INTRODUCTION
 Objectives
 Approach and methodology
 Evaluation of the existing network
 Modeling and Design
 Result and Discussion
 Conclusion and Recommendation

Topography:
Qalqilya rising from the sea about 40
meters in the western plains region , and
begin to rise gradually to the east to
reach the 120 meters at the top of the
area,our study area (the north region
elevation range (105-55) m.
Population and water demand:
Qalqilia city has one of the highest rates of
population growth in Palestine in recent
decades .This is due to the migration of
thousands of residents of nearby villages
after the catastrophe of 1948.Now with
48000people, and 8500 house
connections have a present demand of
clean water, which exceeds 4.0 MCM/yr,
i.e. 200 l/c/d.
Most of Qalqilia city is served by sewer
network. The northern area of Qalqilia has
a normal urban expansion. At the current
situation there is only few houses in this
area and they are connected with small
pipe diameters. The sewer system was
designed in the Intifada period there was
no sufficient financial resources to meet
the amount of sewer. So the existing
sewer pipes in the northern part can't
handle the future load.
So it is very important to solve the problems of
enclosing the pipes that carry the sewer
water and this can be achieved by:
 Evaluation the existing situation of the sewer
system in Qalqilia city.
 Analysis and design the sewer network for
the northern part of this city.

Wastewater Catchments
The served area of Qalqilia city is divided into two
main sewage collection catchment areas. These are
Southern Wadi catchment and Old Wadi catchment
which combines by pumping the other two subcatchments of the northern Qalqilia city. Both of these
catchments have their own outfall to the west of
Qalqilia city.
southern
Old catchment
Percentage
(%)covered
37
63
Population(c)
13900
33500
#manholes
1932
4789
Length (Km)
36.6
68.5
The two pumps located within the Old Wadi catchment are:
 Northern Pumping Station
. The total population that is served by this pumping station is
4812 inhabitants. The area for the sub-catchment is 20% of the
total area of the Old Wadi catchment.
Western Pumping Station
western pumping station is serving 11,737 inhabitants
(including the catchment of the northern pumping
station). It covers 47% of the total area of the Old
Wadi catchment serving 6925 inhabitants in addition
to the 4812 inhabitants of the northern pumping
station.


Manholes:
- Cover diameter ranges from 35 to 65 cm in diameter
.
- Most of the cover duty class is of the 8 ton class;
others range from 5 ton to 40 tons duty class.
- 70% of the manholes are located on paved roads
while 25% are located on sidewalks and the remaining
5% are located on dirt and/or agricultural roads.
- Adjustment is needed for some 1400 manholes, i.e.
about 20% of the manholes. This is a high ratio.
- 92% of the manholes covers are in good
conditions while the remaining manhole
covers are either in fair or bad conditions.
-about 64% of manholes are in good
conditions.
- Sediments and crack are the main
parameters and findings.
- Some manholes are collapsed and need
immediate replacement.
The diameter of the pipes various from 4 inch up to 20 inches at
the outfall. Qalqilia network have two types of material which are
uPVC and concrete. The concrete pipes represent the old
sewage collection network, while uPVC pipes were used in the
recently constructed network sections
The concrete pipes are 11.42% of the total length for Qalqilia
sewage collection network. In general most the concrete pipes
are in bad condition specially the pipes that are less than 8
inches. The uPVC pipe varies from 4" up to 18". For concrete pipes
there are 4", 6", 8", 10", 12" and 20".
Road network and houses distribution
map.
2. Contour map
3. Consumption
4. Population
5. Existing sewer network
1.
Sewer CAD:
Engineers around the world use Sewer CAD to
plan, design, analyze, and optimize their
wastewater collection systems. An easy-touse interface, automatic design features,
and stunning presentation tools.
It gives the possibility of export to AutoCAD,
Excel, GIS also to import from them.
The program provides organized and
summarized tables which give comfortable
to input data and take it from those tables.
1) AutoCAD road layout in the form of DXF
file
2) Manhole location layout
3) Related elevation of each manhole taken
as AutoCAD contour map using TREX
4)Count of capita per each manhole as
EXCEL sheet using Model Builder.
5) Unit sanitary load.
To determine the total load on manhole we do the
following:
The per capita total load on manhole will become from
the wastewater generated by using water and from
infiltration. The calculation of this unit load was as
follow:
a. By taking the average consumption of water from
municipality it was be 206 l/c.d .the conversion factor
from water to wastewater was taken 75%, and the
maximum hourly factor was assumed to be 3.
b. The average daily per capita wastewater generation
amount equals (206*0.75) in L/d.
c. By multiplying by 3 having maximum hourly wastewater
generated load .
d .to take into consideration the amount of infiltration
multiplying by 20%.
2 .By assuming the saturation condition will be
when having building of three floors with two
departments per floor.
3. Counting the number of houses at saturation
condition that can be connected to the
adjacent manhole.
4. Determining the population that generates the
sanitary load for each manhole by multiplying
the size of family (taken as 6) by number of
building by number of department for each
floor.
5. The load on each manhole will equal the
capita total load multiplied by the number of
population that generates this load at this
manhole.
Unit load=206 *0.75*3+0.2*206*0.75=
494.4 L/d.
Take it=495 L/d.
At manhole #13 we have 2 buildings
,considering 3 floors and 2 departments
and 6 persons for each one
(2*3*2*6)*=72Capita
Present
Label
Elevation (m)
Flow in (L/s)
Flow Out (L/s)
Total load(m/s)
unit count(capita)
87.8
2.04
2.45
0.41
90.5
87.75
1.63
2.04
0.41
90.5
MH-3
88.42
1.23
1.63
0.4
90.5
MH-4
89.02
0.82
1.23
0.41
90.5
MH-5
88.2
0.41
0.82
0.41
90.5
MH-6
88.06
0
0.41
0.41
90.5
MH-7
82.4
2.86
3.27
0.41
90.5
MH-8
81.92
2.45
2.86
0.41
90.5
MH-9
81.58
2.04
2.45
0.41
90.5
MH-10
81.77
1.63
2.04
0.41
90.5
MH-11
82.3
1.23
1.63
0.4
90.5
MH-12
82.71
0.82
1.23
0.41
90.5
MH-1
MH-2
.
Label
Start Node
Stop Node
Length (m)
Slope (%)
Diameter (in)
Velocity (m/s)
CO-1
MH-6
MH-5
31.8
1.477
3.9
0.45
CO-2
MH-5
MH-4
27.4
1
3.9
0.48
CO-3
MH-4
MH-3
33.1
1
3.9
0.54
CO-4
MH-3
MH-2
30.5
1
3.9
0.58
CO-5
MH-2
MH-1
33.1
1
3.9
0.62
CO-6
MH-1
MH-116
26.4
1
3.9
0.65
CO-7
MH-116
MH-117
33
1
3.9
0.67
CO-8
MH-117
MH-118
27.7
1.581
3.9
0.83
CO-9
MH-118
MH-119
37.4
1
3.9
0.71
CO-10
MH-119
MH-120
40.3
3.278
3.9
1.15
CO-11
MH-120
MH-121
37.8
7.807
3.9
1.62
CO-12
MH-13
MH-12
32
1.126
3.9
0.5
CO-13
MH-12
MH-11
28.5
1.467
3.9
0.62
.
Number of manholes
143
Maximum velocity(m/s)
3.77
Minimum velocity(m/s)
0.45
Maximum cover(m)
5.59
Minimum cover(m)
1
Minimum slope(%)
1
Maximum slope(%)
15
CONDIUTE TABLE
LENGTH(m)
DIAMETER(in)
2721.5
4
312
6
31.5
8
473
10
595.5
12
Based on the evaluation of the existing situation
of the wastewater network, the following
recommendations are worth mentioning:
1. The Northern pumping station is causing problems
in terms of high operation and maintenance costs
and is considered burden on the sewage network. It
pumps the sewage to the Western pumping station
to be pumped again to the Old catchment system.
It is recommended to allow the sewage to flow and
form another outfall at its downstream end and
then stop the northern pumping station.

2. The present pumping stations will be
overloaded in 10 years or less, which shall
be considered in the future planning
alternatives.
3. Another alternative to be considered for
the downstream final disposal of the
wastewater is to have wastewater
treatment plants (WWTP).
4. There is a need to solve the problems of the few houses
located near the wall and yet not served by the
wastewater collection system.
 For the network in the northern part of Qalqilia, it is
recommended to do the following:
1. The municipality has to apply this project to enhance
the wastewater management and solve the problem of
overload in this active part of Qalqilia.
2. Construction of an interceptor along the Wadi
extending parallel to the wall and having additional
outlets through the wall will provide better
management of the sewage collection system.
Thank you