1 group members: tony tsui lyutfiye gafarova sherif kinawy raf qutub rosebank sewage pumping station...
TRANSCRIPT
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Group Members:Tony Tsui
Lyutfiye Gafarova Sherif Kinawy
Raf Qutub
Rosebank Sewage Pumping Station and Forcemain Design
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Outline
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Background Design Objectives Pump Sizing and Selection Instrumentation & ControlEnvironmental
Considerations Mitigation Measures Preliminary Cost Analysis Conclusion
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City of Pickering
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Design Objectives
Design a new Sewage Pumping Station and Forcemain in Pickering, Ontario
Provide additional sewage pumping capacity to accommodate future population growth
Comply with current engineering standards, and health and safety regulations
Design Criteria (year 2031)Population: 4,760Future Drainage Area: 121.3 haEstimated Peak Flow: 138 L/s
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Forcemain
Twinned Forcemain:250 mm Asbestos Cement Pipe250 mm PVC Pipe
New Forcemain: 350 mm HDPE Pipe
Less expensive (use existing forcemain)
Minor disruption of Waterfront trail and valley area
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Sewage Pumping Station
Proposed Location
Existing Location Adequate Space
Located Away From Residential Properties
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Floor Plan
Access to Pumps
Diesel Generator Room
Washroom
Entrance
Wet Well Ventilation
Exhaust Louvre
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Side View
Standby and Duty PumpsDuty Pump
Inlet Sewer
Pump Guide Rails
Forcemain
Surge Relief Drain
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Wet Well and Valve Chamber
Wet Well #1
Wet Well #2
Inlet Sewer
Air Release Valve
Surge Relief Valve
Gate Valve
Check Valve
Knife Gate Valve
Forcemain
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Outline
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Background Design Objectives Pump Sizing and
Selection Instrumentation & ControlEnvironmental
Considerations Mitigation Measures Preliminary Cost Analysis Conclusion
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Rosebank Sewage Pumping Station
Pumping Station Layout
Max. Static Lift
= 12.1 m
Ground Elevation
82.0 mInlet / HWL
77.9 m
Discharge 88.5 m
LWL 76.4 m
1,030 m twin-barrel forcemain 250 mm
Station Piping 250 mm ANSI B36.10 Steel
285 m HDPE Pipe 350 mm
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Design Flow and Hydraulic Calculations
Design flow = 138 L/s (year 2031 flow)Design flow = 138 L/s (year 2031 flow)TDH = Static Head + Friction HeadTDH = Static Head + Friction Head
Hydraulic Calculations:Used Hazen-Williams FormulaAssigned C values based on peak flow conditionsFlow guidelines of the Ontario MOE
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Station Head Loss
Station PipingStandard Weight (ANSI B36.10) Steel PipeNominal Size = 250 mm (10”)C= 100 Total head loss = 0.2 m
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Forcemain Head Loss
Existing ForcemainMOE Velocity range 0.6 – 3.0 m/sMinimum velocity to re-suspend solids is 0.8 m/sUtilize both old pipes to reduce fluid velocity Nominal pipe size = 250 mm (10”)Total length = 1,030 mC=100 At peak flow, v = 1.5 m/s in eachTotal head loss = 16.0 m
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Forcemain Head Loss
New HDPE pipe1000 Series Driscopipe HDPE SDR17Nominal size 350 mm (14”)Length= 285 mC= 120 v= 1.4 m/sTotal head loss = 1.7 m
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Valves and Fittings InventoryItem K-
ValueHead
Loss (m)Qty Total Loss
(m)
Velocity head 1.00 0.38 1 0.4
45° Wye Branch 0.50 0.19 2 0.4
45° Elbow 0.21 0.08 2 0.2
90° Elbow 0.39 0.15 1 0.1
Check Valve 2.00 0.76 1 0.8
Gate Valve 0.08 0.03 1 0.0
Knife Gate Valve 0.13 0.05 1 0.1
Total 2.0
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Total Dynamic Head (TDH)
Head Loss (m)
SSPS Steel Piping 0.2
Forcemain, PVC Pipe 1A16.0
Forcemain, A-C Pipe 1B
Forcemain, HDPE Pipe 2 1.7
Fittings and Valves 2.0
Static Head (at LWL) 12.1
Total Dynamic Head 32.0
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Pump Selection
ITT Flygt Pumps Used by pumping stations in Durham Region
Model Number NP3202.185 HTThree identical pumps: 2 duty, 1 standbyConstant speed: 1,175 rpmMotor power: 70 hp
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System and Pump Performance Curves
0
10
20
30
40
50
60
0 20 40 60 80 100 120 140 160
Flow, Q (L/s)
TD
H,
(m)
Design System Curve
Pump Q
Design Point
System Curve During Initial Conditions
2 Pumps 1 Pump
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Pump Selection
Checking for cavitation:
Therefore, cavitation is unlikely to occur
Net Positive Suction Head 1 Pump 2 Pumps Parallel
Min. Available (LWL) 9.2 m 9.2 m
Required 8.8 m 5.4 m
vapsbar HhHNPSHA
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Outline
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Background Design Objectives Pump Sizing and Selection Instrumentation &
ControlEnvironmental
Considerations Mitigation Measures Preliminary Cost Analysis Conclusion
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Instrumentation and Control
Designed for unattended operationSupervisory Control and Data Acquisition (SCADA)
systemA Remote Terminal Unit (RTU) will be installed
CentralStation
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Piping & Instrumentation
CV-3
CV-2
CV-1
GV-3
GV-2
GV-1
SRV
KGV-1 KGV-2
ARV-2
WET WELL #2
WET WELL #1
LSH
LAH
LSL
LAL
LIT
Pump 1
Pump 2
Pump 3
FE
PIT FIT
FQ
FR
LR
PLC PLC PLC
PLCPLC
Ultrasonic measurement
Ultrasonic measurement
Slu
ice
Ga
te 1
Slu
ice
Ga
te 2
Sluice Gate 3
Magnetic
AB
AB
AB
PLC
PLC
PLC
Drain
Ø 6" 10"Expander (TYP.)
Ø 10" 6" (Reducer)
FORCEMAIN
Manual Bar Screen
INCOMINGSEWER
Ø 8" 10" (Expander)
Ø 8" 10" (Expander)
Ø 8" 10" (Expander)
ARV-3
ARV-1
LSLL
LSHH
STOP LEVEL
START LEVEL
LSLL
LSHH
STOP LEVEL
START LEVEL
CV-3
CV-2
CV-1
GV-3
GV-2
GV-1
SRV
KGV-1 KGV-2
ARV-2
WET WELL #2
WET WELL #1
LSH
LAH
LSL
LAL
LIT
Pump 1
Pump 2
Pump 3
FE
PIT FIT
FQ
FR
LR
PLC PLC PLC
PLCPLC
Ultrasonic measurement
Ultrasonic measurement
Slu
ice
Ga
te 1
Slu
ice
Ga
te 2
Sluice Gate 3
Magnetic
AB
AB
AB
PLC
PLC
PLC
Drain
Ø 6" 10"Expander (TYP.)
Ø 10" 6" (Reducer)
FORCEMAIN
Manual Bar Screen
INCOMINGSEWER
Ø 8" 10" (Expander)
Ø 8" 10" (Expander)
Ø 8" 10" (Expander)
ARV-3
ARV-1
LSLL
LSHH
STOP LEVEL
START LEVEL
LSLL
LSHH
STOP LEVEL
START LEVEL
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Instrumentation and Control
Monitoring Control Alarms
LevelFlowPressure
ProgrammedPumps
PowerSecurityWet well levels
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Power
Main utility supplyComplemented by a series of
step-down transformers
An emergency diesel generatorRated at 200 kWIn the event of power failureCommercial silencer
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Outline
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Background Design Objectives Pump Sizing and Selection Instrumentation & ControlEnvironmental
Considerations Mitigation Measures Preliminary Cost Analysis Conclusion
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Valve Chamber Wet Well
Diesel Generator
Room
Environmental Concerns
Fresh IntakeFresh Intake
Wet Well Ventilation Fan
Ventilation Supply Duct
HH22SS
Exhaust VentsExhaust Vents
Odour Odour
NoiseNoise
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OutlineBackground Design Objectives Pump Sizing and Selection Instrumentation & ControlEnvironmental
Considerations Mitigation Measures Preliminary Cost Analysis Conclusion
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Mitigation Measures
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Short Term Mitigations
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Traffic Local trafficWaterfront trail
route
Water QualitySedimentation
ControlSilt Fencing Sedimentation TrapsGrass swales
HDD
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HDD: Horizontal Directional Drilling
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Long Term Mitigations
ArchitectureBlend in with the
surrounding neighbourhood
Reclamation New SitePetticoat Creek
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Outline
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Background Design Objectives Pump Sizing and Selection Instrumentation & ControlEnvironmental
Considerations Mitigation Measures Preliminary Cost
Analysis Conclusion
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Total Capital Investment Breakdown
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Annual M&O Cost Breakdown
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Outline
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Background Design Objectives Pump Sizing and Selection Instrumentation & ControlEnvironmental
Considerations Mitigation Measures Preliminary Cost Analysis Conclusion
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ConclusionNew Submersible Sewage Pumping Station
3 submersible pumps (2 duty, 1 standby)Meet projected sewage flow demandsMaximize operational efficiency
Community and EnvironmentSafer work environmentNoise and odour control measuresEnvironmental rehabilitationCommunity acceptance
Cost ReductionIncorporate existing forcemainMinimize environmental impacts
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Acknowledgments
Dr. Barry Adams (Professor, University of Toronto)Hugh Tracy (Delcan)Fabian Papa (Adjunct Professor, University of
Toronto)Kevin Waher (Wardrop)Steve O’Brien (Wardrop)Brent Galardo (Hudson’s Bay Trading Company)
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Tony TsuiSherif Kinawy
Raf QutubLyutfiye Gafarova
Thank You!
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Raf Qutub
Supplementary Design Slides
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Pumping Station Design
Design parameters: Peak flow: 138 L/sForcemain = 1,030 m twin barrel (Old) + 285 m (New)Static elevation
Ground elevation at proposed site= 82.0 ASLHighest point of forcemain (discharge)= 88.5 ASLInvert elevation of inlet sewer to wet well = 77.9 ASL
Assumed wet well depth 1.5 mTotal static lift = 12.1 m (from LWL to discharge)
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Pumping Station Design
Peak Flow: 138 L/sForcemain
Section 1A: 10” ID 1,030 m A-C pipe (old, 1961)Section 1B: 10” ID 1,030 m PVC pipe (new, 1998)Section 2: 12” ID, 285 m HDPE pipe, joins 1A+1B
At peak flow, velocity in one 10” forcemain = 3.03m/s
MOE velocity range 0.6 m/s – 3.0 m/sHence, utilize both old forcemain pipes (1A + 1B)
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Head Loss Calculations
TDH = Static Head + Friction Head + Velocity HeadTDH = Static Head + Friction Head + Velocity HeadHazen-Williams Formula (Jones et al., 2006)
hf = Friction head loss in pipe per meter of piping, [m]
Q = Volumetric flow rate, [m3/s]C = Hazen-Williams “C” factor, [dimensionless]D = Internal pipe diameter, [m]
1000151
85.1
63.2
CD
Qh f
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Head Loss CalculationsStation piping
C= 100 (MOE guidelines)Total head loss = 0.22 m
Existing ForcemainTo simply, assume identical dimensionsAt peak flow, Q= 69 L/s, v= 1.51 m/s in eachHead loss = 0.015 m/mTotal head loss = 15.96 m
New 12” HDPE pipeC= 120Total head loss = 4.96 m
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Velocity Head, Valves and FittingsGeneral head loss equation (m)
hm = Friction head loss due to pipe or fitting, [m]hv = Velocity head, [m]K = Constant factor that depends on shape of fitting or
valve, [dimensionless]v = Fluid velocity, [m/s]g = Gravitational acceleration constant, [9.81 m/s2]Obtain K values from manufacturers or literature
g
vKhm 2
2
g
vhv 2
2
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Checking for CavitationNet Positive Suction Head (Available) for the System
Hbar= Barometric pressure of water column for elevation above sea level.
hs= Static head of intake water above the impeller. Since the pump is submersible, hs is always positive.
Hvap = Vapour pressure of fluid at maximum expected temperature, [m]
To avoid cavitation, NPSHA >> NPSHR
vapsbar HhHNPSHA
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Valves and Fittings InventoryItem K-
ValueHead
Loss (m)Qty Total Loss
(m)
Velocity head 1.0 0.38 1 0.4
45° Wye Branch 0.5 0.19 2 0.4
45° Elbow 0.21 0.08 2 0.2
90° Elbow 0.39 0.15 1 0.1
Check Valve 2.00 0.76 1 0.8
Gate Valve 0.08 0.03 1 0.0
Knife Gate Valve 0.13 0.05 1 0.1
Total 2.0
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Total Dynamic Head (TDH)
Head Loss (m)
SSPS Steel Piping 0.2
Forcemain, PVC Pipe 1A16.0
Forcemain, A-C Pipe 1B
Forcemain, HDPE Pipe 2 5.0
Fittings and Valves 2.0
Static Head (at LWL) 12.1
Total Dynamic Head 35.2
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System H-Q and Pump Curve
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System H-Q and Pump Curve
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Pump Specifications
ITT FlygtModel NP3203.180 Submersible Wastewater
PumpsMotor Shaft power 70 hpOutlet 6 inches Hydraulic efficiency (2 Parallel) = 71%Single pump operation flow = 113.1 L/s (71% eff.)Rated speed 1,175 rpmImpeller diameter 310 mm (2 blades)
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Checking for Cavitation
Hbar= 10.24 m (measured at 74.9 m ASL)
hs= 0.12 m (from pump AutoCAD drawing)
Hvap = 0.44 m (assumed Max. Temperature = 30°C)
NPSHA = 10.24 + 0.12 – 0.44 = 9.92 m (at LWL)
Net Positive Suction Head 1 Pump 2 Pumps Parallel
Available (LWL) 9.9 m 9.9 m
Required 8.8 m 5.2 m
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Lyutfiye Gafarova
Supplementary Design Slides
5454
©2009 Google – Imagery ©DigitalGlobe, First Base Solutions, GeoEye, Map Data ©2009 Tele Atlas
Mitigation Strategies in Affected Areas
Forcemain
New Site
Existing Site
•Silt Fencing
•Odour, noise control measures
•Introduce native species
•Traffic Control
5555
Birch Chokecherry
Poplar
Sugar Maple
Trembling Aspen
Natural Vegetation in the Creek Area
5656
Red Maple Grey / Red OiserDogwood
Salix Discolor
Green / Red Ash
Arbovitae Arrowwood
Rodd Ave. Natural Vegetation
5757
Implementation Schedule
December 2008 November 2011
Jan 2009 Jan 2010 Jan 2011
Dec 2008Submit Final Preliminary Report for approval to the Regional Review Committee
Apr 2009Detailed Design
Apr 2009MOE and Stakeholders Approvals and Sing-off
Sep 2009Prepare Pre-tender Cost-Estimate
Oct 2009Tender Period for Contractors
Oct 2009Tender Evaluation and Recommendations
Oct 2009Award of Contract and Construction
Nov 2010Construction Acceptance
Nov 2011Warranty Period
Ends