1. Chapter One
Introduction

2. Background
The issue of water is considered to be a basic and vital component of the social, economical and political fabric of Palestine. Water represents the basic foundation for sovereignty and is the most important element needed to ensure actual independence.

3. Objectives

4. Determine Water Resources Feeding Nablus City
Methodology
Collecting data
Determine Water Resources Feeding Nablus City
Analyze Old City Network Using EPANET
Upgrade Water and Storm Network

5. Study Area Location Area Population Topography Economical Conditions
Nablus is located at the northern part of the West Bank.
The Total area of Nablus city is 29 Km2
about capita
It has a unique topography between two mountains and wadi and it rich of fresh water
It has a strategic economical location and it has traditional industries such as oil soap ,furniture.
The relatively Mediterranean climate brings hot, dry summers and cool, rainy winter
Location
Area
Population
Topography
Economical Conditions
Climate

6. Description of Water Services in Nablus City
Chapter Two
Description of Water Services in Nablus City

7. Background of water in Nablus
Nablus city is considered as one of the most important cities in the west bank either in economical or industrial fields or because of its large population. According to that it has large water demand thus, there is a real need for many water resources and it becomes apriority to maintain the existing resources and try to find new resources.

8. Network Components Resources Conveyance lines Reservoirs
Water distribution network

9. Resources Total productivity = 9,609,489.47 m^3/yr Resources Wells
Badan
Sabastya
Roujeb
Far’a
Der Sharaf
Odala
Springs
Qaryon
Qarawien
Beit El-Ma’
Ras Al-Ein
Ein Al-Asal
Ein Dafna
Resources
Total productivity = 9,609, m^3/yr

10. Conveyance lines
Conveyance lines are elements made from different material and have different diameters ranging from 6 to 14 inches.

11. Reservoirs
NAME
Elevation (masl)
Capacity(m3)
New Reservoir
545
3500
Aseera Reservoir
579
750
Al-Worash Reservoir
704
2000
Al- Eman Reservoir
735
1000
Al-Shamali Reservoir
661
5000
Ein Dafna Reservoir
533
500
Southern Reservoir
615
Junied Reservoir
555
Jonblat Reservoir
454
1650
Ein Biet Elma' Reservoir
Note: In addition to that there are more five reservoirs with a total capacity 7700m3
Total capacity =19,400 m3

12. Water distribution network
The main use of this part is delivering the water to the consumers.
Nablus city has a network with a length of 420 with diameters ranging from 0.5 to 12 inches.

13. Pressure Zones Nablus city has been divided into six main pressure zones

14. Water quality Groundwater wells
According to the analysis of Water and Environmental Studies Institute the groundwater in Nablus area shows evidence that the water quality is good.
Water Distribution Network
The measurements of residual chlorine concentration shows that it’s within acceptable range.

15. Existing Water Network of the Old City of Nablus
Chapter Three:
Existing Water Network of the Old City of Nablus

16. Overview
The old city of Nablus is located at the centre of the city; it has a high importance according to its historical value so it’s considered as the heart of the city.

17. Network Components Sources and Reservoirs Pumping Stations
1- Qaryon Pumping Station
2- New Reservoir Pumping Station ( At emergency)
3- Ras El-Ein Pumping Station ( at emergency )
Network
1-Pipes
2-Nodes

18. EPANET
EPANET is a computer program that performs extended period simulation of hydraulic and water quality behavior within pressurized pipe networks

19. Analysis of Existing Network
Supply
Population
Water demand
Total head

20. Supply
The only supplier that feeds the Old City of Nablus is Al-Qaryon spring with an annual average quantity equals 534,146 m3 Daily supply equals 1,463,413.7 L/day.
Population
The population of the city estimated it to be 11,695 capita in year 2010, growth rate = 0.6%
Pop2014=Pop2010*(1+i)^4 =11,695*( )4=11,979 capita

21. Water Demand -Water demand -Nodes demand Example:
Calculation of Node 89 demand:
1) Population-Area density = Total population/Total area =11,979/421.2=28.4 capita/dunum
2)Demand per capita = Total demand/Total population =1,463,413.7 /11,979=122.2 Lcd
2) Area covered by Node 89: -Node 89 surrounded by three areas which are Area 30,Area 32 and Area 33. -Area 30 surrounded by 6 nodes, Area 32 by 5 nodes and Area 33 by 8 nodes , so the area covered by node 89 = A30/6 + A32/5 +A33/8 which equals dunum -Population in the Area covered by node 89 = density * Area Node 89 =28.4*5.502= capita -Node 89 Demand = Population * demand per capita = * = 19,096 L/day
-Water demand -Nodes demand Example:

22. Total Head
The elevation of Al-Qaryoun reservoir is 538 m and it’s connected to a pump with a capacity = 60 m3/hr and a pumping head = 104 m as shown:
The total head = Reservoir Elevation + HP = = 642 m

23. Output Criteria Velocity ranges from 0.1 m/sec to 2 m/sec.
Pressure ranges from 10 m to 90 m.
Our results are within criteria .

24. Pipes Ages

25. Chapter Four
Future Network

26. Introduction
There is great need for more sustainable water supply systems. To achieve sustainability several factors must be tackled at the same time After the analysis process for the existing water network in the old city that was carried out earlier, it’s time to study the network in future in order to find if it will be capable to meet the future requirements

27. Future demand
Population in the old city in the 2014 is 11,979 capita as mentioned earlier.
For the future network the population in the next 30 years is predicted using this formula
Pop2034=Pop2014*(1+i)30
“I” was determined to be equal to 0.6 %. Since, Population in 2034 = capita

28. The consumption in the old city is divided into three types:
Domestic
Commercial
Public

29. Assumptions:
Domestic consumption = 120 liter/capita/day according to WHO.
Commercial and public demand assumed not to be changed in the future
Municipal Demand = Domestic + Commercial and public = = , 212, L/day which equals to L/c/day.

30. Devices used in pumping station
CDL data logger & Accessories
SEWAD 30 Pressure Logger
Flexim Ultrasonic Flow Meter
And we select the first one in our study

31. Device Outputs
The output data obtained from CDL is what used in this study, in the results it’s noticed that there is a fixed amount of water pumped, which could be pumped to feed another area or directly pumped to another reservoir.

32. The graph of demand pattern from EPANET
The output gives an indication that the network does not need to be changed, the velocities are in moderate ranges , and the pressure values are acceptable

33. EPANET output
The output gives an indication that the network diameters do meet both pressure and velocity criteria. The velocities are in moderate ranges, and the pressure values are acceptable.

34. Conceptual Storm Water Drainage Network Design
Chapter Five
Conceptual Storm Water Drainage Network Design

35. Overview About Stormwater Network
Stormwater is water that originates during precipitation events and snow/ice melt.Stormwater can infiltrate into the soil (infiltrate), be held on the surface and evaporate, or runoff and end up in nearby streams, rivers, or other water bodies (surface water).

36. Drainage Systems Combined system Separate system
In the case of the Old City of Nablus, a combined system is used. It’s an old drainage network which was built by the Romans. The pipes diameters are small which make the network not sufficient to meet the peak flow from the wastewater and stormwater

37. Rational Method
The rational method is a simple formula for the estimation of peak flow rate from small urban and rural catchment areas such as The Old City of Nablus.
Q = C× I × A
Where; Q = maximum rate of runoff (cfs)
C = runoff coefficient representing a ratio of runoff to rainfall
I = average rainfall intensity for a duration equal to the time of concentration (in/hr)
A = drainage area contributing to the design location(acre).

38. The Rational Method depend on:
Frequency
Rainfall intensity
Run-off coefficient

39. Frequency :
A drainage facility should be designed to accommodate a discharge with a given return period(s). In our stormnetwork we choose 50 years the return period.

40. Rainfall intensity
The rainfall intensity is the average rainfall rate for duration of rainfall for a selected return period.

41. IDF curve for Nablus City:

42. Run-off coefficient
The runoff coefficient (C) is the variable of the rational method, it’s ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area.
And it depend on:
water permeability
The slope of the terrain
Rainfall intensity
The duration of the rainfall
Design value 0.5 value will be taken as a value of coefficient “C”, according to the surface characteristics of the Old City of Nablus and urbanization

43. Procedure of conceptual design:
DEM (Digital Elevation Model) was built by using Arc MAP 10.1

44. Main lines were developed inside our watershed which used to transport the storm water, six main lines were developed. Some minor lines were also developed.

45. By using the “Basin Function", a tributary area was developed for each main line.

46. The time required by the storm water to reach the outlet from the farthest point for each area was called the time of concentration.
A time of concentration (tc) was found for each main line in each area (Basin).
The intensity was found for each area using the return period (50 years) .
Using the Rational Method to find the flow
Q=CIA
After determining the values of the flow, the diameters of the main lines will be formed using Manning Equation “One-half Pipe case” :
D=(2.16*Qn/S^0.5)^(3/8)
Q: Maximum runoff(m3/s)
S:Slope of the path
n: manning number for pipe material in our case the material is concrete which have manning coefficient = 0.015

47. Example of Pipe Design:
Measuring the length of the path which is equal 220 m
Measuring the difference in elevation ΔH which is equal 22m
Measuring the slope of the path slope= ΔH/L
To find the flow using rational method we need to find Tc = 1.8(1.1-C)L^0.5/S^0.333
L: Length of the path (m)
C: Runoff coefficient which is in the old city of Nablus approximately equal 0.5

48. S: Slope of the path.
Tc: Time of concentration. (min)
Tc equal minute
From IDF curve tc and return period 50 years the intensity found which is equal mm/hr
Q=0.0028x CIA “Rational Equation”
Q:Maximum runoff(m3/s).
C:Runoff coefficient.
I:Intensity(mm/hr).
A:Drainage area(hectare).

49. Maximum runoff equal 7.601451 ft3/s
D=(2.16Qn/S^0.5)^(3/8)
D: Diameter of the pipe
Q: Runoff value (m3/s)
S: Slope of the path which is equal 0.1
n: manning coefficient for pipe material in our case the material is concrete which have manning coefficient = 0.015
Diameter equal inch.
Diameter used 12 inch.

50. Design of Collector Channel (Box channel)
Using manning eqaution:
Q=(K/n)*Rh^(2/3)*A*S^0.5
Q:Total runoff from all areas(m3/s)
K:The conn: manning number for pipe material in our case the material is concrete which have manning number 0.015
Rh: The hydraulic radius which is equal= (Aw/Pw )
Aw: Area wetted
Pw: Wetted parameter
version factor K equal 1 for SI units

51. We assume b=h
For most economical section Y=H/2=B/2
Aw=B*(H/2)=B*Y=(B2/2)
Pw=B+(2*Y)=2B
Depend on manning equation:
2.56= (1/0.015)*((B2/2)/2B)(2/3)*(B2/2)*(0.1)0.5
B=0.88m take it 0.9m B=H=0.9m Y=0.45m

52. Results and Recommendations
Chapter Six:
Results and Recommendations

53. Results
It’s found that there are high water losses which could be a result of unknown water inlets or outlets.
It’s found that the pipes condition (diameters and pressure values ) of the existing network is acceptable but needs replacement actions.
It’s found that the diameters of the existing network meet the future requirements.
The value of storm water peak flow according to rainfall is significant (2.56 m3/sec) and the existing drainage facility is not enough to handle this flow rate.

54. Recommendations
The pipes with the age that exceeds 30 years must be replaced or maintained according to its conditions.
It's worth mentioning that there are water meters used in the network of the old city with ages exceeded 50 years or even more, which lead to inaccurate readings and commercial losses. These meters must be replaced.
Conduct a full design for a separate storm drainage network, using the peal flow values from the Rational Method.
Efforts should continue by Nablus Municipality to exactly identify the inputs and outputs to the Old City network