Feasibility of direct pumping for irrigation improvement projects

International Journal of Mechanical Engineering and Technology (IJMET), ISSN 0976 –
6340(Print), ISSN 0976 – 6359(Online) Volume 4, Issue 2, March - April (2013) © IAEME
494
FEASIBILITY OF DIRECT PUMPING FOR IRRIGATION
IMPROVEMENT PROJECTS
Ibrahim R. Teaima1
, Alaa A. A. Gharieb2
and M. A. Younes1
1
Mechanical and Electrical Research Institute, National Water Research Center, Delta
Barrage, Egypt
2
Water Management Research Institute, National Water Research Center, Delta Barrage,
Egypt
ABSTRACT
This research was initiated with the objective of studying the feasibility of replacing
the head tank as a safety system feeder at the irrigation pipeline with air valve in order to
reduce the cost of meska improvement per feddan. Field measurements were conducted on
three mesqa pumping stations at Meet Yazid command area. A numerical simulation to the
pressure variation for unsteady state flow was performed using KY Pipe 2010 code. Pressure
history during power failure was presented. A comparison between the computation and field
measurements was held. The comparison indicated that the numerical simulations were in
good agreement with actual field measurements values. The research indicated that the head
tank, at the pumping station, could be replaced with an air valve without any dangerous effect
and might save about 606 LE/feddan.
Keywords: Irrigation improvement, direct pumping, pipeline safety, head tank.
1. INTRODUCTION
Improvement of tertiary canals (meska) constitutes the major part of improving
irrigation performance. It includes replacement of the existing system with improved ones.
The old system is usually earthen and low level ditch with non-organized water withdrawal
through multiple pumping/lifting points along its length. Two types were recommended for
improving the old system, open elevated mesqa and buried low-pressure pipe. Elevated one is
an open ditch, but lined and elevated. Normal water level in the elevated mesqa was set to
INTERNATIONAL JOURNAL OF MECHANICAL ENGINEERING
AND TECHNOLOGY (IJMET)
ISSN 0976 – 6340 (Print)
ISSN 0976 – 6359 (Online)
Volume 4, Issue 2, March - April (2013), pp. 494-511
© IAEME: www.iaeme.com/ijmet.asp
Journal Impact Factor (2013): 5.7731 (Calculated by GISI)
www.jifactor.com
IJMET
© I A E M E

495
permit gravity flow to fields at 15 cm above the level. Alternatives for elevated mesqa
include a rectangular concrete cast-in place selection and pre-cast concrete “J” section. Low
pressure PVC pipeline mesqa is another option for replacing the old mesqa. It is set at
approximately one meter below grad and is provided with risers at spacing of 100 meters.
Such types of mesqas, elevated or pipeline are intended to reduce the seepage of water to
minimum value.
This research was initiated with the objective of studying the feasibility of replacing the head
tank as a safety system feeder at the irrigation pipeline with air valve in order to reduce the
cost of meska improvement per feddan.
The investigation phases during the course of this research are presented in this paper under
the following headlines:
• Outlining Irrigation Improvement Project (IIP)
• Describing the study area
• Outlining the pumping system within the study area
• Describing the hydraulic transient
• Executing simulations
• Executing field measurements
• Analyzing and presenting the results
• Comparing the field and numerical results
• Undergoing a financial and an economic analyses:
2. OUTLINING THE IRRIGATION IMPROVEMENT PROJECT (IIP)
The Irrigation Improvement Project (IIP) is a project which is implemented in order to
increase water use efficiency and agricultural productivity in Egypt’s old lands. Increasing
water use efficiency is used in a broad sense with a connotation of improving irrigation water
management rather than in the sense of the traditional definitions of water use efficiency, this
is to be accomplished by implementing a series of interventions at the irrigation delivery
system and on-farm levels, designed to remove irrigation related constraints to increased
agricultural production and to consider a full range of technical, economic, environmental
and social factors impacting irrigation water management. The IIP package includes both
hard and soft interventions at the delivery and tertiary (meska) system levels. Hardware
interventions at the meska level comprise the construction of collective pumping stations
(single-point lifting) at the head of each meska and replacing the old earth meskas with either
lined sections (prefabricated “J” sections) or low pressure buried pipelines with alfalfa valves.
More than 2200 new meskas have been constructed so far, all meskas are equipped with
diesel pumping stations.
The general layout of the systems is similar. It comprise from a small pumping station,
a head tank (a stand), and a pipeline (Mesqa) up to a bout 2000 m long at the end of which is
a vent/surge stand pipe, figure (1). This pipeline is composed of PVC pipe with diameters of
315-450 mm. The pipeline has outlets at intervals along it which serve quaternary units
(Marwas). Each outlet has a screw down valve allowing water to be discharged into open
channels.

496
Figure (1) General layout of the meska pumping station
Irrigation Improvement Project (IIP) was one of two schemes to achieve irrigation
improvement. IIP is made up of improved control structures using modern methods in land
leveling/tillage, on-farm development, rehabilitation of main and branch canals and most of
all mesqas (using pipeline mesqa instead of earth mesqa), promoting equity of water
distribution, and attaining a form of cooperation between the irrigation directorate and
farmers by forming water users associations [1]. The Egyptian government is planning to
continue the improvement works to reach a target of more than 3 million feddan by the year
2017 [2], [3] and [4]. IIP project has interesting impacts on the improved irrigation system
through increasing crop yield, land area and other variable impacts [5], [6] and [7]. Integrated
Irrigation Improvement and Management Project, (IIIMP) was the second scheme to achieve
optimal water resources use. The impacts of IIIMP is expected to achieve additional positive
effects on water distribution, quantity, quality, equity, timeliness, water saving by using
pipeline marwa instead of existing earth cross section and other technical assistance required
for establishing water boards and water user associations [8].
The existing pumping stations with head tank as shown in figure (2) in addition,
future IIP projects are currently under preparation to bring more areas under improvement.
The contribution of pipeline cost, pumping station, civil work cost, pump sets cost and
backfilling cost on the total cost are 47%, 29%, 14% and 10% respectively [9]. It means that
the main affective items on the total cost are the pipeline, pumping station and civil works.
The cost of the head tank is the major element which affects civil works.

497
Figure (2) Existing pumping station with head tank
El-Askari et.al [10] studied the technical, economic and social feasibilities of electrifying the
pumping stations of the improved meskas in future IIP projects instead of using diesel
pumping sets.
3. DESCRIBING THE STUDY AREA
A study area was chosen to be investigated. This area is about 105,325 feddans within
Meet Yazid Canal command area. The area belongs to Gharbia and Kafr El-Sheikh
Directorates in the Nile Delta and is located adjacent to existing IIP areas.
Slightly more than 500 existing old meskas feed the irrigated lands in the study area
with water from the delivery canals. It was decided to implement electric pumping stations as
they are advantageous over the diesel ones from many perspectives. Technically electric
motors provide a wider range of power selection (from 1 to 5 HP). They are readily available
on-the-shelf, have higher efficiency than diesel motors, require less maintenance and provide
greater ease so as flexibility of operation. Economically the annual total cost per feddan of
the electric pumping stations is 20% lower due to their lower running costs, although the
estimated total capital cost of the electric pumping stations is 11% higher than the estimated
cost of the diesel pumps for the study area.
The intake of Meet Yazid canal is located at Km 21 on the left-hand side of Bahr
Shebein carrier. Canal flows with a gentle slope in north-western direction until it ends close
to Borolls coastal lake with 63 Km length. It serves a total command area of about 197000
feddan through 19 branch canals. Several cross regulators are located on the canal in order to
control water.

498
4. OUTLINING THE PUMPING SYSTEM WITHIN THE STUDY AREA
Direct pumping system is applied at three pumping stations.
• The first one is pumping station number (4) located at Km 52.67 on the left-hand side
of Meet Yazid Canal. It serves a total command area of about 35.83 feddan. The
pipeline material is composed of PVC with diameter of 200 mm and 329 m length.
The pipeline has four outlets at intervals along its length which serves quaternary
units (Marwas). Each outlet has a butterfly valve allowing water to be discharged into
open channel. The pumping station consists of two small single stage end suction
centrifugal pump, flow rate 40 L/s and 20 L/s, head (4.5-6 m), rated horse power (7.5-
4 hp) at 1450 revaluation per min (rpm).
• The second one is pumping station number (7) located at Km 55.25 on the left-hand
side of Meet Yazid canal. It serves a total command area of about 45.9 feddan. The
pipeline material is composed of PVC pipe with diameter of 200 mm and 253 m
length, the pipeline has five outlets at intervals along its length. The pumping station
consists of two small single stage end suction centrifugal pump, flow rate 40 L/s and
20 L/s, head (4.5-6 m), rated horse power (7.5-4 hp) at 1450 rpm.
• The third one is pumping station number (12) located at Km 56.93 on the left-hand
side of Meet Yazid canal. It serves a total command area of about 30.00 feddan. The
pipeline material is composed of PVC pipe with diameter of 200 mm and 409 m
length, the pipeline has five outlets. The pumping station consists of two small single
stage end suction centrifugal pump. The flow rate is 30 L/s and 20 L/s. The head is (6-
7.1 m) with a rated horse power of (5.5 hp) at 1450 rpm. Electric pumping station
system can be modified by replacing the head tank by air valve and using the direct
pumping method. This change in the design of the improved meska is an attempt to
reduce the cost, which will be recovered from the farmers. Figure (3) shows the
modified pumping station with air valve installation.
Figure (3) Modified pumping station with air valve installation

499
5. DESCRIBING THE HYDRAULIC TRANSIENT
Transient flow is the most important item in the field of pipeline design and operation.
Transient flow exists in any pipeline system when the rate of flow changes abruptly for various
reasons. Some of the most common reasons are quick closing of valves accidental or planned,
starting or stopping of pumps and power failure. Power failure is considered the worst-case
scenario to produce hydraulic transient [11].
When transient flow occurs at the pipeline system, high intensity pressure waves travel
through the piping system until it reaches a point of some relief such as a large diameter reservoir
or piping main. The shock waves will then surge back and forth between the point of relief and
the point of impact until the destructive energy is dissipated in the piping system. If severe
negative pressures are allowed to occur along the pipeline, problems may arise due to pipe seal
joint failure. The maximum allowable negative pressure in the pipes is specified to be –3 m of
water. This is considered as the limiting value for the present transient analysis. The allowable
maximum pressure along the pipeline is considered to be 4 bars. The transient flow direct impacts
can be presented as follow, [12]:
• The pressure fluctuation leads to high stresses. The effective value depends upon the
pressure value and the rate of the pressure change. It might lead to rapture for pipes,
fittings, leaking and weakened connections, damage for water meters and gauges, pipe
support damage, valves, connections, column separation and high pressure after the two
columns rejoining which might lead to serious damage.
• Vibration and its effect on the pipe structure. High levels of vibration might cause a
resonance or failure or a form of fatigue failure or fatigue accumulation.
• Noise and impulsive noise might induce impacts on labors.
6. EXECUTING SIMULATIONS
Numerical computations are carried out by using KY Pipe 2010, Ver.5 [13] code. KY
Pipe is a water dynamic simulation tool used to calculate pressure transients in piping systems
caused by water hammer and that leads to design and operate systems with great reliability and
safety by avoiding the potentially catastrophic effects of water hammer and other undesirable
system transients.
6.a. PIPE 2010
Pipe 2010 is a powerful graphical user interface for laying out comprehensive pipe
system models, accessing and running associated engineering analysis engines and presenting
results in various ways. The models are entirely made up of pipe links end nodes and internal
nodes. Using this approach only a few simple steps are required to develop and modify pipe
systems and define the associated data. Friction losses through force mains shall be calculated
using the Hazen-Williams equation:
87.4
852.1
852.1
675.10
D
Q
C
L
hf = (1)
Where:
hf is the head loss due to friction in m of water
L is the pipe length in m
Q is the flow rate in m3
/s
D is the pipe diameter in m
C is the friction coefficient which depends on roughness. For PVC material, it is common to use
C=120~130.

500
6.b. BOUNDARY CONDITIONS
To get an accurate simulation, the mass flow rate, manometric head, pipeline profile
of each meska are obtained. The simulation time of 120 second is presented. The pumping
station is running in steady state condition and after 3 second the pumping station are stopped
and the unsteady state analysis are taken. Table (1) shows the boundary conditions for three
cases.
Table (1): Boundary conditions for three cases
Meska
Number
of
pumps
Q
(L/s)
Head
(m)
Pipeline
diameter
(mm)
Pipeline
length
(m)
No. of
valves
Pipeline
material
Wave
speed
(m/s)
No.4 2 60 6.75 200 329 3 PVC 550
No.7 2 60 6.75 200 253 5 PVC 550
No.12 2 50 6.75 200 405 4 PVC 550
6.c. NUMERICAL RESULTS
A hydraulic transient analysis was carried out on the three pumping stations to ensure
the system sufficient protection from hydraulic transient. The maximum and minimum
pressures, at any point along the pipeline profile, are taken. Also the pressure history at the
beginning of meska pumping station is given.
6.c.1. MAXIMUM AND MINIMUM PRESSURE ON PIPELINE
The maximum and minimum pressures inside pipeline for all tested meska are
extracted at different sections in pipeline length. These distributions of pressure with time are
obtained at operating conditions of meska pumping stations using numerical modeling.
Figures (4), (5) and 6) show the maximum and minimum pressure during power failure when
using air valve at the beginning of for all tested meskas. It is clear from these figures that the
values of maximum and minimum pressure variation at any point along the pipeline profile
are in the save mode. It means that the pressure variation decreases and the pipeline doesn’t
expose to high stresses due to pressure change.

501
Figure (4) Envelops of maximum and minimum pressure for
meska pumping station no.4
Figure (5) Envelops of maximum and minimum pressure for
meska pumping station no.7
Maximum pressure
HGL
Pipeline
Lower limitMinimum pressure
Air valve
Pumping station
Lower limitMinimum pressure
Pipeline
Pumping station
Air valve
Maximum pressure
HGL
Time (sec)
Elevation(meters)
Time (sec)
Elevation(meters)

502
Figure (6) Envelops of maximum and minimum pressure for meska pumping station no.12
Figures (7) and (8) show the pressure variation inside the pipeline of meska pumping
station no.7 and 12, respectively. From these figures it can be illustrated that, when shutdown
pumping stations the pressure at the beginning of meska pipeline decreases from the steady
state operating pressure about 8 meter of water, reach to the negative values then the pressure
recovery reach the positive values and fluctuate about 1 meter and 0.5 meter of water for two
measks, respectively. This means that the pipeline operate without any risks and more safety.
Figure (7) Pressure history at the beginning of meska pumping station no.7
Pipeline
Minimum pressure
Lower limit
HGL
Maximum pressure
Pumping station
Air valve
Time (sec)
Elevation(meters)
Time (sec)
Head(meters)

503
Figure (8) Pressure history at the beginning of meska pumping station no.12
7. EXECUTING FIELD MEASUREMENTS
After complete studies of modified system numerically by using KY pipe code, field
work was conducted on the three pumping stations at Meet Yazid canal Kafr El-Sheikh
Governorate.
A transit-time ultrasonic flow-meter type (1010) was used to measure the volume
flow rate through the pipeline. A calibrated pressure transducer was used to measure pressure
at the delivery side of the pumping units. Record card and signal conditioner, (Type ATMIO
- 16E - 2) was used to collect the measured pressure value. The time history for pressure
measurements were converted to a data file by using an application of LABVIEW software as
a data acquisition system. Through another application of the MATLAB software program
for signal, the electrical output signals data file was transformed and converted to a pressure
head then pressure graph was prepared to give a complete view about the pressure history at
the measuring point. Energy analyzer, (MICRO VIP MK12) was used to measure voltage,
ampere, active power, energy, apparent power, frequency and power factor. The pressure
head developed by the pumps are recorded with time at different operating conditions.
8. ANALYZING AND PRESENTING THE RESULTS
Results were obtained, analyzed and presented, as follows.
8.a. HYDRAULIC PERFORMANCE
Actual measurement of flow rate is a simple way to find out how a pumping unit is
performing. Measuring flow rate and operating pressures is required to determine if a
pumping station is operating efficiently to convey desired flow rate. This is a cheap and easy
task which should be performed regularly as part of the routine maintenance. Also, the power
absorbed to drive the pump is a direct function of the discharge rate, the total pumping head
Time (sec)
Head(meters)

504
and the efficiency of the pump at that operating point. The efficiency of the pumping unit
during normal operation becomes a significant factor in the capital and operating costs of the
pumping unit. To evaluate the performance of Mesqa pumping station, delivery pressure,
(Pd), suction pressure, (Ps), discharge, (Q), static head, (Zd-Zs) and electric power consumed,
(kW) were measured for three pumping stations. The total head and efficiency can be
calculated as follows:
)(
2
22
sd
sdsd
t ZZ
g
VV
g
PP
H −+
−
+
⋅
−
=
ρ
(2)
C
HQg
PW t...
.
ρ
= (3)
100*
.
.
(%)
PE
PW
Overall =η (4)
Where,
Ht : is the total head (m)
Zd-Zs : is the potential energy
g
PP sd
⋅
−
ρ
: is the pressure energy
g
VV sd
2
22
−
: is the kinetic energy
ρ : is the water density (kg/m3
)
W.P : is the water power (kW)
E.P ; is the electric power consumed (kW)
ηoverall : is the overall efficiency
Table (2) shows the test results for three pumping station. The desired total flow rate of
pumping station can be achieved from two units in operation and at least two valves are
opened at the same time. Pump performance can be affected by a combination of many
factors like sump condition and suction side.
Table (2) shows that the pump delivers the design flow rate at manometric head about 10 m
of water. The average overall efficiency of pumping unit (motor, coupling and pump) is about
66.5%. The overall efficiency of pumping unit is about the design values according to ISO
9906. Which recommended the tolerance of efficiency is (-5%). Also the pumps are operated
satisfactory to give flow requirements MERI [14].
Table (2) Hydraulic test results for three pumping station
Pump
Station
no.
Q
(l/s)
Total Head
(m)
Electric Power
(kW)
Water Power
(kW)
Overall
Efficiency
(%)
4 40 10.05 5.83 3.94 67.60
7 40 9.97 5.7 3.91 68.59
12 30 9.95 4.66 2.93 62.80

505
8.b. TRANSIENT ANALYSIS OF PUMPING STATION NUMBER 4
The pipeline is connected to air valve at the beginning of manifold to protect the
installations against water hammer and pressure surges, while check valves are provided for
each pump to eliminate reverse flow, figure (3). A transient hydraulic analysis was carried
out on the three chosen pumping station. The pressure history was recorded with high
response pressure transducer located at beginning of the manifold of pipeline. Figure (9)
shows the pressure history during shutdown of pumping station no.4 when opening valves
no.2 and 3 also the measured flow rate of two pumps are 60 l/s. It can be seen that the
pressure at the pipeline decrease gradually to reach (-2 m) water and increase to (1.2 m) water
when using air valve.
Figure (9) pressure history during power failure
using air valve when open valves no. 2 and 3
Figure (10) pressure history during power
failure without air valve when open valves
no. 2 and 3
Figure (10) shows the pressure history during shutdown of pumping station no.4 when
opening valves no.2 and 3. Also the measured flow rates, of two pumps, are 61.2 l/s. It can be
seen that the pressure at the pipeline decreases gradually to reach (-2.4 m) water and increase
to about (-1.5 m) water without air valve. From figures (9) and (10), it can be concluded that
the pressure decreases at shutdown the pumps in case of without air valve more than in case
of using air valve. Also the negative pressure fluctuated inside the pipeline in case of not
using air valve. Figure (11) shows the pressure history during shutdown the pumping station
and the last two valves no.3 and no.4 are opened with air valve installation. The measured
flow rate of two pumps are 62 l/s. Figure (12) illustrates the pressure history during shutdown
the pumping station and the two last valves no.3 and 4 are open without air valve
installation. The measured flow rate of two pumps is 60 l/s.

506
failure using air valve when open valves no. 3
and 4
failure without air valve when open valves no.
3 and 4
It is clear from figures (11) and (12) that when using air valve the pressure history fluctuated
inside pipe line are about the positive values that means the installation of air valve at the
beginning of the pipeline decrease the causing of negative pressures.
8.c. TRANSIENT ANALYSIS OF PUMPING STATION NUMBER 7
Pumping station number 7 consists of two pump sets connected in parallel with each
other, the discharge of one pump is 40 l/s and the other one is 20 l/s the total capacity of the
pumping station are 60 l/s at the static head (6-7.1) m of water the variation of static head
according to the Meet Yazid canal water level.
Figure (13) illustrates the pressure history during shutdown of pumping station
number 7 when opening valve no.5 also the measured flow rate of two pumps are 52 l/s. It
can be seen that the pressure at the pipeline decrease suddenly to reach (-0.85 m) water and
increase to fluctuated about (0.85 m) water when using air valve.
Figure (14) shows the pressure history during startup and shutdown the pumping
station number 7 when opening the valve number 5 and flow rate measured 52 l/s without air
valve installation. From this figure it can illustrate that the pressure inside the pipeline
increases suddenly when startup the pumps to reach 8 m of water and decreases gradually to
reach about 6 m of water. Also when shutdown the pumps, the pressure inside the pipeline
deceases suddenly reach to (-2.1) m of water and increases to reach (2.2) m of water then
fluctuate about 0.5 m of water.

507
Figure (13) pressure history during power failure
using air valve when open valve no. 5
Figure (14) pressure history during start up
and power failure without air valve when
open valve no. 5
Figure (15) illustrates the pressure history during shutdown of pumping station no.7
when opening valves no.2 and 4 also the measured flow rate of two pumps are 54 l/s, and
using air valve. From this figure it can illustrate that the pressure inside the pipeline increases
suddenly when starting up the pumps to reach 8 m of water and deceases gradually to reach
about 5.8 m of water. Also when shutdown the pumps, the pressure inside the pipeline
deceases suddenly reach to -2 m of water and increases to reach 2.1 m of water then fluctuate
about 0.2 m of water.
Figure (16) shows the pressure history during starting up and shutdown the pumping
station number 7 when opening the valves number 2 and 4. The total flow rate measured is
61.5 l/s. From this figure it can illustrate that, the pressure inside the pipeline increases
suddenly when starting up the pumps to reach 7.8 m of water and deceases gradually to reach
about 4.7 m of water, also when shutdown the pumps the pressure inside the pipeline
deceases suddenly reach to (-2.9) m of water and increases to reach (1.35) m of water then
fluctuate about this value.
failure using air valve when open valves no. 2
and 4
open valves no. 2 and 4

508
When shutdown the pumping station at the design flow rate without air valve installation,
figure (16). The negative pressure values reach to (-3) m of water. Figure (15) shows that the
negative pressure values reach -2 m of water with air valve installation. It can be concluded
that using air valve at the beginning of meska pipeline allows the pipeline operating condition
to be more safe.
8.d. TRANSIENT ANALYSIS OF PUMPING STATION NUMBER 12
Pumping station number 12 consists of two pump sets connected in parallel with each
other. The discharge of one pump is 30 l/s and the other one is 20 l/s. The total capacity of
the pumping station is 50 l/s at the static head 6 to 7.1 m of water, and five alfalfa valves
distributed along the pipeline to irrigate all served area.
Figure (17) illustrates the pressure history during starting up and shutdown the
pumping station number 12 when valve number 5 is opening alone and measured flow rate is
40 l/s with air valve installation. From this figure it can illustrate that the pressure inside the
pipeline increases suddenly when starting up the pumps to reach (6.8) m of water and
deceases gradually to reach about (5) m of water. Also when the pumps were shut down the
pressure inside the pipeline deceased suddenly to reach -2 m of water and increased to reach
2.7 m of water then fluctuate about (1) m of water.
Figure (18) shows the pressure history during starting up and shutdown the pumping
station number 12 when valve number 5 is opening alone and measured flow rate is flow rate
40 l/s without air valve installation. From this figure it can illustrate that the pressure inside
the pipeline increases suddenly when the pumps were upstarted to reach (8) m of water and
deceased gradually to reach about 6.8 m of water.
Also when the pumps were shut down the pressure inside the pipeline deceased suddenly
reach to -3.1 m of water and increased to reach (2.1) m of water then fluctuate about zero m
of water.
Figure (17) pressure history during start up and
power failure using air valve when open valve
no. 5
open valve no. 5
From the two figures it can be seen that the negative pressure inside the pipeline without air
valve installation while, in the case of using air valve pipeline exposes to positive value.
The advantages of air valves are easy operation, low maintenance, low operation cost and
high reliability. Direct pumping systems save the cost of head tank construction and

509
maintenance, furthermore the stand pipe intervals at the end of each valve are play the
important role to prevent the system from water hammer phenomena. This intervals are
damping the pressure waves when shutdown the system.
9. COMPARING FIELD AND NUMERICAL RESULTS
Figure (19.a) and (19.b) show a sample of the executed comparison between the field
and numerical results of pressure variation inside the pipeline meska no.4.
From the figure, it is clear that the numerical curve complies well the field curve.
Generally, the matching between them is fairly good and the pressure details inside the pump
are obtained by using the software without carrying the filed measurements. The small
deviation is attributed to the smoothness of the fittings and the use of friction coefficient "C"
for PVC material. In the present study a value of C is equal to 120.
Figure (19.a) Numerical results Figure (19.b) Field results
Figure (19) Comparison between the numerical and field results for meska no.4
10. UNDERGOING A FINANCIAL AND AN ECONOMIC ANALYSES
Financial and economic analyses were conducted in order to improve meskas in the
study area and to compare the cost of air valve versus delivery tank based on 2009 prices.
The comparison was based on the total cost per feddan. The main items affect the
total cost of improving meska are backfilling, pipeline, pump house, pumps and others such
as valves, head tank ( as in IIP1), air valves ( as in IIP2 or IIIMP) etc. The average cost for
improving meska in IIP1 is about 8500 LE/fed. The average cost for improving meska in IIP2
is about 6000 LE/fed. The cost of pipe line was about 30% from the total cost. The
contribution of direct pumping in the cost saving is decreasing pipe line diameter from (315:
500 mm) to (200: 400 mm) and replacing head tank by air valve which cost about 18000 LE
for meska (served about 50 feddan), while, air valve cost is equal to 200 LE. The decreasing
of pipe line diameter leads to increase pumping operation duration from 16 to 20 hr/day,
according to new design criteria of IIP2 and IIIMP projects, increase flow velocity and
decreasing of water duty from 1.45 to 1.05 l/s/fed. Cost saving from decreasing pipe line
diameter is equal to 250 LE/fed. So, the total cost saving is about 606 LE/feddan.

510
11. CONCLUSION AND RECOMMENDATION
Based on the results reached in the present research, the following was concluded:
• The direct pumping systems save about 606 LE/fadden due to replace the head
tank by air valve.
• Pipeline system equipped with air valve, air vent and distribution valves is
effective and is a safe solution for water hammer control.
• KY Pipe 2010 code is a hand tool for design. It can predict accurately the
different pressure phenomena and assist the choice of suitable protection
devices to protect the water hammer phenomena and to evaluate system.
• Comparison between the computation and field measurements indicated that the
numerical simulation results were found to comply well with actual values
obtained from the field measurements.
At the design stage, it is recommended to:
• Check the transient state especially for long pipelines (more than 500 m). It may
be required more than one air valve.
• Slow the time of opening and closing selected distribution valves not less than 4
second.
12. REFERENCES
[1] Dalal Alnagar Director (RCTWS), Ministry of Water Resources and Irrigation, "Policies
and strategic options for water management in the Islamic countries", International
hydrological program Tehran, Islamic Republic of Iran, 15-16 Dec. 2003.
[2] R.J.Oosterbaan, International Institute for Land Reclamation and Improvement (ILRI),
Wageningen, "Impacts of the Irrigation Improvement Projects in Egypt", Consultancy Report
to the Egyptian-Dutch Advisory Panel on Land Drainage and Drainage Related Water
Management, 2010.
[3] Walid E. Elshorbagy, "Impact Assessment of an Irrigation Improvement Project in
Egypt", Water Resources Management, 2000.
[4] New Partnership for Africa’s Development (NEPAD), "Support to NEPAD–CAADP
Implementation “, Bankable Investment Project Profile, 2005.
[5] M. Allam, F. El-Gamal, and M. Hesham, "Irrigation Systems Performance in Egypt",
Irrigation Systems Performance. Options méditerranéennes, Series B, no 52, 2004.
[6] M.N. Allam Department of Irrigation and Drainage Engineering, Faculty of Engineering,
Cairo University, "Participatory Irrigation Water Management in Egypt: Review and
Analysis", Options méditerranéennes Series B, no 48, 2009.
[7] World Bank, "Implementation Completion and Results Report: Irrigation Improvement
Project ", Report, 2007.
[8] Sabour Consultant, "Terms of Reference for the Tendering of Consulting Services for the
Integrated Irrigation Improvement and Management Project (IIIMP) and Instruction to
Tenders", Report, 2008.
[9] Hany G. Radwan, Ashraf S. Zahloul and Kamal A. Ibrahim, "Analysis of Optimal
Velocity for Improved Irrigation Design in Egypt", Canadian Journal on Environmental,
Construction and Civil Engineering Vol.2 No. 5,2011, pp.94-102.

511
[10] K. Al-Askari, G. Fawzy and M.A.Younes, "Electrification of Meska Pumping Stations
as an Option for Future Irrigation Improvement Projects in Egypt", Third Arab water
Regional Conference National Water Research Center, 9-11 Dec. 2005.
[11] Kroon, R., "Water Hammer: Causes and Effects", AWWA Journal, 1984, pp. 39-45.
[12] Lingireddy, "Pressure Surges in Pipeline Systems Resulting From Air Releases",
AWWA Journal, 2004, pp. 88-94.
[13] Don J. Wood and Lingireddy, "KY Pipe 2010 documentation Version 5" Advanced
Scientific Computing, Ltd, Lexington, USA 2010.
[14] Mechanical & Electrical Research Institute (MERI), "Direct Pumping hydraulic test for
Irrigation Improvement project at Meet Yazid canal", Technical report, Delta Barrage, Egypt,
2008.
[15] Omar K M Ouda, Abdullatif A. Al-Shuhail, Tawfiq Qubbaj and Rana Samara,
“Assessing the Applicability of Ground Penetrating Radar (GPR) Techniques for Estimating
Soil Water Content and Irrigation Requirements in the Eastern Province of Saudi Arabia: A
Project Methodology”, International Journal of Advanced Research in Engineering &
Technology (IJARET), Volume 4, Issue 1, 2013, pp. 114 - 123, ISSN Print: 0976-6480,
ISSN Online: 0976-6499.
[16] Anubhav Gupta and Harish Bansal, “Design of Area Optimized AES Encryption Core
using Pipelining Technology”, International Journal of Electronics and Communication
Engineering &Technology (IJECET), Volume 4, Issue 2, 2013, pp. 308 - 314, ISSN Print:
0976- 6464, ISSN Online: 0976 –6472.

Feasibility of direct pumping for irrigation improvement projects

Recommandé

Recommandé

Contenu connexe

Tendances

Tendances (20)

En vedette

En vedette (10)

Similaire à Feasibility of direct pumping for irrigation improvement projects

Similaire à Feasibility of direct pumping for irrigation improvement projects (20)

Plus de IAEME Publication

Plus de IAEME Publication (20)

Dernier

Dernier (20)

Feasibility of direct pumping for irrigation improvement projects