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Group Members: Tony Tsui Lyutfiye Gafarova Sherif Kinawy Raf Qutub

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Group Members: Tony Tsui Lyutfiye Gafarova Sherif Kinawy Raf Qutub

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    1. 1

    2. 2 Outline

    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: 121.3 ha Estimated Peak Flow: 138 L/s

    5. 5 Forcemain

    6. 6 Sewage Pumping Station

    7. 7 Floor Plan

    8. 8 Side View Explain why duty pumps not in the same chamber, guide railsExplain why duty pumps not in the same chamber, guide rails

    9. 9 Wet Well and Valve Chamber Explain flow of sewage even with a water arrowExplain flow of sewage even with a water arrow

    10. 10 Outline

    11. 11 Pumping Station Layout

    12. 12 Design Flow and Hydraulic Calculations Design flow = 138 L/s (year 2031 flow) 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

    17. 17 Total Dynamic Head (TDH)

    18. 18 Pump Selection ITT Flygt Pumps Used by pumping stations in Durham Region Model Number NP3202.185 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

    21. 21 Outline

    22. 22 Instrumentation and Control Designed for unattended operation Supervisory Control and Data Acquisition (SCADA) system A Remote Terminal Unit (RTU) will be installed The pumping station is designed for unattended operation An operator might be required for routine checks and in response to alarms For that reason, a SCADA system is most appropriate to use A RTU will be installed at the PS The RTU is capable of independently controlling the station in case communication is lost with the Master Terminal Unit (MTU)The pumping station is designed for unattended operation An operator might be required for routine checks and in response to alarms For that reason, a SCADA system is most appropriate to use A RTU will be installed at the PS The RTU is capable of independently controlling the station in case communication is lost with the Master Terminal Unit (MTU)

    23. 23 Piping & Instrumentation The piping and instrumentation diagram shows key piping and instrumentation details [shows some of our control mechanisms]The piping and instrumentation diagram shows key piping and instrumentation details [shows some of our control mechanisms]

    24. 24 Instrumentation and Control

    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 Powered through the main utility supply and a series of step-down transformers An emergency diesel generator provides backup power for the pumps and electrical equipment in the event of power failure Powered through the main utility supply and a series of step-down transformers An emergency diesel generator provides backup power for the pumps and electrical equipment in the event of power failure

    26. 26 Outline

    27. 27 Environmental Concerns

    28. 28 Outline

    29. 29 Mitigation Measures

    30. 30 Short Term Mitigations

    31. 31 HDD: Horizontal Directional Drilling

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

    33. 33 Outline

    34. 34 Total Capital Investment Breakdown

    35. 35 Annual M&O Cost Breakdown

    36. 36 Outline

    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

    40. 40

    41. 41 Pumping Station Design Design parameters: Peak flow: 138 L/s Forcemain = 1,030 m twin barrel (Old) + 285 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 Hazen-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]

    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 = 0.015 m/m Total head loss = 15.96 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) 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

    46. 46 Checking for Cavitation Net 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

    47. 47 Valves and Fittings Inventory

    48. 48 Total Dynamic Head (TDH)

    49. 49 System H-Q and Pump Curve

    50. 50 System H-Q and Pump Curve

    51. 51 Pump Specifications ITT Flygt Model NP3203.180 Submersible Wastewater Pumps Motor Shaft power 70 hp Outlet 6 inches Hydraulic efficiency (2 Parallel) = 71% Single pump operation flow = 113.1 L/s (71% eff.) Rated speed 1,175 rpm Impeller diameter 310 mm (2 blades)

    52. 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 = 30C) NPSHA = 10.24 + 0.12 0.44 = 9.92 m (at LWL)

    53. 53

    54. 54 Mitigation Strategies in Affected Areas

    55. 55 Natural Vegetation in the Creek Area Examples of natural vegetation in the creek area: Poplar, Trembling Aspen, White and Yellow Birch, Sugar Maple, Chockecherry. Examples of natural vegetation in the creek area: Poplar, Trembling Aspen, White and Yellow Birch, Sugar Maple, Chockecherry.

    56. 56 Rodd Ave. Natural Vegetation Examples of vegetation in the Rodd Ave. area. : Red Maple Grey / Red Oiser Dogwwod Green / Red Ash Salix Discolor Arbovitae Arrorwwood Special considerations must be taken when allocating planting spots for tall trees. The roots of the trees extent to 1.5 3 times the height hence causing destruction to the existing infrastructures. Special control measures must be taken to minimize infrastructure and tree destructions, and possible future litigations due to infrastructure damage by the tree roots. Examples of vegetation in the Rodd Ave. area. : Red Maple Grey / Red Oiser Dogwwod Green / Red Ash Salix Discolor Arbovitae Arrorwwood Special considerations must be taken when allocating planting spots for tall trees. The roots of the trees extent to 1.5 3 times the height hence causing destruction to the existing infrastructures. Special control measures must be taken to minimize infrastructure and tree destructions, and possible future litigations due to infrastructure damage by the tree roots.

    57. 57 Implementation Schedule

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