Download - Design Of Nablus-West WWTP
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DESIGN OF NABLUS-WEST WWTP
Prepared by: Supervised by: Allam Aghbar Islam Janem Mohammad Kukhun
Dr. Abdel Fattah R. Hasan
23/05/2012
An-Najah University Civil Engineering Department
Graduation Project #2
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Content Background Objectives Population Analysis Wastewater Generation Stormwater and Infiltration SewerCAD Analyses Waste water treatment plant design Results and Recommendations
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Background Location
Nablus district is located in the northern part of the West Bank.
Nablus
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Background Topography
Nablus lies in a valley between two mountains, Ebal Mount and Gerzim Mount
ClimateClimate in Nablus is rainy in winter, hot and dry in summer
Ebal Mount
Gerzim Mount
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Background Precipitation
The annual mean rainfall is 664 mm
HumidityThe mean annual relative humidity of Nablus district is 62%
R H
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Objectives The ultimate goal of this project is to
enhance the sanitation sector in the Nablus city, that will lead to: Prevention of disease and nuisance condition Providing clean water supply for irrigation Avoidance contamination of water supply
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Objectives
These goals should be established by achieving the following objectives of the project: Design of wastewater conveyance system Design of wastewater treatment plant
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Study Area
Zawata
Beit wazan
Beit ebbaQosin
Der sharaf
NablusWest
East
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Population Analysis1997 2007 2012
Palestinian Central Bureau of Statistics 248,102 317,298 356,129
Constant growth rate method 248,102 317,298 358,818Geometric growth rate
method 248,102 317,298 358,490
Arithmetic method 248,102 317,298 352,943
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Population Analysis2007 2012 2042
West-Nablus 74,868 84,367 177,071Zawata 1,855 2,129 4,387
Beit wazan 1,046 1,178 2,474Beit ebba 3,116 3,497 7,370
Qosin 1,691 1,897 3,999Der sharaf 2,434 2,731 5,757
Total 85,010 95,799 201,058
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Water Consumption
42.40 m3/year
≈ 120 L/day
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Wastewater Generation Water consumption = 120 L/c.d Design period = 30 year Return flow = 80% Hourly peak factor = 3 Infiltration = 10% of mean daily
wastewater Stormwater generate only from the old
city
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Stormwater Q storm = C × I × A = 3,042 L/s
C = 0.9 A = 27.6 ha I = 120 (L/s.ha) Return period = 4 years Rainfall duration = 12 (min)
0 20 40 60 80 100 120 1400
20406080
100120140160180200220
2 years4 years20 years
Rainfall duration (min)
Inte
nsity
(L/
s.h
a)
IDF curve
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Wastewater GenerationPopulatio
n 2042Wastewater (L/s)
Infiltration (L/s)
Stormwater (L/s)
Total amount
(L/s)West-Nablus 74,868 590.2 19.7 3,024 3,634
Zawata 1,855 14.6 0.5 - 15.1Beit wazan 1,046 8.3 0.3 - 8.5Beit ebba 3,116 24.6 0.8 - 25.4
Qosin 1,691 13.3 0.4 - 13.8Der sharaf 2,434 19.2 0.6 - 19.8Study Area 201,058 670 22 3,024 3,717
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The Main Trunk
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SewerCAD Analyses Using manning equation in hydraulic
analysis Manning coefficient = 0.013 Velocity range: 0.5 - 4.5 m/s All pipes are circular and
made of concrete. Alldiameters are 1.4 m
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SewerCAD Analyses
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SewerCAD Analyses
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SewerCAD AnalysesVelocity
(Average) (m/s)
Slope (m/m) Invert (Stop) (m) Stop Node Invert (Start)
(m) Start Node Label
4.03 0.01 421.46 MH-2 421.66 MH-1 CO-14.03 0.01 421.34 MH-3 421.44 MH-2 CO-24.03 0.01 420.11 MH-4 421.11 MH-3 CO-34.03 0.01 418.41 MH-5 419.01 MH-4 CO-44.03 0.01 416.66 MH-6 417.16 MH-5 CO-54.03 0.01 415.25 MH-7 415.95 MH-6 CO-64.03 0.01 414.19 MH-8 414.79 MH-7 CO-74.03 0.01 410.63 MH-9 411.38 MH-8 CO-84.03 0.01 407.98 MH-10 408.58 MH-9 CO-94.03 0.01 405.5 MH-11 406.1 MH-10 CO-104.03 0.01 403.93 MH-12 404.38 MH-11 CO-11
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SewerCAD AnalysesProfile section
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Design of wastewater treatment plant
Primary Screening Grit Removal Primary sedimentation
secondary Aeration Secondary sedimentation
Advanced Disinfection
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Design of wastewater treatment plant
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Screening This is the first step in preliminary
treatment process which aims to remove floating and suspended matter such as paper, cloth.
Quantity of screenings = 0.9 m3/dayDesign criteria
Bar spacing (mm)
Depth in the conduit (m)
slopeBar depth
(mm)Bar width
(mm)Velocity
(m/s)
50 0.53 60° 35 10 0.6
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Grit Removal Chamber Grit chamber used to remove grit sand and
other material manly to protect moving mechanical equipment and pumps from unnecessary wear and abrasion
No. of tube Blower capacity Detention time (min) Length (m) Total Depth
(m) Width( m )
22 8.775 m3/min 4 19.5 3.5 4.5
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Primary sedimentation tank It removes 90% to 95% of settealble
solid ,and remove 30% to 40% of BOD also reduce total suspended solid 50% to 70% .
No.Width
(m)Length
(m)
Total depth (m)
Slope %Weir
length (m)
Weir section
(m)
4 6 24 4 1.35 50 0.2 m
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Aeration Is used to receive the flow from many
entrance to prevent the excess concentration of bacteria in one location.
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Secondary sedimentation Tank (Biological Process)
The objective of biological treatment is to reduce BOD to be with the standard, using bacteria
Overflow rate (m3/m2.d) Detention time (hr) Weir loading
(m3/m.d) Flow rate (m3/d) average liquid depth (m)
20 3 110 40,000 2.1
No.Width
(m)Length (m) Total depth (m) Slope (%) Weir length (m) Weir section (m)
2 16 64 3 1.35 82.8 0.3
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Disinfection The process designed to kill or inactivate most
microorganisms in wastewater, including essentially all pathogenic (disease-causing) organismsWidth (m)
Length (m)
Height (m)
1.6 64 4.8
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Results and Recommendations
The main trunk can carry the wastewater without flooding .
In wastewater treatment plant design we followed a series of processes that helped to achieve the acceptable level of treated waste water.
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The outputs of treatment processes are treated water and sludge. The treated water can be used as an irrigation water in wadi al-zomar ,for olive, almonds, that will lead to reduce the amount of pure water consumption for irragation and the extract sludge can also be used as a fertilizers.
Results and Recommendations
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