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1 Group Members: Tony Tsui Lyutfiye Gafarova Sherif Kinawy Raf Qutub Rosebank Sewage Pumping Station and Forcemain Design.

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Presentation on theme: "1 Group Members: Tony Tsui Lyutfiye Gafarova Sherif Kinawy Raf Qutub Rosebank Sewage Pumping Station and Forcemain Design."— Presentation transcript:

1 1 Group Members: Tony Tsui Lyutfiye Gafarova Sherif Kinawy Raf Qutub Rosebank Sewage Pumping Station and Forcemain Design

2 22 Outline 2 Background Design Objectives Pump Sizing and Selection Instrumentation & Control Environmental Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

3 3 City of Pickering

4 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: 4,760 Future Drainage Area: ha Estimated Peak Flow: 138 L/s

5 5 Forcemain Twinned Forcemain: 250 mm Asbestos Cement Pipe 250 mm PVC Pipe New Forcemain: 350 mm HDPE Pipe Less expensive (use existing forcemain) Minor disruption of Waterfront trail and valley area

6 6 Sewage Pumping Station Proposed Location Existing Location Adequate Space Located Away From Residential Properties

7 7 Floor Plan Access to Pumps Diesel Generator Room Washroom Entrance Wet Well Ventilation Exhaust Louvre

8 8 Side View Standby and Duty PumpsDuty Pump Inlet Sewer Pump Guide Rails Forcemain Surge Relief Drain

9 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

10 10 Outline 10 Background Design Objectives Pump Sizing and Selection Instrumentation & Control Environmental Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

11 11 Rosebank Sewage Pumping Station Pumping Station Layout Max. Static Lift = 12.1 m Ground Elevation 82.0 m Inlet / 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 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 Head TDH = Static Head + Friction Head Hydraulic Calculations: Used Hazen-Williams Formula Assigned C values based on peak flow conditions Flow guidelines of the Ontario MOE

13 13 Station Head Loss Station Piping Standard Weight (ANSI B36.10) Steel Pipe Nominal Size = 250 mm (10) C= 100 Total head loss = 0.2 m

14 14 Forcemain Head Loss Existing Forcemain MOE Velocity range 0.6 – 3.0 m/s Minimum velocity to re-suspend solids is 0.8 m/s Utilize both old pipes to reduce fluid velocity Nominal pipe size = 250 mm (10) Total length = 1,030 m C=100 At peak flow, v = 1.5 m/s in each Total head loss = 16.0 m

15 15 Forcemain Head Loss New HDPE pipe 1000 Series Driscopipe HDPE SDR17 Nominal size 350 mm (14) Length= 285 m C= 120 v= 1.4 m/s Total head loss = 1.7 m

16 16 Valves and Fittings Inventory ItemK- Value Head Loss (m) QtyTotal Loss (m) Velocity head ° Wye Branch ° Elbow ° Elbow Check Valve Gate Valve Knife Gate Valve Total2.0

17 17 Total Dynamic Head (TDH) Head Loss (m) SSPS Steel Piping0.2 Forcemain, PVC Pipe 1A 16.0 Forcemain, A-C Pipe 1B Forcemain, HDPE Pipe 21.7 Fittings and Valves2.0 Static Head (at LWL)12.1 Total Dynamic Head32.0

18 18 Pump Selection ITT Flygt Pumps Used by pumping stations in Durham Region Model Number NP HT Three identical pumps: 2 duty, 1 standby Constant speed: 1,175 rpm Motor power: 70 hp

19 19 System and Pump Performance Curves

20 20 Pump Selection Checking for cavitation: Therefore, cavitation is unlikely to occur Net Positive Suction Head1 Pump2 Pumps Parallel Min. Available (LWL)9.2 m Required8.8 m5.4 m

21 21 Outline 21 Background Design Objectives Pump Sizing and Selection Instrumentation & Control Environmental Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

22 22 Instrumentation and Control Designed for unattended operation Supervisory Control and Data Acquisition (SCADA) system A Remote Terminal Unit (RTU) will be installed Central Station

23 23 Piping & Instrumentation

24 24 Instrumentation and Control MonitoringControlAlarms Level Flow Pressure Programmed Pumps Power Security Wet well levels

25 25 Power Main utility supply Complemented by a series of step-down transformers An emergency diesel generator Rated at 200 kW In the event of power failure Commercial silencer

26 26 Outline 26 Background Design Objectives Pump Sizing and Selection Instrumentation & Control Environmental Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

27 27 Environmental Concerns Fresh Intake Wet Well Ventilation Fan Ventilation Supply Duct H2SH2SH2SH2S Exhaust Vents Odour Noise

28 28 Outline Background Design Objectives Pump Sizing and Selection Instrumentation & Control Environmental Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

29 29 Mitigation Measures Short Term Construction Phase Long Term Community Acceptance Reclamation 29

30 30 Short Term Mitigations 30 Traffic Local traffic Waterfront trail route Water Quality Sedimentation Control Silt Fencing Sedimentation Traps Grass swales HDD

31 31 HDD: Horizontal Directional Drilling 31

32 32 Long Term Mitigations Architecture Blend in with the surrounding neighbourhood Reclamation New Site Petticoat Creek 32

33 33 Outline 33 Background Design Objectives Pump Sizing and Selection Instrumentation & Control Environmental Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

34 34 Total Capital Investment Breakdown 34

35 35 Annual M&O Cost Breakdown 35

36 36 Outline 36 Background Design Objectives Pump Sizing and Selection Instrumentation & Control Environmental Considerations Mitigation Measures Preliminary Cost Analysis Conclusion

37 37 Conclusion New Submersible Sewage Pumping Station 3 submersible pumps (2 duty, 1 standby) Meet projected sewage flow demands Maximize operational efficiency Community and Environment Safer work environment Noise and odour control measures Environmental rehabilitation Community acceptance Cost Reduction Incorporate existing forcemain Minimize environmental impacts

38 38 Acknowledgments Dr. Barry Adams (Professor, University of Toronto) Hugh Tracy (Delcan) Fabian Papa (Adjunct Professor, University of Toronto) Kevin Waher (Wardrop) Steve OBrien (Wardrop) Brent Galardo (Hudsons Bay Trading Company)

39 39 Tony Tsui Sherif Kinawy Raf Qutub Lyutfiye Gafarova Thank You!

40 40 Raf Qutub Supplementary Design Slides

41 41 Pumping Station Design Design parameters: Peak flow: 138 L/s Forcemain = 1,030 m twin barrel (Old) m (New) Static elevation Ground elevation at proposed site= 82.0 ASL Highest point of forcemain (discharge)= 88.5 ASL Invert elevation of inlet sewer to wet well = 77.9 ASL Assumed wet well depth 1.5 m Total static lift = 12.1 m (from LWL to discharge)

42 42 Pumping Station Design Peak Flow: 138 L/s Forcemain 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/s Hence, utilize both old forcemain pipes (1A + 1B)

43 43 Head Loss Calculations TDH = Static Head + Friction Head + Velocity Head TDH = Static Head + Friction Head + Velocity Head Hazen-Williams Formula (Jones et al., 2006) h f = Friction head loss in pipe per meter of piping, [m] Q = Volumetric flow rate, [m 3 /s] C = Hazen-Williams C factor, [dimensionless] D = Internal pipe diameter, [m]

44 44 Head Loss Calculations Station piping C= 100 (MOE guidelines) Total head loss = 0.22 m Existing Forcemain To simply, assume identical dimensions At peak flow, Q= 69 L/s, v= 1.51 m/s in each Head loss = m/m Total head loss = m New 12 HDPE pipe C= 120 Total head loss = 4.96 m

45 45 Velocity Head, Valves and Fittings General head loss equation (m) h m = Friction head loss due to pipe or fitting, [m] h v = 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/s 2 ] Obtain K values from manufacturers or literature

46 46 Checking for Cavitation Net Positive Suction Head (Available) for the System H bar = Barometric pressure of water column for elevation above sea level. h s = Static head of intake water above the impeller. Since the pump is submersible, h s is always positive. H vap = Vapour pressure of fluid at maximum expected temperature, [m] To avoid cavitation, NPSHA >> NPSHR

47 47 Valves and Fittings Inventory ItemK- Value Head Loss (m) QtyTotal Loss (m) Velocity head ° Wye Branch ° Elbow ° Elbow Check Valve Gate Valve Knife Gate Valve Total2.0

48 48 Total Dynamic Head (TDH) Head Loss (m) SSPS Steel Piping0.2 Forcemain, PVC Pipe 1A 16.0 Forcemain, A-C Pipe 1B Forcemain, HDPE Pipe 25.0 Fittings and Valves2.0 Static Head (at LWL)12.1 Total Dynamic Head35.2

49 49 System H-Q and Pump Curve

50 50 System H-Q and Pump Curve

51 51 Pump Specifications ITT Flygt Model NP Submersible Wastewater Pumps Motor Shaft power 70 hp Outlet 6 inches Hydraulic efficiency (2 Parallel) = 71% Single pump operation flow = L/s (71% eff.) Rated speed 1,175 rpm Impeller diameter 310 mm (2 blades)

52 52 Checking for Cavitation H bar = m (measured at 74.9 m ASL) h s = 0.12 m (from pump AutoCAD drawing) H vap = 0.44 m (assumed Max. Temperature = 30°C) NPSHA = – 0.44 = 9.92 m (at LWL) Net Positive Suction Head1 Pump2 Pumps Parallel Available (LWL)9.9 m Required8.8 m5.2 m

53 53 Lyutfiye Gafarova Supplementary Design Slides

54 54 ©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

55 55 BirchChokecherry Poplar Sugar Maple Trembling Aspen Natural Vegetation in the Creek Area

56 56 Red Maple Grey / Red Oiser Dogwood Salix Discolor Green / Red Ash Arbovitae Arrowwood Rodd Ave. Natural Vegetation

57 57 Implementation Schedule


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