1 1 i'llf.OS'I A 0.11 ll.() n .. (l 11.0.
ENIJ 4 (1.(1 n • r; o.n u.u CON Fl ) () • \1 ll.OU II • l.i (I u.o
lJ.U n.u n.o PFNIRPCl 11.011 11.{1 n.uu n.o
11.11 o.u o.uu l'~l'i J ~fiVl II.GO 0 .(J O.liU u.o
HI r, A O.IJU 0.(; U.P u.n 11.[~'1
HF.I. L .co~, II. C 1 u.c n.ou o.n FNil e. 0.00 o.c 1). 9- IJ.(}
APPENDIX E:
Output from the
Basic Proposal
89.
APPENDIX E
~11\SSACHIJSEllS INSTlTIJTE OF 1 ECHNOLOGY
R l' 1j J 1 I' l t ;'
lilt N' 11[0·~:',
DA IE:
PLACE:
OP!:I'tA hiP:
V.•SIL !KOS.O.Pf::i'i()A,SK!NO
1:
2- 6-i\2
tKAL~ERS GOTHENBURG
EX. AR 8. C Y P ERN
UI':V~LOPEIJ .H
90.
RHPH "'· PARSONS IMlORAlOkY fO~ w~lEii ii~Sl.\URCES IINO HYDI<OGYNAMICS
llFPAAT~ENf Q,f CIVIL EN&lNEEMlNG
~ASSACHUS~TlS [NSfllUTE 0~ TECHNOLOGY
CAM8Nlll6Er MASS.CHUSETTS 02139
JUL~ 1~79 VEiiSlON
BENFHl' ANIJ COST BASE YFMi
PIS<:Obfl>l !>AlE
l E~'Glh Of PLANNf~,r;,. HORIZON
SU•ULAllQN TH'E H~lOO
=
= =
1973
9. %
1916
40 YF.ARS
'I l<cOrHH ·.
91.
GFIHRAl lHAIIAt IE-UJ S t1 C~ Of S I f'llliL A-, f: 0 S'I'SH:M
NO ·r E: Al_l CUSIS A~E. !J!SC(HJflllffl ro PtH: bEt.i I \IAI..IJE AND !Nt:LUilE ~OTH CAP• J fP.I ANO Qjio-lol COS IS ..
1 • llf,SJ.kVOlk~
t•A/ojf: H. f. I''~ STArus IIC liVE STORM.;~ "·AIIiMIIrt POTENTIAL TOTAL COSTS ACTIVE STflRAtiE
. M C.fr: •c• • ~ALfHII>I t:n:r,rot-~ 1 PPOPIJSF.D 16. 16. 21li6.f!90
GYPS.AIHI JIEldllN 3 ExiSTlNf; 5. 5. ().0 IH (lAr.1 Iff. I~ ION 1 lUSTING 13. 13. u.n
[.'IHYPO:flJI"' "F.(il {l ~ ' F!oi(H'IJSFI> 14. 1'· .. 16't5.297
~- I !H' I I~ A IHII• JI~E,.t.S
iii,Qfl:l: IIFfilUN s 1111 us IA~Gel A R 1:11 ~AXIMU~ POIENllAL TOTAl tOSJ'S ANE.A
"A "A • VI\Sllo!HtJ lif.GION 1 PkOPOSi::ll 4H. 412. 392.30 VJ\S JFI~\IE "Ef~ 1 0 r.. 1 PHOPflSFU 2~1. Zol. 148.18 VASJIOl\IJ !<EGlON 1 PROFO_.''iED 157. 151. 141.99 S.lfhlRR H6ION 3 PkOI-'Ilt.EU 86. 86. 51.56 II'ARI
J '" rn:.G I !If.! l PkQP(}SEI) ••• .. , 88.-.37
IOk~JltfR llEfjJOIII l EX!SlJNG 4 c .. 42. 0.0 LU r•e !<EGlON 1 EA:LSllNG P· ss. u.o
PfNIPHCJ UElii<JN 2 E~ISTlNG . , 0. 150 • 0.0 Pff.IJ IH!\1" Pf_I;JON 2 PROPOSED 75. 75. 11.l.61
3. NlttJClf.'lll A•D JNOtJSfHIAl USE
fliP. If~ IIF.GION SrP.lliS I A PGE l MAXIfi'IUIII POTF.Nlll\l TOTAL COSTS URGE I
Mr.fii/VR MOI/Y~ ~
Uf'S.USE1 RE-GION 1 ntn JNG ], 79 •· o.o UPS.IJSE7. ~f:GJOh 1 F.xrsliNG u. H. O.IJ IJPS .. IISI': S ~F.(';lfJtl 2 ~JilSliN(.; ., . 32. o.u ~HIIiECON PHil ON 1 OlSllNG z. 19. 0.;.0 II..Htl~f.CK~ ~~G-lON 1 EXISllNG 3. 19. o.u
Nlr.U!HA IH.GION 2 E.XISTHH1 5. H: u.u IO•CHHKl llffil(lN 2 ntsTpHi 5. o.,n II:HIPO!(.ll F£:4310N '· E-XISt NG a. 79. u.u Ht.ll.LOftl PEG JON 3 EXJSlrNc; u. lY. o.u
•• "YDtHH·ltC I klC t'Oio.Ck PLAt.H1
NAfllt. lolf.G I CN S TA I U~ l tl!.. I ~ t_ l t U ,.~All'lllfll 1-'0II:.i'ITIAL 101 AL cosrs CAI-I/I<. I IY r.AP.&C lll , .. h• •
•o hYU;RLELHI"JC POkll' 11 L A hIS
'· (d~OU,..IJ'ftATEH ni-.IJE:LIIPio ~t.TS
t • .li" t: '"1:.1,){1~ S I.& Ill~ ~IJII' 1-'J Nb '"AX It'll',_ PlJ I f:NllAL TOIAL cosrs (A 1-' 1-o 1.: 1 I T CHACIJ1 I""IIJI,j/SEC l"'*ll>j/SEC •
IJ~SSlJH "t-1. I lit. 1 r >- I~ 1 I ~. 1, l•. {] li(J n .. 1 rJo o.u GW.~r\lfl-i iJI:.(:,llH-1 2 E~lSllt.b u.ueu fl .-HJU u.o
o. li•II<At!ASH• TPtA.t·S·tEk
t< 111~ t. '' E•; I 0,.. S I ,t. I H ~ CAP.ACI 11 ,o~iAXl,lllll POitNTIAL TOTAL CUSlS CAt-',t.Cll Y
~11-*.1/!:.otC lhli>!J"/St.C • r. 1 v I "~,,I f. I'< 1 1- ~ I!. I I..,., 1 • ,, 1 .ll u.n DlV ' l•l•i I ol/1. 2 ~,. (. 1- (I~ t {) 1 • u i!,.O ~I.J4.~1l DIV , "~~~ J II"' ' r'" L I"(. ~t. II U.4 tl • .lt 2141,1.1L u r v .. 1< fl• I<'"' , ~ A I ~ I II· h (,. t1 !J.,O (J. {]
"" ' IOt-f, IUI-o 1 l ~ I 3 I I r• h 1 .. (J 1.11 "·" or; 0 1>- tf· I ON 2 P ki"t-1]!. t II 1 • tl ~.l) u.u
OVE~~LL ~~~FO~~~NCE df Sl~ULATED SYSTE~
SYS ,..yoe
92.
"CTE: ~LL COSf~ AkF A~E D[SCOU~TED
ALLOCATEO COSTS ~llf lNCLUOED
1 • loiESE~VOlPS
~,ll.loll=; I 1! 1 A L 'STORA6E • MO/IoTHS FULL • /IIONTHS E"'-PTY
(,.,Cr<)
!( P.l. OA(jl 1 ., .. (I 11 .. Q II 14 .. sa G1PS .. A•H' "·' (] .. 1., IJ .. O
LEF , .. I ) .. '1 3 .. 42 1 1 • 61 OM1P.DAI'" 1 ':1 .II ,., .. 71 1.4~
2. T ~II I r;p. I I L '- Ai.EAS
~A,...E 1 .l"' r, t r YI::AI<U AVf-UAfif: YEAHL f R F li .A~ .. AkFA IAHEEI i t 4 ~I_ 'r " '0 1 TE!II<LY
OE/'1-Af'ou SI;Ptll Y rHGE:T ~"ET>
-· /1\Ci" 1'1' H fi'Ci"'IY ~ l
VASI~R"CI to1( .. 3 -·
j •• 6'1 .liq VASIHHVE i!.IJ 1 • 2 .. 1 1 • 7 69 .. (;9 VAS I ~RV ( 1.,l. o.• {).7 8 I .1-12 s.u;.(w~<~ ~(' .. L.7 0.6 20 .. 110 ~•HI IRN 4<'! .. 0.4 0 .. 3 ~o.uo T OK r. I ( ~R ". ll .. J 11 .. 3 lU.OU
LEF (KK ; 5. 0.5 0.5 d1 .. 82 PEI'IIil~(1 1 'l-1..: .. 1 .4 1 • .l u.u t'EI'ITI<IfVE I 5. fl .. o 0 .. 3 u.u
3. JlllJNIClPAL '"D jNOUSIUJAl I..AHR Sli~PLY
NAo"'E OlVf.!lSII'f'o H.Af'LT AlltiUGE Nf'l[.A~ILITY
C.APACIIT 1-'ftGfo:l H:~lfLY " l'f0f'o1HLY OEfloA"'O !,Uio'Pl"f T.U.GEIS II'IE.lJ
~0·/Tii ,,.(1'/ 'HI t'C•t 'He %
uPS .. US~1~•••~•k•• 2.1 1 • .l "d .. il7 I!P'\.llo.;,fo:2•*~~"*•~>••• IJ .,C I J. b ll•li ,.1; II t•f'S.l·')F:S*",.. ........... c. i ,, .. 3 5't .. 67 ICHlf;~ColN"If"ll**••'r•• ' . " r • I ,,.._c.4 ~HC~f(Kl******"*k 2 .e c! .. S t!ci.i4
--··-------
Nf(OSfA**"~~'*"'**** 5.2 ., .. 1 ~~~.e6 K~(~f((1*******•• 5.2 •• 1 !"1~-~4 kl"' fllllK I f•*""***"'"*• 8 .li l.j dl.l4 ~Ell.CV~**"'"*""*"** ll .. j l• .. l 7 6 .. ~'-
~- ~YOROELECTHIC ~O~E~ ~LA~IS
~'II,.. F n STAlLED (Af'A(JIT
DEP~~OA8Lt TOTAL YE.A~LY CAPACITY E~~UGY Pt~E~ FAClOM
G~~EHAJit'lN 0\IE~AI.:if}
G~~/~0 GWH/~0
Nn PC~E~ PLANTS TN THIS SYSTE~
5. G~OIJNO•IIIEH OEYELOP,_F~ TS
NAI'!E PUI"P Yl~/l~l y A~ERAGE RELIAIHLITY CAPAC[ JY 1 A If G t 1 rFA.RLY 0 i"O ... fHLY
0 t ... .Ar-. I) SU 1-'Pl 'r TA~H:TS ,"''ET J
"!-**.5/SfC "'": C ·"'I i H ... ( •• , y 1-l
\t.ASSUt:l f..' .. 1 • "· Yd,.i'1 r, lol •• "' f t ~< l'. u. 1 • 'l4 .. ro
'· IP.TfJ.A-1'1.4SJI-r TIOIA~"<-:,Fr:h5-
f'IA!RE C·APACIIY V E.A R LV ,t\IE~AGE. R"ELllElllfY TH:GE f tFAioll 'f ll I«OhlHLY fiEI'-,&I'f!J s-l.d·'Pl 't fA RGf: It; ~" E T)
(11(1"/Yj;j I«C/11-/YR ,II! C.!'l/ lli I
' ( v 1lll:*•****"'* 7. 6. 85.57 DIY z .... , *"/t:Jc .... 1 .: t., HH. ifl 0 IV j"' *il• ...... s. 5. 9d.60 0 ( v 4"'***'11:···· o. "· HJfi.Lo U OIV o; .......... 1 • 1. Gl8,.H1 OlY 6*"*"*****~"* j1.., 3. 0.15
I • LO• flv'- LOCAJIUf'tS
~A I-F PUHGH 1. (] •• FLUW AVEH-t.E 14E.lt.aeTLirY I Alf&F I _..,NIJAl " 4Nil!iJAl
OHlCtl T.lldiETS Mt: T)
.. ,.,,.3/S~C pHI ttj/ Sf:.C
~~o~r••ECI( IJTfltH,,.r ,-li .!": e II,.'"\! 91:: ... £1 O.HU-E.CII. I f.!~ L•;-. .. I l. .. {, ·, 1) .Ld! "·"
CAI-IIT.a.L DfSCOU!HED TOTAL DISC COSTS o•• CGSTS COSTS
(ll '" (i>
1079.00 67 .. ij9 214".1.~9 n.o u.o o.o u .. o o ... u o.o
1566.95 18 .. 55 1645.31l
C.AI-'lTAl D(SCOLI"ITEO TOTAL DISC cosrs """ CuSTS COSTS
• • • 35o. 39 .H .~1 392.30 224.19 ~3.~M 2l.ii.1H 13J .. 6Y 14 .3(1 141,.99
11.52 j-4,.\J'- S1.So t.Y • 1H .i8,.4U 8ct •. H
tl. 0 (],.iJ o.o o.o G .. o o.o I) ,.lj U.H o .. o
202,.00 21.o1 223.01
(.API r.AL OlSCO\JII1E.D TOTAl DJSC (O'ilS IJ/IIH COSTS CCSTS
' • • •J .. 0 fi.U 0.0 tt,.O 11,.n !J,.t) ,,.,{) l.i • II u.u !J .. ii IJ .(I t..U
"·" (j .. ll o.u fJ .. t] O.LJ C.P u.o u.u o.u o.~ IJ.,U o.o u.~ U .. tl u.(J
CAPITAL OISCOU~TEO TOTAL DISC COSTS U~R COSTS COSTS
• • •
CAPITAL DlSCOIPHI:O J(lT.Al DlSC COSTS· """ CUSJS COSTS
• ' • 0 .. 0 o.u u.o IJ. U II •'' u.o
OPITAL 0 lSCOlJN fED TOTAL OISC COSTS ""' COSTS. C:OSTS
• • • n.o u.u u.o
'-45.CU 59 .. ~8 504.SB 1Ye2.UCJ IH7 .. 1U 214\l,.lU
IJ,.IJ o .. o IJ.O I) • f) 0.1) u.u u •. Ll 11 .. 0 o.o
... >IN
AVf ,IIVf 'VE
o; TCI~ s Tfht
I~UIVIUUAL P~OJECf RELI~Bli.JTY FOH
SYS WTDE
Pt~FCW~A~LE E~~lUATlOS FU~ hES~WVUJ~:
===================~===================
bt~F~Al C~AMAtT~wrSTICS:
NO~~Al ~AlE~ ~UHFACE ELEV~TION ~~S.L •• = 1-UJ"'~'., POIE"'TfAL STO~.AGF: (~~ .. CITY •••• = ToTal STO~AGF C.APACITJ •••••••••••••••• = ~~~~~U~ ~~~IG~TION STOR~b~ •••••••••••• = ~Ali~U~ SIOHAGE ••••• ~ ••••••••••••••••• = •I~T~~~ SIU~.A~E ••••••••••••••••••••••• ~OPE~ATING PIJLICY •••• -•-•••••••••••••••~
==================== ,.. FEH "" .. , .. , ,)ll,.,
TJiG(I"Cf') 13.Q 1 j. 'J 11.9 13 .. 9 1J.Y 13.9 TiH,{,-~u·.J 1 • " 1.U 1 .. ~~ 1 .ll 1,.0 1.U
' . , ,. ",( l ,.~_: .... ).t> 7. 1 10.7 1 ,, .. 1 I .. I u.n
' AT "'ltd"'li"' 1 G .. 7 5 .. '• 5.4 5.4 5.4 10.7
'«EM~t SIO~AC1E 5 .<; o.7 7.J 7.3 7 • I 6.0 ST.ANuAI#O o>v J.e ).4 ].11 4.11 4.0 4.U CO~F o• ... ll • ( n.o u.s 0.5 1.1,.6 0.6
SPILL(!"C/11)= ,, .. (i 0.1 !J •. G G.G t:. .. u u .. u PELEASE:1(1lf("} 11 .. 4 0.4 0.4 "·4 (, .... U .. 4 lfELF-A<;f~(M('") U.G IJ,. f) o.n 0.0 u. I II ,.1
LEF OAf!!
JUL
1.S.9 1.U o.u
10 .. 7
6.4 >.9 II .. t'l
u.o u •• ll .. 1
351.0 1.3.9 13.9
1.U 13 .. 9 1.il
4
A\•l,
13 .? 1.U
"·" 14.3
6.0 3.0 U .. o
r: .. o 11,.4 (j .. 1
• .. (.Ill MC~ i'IC.fo' •co flil(/11
SEP
13.9 1.0 u.u
14,.j
5.6 3.8 U.l
n.o U.4 0,.1
93.
ncr ""' OEC YEAH
13.9 U .. 9 13.9 1 .. ll 1.U 1 .. 1J
() ·'' (1 .. 0 1.0 !.4 17 -~ 11i .. 6 19 .. 0 11 .. 6
5.2 4.9 5.1 6.2 3.7 ).b j,.fi 3.9 u.1 0.1 U./ 0 .. 6
{J .o u .. u u.u ll .. 1 11.4 0 .. 4 lJ,.4 4.( u.n 0 .. {; o.u tJ.4
-.~OTE .. SPILLS ,._..., INCLL:DE W.AIER PASSE:D lt-l~tJIHirt rtH. IUHBU•ES I HAT OTHEIHolSE= WlJIJlO tUVE. BEEN SP[lJ .. ED
/IIIO~o!Tioill STORAGE IUS TOGIUI'I ~==•========s============
·-STfiH~6E H'-'h<JE(fll'(/11) PROFO_R.TtON ·of TlNES wlTHUt HANGF FR~~ JO JAN FE& ~A~ .~P~ ~AY JUN JUL -'UG SEP OCT ~OV OEC
1.11 2'3' U.2U cr.1• 0.13 u.n- u.n 0.14 0.16 O.lU 0.29 o. l2 0.36 0.30 l.j ).b fl.1.c. o .. c;4 O.G5 u.U4 O.C7 u .'14 0.14 0.16 U .. (]9 0.11 u. 11 U.lH 3.6 4 ... '1 !J .. 1,.. U.lfl lj. 1 4 U.H, 0.1n {l.li9 0." u. 11 0.11 1.1 .oq 0.07 0.(11 4.Y h .1 n ... , 3 r. .1.~ (] .. 11 1.\ .1,} n.11 h.11: n.cq ll.L'I (J .. 11 n.u7 o." n.o9 1).1 1.4 0.1..7 L .. 14 o.2fr fJ .. 1 j 0. 11 ll .. 11 O.ii't 11. 1'1 0.1.3 \1 .. 16 U.lJq (J. 11 ( .. 4- .,. • l ,, . t..., fr • [j ~ I;.(J4
l.l ··~ i o .. c~ ~.14 b. 1 ;. tl,.£.:9 0.04 u ... G u.G 0.0 il .. l 1(.1.,1; tl.C4 o.u5 C.L9 u .. 11 lJ,.l."' U.U2•-U.U o.c u.u 0.(15 0.11 O.lJ7
1 ;, • {j 11. -, II • C 7 n.r,4 ~>.Cl G.G o .r, o.r. o.u~ 11.11 0.14 1).13 0.11 0. 11 11.3 12.6 n .. c1 ~~. u 7 u .. H7 u.tl9 G.11 0.14- · n .11 I] • 1.3 0.11 o.u1 0.04 IJ.U'l t2.b lj.~ 11.,(;1 u. ij t_;.111 L .. lh G. 14 ;J .1 I fl.IJY il.U2 t) .. (] o.u 0 .o U .. fll
. '.1--l.a .. ** ... ~*,. tJ .c o.o o.o u.u tl.f} u.a 0.0 o.u O.t.i u.n o.u o.u
rE~FOJ.!ft"·A,.,Cf ~\1/l.lllfo.IIO~ FOH SlJkFfo.!"E "·AIEl? SUPP!_'f FO~ ,.UNitiPAl A~U lNOIJSI~JAL liSE '-l:
r.I-NHIJH. Cf-fP.Lo[1EPlSTl(S,.., ~m==•==m=~•=====c&:mc:sm
~AXJ~U~ ~Olt~IJol_ OJVf~SlO~ CA~AtiTY ......... . f)l\!rPS.!fl~l tfiFfo.Cl TY ............................... : IO!fll llf~~~~~ ••••••••••••••••••••••• ~ ....... ~ CON!'-11/'r'Pl TV f-. II Sf- f.lj..IJ(t:~l AGt .................... .
,...O,.HHLV p-l:_fiF(;f.lf"II~ICf
=================== . JAN FJ:l! ...
1AkGE! h F ~.A"' r, {f'0') 11,.43 {). L. .~ 11.43 kf·llfo.PJLITV " 1 H'I;S lfii\GCI /f·[J) "'· ~~~(~ "'· P.Vf:f.'pif;E_ D l:f tc IT (,..1';1') tJ ,.II .1 u.u2 l'!fAN II!Vf:PS-J(Jti(••CI") u.t.n U.t.C IJ • It~
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... 0.43
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Mil1r3/S£C ~t1r*.HS~C ~C/f/VR
'
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n.4j 0,43
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0.43
""· P.,lll.o u .. .J~
AUG SEP orr NOV
U.4j !1.43 0 .. 4.S 0.4.3
""· "'· /:< 4 • 8<1.
"·"~ n.no u.uo O.UM U.3 (J.J7 0 .. 3-1 0.36
DEC
0.4."5 "HU, O.llf U.3
YE_.P
5.2 ""· "·~ ••
94.
!Jf-kHIIII>Od:F ~VAl Ill>! Ill~ FOil SIIIIFA[t I.AIF.fl SUPf'l'l •oR ft'II~~IC1P.Il AND UHJIISIRl.ll USE: AT: IJPS.US!:l ==z===~=================~===========m===~=~=========~=•=2===c==~================•===
=============~==·=======
,..-ll.'l:[r>Ufrl P{)f~I.JJ/Il I'IV('!tSILN CAP.II(lll'., •• ., •• = 2.~U ~~V~~Sjtl~ (AFACI IY •••••••••••••••••••••••• = 2.50 J()lfll !,l_"fiNO ................................ = !?.Ill C:ONSU,..F'II~I- t1~l. 1-'~.lllf'~liAIJ~ ................... • 1011.,()11
i"ONHll Y PFP~()J-I"ftNCf
~=====c============
"'**3/SFC MOtir3/stC fi!CI"/YH •
JAN FEe "" ... "" JUN JIlL 'UG SEP
1 A !I G F T IJ f."., AN C (" (',... ) II.{] O.G u.1o 0.1~ ll.25 0.43 11.48 0,.43 0.38 ~t:.LIIIf\11 I 11 " r H f. s l(ltiH I 1"1:-1} 1 nn. 11J(J .. VI>. 9~. HV. 38. ~. "· 2. A V 1: fi Jl I• •. OH I( 11 (l"(lt) u.o n .. n n.uo u.u1 n .. o~ 0." o • .?li u. j'l 0 • .51 "·l:ll N (JIVFf;'SJL:I~(t<Cr') u.u n .. rr IJ .1() o .. 14 ll.l.t• o .. J1 o.zu 11.12 fi.U7
•"l:IJ.flPMAr~CF- lVIllllfo.TION fOJ.! fiF5fl-lV01H:
~=======================
N{l~~Al ~AI~II SU~~~~C~ ~LEVIliJON ~.S.,L.,.= "•lltJr-<11,... ~l;lr-lo.IJAL S!fJ~IIof-F (APAf.lli ..... .. T~IAI. SlChAGF CAPili:J I¥ ................... = "''J"-~1""·11"- II•RJl-~·"TlOt-1 ~li)Fo:AGI: ............. = ~A~I~l:~ ~lU~~~~~-·•••••••••••••••••••••~ Mj/O;JMII"' SlfJ!olfl(,j:= • .,.,., •••••• .,., •• .,.,.,., • .,.,.,.,: OPFRIIIJN(, Pf'l lf.V .......................... =
=========~==========
IOL OA!'I
176.'; ·r l .II 11 .u
1 •. , 14.,0
1 • 1 •
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APU r-AY JIIN JIJI SE.P OCT ~OIJ OFC YElR'
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14.11 ., .. 1 (1,.11
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2'1 .. 4 o.o u.o (1.(1 1 • " 1, • 9
'·" 21.1o 25 .. 0 32.1 2~.l"-o 14.,6
l"fii.N STOI<fo(,E 1.2 11. u 1 tJ .li '1 u. 4 11/.,U B.9 7.7 6.5 5~6 5.0 4.6 c; T II ~'I> A P. 0 DtV ,, • c 4 .. ,, 4 • j 4.'2 ••• "·' •.u 3.6 j.2 3.0 1..9 ( 0 F F Of "" u ..... u.~ u ·'· ll • .t. "·' 11 .. 5 u.s. 0.6 n.n 0.6 11.6
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-O.:f-11\.1 s "" I l'lC 1. lfUf: WAr F R PIISSI::II IHNOUr.H THE: TURr+INFS THAI OTI-IE~IdSJ:
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J-IOH:Nf• IAL f-IE.NH"! TS"'
·-41IU8 • 1"1 jl~>-~"
/':IH • .32 411 .. 6/t 3011 .. 4 .,
u.u o.n U.ll
b'l'>l .... l 9-'>~4--~~
Sthlh-'1-fALL::.r LUS5E.S
' 14'>3.1~ c;62.17 11jjl',.3f
91.Ui r,i 1:! ,.1 I n.u n.n u.u
62u.n'l 34C1.~(
A[lUAl-t tl E I'll:. f I IS
• 25'lo':l.hj 4!1'>1],.c~ ~oi1.9., ~lll.b~ 2otl-~.£'l
u .. ll ,, . () u •. o
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(l 1 .l j .. 111.1
:t. POl her.~f ll 5
' 04. ~u. ( 4 • fR. ( j.
"· "· {J ·-.:!d. 04.
JHHib• .& 1 I 0 N E:.MPLUY ~~~~~I'll (,E:hf. H • ATED
I R If lGAT1Uh COSTS
PPL/Yfl "
>u1.3n.Jn 149 .. 2ttr1.1t'l
71 .. 11t7 .. 99 49 •. 51.56 27. l:iti • ..S/ 24. tJ.U n. u.n o. u.u
57.22j .. 61 old•****•*
TO I AI.++ C LlS r S
• 1351.,9n /e1.~tl .:U 2. b2
51 .. ., 6 b6,..:SI
u. (J u .. () II • U
i' (I., .. 1 9 j241J. '!l'JI
"'. d. I 11,.1) II • t_
II ,.IJ 'J ljall (i • Li II • l1 (J ,.li u,.d II .. ll r.4:, ,,,.II lJ,.(,
d ·''
otT
' . II~ CJ II. Ll II ,.II
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lJ. 9 d lJ. (j u. (~ 11,.11 ,, • ll I! II • I, ll ••• u .. u (, .u (I ,.tj
U • L-
NU E:IEtoE. FL TS
• 12113-.oo 11t..S2.31
221i.32 2h9.0~ 11.5.~7
(J,.lJ u.u (1.11
-465,.26 CH42.U1
NOV
1 I • u .li u.u l.j
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1· .. 11 (J • II (, • II II • U \I ,.II LJ.tl
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"· u.u \).c. I.~
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l.UU u.o II. (I l!.C il.tl ll .ll (J .. u u.u (, ~ u IJ,.U lJ .II
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A•CIJ F RAI!Uio!ElUWN
• • 1.~9 1.5 2.8ts 1.5 1 .. o~ 1.~
~:ij~ 1:~ (J,.U ****ll* u.n **•*** u.o ***"'** O,.jtt. 1.'1 1.86
• PkFSH1l VAUil-' ut At.t~UAL 1Hf';Ft1rs If No SHlJ"IfALI.S f-k'OI'I ltH SPECIHtU SUI-'f'LV rAIHlET IJCCllk • ._ tl-Hf:Sft-,1 \IA-LUf OF -A,.NIJAI. LCSSt:S OIH Ill SHUHI'FALLS FkOM SPECifHU SlJJ-lfll Y TAIHitl + POT~NTl.l.l hEtttFIIS ~1\t..liS !iH01<-lAGt L.C.Ssts •+ T~CL~D~ AtiWI~tllAHI ~ ~-~StkVOJH~ OJVt~SIQ~, A~U/OR PU~PING COSfS ~HERF A~~LILAhi.E
I l'':i I ~lli: tJ CAi-'ACil't
••
E:I'H-IHiY f:lf/lo~fil~
CAJ.IAC!ll MI::,..HIIS
•
!-iHUHTFAll lllSsl:S==
• lOIAL
b f' r-, f f I Is,+--
'
~1-I .. W SltiJj.lj Y l'(lW I'IJI'+Il;Jt-'Al ANil I~I1IJSTWIAI. US(:
f'LA~f C U Sl S
M
JUTAI.= NEI H·C COSTs++ tH.NFfl JS tUfiO
• •
tui<tf J,&Wtii-1 ~011-hl!Al• SHld~IP.IJI-== ACTUAL-t 1 POlE/11/lAL /Ill .!It I IUlAL++ r,F.J H-C Ul~AND H~~E~ I 15 L0&5t~ HtN .. fliS BtNtf:llS COSTS COS IS HtNtFliS HAIIO
• • ,- UPS.USEl u.o u.L u .. u u.
• • U.li u.u
• o.u u.n
INTI:kNAl I< A H: OF IH.Illt</11
~
1 •
106.
UPS,.I•H:t' "·~ II ,.(: li.U o.u "· U ,.11 IJ • tl u.u
UI-'S.USf.) U,.{ 2 n.u fl.lJ o.u II. o.o o.u u.o II.Hltd-(uN lt,.U6 jclt'.to~ l:!..:a(J,.40 .)IlL 0 •. , 'i 7". u.u t.119,.49 2536.0'1 ~IIOd 0 . ..' (J ·''~ u .. ~; u.u II • 0 u. u.ll u.u u.u
to. It uS ito l1. I 0 11lllh~ .. Rb I •d .12 ~ i!J I 'J. I 'J 'lo. lt ,.I) .SH1/,.40 60~d.35 KhCI<F0.1 ... -- u. 1 6 n. t: c:.t.: o.o u. o.u o.u u.u k.HIKO"- I I u.£5 O.(J ll,. u u.u "· u.u u.o u.o Hfll.tti~· ll. (, 1 ll,.L U.L t) .li u. 0.11 IJ • 0 II .li
In I .AI II • H5 1 h41.SI:! 1lt.) 'Y. ') d 11:! 1.Hl1.'14 9>. u.u 4::106,.019 R)'l,.04
,. f'h~SH•T VALLIE tit oiNNUAL 8Hd:t LIS H ~H) SHCJHJFAI LS fWOI'. IHt ~PECHfED SLJPI-'l.Y IAIHiET 0f;CUH ~• 1-'/o't-':tt:NI \tALUi- IJ~ At.JtdJAL I OSStS DUf 10 SHOh'IFALl S FloiOIIII SPt.ClFJf:U SllP!-'l'f TAKfd:l • I'(Jit-Nil,AI Hf'-1-HlS 1'11~11~ Sl-tOkii\Gt- I U'ct.SfS ++ LNCL\t~E All~lfUIAtll.t ~ES~kvOln~ ~IVEHSIO~, ANO/UR PU~~~~G CU~IS ~ltt~E APPLICAhl~
"'"' ft UUIJ CU!IIl~lll 1>. WECWEAT LOrt•
L(lCAIUd'o IUTAL IHNEFllS 101Alt+ COSIS- Nl:.l H~NEFLTS 1::1-C,IUTIO
• • • NO FlOOD CO~lkOL UN ~tC~tA'IlUN l(IC~IlUNS
SU~~Ah~ (JF CO~I~ A~tl AEhEFITS FOk: StS ~~u~
•••~======•w=~=u•~•========•====~=
TOTAL COSTS~~·•••••••••••••~••• :: TOTAl HI--NI::FllS ................... ., •• :: llliAl h~T H~hf~llS •••••••••••• ~ : T~l!Al H~r.I--1'-IIICUSI l<"lln ........ • TOTAL IHHJGAlJUh E~PlllY~l~T.~ •• a
7~~1.bl'l I! 1'tU]4.9,j A 114Jt.il5 II.
t.. '>1 d. rJ(H. Pt'l/Ht
NHJEt .Ul St:Nfl JlS Atlll COS IS AIH PHESfNI VALU!:: ALL CO~I~ l~LLUUf ~OIH CAPITAL AND u~H COMPONI::NlS
i"HlbAllON ,tiH:AS
IHHIG-AT LON IN•
u.u U.ll o.us u .. o 2.'.1~ {),.lJ u.o tl,.U 3.uu
fo!MPLOY 1 ERNAL , ....... ~·lllfNT- SIHIHT- ' PUT ME-N I IRHI- IUTI: {1k: I !H i:lfN- FALL•= ACTIJAL+ AtrH'- GfNEK- GP. I f ON IOIAL++ NET u-cuF
ltiA"'E AHfol ru TS• LCSSf:S. Hff+ffiTS H TS ATED COSTS COSTS 1-lEhHI IS KATIOWCTUHN
HA k-., .. • " X PPl/'1R • • • • • IJAS!ItMCI 412. .1.oLtJ8. 7'1 1•>].1) 25'J'J.td ••• .5U1.392 .3tl 1]':.1.1/6 12ll.l .. llo 1.8Y 1 • , VASIHkV~ l'll1. 31~5..82 '1162.11 ~1'1].0~ /U • 149.24d.H~ /l'l1.~h 1~~~=3~ l.tid 1:; 'VASI!I~VI 1 ~ 7 •
""· ~2 19.1 ... H ~nll.'l'.l 7 •• 11.141'.9Q J32~h2 1.69 1(1 I AL l:l3U • {~22. 1 2012.,69 'J311.1 ~2 I 6l. 'J2U.,7BR.47 244~.11( 2Mo4J~ 2. 1 l
• ~H~S~hT VAlliE Ut A~~UAL HEN~fllS lf hU SIIOk"IFAlLS FHUM THE S~EClF[EO SU~PLY IAHGET OCCUR •• ~~~,~~~ ~AlU~ OF A~~IIAL LOSS~S nu~ Tfl S~(l!llfALLS F~tl~ SPEClflEO SIIPP\_Y IAHij~l + ~Ult~IIAL Bf~~tiiS ~INUS S~~~lAGt LOSSES t--+ l._ClUOE AIIHiuUlAflll::: ~ESE~VOIR~ OlVfltSio,, ANil/ON PUMt'lNG _COS-IS WHEkE APPLICAblE
2. kY~~(,~LEClWlL POwl~ GENEH~f!O~
Ir'lTFkN.IIL NA~i; [N!.I All lo.O
CAPACll'r I:.NEHGt
tdNfFITS CAPACJl\ tiH{IklfAI.l IOTAL PLAN!
COSlS JUIAL• NfT H-C NAT~ 0~
ll~h~fl\~- LUS~~~·a Ul~&FllSt COSTS+• HENEfiTS ~AltO HETUkN
•• •· ' • • • • •
wATfH SIIPiJl't FOH P.llhlliPH. ANU lN-tHISTIHAL USE
~A"'r IAWLo~l 1-'llltNI·iAL: ~rii/HIAGe•a tiCfiJALt 'X POTI:.NTlAL. M" I TOTAl+• NI-l H-C LJt-l"!,tlll(j td·rd.tiiS LO~SE.S IHNHIJ~ Hi;-I'+EFITS CUSh COSTS. Ht:NI:.FlTS WAllO
MCI>l/YH • • Ut'S.U~t::1 U .. ll'i ,, .ll o.u UIIS.USE:?
{J ·'' u.u r..o
KHJIH(UN n.ut~ .3ts72.0~ ~4.6.-40 KHCHFO 2 lt.lJY o .. u t•. u
1 C-1 AL u.C.4 . H~72 .n~ tl-46.46
• fi~ESti•T ~AlUI: llf A~NUAL IIEitEtliS IF NO
A
n.u ''· (} 302n.19 0 .o
31.i2o.1Q
StHik IF AlLS
u. o.
711. u • '".
• • u.n o.n o.u II • 0 u .. o
• u.u o.u u.u u.u
~d~ ._to. I/ 253o .. 6'J o.u u.u
to.M9.4f,l 25.io.o<,~
FNUM THE S~ECIFIED SU~rLY fARGlT OCtUR
u.u n.o 6. 1 li u.u 6.1 d
L:.c
1 0 7.
1.
•• ~~tS~hT ~AlUt u~ ANNUAL LII~StS DUf To ShOk(fALLS F~OM S~tCIFlEO SUPPLY rAkGET i POitNTIAl ~fN~~IIS ~lNUS S~U~IAGE lOSStS ~• lf.CLliDt All~l~~IAHLE H~~t~~OlW, ~l~E~SlQh, ANO/U~ PUMPIN~ CUSTS ~~E~f APPLICA~L~
~. flOU~ tUhiHUl K ktCHt~TLC~*
l~C~Iltl~ fOl~L ~t~~fliS ltll~L+• CUSlS NEI HENEflJS ~-C kATIO
• • • htl FLUOO CONikOL OH R~CHtAilON I.(ICAfiONI
SU~~A~Y Uf COSTS A~D U~NEflTS FUW! ~tblUH 1 ········=··········-··-·····-~---~ fUTAL lUSTS,. ••••••••••••••••••• = IUIAL HENEfllS ••••••••••••••••• a
--1~11Al Nl-:1 RE~t-fllS,.,.,. ............ = TOTAl I;H:NfHl/CO!d io:AllO ........ = iVIAI. lkHIGATIO~ ~~PLOY~~~T ••••
24j3S.:Stl 1t llj3o .. 4lJ .11;
~-. 0 I • ll"t A l.n4 A ~2\J,. 1'1-'l/YR
bASIN-•lPt U~~tfll ANO CUSJ 1NtOH~AI10~ FUN: ~~GlON 2
NOif! All BlN~fllS AND COSfS Akf PR~S~NT V~lU~ ALL COST~ l~CLUUt bUfh CAP{l~L ANO OMH C~MPON~NTS
lh ld 6A ll ON AIU:AS
I WHIG-All ON EMiJLOY
TA~- ~·OJ EIH-··· StiUH 1- ' Pill /liE Nl J HH 1-
r•-Tt:HNAL RAT~
GU TAL l::tEh-· fAlL== AC fUAL I HENE- GE"NEH- GATIO!"t TOTAL+ .. NE r H-COF tUIIt Ali fA t-Fll~• L0Sl)ES HENEFllS F US AlE ll CUSl~ ·COS Is l:iENEfllS RAT(UI<ElUHN ... . .. ·- .. , . • ' ' l PPLIYR " • • • l
'" '"" ~~. u.o u.o U ,.IJ u. a. o.u n.u 0. {J o.o ****** PlN!HWCl 1!JIJ. n .. u u.u ''· n "· o. n.u u.u 11.0 u.o *****• Pt-NI kw\H· 7.,. ft.,r,I,.Y( t~i."U.O'l 2,iY.\12 211,. ':ii.2C!j.tJ1 I 0 'J. l'J ..46"1.21'1 lJ,.j4 , • 5 ro 1111. 2 cw. t!':IY.97 f!~U.Li'J l.i1J.4~ u. J7.C!GJ.n1 I u 'J. 1 'il · .. 4b5.2n u.J4
• ~~~s~~l VAll;~ OF A~~~Al HEN~fiiS lf NO ~tiUHTFAllS FHIJ~ Tllf S~tCJFl~O SUPPLY TAHGET OCCUH •• •·1111-~t:t•d V.t.lld· 11~ ·A~HIIAL I.U!>Sl:!. DUl: lu ShUIHFALLS FRO~ SPE:CIFIED SUPfll'f lAHUE. I • PCifNl IAL ~~Nf~tlS MI~~S ShO~IAGt LOSSES ... lt<lllllll: AllkltHIIA8LE NESEH\!OIIi,. UI\IEHSlOI't,. .ttt>~U/OH PUMPING COSTS lii.HEHC AJIPllCAi;jLE
2,. ~lUktl~lECTklC FOWEH GE~EWAJIU~
INHIINAL l't&lllt: lf>O!:IIAlLI:D . Et4r::HG'f CAPAC I It ~HtlklfAll IOTAL Pl A I'H
cosrs TOTAL• NFT II•C HAT~ U~
'-APAt.l IV iJ EtoiE f l.T S ~fh~tll~ LU~Sts•~ U~hEfllS+ COS IS++ IH.ItEFI IS kAJIU itl:fUkll
•• ' li'~ • • • • • •
l. ~All~ ~U~flL'f FOri ~U~ILIPAl AND l~UU~TRIAL USE
N,&"'~ TAif(;ff .POTEN-l1.4l• ~t.tlkl"trt•• ACrliAl+ 'X POTENTIAL M " I rtJTAt+-+ NtT e-C ulMA,..D Hf~EFlTS-· LQ~SlS ~tNEfl I.S HfNEfiTS COS IS (liSTS ~~NtfllS HATJO
/>lt.;f!l /.YH
UPS.trSt-cJ. NICOSIA
ICMCI1ffK1 I G I Al
0 .l: 2 II • 1 ('I (; .. 16 tl.,.35
• IGL6~-=~8
u.u 1 OUMI- .. Iili··
• " u.n u.u
1'd.1.:! '11!11~ .. ,., 0.11 o ... o
1'1j.1£ 9ijl').l~
~ • ' • ,, . 9". u.u !1.11 n.u
u.u jd"l7 .~u bU;11 • .S5 a. n .. u u.ii u .ri
9n. o.o 5ti1f,.4U ou;d • .:SS
• 1-'lolt-::Ot:NI VAUJE. UF A,..N.IIAL frf:Nl:•IIS If r-.0 S11UI<fFALLS- FROM lHf SPECJFIED SUf'Pl'i lAitbtl OCCUR =3 PHl5t~l VAl~E. tlf ANNUAL LUSS~S DU~ lU SkQHI~ALLS FHO~ SPECIFIED SUPPLY rAWbll
u.o 2,..JY n.o 2.59
1 08.
, .
~ POI~~IT~l ~~~~·ITS ~!NUS SHUHI~Gt I USS~S '"UIO' Pll•"l"" CO" IS 'HE"". A"P'ICA~' ~ ~~ l~(liJOf ATTRIBUTABLE ~tS~~VUIH, UlVEWSlO~, ~ r ~u ~ R R~ r ~ 0~~
4. FLUtiO C~I~T~Gl ' R~CktAlJO~•
lllCAIIOI\I lUT.Al ttE/\t- .. 11~ TOl.llT+- C:USTS Nl:f Ht:Nt:l-liS 11•C IUTJU
• • hO fLOOD CO~lHOL Ok HtCHt:ATIO~ LOCATIONS
SU~~AHl Ot CVSlS .1\0 HENEfliS tuR: ~tGIIIN ~ •~•==~c~~a••=========a====a=::m:==
lUTAI 10 I A L ro HL
·TOTAl TOTAL
rnsts ...... .._ .................. • Hth~fllS ••••••••••••••••• Nll ~E~EfliS,. •••••••••••• = HF~rtll/COSI NAJIO,. •••••• =llfkLG"'llON EfiPLll'I'/IIIEI'tT •.••• :~~
4~~l .. ':IY ll 1011::. .. nt II '))~3.09 ll
1 ;~~ ~PL/Y~
E!ASI/'c•l•dDE t:ii:NI::Fll ANU CO~I lNFO .. fliAIION FOHO HEldON 3
NOTE! All Ht:Nt:tllS AhU COSTS A~~ PHESt:NT ~AluE ALL COSTS IhCLUOE HOTH CA~IIAL AN~ OM~ COMPON~hTS
lliklllATION Alit:. AS
IltHIG-AltON E l"lPI. 0 y
TAit- i"OlE~T- SHOwl- ~ POl fll EN I IHIH•
IN-l~HNAL HAlE
Gtl IAL ~Ek• f.&LL•= ACTUAl.t BENE• GENEH- GATIOI-l 101AL+T Nfl H•COF tu,. t:. AHt:A· t: t- US• LUS::tES tiCI\IC.f- L ., h F 1 T S A lE-D COSTS coSTS Bt:NttJTS RATJOHCTURN
-·- .. _ .. - • • " PPLI'tH • • • S.Lll.lkH 86. 411.68 '11.0/ . ~ 2{} .tl2 78 • 49. 51 • 56 S1.~n 2t'lY.U5 /IIA~I "" 4H. Joll.4-1 1J 1:1 • 1 7 202.0:!~ 13. 27. 8d.37 B!:I •. H 1/j.I:Sf lUKNl lklol 4~. o.o o.u 0 .II ll. 2 4 • o.u u.u o.u
TOIAL 116. (12.10 1dlil.4:'j 'il:l C!. .I:S6 '15. 100.139.94 1.3'i.~4 442.1,1~
• P~~St:NI ~AlUf Of ANN~Al HEh~~llS lf kO Si!O~TFALL~ FHOM· THE SPECTf-JEU SU~~LY rAHGET OCCUR •• ~~t~tNJ ~~LUE Pf AN~~AI LOSS~S O~E I~J ShO~lf-ALLS FHOH S~ECJFIEU SUP~L1 TAHGtl + PCillNTIAI iit-fiFfllS MlNIJS SI-ION1/1Gt-. LCJSSI-S ~• JNCLII~t AI lkl~~~A~Lti ~~S~k~UIR1 ~~~~HSlU~~ A~OIUR PU~P[NG COSTS kHEHf APPLJCA~LE
r 2. kYOWOtLECI~lC PO~EH GE~~RAl!ON
• %
6.22 , • 5 2.Y7 1 • , u.u ...... ,. .. 4. 1 {
INTE!o'NAL Nl\,.1:: Jt.•SI.AllED fNHH]Y
Bt.t..EfllS CAPACll't SHOAJFALL TOTAL PLANT
COSTS TUIAL• NET [j .. C run Of
C./I.I-I.HllY HENE-HIS L.OS~t.Sa• BEht:fliS+ COSTS++ HEHfF!IS H~TJO HtlUHN ... • • • • • • ~0 h)DkOPLA~JS lN lklS SVSIE~
k.Alt.H ~U~PLY EO~ ~~hiCl~AL ~hD I~DUSJHIAl USE
t.A'.'I~ .. l·,AWbtl POTI:toill.H• St+O~l.llotit:=-:a ACTUAL+ % POTENTTAL M ~ 1 IOIALi·-+ NEl B-C u~~AhU ~E~EfliS lOSSl5 BtNt:FllS H~NEflTS COSTS COSJ~ dENtFITS HAllU
kELL.tlil'• T(JlAL
u.u1 U.ll1
• u.o o.o
• U .. Ci o.u
• u.o o.o
• o. o.
• 0,./l u.u
n.u u .. u
• u.u u.u u.o o.o
~ P~FS~~T ~JI.~~ OF ~hhUAl ~E~f~IIS T~ NO ~~flHTFALlS FROM THE SPECIFJ~D SUPPLY IA~G~T UCCIJR •• PHtSt~l VALUE Of ANNIJAL LOSStS UUt lU ShUHIFALLS f~U~ S~ECIFIEO SUPPLY rAHG~r
PllllhTIAL bf~~· IJ~ ~J~US ShUklA'~ LOSS~S +T I~CliJu~ AllH!aUlAHLE ~fSE~VOlH1 UlVEHSIU~, AND/0~ FUMPIN6 COSTS ~HEWE AP~LICA~LE
ft. FllJUU (liNlkOI. ~ NECki:AT10h111
lOCAllVN TOI~l· 8E~~Fil~ TOlALt+· CUSIS Nfl H~NEflTS d-C kAT10
• • • p.jO ~~00!) COHTWOL U~ ~k:Ct<:EAT ION LOCAl IONS
·SIIMIW-.AHV Of COSTS AND EIENEfl rs fUN: RtGJON .i · •••••~=a==~=••a••••a••••==a==••••= llll~l CUSTS ..................... •
, lOIAI tlf,...tflJS ...................... • ··IOJ.&L ~~jf:"J···~fl"'f-F-ITS,. •••••••••••• •
TOlAL H~Mlfll/COSI RAllO ••••••• IUTAl. J~NlGATION E~PLOY~t~l •••• ~
I NIH\iiDlJAL ~F<iJ tCT ~CONOr•!lt ANALYSIS FOR:
SYS wiDE
~~h~Fil ~hO COST JhALYSIS FO~ ~ESEHVUJ~:
ACJI~~ SlORAG~ ••••••••••••••••••• a CREST tltVAllON •••••••••••••••••• a CAPLI~l COSlS •••••••••••••••••••• a DMA ((:Sls ••••••••••••••••••••••••. = fOl-'1 cosrs •••••••••••••••••••••• •
AllOCA IIHN OF Ml:.HR\IOIR COS IS ••••G~••••••c•c~=c••••a••••••
T'1 P E '1. COSlS
AI-1Rl~Uif:D
••
IChft-~t:.Cilfrt VASh~:loCT VASJ~NVf 'VASito'I"VL
I U I AI
f'IU"t+!,..O ]kfiATION l~6Al !UN lkUAl[ON
,, '
lk~LiiATlO~- bENEF1fS:
•
K Al UAM
lUSTS A-TlHibUTEO
•
NfhAINI~G tH:-~1-f'llS-·
H~NE~fl AllOCATION t- 'c r u H
~~S~NVO!H ASSlGNfD ~f~AINING HE~E~ITS
VASlf.IR\11::" VA~ii.:ICVJ \IASIWWCI
IUIAL
' • u.u o.u o.u o.u
1 0 9.
HtSI:.fiVOlR ALLOCAIF.O UENtFliS
' ~13.11 1H4.oJ 9~1,1.a6 ,.,. .......
c. loo~lflc SUPfll 'f FOW J'llliNICIPAl ANO fliDIJSTIHH USE:
NA~f: ~o~t-.,;AIIdr.U rHNft T I ,aollllC.II.IJOh bf.flltHIS tAtTOk
• K 1111t k- (,liN ~:J]tl.ll~ o .. u
IIJ I A I. l!l3a.o9 u.u
TOtAL ~E,.EF.1l'····•••••••••••••••_.:" __ _E_1~~i!LA __ TOHI l'ot'l !1ENHITS ............... ~. = -O.lill it Ht:h~fli-CO~I ~All~ ••••••••••••••• • l.IIU ~
HENftll AND CUSl ANALYSJS FOH N~StR\101~: •••••===~&~••••=•••=•••a•~•~•••c=•==m~&a
-ACll\1£ SIORA6f .................... • CNESl fLEVAT-lON ...................... = CA~IlAl CUSTS ......................... = o~R cusrs ••• ~···················· =
·TOTAl lQST~.~~··•••••·~~···~··•••
ALLOCATlON Of WtSEN\IOlH CO~IS
···-·····-···················
1 .~.no Jr!IC/11 1/4,.511 M
15t~n .. Y; ~ 7ti,..)S ~
'\645.j(J M·
Ht-Si:l'\11) l W ASSlGNt:D ll t::I'IAltd .. t; HI:.NEflTS
• u.u u.u
.1 Y P E X COSIS
AT"IWlBlllfll COSTS
AHI'IlRUJED
··~!COSIA;~~ .. .:.:._~_._:-_,_ l"tJN+·tflof' f N ( f.l: ~II E .. ,,. . ,... ltHi AT I 0 N
10[Al
A. lk~lGAf-lOk -~ENEflTS-:
····=~··-~·=~=~:~··=~=-~
jojl::fo!Al-NIN-6 HE-t>IH llS
' PENr~~VE ~4b~.26
IIJJAl ·-4t6'l.lt!··
l
Bf~~tll ~llfiCA~JON fAClOif
o.u u.u
•
W~SEHVOIH ASSIGNED HtMAlNlNG BENEFITS
~
u.u u.o
!l~Sf:ll\IUI!l ~LLOCAIED t:IENtfllS
' 4~~-49 41:19.4'.1
~tS~HVOLH ALLOCA.J~D BENt=:FLTS
• 3bH.)-5 36tl,.55
~·c. E!~NI:FIIS f!IO~ 111-'l~k SUPt'L~ FOH ~UNlCIPAl ANP Jt'o!OUSJ~[Al USE: ••=~=aaaca•==••=~••aa:•==~a•==~a•=•••===•=•••••===a••=•••c••••••••••••••
WfJo,lilhJtl6· UU-lH llS
tH::NH II Al.ltlCA fJOM, fAClOk
~lUJ~:dA ltJTAL
• {),.{,
u .. u
.·-TOlAl li~P.,t:fllS. ••••• ; • .;';;;· •••••••••• ~ ·TOI"I Ntf t'FftffllS ................ •· 8E~£fli-COS1 kAIIO ................. =
1645.30 R -ll.OU .11:
1.0U A
-R~SE~VO~R ASSIGNED 'RE~ALNING B~N£fllS
• u.u li,.O
H~S~HVOIH ALLOCAIED BENEFITS
'
Hf.~tfll A~D COSI ANALYSIS fQk l~T~A•HAS!N lHANSFtM Al : Dill 2 •••••~=•••••~••=•a•=~=·=~==••••===•••=••====••=••••·~=•
[AP~CI IV•••••••••••••••••••••••••-= CAPITAL COSTS •••••••••••••••••••• = OM~ [ll~IS •••••••••••••••••••••••• = TU'IAl COSTS •••••••••••••••••••••• =·
1W.IU6All0h REIIIEF1 IS FITS:
····=~==·=·=···=···
JlffiiAI~lhG ~E.NtfiTS
8Eht~[l Ali.OC~TION fACTOH
• PI:~ I WH\IF-~···••c'lli.(IG
IUrA'-_·, -465.2q. o.n a.o.
Bf:Nff ITS .. Rofll· ~UtdCJPAL." ANO lhDUSlRTAL USE.
·····=···································= NAfllt. Ht.MAINING t!EtHffl AlLOCAIION
fH:NtfllS f "'' 1 'llf
• ~I(.:OSlA 6IJ58 • .3!1 c.o
lUIAL au5~.3!1 o.u
TOTAL ti~toEFllS ••••••••••••••••••• • TUJAI t•I::T l:i!:-NEtllS ................ '=-6fNftlT-COSr kAllQ ••••••••••••••• a
U.ll iii -"5ul,. Sli A
o. u ~
-DIVERSION A~Sl~NED H~~A!NlNG BCNEFITS
• u.o u.o
01\IEHSION A,::,!:ilGNfO IH./'IAINING 6ENEFLrS
• o.u u.u
HENEFlf A~U COSl ANAlYSt~ FO~ J~TWA-HASI~ IHANSFEk AT UIIJ 3 •••••~=•=•~••••••••=~=•:~a:;:;a;aaa~==•=~a•=~===•=saa:a
CAPACIIl ••••••••••••••••••••••••• • CAPilAl CIJ~TS •••••••••••••••••••• a (jflllol (11~1~ .......................... -'lOl~l COSTS •••••• ~••••••••••••••• a
OEhtFITS ~MO"'"UhiCIPAl ANU INDUSTRI~L USt ·~======•=••===~======~•-==•==•===a•====••
N llOS [A I ~i I A l
HEMAINJ,_.G BEhiifJTS . -·---- -'"'
BtNEfiT ALLOCATTQN - tliC TO It·
0 .fJ ....... u.o
"lOTAl 11~kEfllS ••••••••••••••••• ~ •. a . O.U ~ TOl.AI Nl;l t-l-~ffiTS ........ !'.•••······-----i:!14'io."lll -" iH.hEFlf-COSl $U·IlO ..... ~··~··•••':"• • U.U 11.
DIVERSION ASSlGNEU RE~AlNih~ HENEFllS
• n.o o.o
11 0.
OlVEHSlON ALLOCATED UtiH:flTS
•
Ullit~S[liN ALLOCATE I) ~tNt FITS
• 3',11.55 301.55
DIIJEWSION ALLOCAT~D HENt:FJJS
•
~E~~fll ANn COSl;AhALYSlS fOW MUhiCl~Al ANU lNDUSTH!AI. USE AT: '-~~••-= = = = =• ~=-';;.~;__~;~~;;~~.:.~,,:_:•..:;;;; ;;._~ ••~~,3_: ~:: ~• o-~-=-=- =::; • z:; :~::a~;;;;;;;::; o::::aaa a&
KHlHECON
'lARti~T OEMA~b.~ ••• ,..~.~-~ •• · ••.• ~-~ a ·CAPITAL CIISlS ...................... ~ O~R CllSlS •••••••••••• ~ ••••••••• ,. •• a TulAI cosrs ............................ • lOlAf AllOCAlED' CO~rS (SEE ~ELUWJ• lOI•L COSTS!·~·~~••••••·~········•••~
MCM/'I'it • • • • • HfSfU~Ol~~ G~OU~b~AT~~ UW. UI~~H~JUN cOSlS AITHJBUI~D 10 THIS SllE: •••••====••=;;;~=z•=•=z==•==•===•===a;;;::aac;a~;;;;;;;::;:a;;;=a=•:;:::;:::;::aaz:;aza~
k~SHIJGIIl Hll Al:
IOIAL COST
• • ~-·.-\~_,,,____.,..o_, -.
.-_,:<.,"1<·.:.,.
POTEr-oiiiAl fill+ I ~FNEFITS• •• -••••-•·• •' SHOkTAG[ I.OSS~S••••••••!~·••••••••• • AClUAL M +- l 8fNFFIIS1.~.~ •••••••• • lOT AI. k~~t.AlN-INI;' 1-i~IOEF-ITS+•••••••• •· TOTAL ~EhEflT•COST' WAl'lO'~~ ••••••• :
X AfHI(~UTfO TO • • I USE
X
23. o •
AT lH I ~U T1:. 0 COSTS
• 489.49 4l:I9.4Y
•· P~f~f~r -IJALUE Of '~NNliAL HEN~ FilS 1~ NO b~OklfAlLS FHOM lHE SPEClfJED SUPPLY TA~GEl OCCUR -- l"lfi:'Sf-/111 ~,AlUt: Of'··A~NIIAL> l_OSS~S DU€ lll S~UUTf,tolLS FHOI'l' SPfCIFIEO SUPPLY TAHGCf ~ P~lltll IAl HlNEFllS MINUS SHO~TAG~ LOSSES •• l~lLUD~ ATIHI~UTAHLC WF.Stk~OlW, Dl~tWSlON, ANC/0~ PUMPlkG COSTS ~HEk~ APPllCAHLE
111 •
8ENEflr AND CO~T A~~LYSIS fOW ~UNltl~Al ANO INOUSfHlAL USE AI: :~••:~===~•••====o::~3c===•====•=====3•=••====~~===========c•••••=
TAWG~l D~~AhO•••••••••••••••••••• = CA~IlAL COSIS ••••••••••••••••••••• • o~R cosrs ••• _ ••••••••••••••••••••• =
--lOli&l (,OS.TS ............................. :a TOTAL ALLUCATEU COSIS (SEE ~ElQW)a IOIAL CUSlS,.,.,.,.,. •••••••••••••••••• a
lf!CM/YH
• • • • •
NlCOSl.A
R~S~~VOIR1 G~OO~OWAIE~ ON OlV~~~IO~ COSTS AIIHiiiUTEg TO THIS SITE: •••• • = = = = • •• ::11 o::~ =•• a ••• • • al:l:a::~.aa • • =a a •• • = ==• :.11 ==·==a • & •= ==- • = ... • • =• =a= ::a::
PWUJHl IYPE IOIH c:o s 1
• 2149,.1ll 16'-S,.lU
~~~~=a~-~ P01f'hiiAL ~ + 1 tiE-NI:Fll$•-···•••••• • 1Ullnl't.MI:l ~ S~O~l~~F I.OSSFSa• •••••••••••••••• • 1~3.12 ~ ACTIIAL ~ t I ~ENEFllS1 ............ ~ ~~~~.15 ~ TOTAl kr~41NING HEhEfiTStt ••••••• = oU~~.jS ~ TOIAL ritkf~ll-CUST HAJIO ••••••••• • 2.~~ ~
j AliHlHUlt:D TU M & I USE
~
100. 1B.
~-- 7 tl. '·····'",~~-··"
AllHlHIJTtD cosrs
. L.-~
• 2149.1iJ 1276.15
391.55 3811.40
a P~tSf.NJ VAI.UE Of ANNUAL BtNtfllS lf ~0 SHOkiFALLS FHOM THE SPECIFIED SUPPLY IAkGET OC,UR •~ ~H~SENT VAlUE OF AN~UAL LOSSfS D~f TU ShOWTfALLS FROM S~EClFlEO SUPPLY JARGET
.t PUitNilAl ~EfiEF[lS Ml~US SHOWIAG~ LO~SES ++ JNCLUDE-ATTRIR~T~BLE W~SER~Ol~r· Ol~tHSTO~, ANDIOH PU~PTNG COSTS·~HERF ~PPLICAHLF
~FN~fl I AND COS I A~ALVSJS FO~ lhHLGATIO~ AHtA: •=•~===~=~•••~•=====~•a===•=====•=••==•=•===•=
lAW~I I AH~~•••••••••••••••••••••• • INHI!.~IIur. CAPITAL COSTS .......... • lkHibAII(jh U~k CCSTS ••••••••••••• • lOIAI JH~lGAf)Uh lUSIS••••••••••• • IOJ,t,i liol.i.O(,t,IED ll.lSIS (Sft ttHOioo)• TUTAL LIJSTS •••••••••••••••••••••• =
IJA5l~HCJ
WtS~~VId~, 6~UUh6-,t,TE~ OH OIVF.k~ION CUSIS Ali~IBUTED TO THIS lR~IGAriON AREA •~a===z====•~~••z==•~=••o=====•==•••===========••~~&aa:=••••••••••••••••••••
PktiJECI I1Pf.
kt!, H 110 I !of·' I 0 I Al -
IOJAl COST
• 2146.1-<l,o· .2146.8'#
PUTI .. liAL IIIH-JGATTUN--REfrtEflfS •••• a SHOklAGl lOSSfS=•·••••••••••••••• • ~CIUAl IHNl&~JlO~ ijthEFllS~ •••••• • fOIAl ~f.~AfNINh H~Nf.flfSt+••••••• = lOJ,t,L ~~~~FlJ-COSl HAll~ ••••••••• • lNitH~AL ~AlE Of kETUHN~••••••••• •
ltll~l~.71 14'd.15 25~'l.td I~Uj.6n
1 • tl 'Ji 1.)U
• • • • 1
2. AflHIFlUTED 10 lRH [GA.llON AkEA
~
45. 'tS.
AllkUWrt:o c 0 s 1 s
•
a PHES~NT ~ALUE Of ANNUAL HENEF11S I~ N~ SHOHlFALLS FRO~ THE SPECIFitD SUP~LY TAkGt:'r OC~UR •• .-HI-~1-I•.J lll'lliE OF- AhNU,t,.l-lOSSE::S ·DUE lll SHOklf-.&LLS•--fiWfllt- SPEClFIEO S.UPPLY TAMGtl + POIENilAl RENEfliS ~INUS SHOklAijE LUS5lS ++ l~tlUU~ A11RIBUIA8l~ RESfH~CIH, DI~EWS!QN, AND/OR PU~PING .COSTS ~HEkt APPLlCAHL~
~E~fFII AhU COSI AhAlVSIS FO~ TkHJGAilON AHEA: VASlUWIIE •~E===~=•~·~~=•~~-~~•••~•=~•=••==•a~•=a•••=~a•
TAH~~ I AktA••••••••••··•••••••••• a li<HIUAIIO"' CAPll~l. COSI& ••••• -•••• • l~klltAIIO~ O~k tCSTS., •••••••••.••• _ • TOTAL l~HiGATION COS1~ ••••••••••• ~ 101Atl AU OCA-TED COS IS.- (SEE iiElt.ll!!)• IOIAL CUSfS •••••••••••••••••••••• •
llESiil\1-,)-1~ ... bW.OU~Gioo4~f-lol- Ok D-1\IEWSIOff:Ci!SrS AITki111HED 10 lHIS lRRIC:.ATION AWEA ·=~~=;=~===·····==~·==··==·=·=···~·-··=·======·=·=···=·······======·=·====== PtfQJi-C I TH·E t.A~E TOT-'"l
-~OS I
• kfSU¥1>IP,·1~ -I< -'"l fl. A., 21411.h~
111 I AL Vld:iliUPH 2146.tl~ ·<:--:,
POH,.TIA.l IRfolf6-AllON+ftt:,_,E-f-H!:i-., ••• •~ SHnWIAG~ LOSSES==•••••~•••••••••• • AClU~l IHRibAllUN ~E::NEfl[S~ •••••• z TnlAL H~~AINlhG RfNEflTS~i ••••••• • lOI.ll 1-lf·_,...Ffll•(IISI --liAf (0••••••••• • lNTF~~Al kA[f Of kETUNN.,. •••••••• a
% Allldi:iUTED- Ttl AT"THltjiiTED IIHf J (,,&I JOH ,lHfA cosrs
% • 2'4. 513.11 21(, .. 513.11
• •• • •• ~kl~t~T VAlUE Uf- A~NUAL HlN~fiiS I~ hO SHO~IFALLS f~OM T~E SPECIFIED Sli~PLY TAHGET 1-'loi·H~I \IAill~ 1\f ANNIJAI LCSS~S OIJf ill SHilkff-AlUi ff.IO~ SP~ClflEO ~UPPLV lAI'IGtl PUI~NflAL H~NEFIJS ~lhUS ShO~lAG~ LOSS~S 0.(1 UDE: Alll<llBULI,B __ ~· HI:.SEHVOtH, Ollll:kSlON, Ar-.0/0R PU~PlNG COSrS WHEME At"PLICAHLE
OCCUR
h~~~fl I A~O tUSI A~•LYSJS f~~ IHH16AIJUN AHEA: •==~~~~~a:a~=••~•aaa&~;as~aa;•~••=•••a•=~===a=
lA~hfl ·h~A•••••••••••••••••••••• • (~HJI,AIJON (APIIAl COSIS ••••••••• a lRHl~AltUh OM~ (~SlS ••••••••••••• • llllAL lk~lbAIJO~ CU~lS ••••••••••• • lUI~I ALLil(AI~O CllSIS (S~~ ~flO~)z
TUIAL cusls •••••••••••••••••••••• •
1~/.llu HA 1.-D .6'} ll
14,._,u A 1'o/.'ll'i II. 1 <'iio ,.td II jj~ .-ol .11.
VASlRNIIl
~FSt~~VIW, 6NUUNe~AlfN 0~ UIVt~SIUN LU~fS All~lHUl~O 10 lHIS lHRLGAliO~ AHEA aza;;:;;azaa=====•====================:;;a;;;;aa:;::a:&:a&&&&:a;:;;;;;;;;:;; ~HUHCI l'1Pt:
IH· SioiVU I joj ·TUlAl
TOIAL CO~ I
• .?140.t!-Y 21lt6.b\f
Pill~~~ IAL 1N~TG~I10~ O~Nff·lts •••• Sti~~T~L,~ LO~Sf~==•••••••••••••••• a ACILLAL l~kH>Ail(lh IH;NFF(l!i't···•••• • TUIAl hff'lllll~llt..ll HE:toJfflTS+t,,.,,,.,. lUI AI Ht-NFfl I•CuSl WAl-10,.,,.,, •• a lNI~NhAl ~AI~ OF H~IUHN~••••••••• a
:C: ATTtfiHtlft:O TO lHio!lb.t"llON AHEA
~
"· 9.
A llWHWIEU COSTS
~
1H4.oj 1M4.td
11 2.
.: 1-kt:!\f-tll V,&llJE: Of ANNIIAL BENEI-IIS. If NO SHOinFALI.S FHOM THE Sl-'f(IFTEP SUPPLY TAR!lET OCCUR •~ ~~fSFNT VALUf ~f ~N~~Al lOSS~S nilE ltl SHOW It-All S fNO~ S~EClfiED SU~PLY TAWGfT -+ ~lllt-t•llAl. t;f~1ttTIS MI,..LIS ShGHIACif LOSSES -t+ (t.;CtiJOt AllNli::!U"IA~LC kt;.SER\JOIH, IJLIIEWSIUN, At1U/OH PUfoiPJNI:i COSIS WHEHE Af'PLICAULI:
HENEt-11 A~O COSl AhALYSiS FOH IKHI~AI!ON AREA:
TAWhi I A~I-A•••••••••••••••••••••• •-IKtflti~lliJt, CAf-llAl cusrs .......... • lHH[hAIION U~W COSTS ••••••••••••• • IUIAI llt~o.JC.AT10~ CUSIS ••••••••••• • lfiiAL AlLUtATED CUSfS (~EE HfLO~)• IUIAI (USIS •••••••••••••••••••••• ::;r;
PUl~ioll.l' lWWili ... ~lOk fi~N.tfi~S., •• • SHII~I~l1f IC~SFS••··•••••••••••••• a Al"IIJA' lHHlGATlUt-. l1ENEFITS•••••••;; 101-.1 k~I'.AlklNC. Hl-l'..f-fllS-++.., •••••• • 101AI HF.NF~ll-(llSl HAIIO •• , ••• , •• a INlt-ktiAI H•lf- Of l"'tTUHN •• ,. ••••••• •
Hn.llll HA ·u .. s~ ' .H .04 • '.:il.'>O • 0.11 • ')1. 56 '
411,611 • •Jf.h( " 3 .:!II, 0~ • 26'\t.U') ' fl.~~ 1.'iU '
S.LO,JHH
• Pkt:Sl-hl VALla Ot ANHU~l,.I:Jt:flt:t'liS [f !'ttl SHO~IFA.l.LS f-HOM IHE SPEClfi~O SUPPLY IAHbE-.f OCCUR •• ~JotSt:NI VP,IUI: 1)f Af.IHUIIol LOSli~S Dllf lu St<OIHFALLS FHOfl' SPEtlflE-D·· SUP~LY TAIHiET + PUit~TI~l ~fh~flTS MINUS- SHO~TAGE LOSSES •+ l~CLU~f -llR(HUIAOLE RESERVO!R~· ~~~E~SlON, ANO/OH PU~PING COSTS- ~HE~E APPLICAUL~
HE~Efll A~D COST ANALYSIS FOH IWMIGATION A~fA: ~AWI lNR •••••==~~=•a•==••••~=••==•==c•==•=•====••=~==•
TAHhf[ AR~A•••••••••••··-••••••••• • lRRlC.ATLON CAPliAl COSrs ••••••••• * lH~l~AJJuN O~R COSIS ••••••••••••• • TOTAl. lWW16AllON CCSTS••••••••••• = lUTH AU IICA·HD ·COS-lS.- (St'F. HHOW)•~ TOTAl. COSTS•••••••••••••••••••••• :
1-'IJHjojiJIII. JW .. -JI!AliO,_.- PtNEflJS·•·•• -•r· SHOftiAbE LOS~tSc~ •••••••••••••••• = ACTl"l l!iMlC:.AllON BE:Nf-fl·TS-t ....... = JOJAL ME~A1NIH6 BE~CFITS-+~ ••••••• a IOIJII tltNFFri-COSI fooiAllll •••••••••. ,• INI~W~AL ~-Tt Qf ~ETU~N ..... ~~···•·•
• PWt~~Nl ~Al~· Of ANNUAL ~EhffllS If NU ShO~ltALLS FROM l~E S~EClfJED SUPPLY lA~GEr OCC(JW ••· ..-~~~ENI·-V ... IIH~., Of· ,t.NNtJ.Al l.OSStS--DUE TlJ SHORlfHLS FlfOM· SPECIFIED SUPPLY TAHGI:I i ~OTENTIAL h£~~FJTS MINUS SI!ORTAGE LOSSES ~·· lNCLUilf A-lllotltJU1A8l~E NESEMV01R.t"-1Ul.IHHS10N, AND(OR PUMPUtG COSTS·--wltEHt:. APPllCA~LE
8ENtfll .ANO COSI A~~LYSIS FO~ !HHIGA110N AWt:A: PE.NlfcHVC
1-ANGF I A-~o~~.t.· •• •••••• •• •• ••• ••••• ••. •• lkHl~AilU~ CA~fTAl CUSI& •••••••••. • \HiotlhAIIUN O~W COSlS .............. a JlllAL lllHif:iAliON (I.JS.l~ •••. , ........ ,. IOIAt 1\11 UC,lEO · COSTS (Sff -P.EUJW)•·· JoTAL cosrs~············-·~---··· • HHioFWYUI~..-i-~-o~o~-OII"'G~.A-JEfkO_~··Dl\lf~SlOI't CUSIS AIHilHUlED 10· THI-S lRWl&AllON AREA •=~=~=====•=~=z=•====•================~========~==••==•*====•===============
P~OJi-tT TYPE .NIIM.~:. JOTAL_ ~ AI TH.JbUTEO TO AliNIHUlEO Co>T 1 HH JliA f lUN ~REA COSTS
' • ' M H ~ ... IJO.Iiii .r."_ .uw.--,.10.~. ,,.,.,,._ 161411).30 22. .SMI.5~ lllVH!i.JQK DI\f ~ 504.50 22. 11j,Q3
JiJT Al PENlk~\11: 21-..HI 22. ""1.57 ' -·~. ~; ... .--<.·.-· ._.._ .. _, ....
l-l(llt-P..IIAL IRIUGAT101'4'--BENEFI"TS.-.,_~.·-• R~Y.91 M S~O~TA~~ LOS~kS•=·•••••••••••••·•··• 6~U.U~ • ACIUAL lWRlGAllOI'o BENEFilS+ ••••• ~_, • 2j>J,'ii2 A
·lOI.tol IH!IIAitliP-16· HEhfF_rTS++.•••••••·~•<A.· -lt6'J.lh M JtJJ,t,L rltl'.t=t 11-Cil!il RATIO........... U,.Jit ~~~~~~Al WAl~ OF R~1UHN•••••••••• .~ 1.~U ~
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