Journal of Water Resource and Protection, 2012, 4, 597-604
http://dx.doi.org/10.4236/jwarp.2012.48069 Published Online August 2012 (http://www.SciRP.org/journal/jwarp)
Development of El-Salam Canal Automation System
Noha Samir Donia
Environmental Studies and Researches Institute, Ain Shams University, Cairo, Egypt
Received February 24, 2012; revised March 26, 2012; accepted April 7, 2012
ABSTRACT
In Egypt irrigation water is becoming more scarcer with the continuously increasing demand for agriculture, domestic
and industrial purposes. To face this increasing irrigation demand, the available water supply in Egypt is supplemented
by the reuse of agricultural drainage water as in El-Salam Canal that do not satisfy water quality stand ards defined for
the canal. This paper introduces an automation system for El-Salam Canal to control the flow of the fresh water and
drainage water supplied to the canal. This au tomatic control system (A CS) is able to process d ata of various flows and
water quality data along the canal. This control system is represented by a canal computer model. This syste m computes
the required control actio ns at the Damietta branch and the feed ing drains. It is also able to generate optimum solutio ns
for the canal to satisfy the pre-defined canal conditions and stand ards.
Keywords: Water Quality; Automatic Control; Modeling
1. Introduction
As water is becoming more and more a scarce resource
all over the world, proper management of the available
water is essential. For an optimal use of the available
water resources, water management strategies have to be
developed. A water management strategy is based on a
water control system. The two main factors that deter-
mine the designated water use are the water quality and
water quantity of a water system. Controlling the quality
and quantity of a water system is done using monitoring
devices, water gates, pump stations, power stations and
other operational devices. There are different types of
controlling a water system. However, the use of auto-
matic control has lately proven to have more advantages
over other types. Automatic control provides accuracy,
reliability, time-saving and man-power saving. It also
enhances flexibility and saves water and improves pro-
duction.
Many researches have been conducted for implement-
tation of automatic con trol water systems. [1] studied the
real-time control of combined surface water quantity and
quality for polder flushing. [2] studied the Elements of a
decision support system for real-time management of
dissolved oxygen in the San Joaquin River Deep Water
Ship Channel. In Thailand, on the Kamphaengsaen Irri-
gation Canal, the canal’s automation system has been
developed and tested during October 2006 to July 2008.
The canal automation system consists of the master sta-
tion and six remote terminal units (RTU) which commu-
nicate by VHF radio. The six RTUs installed in the canal
irrigation system are for monitoring and controlling of
water levels and discharges in the canal system, moni-
toring rainfall, air temperature and relative humidity. The
system has provided flexible, accurate and reliable con-
trol of irrigation water supply [3]. In Arizona USA, on
the Salt River Project Canal system an automatic control
system was proposed. This system automates and en-
hances functions already performed by operators. Some
of these functions are control of water levels and flow
control at check structures. The proposed system consists
of three separate controllers with a configuration that
makes control actions computed independently of gate
hydraulics. The controllers are centrally operated, that is
monitoring and determining control actions is done from
a remote site. The control system has proven to be a sta-
ble and robust system [4]. In Australia, on the Coleam-
bally Canal Network, an automation system has been
introduced, with the objective of reducing the operating
cost of the canal system, reducing conveyance losses and
improving the ability of the supply system to respond to
irrigation demands. There is an ability to remotely moni-
tor and regulate the main canal which results in a much
improved standard of service to the secondary canal
off-takes. Gates are being automated and a software sys-
tem controls the opening and closing of the gates auto-
matically. The control system assists irrigators to im-
prove the efficiency of water use [5].
This study focuses on introducing El-Salam Canal
control system that consists mainly of an automatic mo-
nitoring system and an automatic control syste m which is
C
opyright © 2012 SciRes. JWARP

N. S. DONIA 598
represented by a computer control model based on a data
driven model.
2. Study Area Description
El-Salam Canal is located in the North East of Egypt
where it supplies water for the reclamation of new lands
in that part of the country. These areas are originally
parts of the sedimentary formation of the ancient Nile
branches in that area. The canal intake is on the right
bank of Damietta Branch at Km 219, 3.0 Km upstream
the Faraskur Dam. The canal passes through five gover-
norates: Damietta, Dakahliya, Sharkiya, PortSaid and
North Sinai [6], the total length of the canal is about 277
Km and is divided into two main parts. The first part is
West of Suez Canal, it is about 86 Km long and the sec-
ond part lies east of Suez Canal and is about 191 Km
long. The western part of the canal is known as El-Salam
Canal. It starts from the intake at Damietta Branch (Nile
River) runs in a south-eastern direction and crosses the
Suez Canal through a siphon, it continues after the si-
phon and the eastern part of the canal is known as
El-Sheikh Gaber Canal. A layout of El-Salam Canal is
shown in Figure 1. El-Salam Canal was designed to sup-
ply the irrigation water to a total area of 620,000 feddans
consisting of 220 thousand feddans on the western side
of the Suez Canal and 400 thousand feddans east of the
Suez Canal in Sinai. The canal was planned to convey a
discharge of 4.45 billion m3/year. About 2.2 billion
m3/year would be fresh water supplied from the Nile and
transferred through the canal at its intake. And about 2.25
billion m3/year is to be supplied from two drains called
Bahr Hadous and Lower Serw drains. The water quality
represented by salinity was also a concern when design-
ing the canal.
Salinity should not exceed 1250 ppm generally in the
canal. Many structures are constructed along El-Salam
Canal. The first group of these structures is for water
regulation purposes, consisting of pump stations and
regulators. The second group of structures is crossing
structures such as siphons and br idges.
Some of the objectives and benefits that are gained
from implementing El-Salam Canal are: redistributing
population in Egyp t, protecting the eastern bord ers of the
country, strengthening the Egyptian agricultural policy
through increasing the cultivated areas and agricultural
yield, increasing agricultural and national production and
thus increasing exporting vegetables and fruits while
decreasing food import, benefiting and making good use
of agricultural drainage water as an important water re-
source, creating work opportunities for the youth and
establishing tourism, industrial and mining projects.
Therefore, careful investigation and prediction of the
quality of water throughout the canal is crucial. Many
studies have been carried for assessment of the water
quality of Bahr Hadous and El-Serw drains, [7-11], also
many studies have been conducted about the agriculture
development of El-Salam water [12-16], and few studies
were conducted to study the water quality along El-Salam
Med i t e rranean Sea
Barda wi l
Lake El
- Arish Valle
y
El -
Arish
Manzala
Lak
Port -Said
Ism a il li ya
Damietta
Suez
El - Serw Drain
Bahr Hadous Drain
Ba h r El - Bak a r Dr ain
Pr essurize
d
p
ipeline
North Sinai Development Project
(1)Tina Plain Area 50,000 Feddans
(2)South Qantara Area 75,000 Feddans
(3)Rabaa A rea 70,000 Fedd ans
(4)Bir El
-Abd Area 70,000 Feddans
(5)El-Serr Wa El
-
Quarir Area 135,000 Feddans
Faraskour
Drai
El-Morra
Lakes
Suez Canal
Suez C an a l
El - Salam Canal
P.S. 3
P.S. 2
P.S. 4
P.S. 6
Sheikh Gaber CanalShe ikh G aber C anal
(Ope n Channel)
P.S. 5
El - Salam Canal Intake
El -
Salam Syphon
Under Suez Canal
(1)
(2)
(3) (4)
(5)
N
Med i t e rranean Sea
Barda wi l
Lake El
- Arish Valle
y
El -
Arish
Manzala
Lake
Port -Said
Ism a il li ya
Suez
Pr essurize
d
p
ipeline
North Sinai Development Project
(1)Tina Plain Area 50,000 Feddans
(2)South Qantara Area 75,000 Feddans
(3)Rabaa A rea 70,000 Fedd ans
(4)Bir El
-Abd Area 70,000 Feddans
(5)El-Serr Wa El
-
Quarir Area 135,000 Feddans
El-Morra
Lakes
Suez Canal
Suez C an a l
Salam Canal
P.S. 4
P.S. 6P.S. 7
Sheikh Gaber CanalShe ikh G aber C anal
(Ope n Channel)
P.S. 5
(1)
(2)
(3) (4)
(5)
Man zala
Pump ing Stat i on
P.S. 1
Figure 1. Layout of El-Salam Canal project.

N. S. DONIA 599
Canal, [17-22] developed a decision support system
(DSS) to choose the required treatment option of dis-
charging drains in order to satisfy with these guidelines
but little attention has been for real time operational wa-
ter quality management of the canal [23,24].
3. Computer-Aided Control System for
El-Salam Canal
The Control System on El-Salam Canal integrates the
water quality monitoring and the water quality control
policy using:
 An automatic monitoring system (AMS), which is
capable of collecting data of different flows and water
quality along the can a l.
 An automatic control system (ACS), which is able to
process data of various flows and water quality data
along the canal. Th is control system is represented by
a computer model designed for the canal.
This computer model is able to generate optimum so-
lutions for the canal to satisfy the pre-defined canal con-
ditions and standards. The model can also compute the
required control actions at the Damietta branch and the
feeding drains which supply the canal with its water. It
calculates the gate opening required for each mixing
drain.
3.1. The Automatic Monitoring System (AMS)
The type of automatic monitoring system used consists
of a Data Acquisition System (DAS) which runs a data
software collection platform (DCP). This DAS includes
at each local station:
a) A Data Collection Unit (DCU)
b) A Data Terminal Unit (DTU)
c) Computer Control Model
The DCU collects data from sensors and is triggered
by the DTU, whereas the DTU is the part that triggers the
DCU and sends data to the computer control model at the
main station [7,8]. The communication equipment is in-
stalled at each DTU and at the main station. The com-
munication system also supports voice communication
between any two stations. The facilities of the voice
communication system include telephone, earpiece and
mouthpiece. To fulfill web communication, a web-en-
abled software is introduced to the control system at the
main station to support remote monitoring and viewing
of databases for station details, historical and actual data
through the internet. In case of failure of the automatic
system that sends the control actions from the main sta-
tion to all the DTUs of all stations, the data communica-
tion system delivers the control actions to the concerned
stations in the form of messages. These messages are
displayed on the DTU for the managing of the station
manager and the operators. Upon the reception of a mes-
sage, alerting devices like a horn and a flashing light are
automatically activated through digital signals delivered
to the DTU. All electrical devices are connected with
cables to deliver power and to transport sign als and data.
Cable guidance tubes, ducts and similar connections are
used to give the cables proper protection.
3.2. Description of the Automatic Real-Time
Control System (ARTCS)
 The supply, transport and distribution of the irrigation
water are managed through real-time control of the
structures on El-Salam Canal. The structures which
we consider in this study are:
 The head regulator at Damietta Branch admitting
fresh water from the Nile.
 The regulators at the Lower Serw drain admitting
drainage water from the agricultural drain.
 Pump station No. 3 lifting water from Bahr Hadous
drain to El-Salam Canal.
3.2.1. Automatic Real-Time Control System Featur es
The ARTCS s ystem i s based on :
 Full utilization of th e available fresh Nile water with
a water quantity control at the rest of the intakes to
El-Salam Canal.
 Presence of instantaneous information available on
the actual flow of the drains and of Damietta Branch
feeding El-Salam Canal.
 Presence of instantaneous information available on
the salinity of the drains and of Damietta Branch
feeding El-Salam Canal.
 The difference between the actual value (measured)
and the setpoint (desired output response) is checked
every suggested period (e.g. 30 minutes) and control
actions are calculated by the controller. Those actions
are automatically communicated and act on the ac-
tuators that execute the control actions physically
causing the operation of the gates and pump stations
as desired.
Thus the automatic real-time contro l system fulfills the
following functions:
 Receiving the measured data once every 30 minutes.
 Processing data and comparing it with setpoint values
 Computing required actions by pump stations and
gates.
 Communicating these actions to the needed gates and
pump stations and operating them as desired.
3.2.2. Control Met h od Description
The computer model is installed at the main station. It
includes the software that receives the monitored data
from the DTU and makes all the necessary computations
(processing of data). It then gives an output of control

N. S. DONIA 600
actions that are sent back to the DTUs of all stations .In
the computer control model, the control method that is
applied is called the Master-Slave controller. Th e Master
controller determines the flows that need to be applied at
the control structures (Damietta Branch, El-Serw drain
and Bahr Hadous drain), while the Slave controller of
each structure converts the flow to a local setting of the
structure. As the Slave controller receives information
from the Master controller about the flow change that the
concerned structure has to implement, it converts this
flow change to a change in the opening height of the
gates or in a change of the pump flow by the following
relationship (Equation (1)):


UfQ
ttdamdam serwserw
hadous hadous
Q TDSQTDSQTDS
QTDS
 

(1)
where:
U: structu re setting (gat e opening or pu mp flow)
Q: flow through the structure
Slave controllers use upstream and downstream water
levels (h) around the structure in th is formula. A detailed
explanation of this formula is given earlier in chapter
three.
3.3. The Automatic Control System (ACS)
The type of control system used is the “multivariable
closed-loop water management control system with dis-
turbance and feed forward monitoring”. This control
system is a combination of feedback control and feed
forward control methods. Parts of the automatic control
system are shown in Figure 2 [8].
The computer control model represents the automatic
control system used. This computer model is based on a
data driven model. The data measured along El-Salam
Canal over the years 2006 to 2008 are being used in this
model.
3.3.1. M athematical Background of the Computer
Control Model
The basic equations governing El-Salam Canal are :
 Mass Balance Equations: Equations (2) and (3)
Qt = Qdam + Qserw + Qhadous (2)
(3)
 Data Driven Equations: Equations (4) and (5)
serw hadous
QQ R (4)


serwhadous dam
OMR QQQ

(5)
where:
Qt = output discharge of El-Salam Canal (million
m3/day)
TDSt = salinity at the output discharge of El-Salam
Canal (ppm)
Qdam = flow of Nile water at Damietta Intake (million
m3/day)
TDSdam = salinity of Nile water at Damietta Intake
(ppm)
Qserw = discharge of El-Serw drain (million m3/day)
TDSserw = salinity of El-Serw drain (ppm)
Qhadous = discharge of Bahr Hadous drain (million
m3/day)
TDShadous = salinity of Bahr Hadous drain (ppm)
R = measured ratio between discharge of El-Serw
drain and discharge of Bahr Hadous drain
OMR = optimum mixing ratio of fresh water and
drainage water
 Flow-Gate Equation: Equation (6)
From Bernoulli equation the following flow-gate Equa-
tion (6) is derived:
d12
QcA2gh h  (6)
Figure 2. Design of the suggested automatic monitoring and control system for El-Salam Canal.

N. S. DONIA 601
with
g
AWGo
c
c
where:
Q = Discharge through the gated structure (m3/s)
d
A = Wetted area (m2)
= Overall discharge coefficient
Wg = Gate width (m)
Go = Gate Opening height (m)
g = Gravity acceleration (m/s2)
h1 = Upstream water level (m)
h2 = Downstream water level (m)
Constants: d = 0.6 – 0.65, Wg = 25 m for Damietta
intake & 12 m for El-Serw drain, g = 9.81.
 Flow-Pump Equation: Equation (7)
N
OPQ COP (7)
where:
NOP = No. of Pumps
Q = Discharge needed to be pumped (m3/s)
COP = Capacity of Pump (m3/s)
Constant: COP = 16.5
It has been found from the data measured over the
years 2006 to 2008, that the best scenario to be used to
satisfy the specified conditions for El-Salam Canal is
fully utilizing the available fresh Nile water (Damietta
Branch) together with the optimum discharge of the
available drains feeding El-Salam Canal (El-Serw drain
and Bahr Hadous drain). Both fresh and drainage waters
are mixed with an optimum mixing ratio. It has also been
concluded that if the available fresh water (Damietta
Branch) is greater or equal to half the required discharge
of El-Salam Canal, then both fresh and drainage waters
are mixed with mixing ratio 1:1 as designed and in that
case this would be the optimum mixing ratio.
To satisfy the quantity and quality standards defined
for El-Salam Canal, we have to calculate an optimum
value of the drains discharges and an optimum mixing
ratio between fresh water and drainage water. To do so,
Equations (1)-(4) are solved in a numerical method. After
the optimum values are calculated, control actions are
computed using Equations (5) and (6).
4. Automatic Control System
Implementation
In order to represent the optimum values of the feeding
drains discharge, the optimum mixing ratios and the
suitable control actions which satisfy the standards de-
fined for El-Salam Canal, the model is run under differ-
ent input discharges and different values of input water
quality parameter (TDS) from Damietta Branch, El-Serw
drain and Bahr Hadous drain. Data obtained through the
years 2006 to 2008 represent the different scenarios that
are chosen by the model.
4.1. Scenarios Analysis
Input values of discharge and TDS at the Damietta intake,
El-Serw drain and Bahr Hadous drain are shown in Fig-
ure 3, and input values of upstream and downstream
water levels at Damietta intake and El-Serw drain are
shown in Figure 4. Iinput values of constants are shown
in Figure 5. The input values are used by the model to
define the control actions of water levels of the drains
Figure 3. Scr een displaying the input discharge and TDS at
feeding points along El-Salam Canal year 2007.
Figure 4. Screen displaying the input values of levels up-
stream and downstream water along El-Salam Canal year
2007.

N. S. DONIA 602
Figure 5. Screen displaying the input values of pumps
constants.
discharging into the canal and to calculate optimum val-
ues of drains discharges at the feeding points, an opti-
mum mixing ratio the output discharge of El-Salam Ca-
nal together with the salinity at the output discharge of
the canal.
The results of running different scenarios by the im-
plemented computer control model are shown in Table 1.
Output results of all scenarios presented in this study are
displayed for certain months chosen as an example
(February 2006, May 2006, July 2006, June 2008 and
one assumed month). The table shows the control actions
taken at Damietta Branch, El-Serw Drain and Bahr
Hadous Drain concerning the gate opening and number
of pumps are under different scenarios.
In Figure 6, the results of a run of the model for the
selected month January 2007 chosen as an example are
displayed. Values entered shown in Figure 6 are used to
compute the control actions that are required at the Da-
mietta intake and the feeding drains. In Figure 7, the
calculated control actions for the selected month January
2007 chosen as an example are displayed.
4.2. Analysis of Scenarios Outputs
In scenario 1 (June 2008), it is concluded that when the
available fresh water (Damietta Branch) is greater or
equal to half the required discharge of El-Salam Canal
and the salinity at the output discharge of El-Salam Canal
is within canal’s standards, then the optimum mixing
ratio between fresh and drainage waters will be 1:1 as
designed. This will increase the discharge of El-Salam
Canal to the req uired discharge (improve) and will main-
tain the salinity within the canal’s standards 1).
In scenario 2 (January 2007), salinity at the output dis-
charge of El-Salam Canal and the required discharge of
the canal are within the canal’s standards, thus the opti-
mum mixing ratio between fresh and drainage waters
will continue to be as measured.
In scenario 3 (July 2006), it is concluded that salinity
at the output discharge of El-Salam Canal is within ca-
nal’s standards and the output discharge of El-Salam Ca-
nal is increased to the required discharge (improve).
Table 1. Measured and calculated Data (GO & No. of Pumps) under different scenarios.
Chosen months June 2008 Jan. 2 00 7 July 2006 Feb. 2006 March 2007 Nov. 2007
Scenario name Scen. 1 Scen. 2 Scen. 3 Scen. 4 Scen. 5 Scen. 6
GOdama (original) meter 2.75 1.73 1.09 0.54 2.34 0.27
GOdam (calculated) meter 2.55 1.73 1.09 0.54 2.34 1.39
GOserwb (original) meter 0.34 2.4 1.08 0.61 1.34 1
GOserwb (calculated) me ter 0.41 2.4 1.62 1.6 1.04 1.39
FChadousc (original) No. of pumps 3 2 2 1 2 1
PChadousc (original) No. of pumps 0.17 0.95 0.43 0.3 0.46 0.91
FChadousd (calculated) No. of pumps 3 2 3 3 1 2
PChadousd (calculated) No. of pumps 0.79 0.95 0.64 0.4 0.91 0.68
TDS total (measured) 841 994 1016 975 1622 1473
TDS total (calculated) 871 994 1142 975 1250 1099
Mixing ratio (measured) 0.77 1.54 1.2 1.14 3.73 3.73
Mixing ratio (calculated) 1 1.54 1.8 2.99 3.12 1
Where: aGOdam = gate opening at Damietta Branch; bGOserw = gate openin g at El-S erw Drain; cFChado us = full ca pacit y of pumps at Bah r Hadous
rain; dPChadous = partial capacity of pumps at Bahr Hadous Drain. D

N. S. DONIA 603
Figure 6. Screen displaying the original and calculated
control actions at the feeding points along El-Salam Canal
for January 2007.
Figure 7. Screen displaying the original and calculated
control actions at the feeding points along El-Salam Canal
for January 2007.
In scenario 4 (February 2006), it is concluded that sa-
linity at the output discharge of El-Salam Canal is de-
creased (improve) and the output discharge of El-Salam
Canal is increased although not reaching the required
discharge (improve).
In scenario 5 (March 2007), it is concluded that salin-
ity at the output discharge of El-Salam Canal is de-
creased to the standard value (improve) and the output
discharge of El-Salam Canal does not increase but may
decrease, thus sacrifice with the discharge for the sake of
the improved salinity of the canal.
In scenario 6 (November 2007), it is concluded that
salinity at the output discharge of El-Salam Canal is de-
creased to the standard value (improve) and the output
discharge of El-Salam Canal does not increase but may
decrease, thus sacrifice with the discharge for the sake of
the improved salinity of the canal.
In all cases, control actions are taken at the Damietta
Branch, El-Serw drain and Bahr Hadous drain to fulfill
all scenarios. On El-Salam Canal the gated intakes are at
Damietta Branch and at El-Serw drain. The pumped in-
take is at Bahr Hadous drain. Thus the gated intakes use
Equation (5) to calculate the control action needed (gate
opening height) and the pumped intake uses Equation (6)
to calculate the control action needed (no. of pump units
required to operate).
5. Conclusion
Based on the results of this work, the following may be
concluded that the computer-aided control system pro-
posed in this paper could successfully monitor and con-
trol the flow of the fresh and drainag e waters supplied to
El-Salam Canal allowing variable mixing ratios. Also,
mixing the fresh and drainage waters at the designed ra-
tio 1:1 does not improve the value of the total output
discharge except when using fresh water as half the re-
quired discharge of El-Salam Canal. Finally, fully utilize-
ing the available fresh water together with optimum dis-
charge of drainage water has improved the total output
discharge of El-Salam Canal and the salinity at the output
discharge of the canal.
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