Evaluation and Redesign of Beit Dajan Water Distribution Network
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Transcript of Evaluation and Redesign of Beit Dajan Water Distribution Network
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Evaluation and Redesign of Beit Dajan Water Distribution Network
Prepared by:
Tahreer Mayyaleh
Nibal Thabet
Amani Beiram
Supervisor:
Dr. Sameer Shadeed
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Content
IntroductionObjectivesStudy AreaMethodologyPrinciples of WDN Analysis Analysis of Existing and redesigned
WDNDiscussion and Conclusion Recommendation
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IntroductionA water distribution system consists of network
of pipes, reservoirs, pumps, valves, and other hydraulic elements. Its purpose is to supply good quality water to customers within specific pressure levels under various demand conditions.
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Objectives
Assess the existing WDN (e.g adequacy, velocity, pressure, etc).
Provide new design for parts of the existing WDN to overcome the existing problems if any and to satisfy water needs for the future expansion in the village.
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Study Area
Geography and Topography Population Water Situation
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Geography and Topography
Location:
Beit Dajan is a Palestinian
village in the Nablus
Governorate in the
north central West Bank,
located 10 km to the east
of Nablus city.
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Population
Total population for Beit Dajan village is about
3,834 inhabitants
There are more than 613 buildings in the village with about 740 housing units. The average family members is about 5 persons.
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Water SituationBeit Dajan Well: Beit Dajan Village depends for
drinking water supply mainly on a well constructed on 2003 and called Beit Dajan Well. It is located to the west of the village in between Beit Dajan and Beit Furik close to Beit Dajan-Nablus main road.
It’s povided Beit Dajan and Beit Furik villages with drinking water produced at 65 m3/hour
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Beit Dajan Water tank
Water from the well is continuously pumped to a concrete elevated tank, with a capacity of around 500 m3 constructed in 2008 at the highest point in the village.
Water from the reservoir is then distributed to all houses in the village, by gravity, through a network constructed in 2009.
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Methodology
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Design Criteria for Pressure and Velocity
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Principles of WDN Analysis 1. Continuity: The algebraic sum of the flow rates
in the pipes meeting at node together with any external flows is zero. ΣDemand=0
2. Energy conservation: For all paths around closed loops, the accumulated energy loss including local losses minus any energy gain or heads generated by pumps must be zero. Σhf=0
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Energy equation
(P1/ᵞ) +(V21/2g) + Z1=(P2/ᵞ) +(V2
2/2g) + Z2+ hL
Hazen- William equation Hf = 162.5( Q/C)1.852 D-4.87 L
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Demand on Nodes
Demand/node = NA x PD x Wd x PF Where:
NA: Node Area of Estimated Theisen Polygon Method ( m2)
PD: Demand Population Density (c\m2)
Wd: Water Demand Rate (L\c.d)
PF: 1.5
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Thiessen Polygonthe area of each node was
calculated using Thiessen Polygon method
The total area of the built-up area from Thiessen Polygon equals to 2701879 m2
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Future population
Pf = PP(1+r)n
Where:
Pf : Future population.
PP : Present population.
r : growth rate.
n : number of years to be designed.
Here it was used to be as followed
Pf = 3834(1+3.2%)30 = 9306 capita
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Population density Population density = Pf /total area
= 9306/ 2701879 = 3.4x10 -3 c/m2
Water Consumption According to (PWA, 2010) In Nablus the average daily
water consumption rate was approximately 85 l/c/d. Water demand was calculated as 120 /c.d instead of 85 l\
c.d because of losses. (losses = 25% according to PWA)
Wd = Wc /(1-losses) = 85/(1-0.25) = 113 l/c.d
Wc = 120 L/c.d was considered
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Diameters of The Existing WDN
2 in3 in4 in6 in8 in
The Pipes
made from HDPE
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WDN setting up on WaterCAD
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Analysis of Existing WDN
Case 1 : Steady State The flow rate is constant all over the day.
Case 2 : Transient State The flow rate is not constant and varies
during the day.
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Consumption pattern
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Analysis of Existing WDNAt steady state Max. Pressure= 130 m H2O
Min. Pressure= 10.1 m H2O
0 10 20 30 40 50 600
20
40
60
80
100
120
140
Node ID
Pre
ssu
re (
m)
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At steady stateMax. velocity= 1.46 m/s
Min. velocity= 0.01 m/s
0 10 20 30 40 50 60-0.2
-1.66533453693773E-16
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
2.2
2.4
2.6
2.8
3
3.2
3.4
velo
city
(m/s
)
Pipe ID
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At Transient State(6:00)Max. Pressure= 125 m H2O
Min. Pressure= 4 m H2O
0 10 20 30 40 50 600
20
40
60
80
100
120
140P
ress
ure
(m
)
Node ID
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At Transient State(6:00)Max. velocity= 2.95m/s
Min. velocity= 0.02 m/s
0 10 20 30 40 50 600
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
2.2
2.4
2.6
2.8
3
3.2
3.4
Pipe ID
V
eloc
ity
(m\s
)
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Cost of existing WDN
TOTAL COST=724825 NIS
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WDN after RedesignAt Steady StateMax. Pressure= 127 m H2O
Min. Pressure= 9 m H2O
0 10 20 30 40 50 600
20
40
60
80
100
120
140
Pre
ssu
re (
m)
Node ID
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At Steady StateMax. velocity= 1.48 m/s
Min. velocity= 0.01 m/s
0 10 20 30 40 50 60-0.2
-1.66533453693773E-16
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
2.2
2.4
2.6
2.8
3
3.2
3.4
Vel
ocity
(m/s
)
Pipe ID
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At Transient State(6:00)Max. Pressure= 113 m H2O
Min. Pressure= 5 m H2O
0 10 20 30 40 50 600
20
40
60
80
100
120
140P
ress
ure
(m
)
Node ID
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At Transient State(6:00) Max. velocity= 2.95m/s
Min. velocity= 0.02 m/s
0 10 20 30 40 50 600
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
2.2
2.4
2.6
2.8
3
3.2
Vel
ocit
y(m
/s)
Pipe ID
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Cost of WDN after Redesign
TOTAL COST= 441058 NIS
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Discussion and Conclusion • For Existing WDN:1. The existing WDN was capable to command
the present demand places on it, since the pressure head in the WDN is within the acceptable limits.
2. The nodal pressure is good, since it is in the acceptable range of (20-100m) except a few nodes above 100m and that dose not cause a problem because HDPE pipes can carry up to 550 m of pressure.
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3. There were about 42% of pipes with low velocity (< 0.2 m/s) that is due to large diameters of pipes compared within it's demand be served.
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For Redesign WDN:
1. Modifying of some pipe diameters in order to increase the velocity. But low velocity problem still found in some pipes due to dead ends.
2. The pressure acceptable within the range also except some nodes over 100 m.
3. In a comparison with the existing WDN cost, About 300000 NIS can be saved .
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RecommendationNeed to choose the best diameters that
make the WDN more economical within the hydraulics limitations.
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