Development of El-Salam Canal Automation System

doi:10.4236/jwarp.2012.48069

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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

Email: [email protected]

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

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

Arish

Manzala

Lak

Port

-Said

Ism a il li ya

Damietta

Suez

Serw Drain

Bahr Hadous Drain

Ba h r El

Bak a r Dr ain

Pr essurize

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

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

Salam Canal Intake

Salam Syphon

Under Suez Canal

(1)

(2)

(3) (4)

(5)

Med i t e rranean Sea

Barda wi l

Lake El

Arish Valle

Arish

Manzala

Lake

Port

-Said

Ism a il li ya

Suez

Pr essurize

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

AWGo

where:

Q = Discharge through the gated structure (m3/s)

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)

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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