1

Group Members:Tony Tsui

Lyutfiye Gafarova Sherif Kinawy

Raf Qutub

Rosebank Sewage Pumping Station and Forcemain Design

22

Outline

2

Background Design Objectives Pump Sizing and Selection Instrumentation & ControlEnvironmental

Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

3

City of Pickering

4

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

5

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

6

Sewage Pumping Station

Proposed Location

Existing Location Adequate Space

Located Away From Residential Properties

7

Floor Plan

Access to Pumps

Diesel Generator Room

Washroom

Entrance

Wet Well Ventilation

Exhaust Louvre

8

Side View

Standby and Duty PumpsDuty Pump

Inlet Sewer

Pump Guide Rails

Forcemain

Surge Relief Drain

9

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

1010

Outline

10

Background Design Objectives Pump Sizing and

Selection Instrumentation & ControlEnvironmental

Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

11

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

12

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

13

Station Head Loss

Station PipingStandard Weight (ANSI B36.10) Steel PipeNominal Size = 250 mm (10”)C= 100 Total head loss = 0.2 m

14

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

15

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

16

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

17

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

2121

Outline

21

Background Design Objectives Pump Sizing and Selection Instrumentation &

ControlEnvironmental

Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

22

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

2626

Background Design Objectives Pump Sizing and Selection Instrumentation & ControlEnvironmental

Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

27

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

2828

OutlineBackground Design Objectives Pump Sizing and Selection Instrumentation & ControlEnvironmental

Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

2929

Mitigation Measures

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3030

Short Term Mitigations

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Traffic Local trafficWaterfront trail

route

Water QualitySedimentation

ControlSilt Fencing Sedimentation TrapsGrass swales

HDD

3131

HDD: Horizontal Directional Drilling

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3232

Long Term Mitigations

ArchitectureBlend in with the

surrounding neighbourhood

Reclamation New SitePetticoat Creek

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3333

Outline

33

Background Design Objectives Pump Sizing and Selection Instrumentation & ControlEnvironmental

Considerations Mitigation Measures Preliminary Cost

Analysis Conclusion

3434

Total Capital Investment Breakdown

34

3535

Annual M&O Cost Breakdown

3535

3636

Outline

36

Background Design Objectives Pump Sizing and Selection Instrumentation & ControlEnvironmental

Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

37373737

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

383838

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)

3939

Tony TsuiSherif Kinawy

Raf QutubLyutfiye Gafarova

Thank You!

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Raf Qutub

Supplementary Design Slides

41

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

44

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

45

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

4747

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

4848

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

4949

System H-Q and Pump Curve

5050

System H-Q and Pump Curve

51

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)

52

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

5353

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