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WBG103013092847VBC
LIONS GATE SECONDARY WASTEWATER TREATMENT PLANT
PROJECT DEFINITION REPORT VOLUME 1 February 2014
AECOM 3292 Production Way, Floor 4 Burnaby, BC, Canada V5A 4R4 www.aecom.com
604 444 6400 604 294 8597
tel fax
February 28, 2014
Laurie Ford, P.Eng., LEEP AP Senior Engineer, Project Contracts Secondary Wastewater Treatment Upgrades Metro Vancouver 4330 Kingsway Burnaby, B.C. V5H 4G8
Dear Laurie: Project No:
60272810
Regarding:
Lions Gate Secondary Wastewater Treatment Plant Final Project Definition Report
We are pleased to submit 11 copies of our Final Project Definition Report for the referenced project. We greatly appreciate the opportunity to work with you, your project team, and with many other stakeholders on this exciting assignment. We look forward to working with you on the next phase of the project in the near future.
Sincerely, AECOM Canada Ltd.
Rick Bitcon, P.Eng. Project Manager
Encl.
LGSWWTP_PDR_Covltr_2014-02-28_Final.Docx
Albert Li, P.Eng. Project Director
Project Definition Report
Prepared by: AECOM 3292 Production Way, Floor 4 Burnaby, BC, Canada V5A 4R4
604.444.6400
tel
CH2M HILL Metrotower II, Suite 2100, 4720 Kingsway Burnaby, BC, Canada V5H 4N2
604.684.3282
tel
604.432.6200
tel
Prepared for: Metro Vancouver 4330 Kingsway Burnaby, BC, Canada V5H 4G8
Project Number: 60272810 (AECOM) 456928 (CH2M HILL)
Date: February 2014
Distribution List # of Hard Copies
PDF Required
11
Yes
Association / Company Name Laurie Ford, P.Eng., Metro Vancouver Paul Dufault, P.Eng., Metro Vancouver
Revision Log Revision #
Revised By
Date
Issue / Revision Description
A
R. Bitcon
December 20, 2013
Draft
Final
R. Bitcon
February 28, 2014
Final
Signatures
Report Prepared By: Richard D. Bitcon, M.Eng., P.Eng., MBA Project Manager, Engineering Team AECOM
Joyce Chang, P.Eng., LEED AP Project Coordinator, Engineering Team CH2M HILL Canada Limited
Scott Wolf, FAIA, Architect AIBC, LEED BD+C Corporate Sponsor, Architectural + Community Integration Team The Miller Hull Partnership, LLP
Report Reviewed By: Albert Li, P.Eng. Principal-in-Charge, Engineering Team AECOM
Table of Contents
Table of Contents page
Acknowledgements .............................................................................................................................xiii Acronyms and Abbreviations ..............................................................................................................xv 1.
Indicative Design Summary Report ....................................................................................... 1-1
2.
Project Background ................................................................................................................ 2-1
2.1 2.2 2.3
2.4 2.5 2.6
2.7 2.8
2.9 2.10
3.
4.
Section Description .......................................................................................................................... 2-1 Project Need .................................................................................................................................... 2-2 Project Objectives, Organization, and Integrated Design Process .................................................. 2-3 2.3.1 Metro Vancouver’s Key Project Objectives ........................................................................ 2-3 2.3.2 Secondary Wastewater Treatment ..................................................................................... 2-3 2.3.3 Sustainability – Environmental, Social, and Economic ....................................................... 2-3 2.3.4 Integrated Resource Recovery ........................................................................................... 2-4 2.3.5 Community Integration ........................................................................................................ 2-4 2.3.6 Integrated Design Process ................................................................................................. 2-4 Structured Decision-making Process ............................................................................................... 2-5 2.4.1 Framework for Selecting the Preferred Option ................................................................... 2-5 Creation and Evaluation of Nine Integrated Thematic Concepts .................................................... 2-8 Development of Three Build Scenarios ......................................................................................... 2-10 2.6.1 Summary of Three Build Scenarios .................................................................................. 2-10 2.6.2 Build Scenario A – Resource ............................................................................................ 2-10 2.6.3 Build Scenario B – Community ......................................................................................... 2-11 2.6.4 Build Scenario C – Natural ............................................................................................... 2-12 2.6.5 Liquid Treatment Discussion of Trade-offs ....................................................................... 2-20 2.6.6 Solids Management Discussion of Trade-offs .................................................................. 2-20 Recommendation for Liquid Treatment and Solids Management at LGSWWTP ......................... 2-21 Resource Recovery Opportunities ................................................................................................. 2-21 2.8.1 Biogas Utilization .............................................................................................................. 2-22 2.8.2 District Energy................................................................................................................... 2-23 Reclaimed Water Opportunities ..................................................................................................... 2-23 Nutrient Recovery Opportunities .................................................................................................... 2-24
Wastewater Flow and Load Projections ................................................................................ 3-1
3.1 3.2 3.3
Section Description .......................................................................................................................... 3-1 Population Projections ..................................................................................................................... 3-1 Flow and Loads Projection for North Shore Sewerage Area ........................................................... 3-1
Regulatory Permitting and Approvals.................................................................................... 4-1
4.1 4.2
4.3
Section Description .......................................................................................................................... 4-1 Federal ............................................................................................................................................. 4-1 4.2.1 Wastewater Systems Effluent Regulations ......................................................................... 4-1 4.2.2 Canadian Environmental Protection Act ............................................................................. 4-2 4.2.3 Canadian Environmental Assessment Agency ................................................................... 4-3 Provincial ......................................................................................................................................... 4-3 4.3.1 Integrated Liquid Waste and Resource Management Plan ................................................ 4-3 4.3.2 Operational Certificate ........................................................................................................ 4-3
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4.4
5.
6.
Community Acceptance and User Requirements ................................................................. 5-1
5.1 5.2 5.3 5.4 5.5 5.6
6.5
6.6 6.7 6.8 6.9
8.
iv
Section Description .......................................................................................................................... 5-1 Community Acceptance Considerations .......................................................................................... 5-1 Metro Vancouver User Requirements ............................................................................................. 5-2 First Nations Considerations ............................................................................................................ 5-3 District of North Vancouver Flood Construction Level ..................................................................... 5-4 District of North Vancouver Pemberton Avenue Right-of-Way ........................................................ 5-4
Site Characterization ............................................................................................................... 6-1
6.1 6.2
6.3 6.4
7.
4.3.3 Potential Environmental Discharge Objectives ................................................................... 4-3 4.3.4 Organic Matter Recycling Regulation ................................................................................. 4-4 4.3.5 Municipal Wastewater Regulation, Reclaimed Water......................................................... 4-4 4.3.6 Vancouver Coastal Health .................................................................................................. 4-5 Municipal .......................................................................................................................................... 4-5 4.4.1 Land Use ............................................................................................................................. 4-5 4.4.2 Noise Bylaws ...................................................................................................................... 4-5 4.4.3 Stormwater Management ................................................................................................... 4-6
Section Description .......................................................................................................................... 6-1 Site Description ................................................................................................................................ 6-2 6.2.1 Climate ................................................................................................................................ 6-2 6.2.2 Soils and Drainage Patterns ............................................................................................... 6-3 6.2.3 Vegetation and Ecological Characteristics ......................................................................... 6-5 6.2.4 Local Circulation ................................................................................................................. 6-5 6.2.5 Views and Experiential Qualities ...................................................................................... 6-10 Local Air Quality ............................................................................................................................. 6-10 Local and Regional Contextual Information ................................................................................... 6-11 6.4.1 Geographic Setting and Ecological Values ...................................................................... 6-11 6.4.2 Current Land Use and Zoning .......................................................................................... 6-12 6.4.3 Community Amenities ....................................................................................................... 6-13 6.4.4 Proposed Developments .................................................................................................. 6-13 6.4.5 Natural Hazards ................................................................................................................ 6-14 Archaeological ............................................................................................................................... 6-15 6.5.1 Cultural Background of the Study Area ............................................................................ 6-15 6.5.2 Archeological Investigations and Findings ....................................................................... 6-16 Utilities ........................................................................................................................................... 6-16 Site Geology .................................................................................................................................. 6-17 Site Contamination......................................................................................................................... 6-17 Noise .............................................................................................................................................. 6-17
Evaluation of Existing Outfall ................................................................................................. 7-1
7.1 7.2 7.3
Section Description .......................................................................................................................... 7-1 Capacity Assessment ...................................................................................................................... 7-1 Condition Assessment ..................................................................................................................... 7-1
Indicative Design – Wastewater Treatment ........................................................................... 8-1
8.1 8.2
Section Description .......................................................................................................................... 8-1 Post-disaster Requirements ............................................................................................................ 8-1 8.2.1 Seismic Performance Objectives ........................................................................................ 8-1 8.2.2 Flooding .............................................................................................................................. 8-2 8.2.3 Wind .................................................................................................................................... 8-2 8.2.4 Snow and Rain.................................................................................................................... 8-2
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8.3 8.4
8.5 8.6
8.7
8.8
8.9
8.10
8.2.5 Earthquake Design Criteria ................................................................................................. 8-2 Geotechnical .................................................................................................................................... 8-3 Contaminated Soil Management ..................................................................................................... 8-4 8.4.1 Step 1 – Apply to BC Ministry of Environment for Approval in Principle ............................ 8-5 8.4.2 Step 2 – Follow Independent Remediation Pathway .......................................................... 8-5 Technology Migration Pathways ...................................................................................................... 8-5 Basis of Process Design .................................................................................................................. 8-6 8.6.1 Liquid Treatment ................................................................................................................. 8-6 8.6.2 Solids Management ............................................................................................................ 8-7 8.6.8 Block Flow Diagram ............................................................................................................ 8-7 Process Equipment and Sizing ...................................................................................................... 8-11 8.7.1 Influent Pumps .................................................................................................................. 8-11 8.7.2 Coarse Screens ................................................................................................................ 8-11 8.7.3 Fine Screens ..................................................................................................................... 8-11 8.7.4 Screenings Handling ......................................................................................................... 8-11 8.7.5 Grit Removal ..................................................................................................................... 8-12 8.7.6 Grit Washing, Classification, and Dewatering .................................................................. 8-12 8.7.7 Fats, Oils, and Grease Removal and Primary Clarifiers ................................................... 8-12 8.7.8 High-rate Clarifiers for Wet Weather Flows ...................................................................... 8-13 8.7.9 Deep Tank Activated Sludge Bioreactors ......................................................................... 8-13 8.7.10 Stacked Secondary Clarifiers ........................................................................................... 8-13 8.7.11 Disinfection ....................................................................................................................... 8-14 8.7.12 Primary Sludge Thickeners ............................................................................................... 8-14 8.7.13 Waste Secondary Sludge Thickeners............................................................................... 8-14 8.7.14 Anaerobic Digesters.......................................................................................................... 8-14 8.7.15 Biogas Management Ancillaries ....................................................................................... 8-15 8.7.16 Biogas Utilization .............................................................................................................. 8-15 8.7.17 Dewatering ........................................................................................................................ 8-15 8.7.18 Centrate Treatment ........................................................................................................... 8-16 8.7.19 Reclaimed Water .............................................................................................................. 8-17 Structural ........................................................................................................................................ 8-17 8.8.1 Design Criteria .................................................................................................................. 8-17 8.8.2 Coatings and Liners for Concrete Structures ................................................................... 8-17 8.8.3 Description of Buildings and Structures ............................................................................ 8-18 Utility Mechanical ........................................................................................................................... 8-19 8.9.1 Design Criteria .................................................................................................................. 8-19 8.9.2 Ventilation Requirements .................................................................................................. 8-20 8.9.3 Heating Loads and Plant Heat Supply System ................................................................. 8-20 8.9.4 Air Conditioning Systems .................................................................................................. 8-20 8.9.5 Natural Gas Utility Service ................................................................................................ 8-21 8.9.6 Fuel Delivery and Storage Systems ................................................................................. 8-21 8.9.7 Plumbing ........................................................................................................................... 8-21 8.9.8 Fire Protection................................................................................................................... 8-21 8.9.9 Heat Recovery .................................................................................................................. 8-22 8.9.10 Controls ............................................................................................................................. 8-22 Electrical ........................................................................................................................................ 8-22 8.10.1 Preliminary Load Prediction .............................................................................................. 8-22 8.10.2 Electrical Supply ............................................................................................................... 8-22 8.10.3 Power Distribution ............................................................................................................. 8-23
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8.11
9.
Indicative Design – Architectural ........................................................................................... 9-1
9.1 9.2 9.3
9.4 9.5 9.6 9.7
9.8 9.9 9.10
9.11
9.12
9.13
9.14
vi
8.10.4 Standby Power.................................................................................................................. 8-23 8.10.5 Onsite Cogeneration ......................................................................................................... 8-23 8.10.6 Arc-flash Hazard ............................................................................................................... 8-23 8.10.7 Grounding and Lightning Protection Systems .................................................................. 8-23 8.10.8 Lighting ............................................................................................................................. 8-23 8.10.9 Energy Centre ................................................................................................................... 8-23 Instrumentation and Controls ......................................................................................................... 8-24 Section Description .......................................................................................................................... 9-1 Project Design Concept ................................................................................................................... 9-1 Site Organization ............................................................................................................................. 9-3 9.3.1 Buildings ............................................................................................................................. 9-7 9.3.2 Vehicular Circulation ........................................................................................................... 9-7 9.3.3 Parking ................................................................................................................................ 9-7 9.3.4 Pedestrian Circulation ......................................................................................................... 9-8 9.3.5 Site Planting ........................................................................................................................ 9-8 9.3.6 Water Feature ................................................................................................................... 9-11 9.3.7 Lighting ............................................................................................................................. 9-11 9.3.8 Fencing ............................................................................................................................. 9-12 Public Open Space – 1st St. ........................................................................................................... 9-12 Public Open Space – Pemberton Avenue ..................................................................................... 9-13 9.5.1 Water Feature ................................................................................................................... 9-14 Building Form ................................................................................................................................. 9-15 Building Organization ..................................................................................................................... 9-17 9.7.1 General ............................................................................................................................. 9-17 9.7.2 Operations and Maintenance Building .............................................................................. 9-17 9.7.3 Maintenance Areas and Circulation .................................................................................. 9-17 9.7.4 Public Spaces ................................................................................................................... 9-17 9.7.5 Energy Centre ................................................................................................................... 9-17 9.7.6 Circulation ......................................................................................................................... 9-17 Functional Program........................................................................................................................ 9-18 Enclosed Public Space .................................................................................................................. 9-19 Sustainable Design Strategies ....................................................................................................... 9-20 9.10.1 Sustainability Frameworks ................................................................................................ 9-20 9.10.2 Conclusion ........................................................................................................................ 9-21 Integrated Site Water Strategy ...................................................................................................... 9-21 9.11.1 Water Feature ................................................................................................................... 9-22 9.11.2 Stormwater Management Strategy ................................................................................... 9-23 Building Materials ........................................................................................................................... 9-25 9.12.1 Celebrating Concrete ........................................................................................................ 9-25 9.12.2 Project Finishes ................................................................................................................ 9-25 Public Art Strategy ......................................................................................................................... 9-26 9.13.1 Introduction ....................................................................................................................... 9-26 9.13.2 Public Art Framework ....................................................................................................... 9-26 9.13.3 Description of Example ..................................................................................................... 9-27 Building Rooftop: Future Uses ....................................................................................................... 9-28 9.14.1 Operations and Maintenance Building Rooftop ................................................................ 9-28 9.14.2 Plant Rooftop: Future Uses .............................................................................................. 9-28 9.14.3 Recommendations ............................................................................................................ 9-28
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9.15
Building Code Assessment ............................................................................................................ 9-29 9.15.1 Project Characteristics ...................................................................................................... 9-29 9.15.2 Fire Protection and Life Safety Systems .......................................................................... 9-29 9.15.3 Fire Alarm and Detection Systems ................................................................................... 9-29 9.15.4 Provisions for Firefighting ................................................................................................. 9-30 9.15.5 Building Requirements for Persons with Disabilities ........................................................ 9-30 9.15.6 Building Code Equivalencies/Alternative Solutions .......................................................... 9-30 9.15.7 Next Steps ........................................................................................................................ 9-30
10.
Indicative Design – Odour Control ....................................................................................... 10-1
11.
Conveyance ........................................................................................................................... 11-1
10.1 10.2 10.3 10.4 10.5 11.1 11.2 11.3
11.4
12.
Section Description ........................................................................................................................ 11-1 Conveyance Options...................................................................................................................... 11-1 Construction Risks ......................................................................................................................... 11-1 11.3.1 Geotechnical ..................................................................................................................... 11-2 11.3.2 Soil Contamination ............................................................................................................ 11-2 11.3.3 Utility Conflicts .................................................................................................................. 11-2 11.3.4 Bypass Requirements ....................................................................................................... 11-2 11.3.5 Right-of-Way Availability (Property Acquisition Risk) ....................................................... 11-2 11.3.6 Future District Energy ....................................................................................................... 11-2 Recommendation ........................................................................................................................... 11-2
Education and Partnerships ................................................................................................. 12-1 12.1 12.2
12.3
13.
Section Description ........................................................................................................................ 10-1 Surrounding Neighbours ................................................................................................................ 10-1 Odour Sources and Odorous Air Loads......................................................................................... 10-2 Odour Control Technology Selection and Recommendation ........................................................ 10-3 Odour Control Process Description ............................................................................................... 10-3
Section Description ........................................................................................................................ 12-1 Education Opportunities ................................................................................................................ 12-1 12.2.1 Introduction ....................................................................................................................... 12-1 12.2.2 Audiences ......................................................................................................................... 12-1 12.2.3 Educational Framework .................................................................................................... 12-1 12.2.4 Possible Ongoing School/Educational Partnerships ........................................................ 12-2 12.2.5 Proposed Design Strategies to Support Educational Goals ............................................. 12-2 12.2.6 Lessons from the Annacis Wastewater Centre ................................................................ 12-3 12.2.7 Requirements.................................................................................................................... 12-3 12.2.8 Next Steps/Recommendations ......................................................................................... 12-3 Partnership Opportunities .............................................................................................................. 12-4
Performance Indicators ........................................................................................................ 13-1 13.1 13.2 13.3 13.4 13.5 13.6
Section Description ........................................................................................................................ 13-1 Energy Consumption ..................................................................................................................... 13-1 Greenhouse Gas Emissions .......................................................................................................... 13-2 Reclaimed Water Use .................................................................................................................... 13-3 Onsite Stormwater Management ................................................................................................... 13-4 Green Rating Systems ................................................................................................................... 13-4 13.6.1 Introduction ....................................................................................................................... 13-4 13.6.2 Leadership in Energy and Environmental Design, Version 4 ........................................... 13-4 13.6.3 Envision 2.0 ...................................................................................................................... 13-5 13.6.4 Conclusion ........................................................................................................................ 13-6
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13.7
Building Performance..................................................................................................................... 13-6 13.7.1 Introduction ....................................................................................................................... 13-6 13.7.2 Sustainable Strategies ...................................................................................................... 13-6 13.7.3 Conclusion ........................................................................................................................ 13-9
14.
Construction Sequencing and Site Development Phasing ................................................ 14-1
15.
Operations Plan ..................................................................................................................... 15-1
14.1 14.2 14.3 14.4 14.5 14.6 14.7 14.8
15.1 15.2 15.3 15.4 15.5
15.6 15.7 15.8 15.9
Section Description ........................................................................................................................ 14-1 Contract Packaging........................................................................................................................ 14-2 Site Security and Access ............................................................................................................... 14-2 Site Offices, Laydown Areas, and Warehousing ........................................................................... 14-3 Excavation Spoils and Dewatering ................................................................................................ 14-3 Delivery of Concrete and Reinforcing Steel ................................................................................... 14-4 Neighbours and Nuisance Issues .................................................................................................. 14-4 Project Schedule ............................................................................................................................ 14-5 14.8.1 Schedule Milestones ......................................................................................................... 14-5 14.8.2 Construction Scheduling Considerations .......................................................................... 14-5 14.8.3 Construction Sequencing .................................................................................................. 14-6 14.8.4 Use of Precast Concrete Members or Structural Steel Construction ............................... 14-6 14.8.5 Use of Construction Cranes .............................................................................................. 14-6 Section Description ........................................................................................................................ 15-1 Staffing Requirements ................................................................................................................... 15-1 Operations, Maintenance, and Laboratory Requirements ............................................................. 15-1 Training Needs ............................................................................................................................... 15-2 Plant Commissioning and Handover ............................................................................................. 15-3 15.5.1 System Testing ................................................................................................................. 15-3 15.5.2 Testing Sequence ............................................................................................................. 15-3 15.5.3 Plant Commissioning Planning ......................................................................................... 15-4 15.5.4 Staff Transition .................................................................................................................. 15-4 15.5.5 Plant Commissioning Team .............................................................................................. 15-4 Plant Layout ................................................................................................................................... 15-5 Traffic Circulation ........................................................................................................................... 15-6 Third-party Access ......................................................................................................................... 15-6 Lifting and Maintenance Strategy .................................................................................................. 15-7
16.
Cost Estimates ...................................................................................................................... 16-1
17.
References ............................................................................................................................. 17-1
16.1 16.2 16.3 16.4
Section Description ........................................................................................................................ 16-1 Capital Costs .................................................................................................................................. 16-1 Construction Cash Flow Projections .............................................................................................. 16-1 Annual Operating Costs ................................................................................................................. 16-1
List of Figures Figure 2-1. Metro Vancouver’s Wastewater Treatment Plants .................................................................................. 2-2 Figure 2-2. Metro Vancouver’s Key Project Objectives ............................................................................................. 2-3 Figure 2-3. Timeline of Integrated Design Process Workshops ................................................................................ 2-5 Figure 2-4. Structured Decision-making Process Steps ............................................................................................ 2-6 Figure 2-5. Objectives Hierarchy ............................................................................................................................... 2-7 Figure 2-6. Example of Consequence Table ............................................................................................................. 2-8
viii
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Figure 2-7. Illustration of Nine Thematic Concepts.................................................................................................... 2-9 Figure 2-8. Summary of Three Build Scenarios.......................................................................................................2-19 Figure 6-1. Regional Context ..................................................................................................................................... 6-1 Figure 6-2. Sun Patterns ............................................................................................................................................ 6-2 Figure 6-3. Temperature and Precipitation ................................................................................................................ 6-2 Figure 6-4. Local Geology of the North Shore ........................................................................................................... 6-3 Figure 6-5. Geology and Soils of the Surrounding Landscape .................................................................................. 6-4 Figure 6-6. Drainage Patterns in the Local Landscape ............................................................................................. 6-4 Figure 6-7. Existing Site Character ............................................................................................................................ 6-5 Figure 6-8. Pedestrian Circulation ............................................................................................................................. 6-7 Figure 6-9. Bicycle Circulation ................................................................................................................................... 6-8 Figure 6-10. Vehicular Circulation ............................................................................................................................. 6-9 Figure 6-12. Extensive Intertidal Marsh and Mud Flats East of Lions Gate Bridge in 1947 ....................................6-11 Figure 6-13. Vegetation and Ecosystems ................................................................................................................6-12 Figure 6-14. Land Use and Community Amenities ..................................................................................................6-14 Figure 6-15. Natural Hazards...................................................................................................................................6-15 Figure 6-16. First Nations Settlements Documented along Burrard Inlet ................................................................6-16 Figure 8-1. Block Flow Diagram................................................................................................................................. 8-9 Figure 9-1. View from Pemberton Avenue Looking West .......................................................................................... 9-2 Figure 9-2. View from 1st St. Looking West ............................................................................................................... 9-2 Figure 9-3. View from 1st St. Looking East ................................................................................................................ 9-3 Figure 9-4. Neighbourhood Urban Design Concept – October 2013 ........................................................................ 9-4 Figure 9-5. Site Organization, Northern Elevation Looking South from 1st St. ..........................................................9-4 Figure 9-6. Site Organization Plan Diagram .............................................................................................................. 9-5 Figure 9-7. Public Space Serves as a Transition between Plant and Community ....................................................9-6 Figure 9-8. Organization of Plant Processes Onsite.................................................................................................. 9-6 Figure 9-9. Vehicular and Pedestrian Circulation ...................................................................................................... 9-7 Figure 9-11. Example of Planting Character Along 1st St. ......................................................................................... 9-9 Figure 9-12. Examples of Planting Character in Zone 2 ............................................................................................ 9-9 Figure 9-13. Example of Planting Character for the Green Roof.............................................................................9-10 Figure 9-14. Vertical Trees Create Green Wall .......................................................................................................9-10 Figure 9-15. Example of Intensive Green Roof .......................................................................................................9-10 Figure 9-16. Conceptual Lighting Layout .................................................................................................................9-11 Figure 9-17. Aluminum Reed Installation .................................................................................................................9-12 Figure 9-18. Public Space along 1st St. ...................................................................................................................9-12 Figure 9-19. Typical Section through the Landform along 1st St. ............................................................................9-13 Figure 9-20. Public Space at the Foot of Pemberton Avenue .................................................................................9-14 Figure 9-21. Project Massing Strategies ..................................................................................................................9-16 Figure 9-22. Plant Floor-level Summary ..................................................................................................................9-18 Figure 9-23. Program Area Table ............................................................................................................................9-19 Figure 9-24. Section through Water Feature Pond Edge ........................................................................................9-22 Figure 9-25. Water Feature Strategies ....................................................................................................................9-23 Figure 9-26. Stormwater Zones ...............................................................................................................................9-24 Figure 9-27. Concrete Finish Examples: Clyfford Still Museum, Denver Allied Works Architecture .......................9-25 Figure 9-28. Location of LGSWWTP Public Art Opportunities ................................................................................9-26 Figure 9-29. Public Art Example by Ken Lum ..........................................................................................................9-27 Figure 10-1. Aerial Rendering Location Concept for the LGSWWTP and Vicinity ..................................................10-1 Figure 10-2. Simplified Air Treatment and Ventilation Concept ...............................................................................10-3 Figure 13-1. Energy Use Data Extracted from NWWBI Database (AECOM, 2013) ...............................................13-2 Figure 14-1. Issues Map ..........................................................................................................................................14-1 Figure 14-2. Summary Project Schedule .................................................................................................................14-5 Figure 15-1. LGSWWTP Training Schedule Overview ............................................................................................15-3 Figure 15-2. Plant Commissioning Team Organization Chart .................................................................................15-5 Figure 15-3. New LGSWWTP Site Layout ...............................................................................................................15-6 Figure 15-4. Site Circulation at the New LGSWWTP ..............................................................................................15-7 Figure 16-1. Cumulative Construction Cash Flow Projections ................................................................................16-2
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List of Tables Table 2-1. Summary of Thematic Concepts .............................................................................................................. 2-8 Table 3-1. North Shore Sewerage Area Population Projections ............................................................................... 3-1 Table 3-2. Flow and Load Projections for North Shore Sewerage Area ................................................................... 3-1 Table 4-1. Draft List of Substances ........................................................................................................................... 4-4 Table 4-2. Municipal Effluent Quality Requirements for Reclaimed Water (MWR) ...................................................4-5 Table 5-1. District of North Vancouver Flood Construction Level.............................................................................. 5-4 Table 7-1. Outfall Calculation Summary .................................................................................................................... 7-1 Table 8-1. Review of Freeboard ................................................................................................................................ 8-3 Table 8-2. Possible Technology Migration Pathways for Liquid Treatment Stream ..................................................8-6 Table 9-1. Summary of Project Characteristics .......................................................................................................9-29 Table 10-1. Odour Control Systems Design Parameters ........................................................................................10-3 Table 13-1. Summary of Projected Energy Use for LGSWWTP .............................................................................13-1 Table 13-2. Summary of Greenhouse Gas Emissions from LGSWWTP ................................................................13-3 Table 16-1. Capital Costs ........................................................................................................................................16-1 Table 16-2. Annual Operations and Maintenance Costs .........................................................................................16-2
Appendixes 2
Project Background Technical Brief 2A Notes from Integrated Design Process Workshops 2B Structure Decision-making Process Technical Memorandum 2C Liquid Treatment Technologies Long List Technical Memorandum 2D Biosolids Technologies Long List Technical Memorandum 2E Thematic Concept Development Technical Memorandum 2F Thematic Concept Evaluation Technical Memorandum 2G Conceptual Development of Three Build Scenarios Technical Memorandum 2H Integrated Processing of Source-separated Organics Technical Memorandum 2I Remote SSO Facility on North Shore Technical Memorandum 2J Coastal Wetland Enhancement Opportunities Technical Memorandum 2K Evaluation of Three Build Scenarios Technical Memorandum 2L Build Scenarios B and C Modified Technical Memorandum 2M Supporting Calculations for Key Tradeoffs for Liquid Treatment and Solids Management Alternatives 2N Integrated Resource Recovery Opportunities Long List Technical Memorandum 2O Biogas Utilization Technical Memorandum 2P Heat Recovery Conceptual Design Capital Costing Basis 2Q Heat Recovery Pro Forma Cash Flow Analysis 2R Water Reuse Technical Memorandum
3
Flow and Load Projections Technical Brief
4A 4B
Response from the Canadian Environmental Assessment Agency (CEAA) Potential Effluent Discharge Objectives for the Proposed North Shore Wastewater Treatment Plant – August 2012 Potential Effluent Discharge Objectives for the Proposed North Shore Wastewater Treatment Plant – First Update, October 2013
4C 5A 5B 5C 5D 5E 5F
x
Community Enhancement Opportunities Technical Memorandum Minutes of Meeting with Metro Vancouver on March 27, 2013 Minutes of Meeting with Metro Vancouver on June 28, 2013 PowerPoint Slides Presented at Meeting with Metro Vancouver on August 30, 2013 PowerPoint Slides Presented at Meeting with Metro Vancouver on September 6, 2013 PowerPoint Slides Presented at Meeting with Metro Vancouver on November 5, 2013
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6A 6B 6C
LGSWWTP Archaeological Results Technical Memorandum Site Contamination Technical Memorandum LGSWWTP Baseline Sound Report Technical Memorandum
7
Existing Outfall Assessment Technical Brief
8A 8B 8C 8D 8E
Post-disaster Performance Objectives for LGSWWTP Technical Memorandum Phase 1 Geotechnical Data Report Phase 2 Geotechnical Data Report Geotechnical Design Brief Lions Gate Secondary Wastewater Treatment Plant Indicative Design Technical Brief
9A 9B 9C 9D 9E 9F 9G
Site Planting Technical Memorandum Sustainable Design Strategies Technical Memorandum Integrated Site Water Strategy Technical Memorandum Building Materials Public Art Strategy Technical Memorandum Building Code Assessment Technical Memorandum Room Data Sheets
10
Odour Control Technical Brief
11
Conveyance Alternatives Technical Brief
12
Education and Partnerships Technical Memorandum
13A 13B 13C
Energy Balance in Year 2021 Green Rating Systems Technical Memorandum Building Performance Technical Memorandum
15
Operations Plan Technical Brief
16A 16B
Indicative Design Estimate #1 Lions Gate Secondary Wastewater Treatment Plant – Project Definition, Preliminary O&M Cost Estimate (2020 Dollars)
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Acknowledgements
Acknowledgements The contributions of the following consultants are gratefully acknowledged.
Project Definition Report Team Engineering Team AECOM CH2M HILL Canada Limited Golder Associates Ltd. FVB Energy Inc. WPC Solutions Inc. Matson Peck and Topliss
Architectural and Community Integration Team The Miller Hull Partnership, LLP space2place design inc. Matthew Woodruff Architecture Michel Labrie Architect Compass Resource Management Ltd. Ken Lum Raincoast Applied Ecology BRC Acoustics & Audiovisual Design SOURCES Archaeological and Heritage Research Inc.
Cost Consultant BTY Group
Additional Contributors 7group – Integrative Design Process Facilitator KPMG – Business Advisor Maple Reinders – Construction Advisor Dr. Alan Russell, Dr. George Tchobanoglous, Gordon Culp – Expert Advisors
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Acronyms and Abbreviations
Acronyms and Abbreviations °C
degree Celsius
µm
micrometre
24/7/365
24 hours per day, 7 days per week, 365 days per year
AA
annual average
AAF
average annual flow
ACH
air change per hour
ACI
American Concrete Institute
ADWF
average dry weather flow
AiP
Approval in Principle
AP
approved professional
AS
activated sludge
AV
audio visual
AWWA
American Water Works Association
BC
British Columbia
BC Gov
Government of British Columbia
BCBC
BC Building Code
BD+C
Building Design and Construction
BEAM
Biosolids Emissions Assessment Model
BNR
biological nutrient removal
Board
Metro Vancouver Board of Directors
BOD
biochemical oxygen demand
BOD5
5-day biochemical oxygen demand
BTY
BTY Group
CAS
conventional activated sludge
cBOD5
5-day carbonaceous biochemical oxygen demand
CCME
Canadian Council of Ministers of the Environment
CDAC
computerized data acquisition and control
CEAA
Canadian Environmental Assessment Agency
CEPA
Canadian Environmental Protection Act, 1999
CEPT
chemically enhanced primary treatment
CFU
colony forming unit
CH2M HILL
CH2M HILL Canada Limited
CH4
methane
CHP
combined heat and power
CN
Canadian National Railway Company
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Acronyms and Abbreviations
CNV
City of North Vancouver
CO2
carbon dioxide
CO2e
carbon dioxide equivalent
COD
chemical oxygen demand
CofC
Certificate of Compliance
Concert
Concert Realty Services Ltd.
CWHdm
Coastal Western Hemlock dry maritime
D/T
detection threshold value
dBA
decibels (acoustic)
DB
design-build
DBB
design-bid-build
DBFOM
design-build-finance-operate-maintain
DCS
distributed control system
DH+
data highway plus
DNV
District of North Vancouver
DS
digested sludge
dt/y
dry tonne per year
DWV
District of West Vancouver
E. coli
escherichia coli
EBCT
empty bed contact time
EDO
effluent discharge objective
EIC
electrical, instrumentation, and control
EOCP
Environmental Operators Certification Program
FCL
flood construction level
FeCl3
ferric chloride
FOG
fats, oils, and grease
FRP
fibreglass-reinforced plastic
ft
foot, feet
FTE
full-time equivalent
g/c/d
gram per capita per day
g/cm3
gram per cubic centimetre
GHG
greenhouse gas
GJ
gigajoule
GJ/d
gigajoule per day
GJ/y
gigajoule per year
Golder
Golder Associates
GVS&DD
Greater Vancouver Sewage and Drainage District
H2O
water
H2S
hydrogen sulphide
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Acronyms and Abbreviations
HGL
hydraulic grade line
HHWLT
higher high water, large tide
HI
Hollyburn Interceptor
hp
horsepower
HRC
high-rate clarification
HVAC
heating, ventilation, and air conditioning
I
Importance Factor
I&C
Instrumentation and Controls
IDP
Integrated Design Process
IDT
integrated design team
ILWRMP
Metro Vancouver’s Integrated Liquid Waste and Resource Management Plan
IPS
Influent Pump Station
IRR
integrated resource recovery
ISO
International Organization for Standardization
K
Kelvin
kg
kilogram
kg/d
kilogram per day
kg/t
kilogram per tonne
km
kilometre
km/y
kilometre per year
kN
kilonewton
KPI
key performance indicator
kV
kilovolt
kW
kilowatt
kWh
kilowatt-hour
kWh/ML
kilowatt-hour per megalitre
kWh/y
kilowatt-hour per year
KWL
Kerr Wood Leidal Associates Ltd.
L
litre
L/c/d
litre per capita per day
L/h
litre per hour
L/s
litre per second
LEED V4
Leadership in Energy and Environmental Design Version 4 Guidelines
LEED
Leadership in Energy and Environmental Design
Leq
equivalent noise level
LGPAC
Lions Gate Public Advisory Committee
LGSWWTP
Lions Gate Secondary Wastewater Treatment Plant
LGWWTP
Lions Gate Wastewater Treatment Plant
m
metre
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Acronyms and Abbreviations
m/min
metre per minute
m/s
metre per second
m2
square metre
m3
cubic metre
m3/d
cubic metre per day
m3/h
cubic metre per hour
MAR
mean annual rain event
masl
metre above sea level
MDDWF
maximum day dry weather flow
MDF
maximum day flow
mg/L
milligram per litre
mL
millilitre
ML
mixed liquor
ML/d
megalitre per day
mm
millimetre
MM
maximum month
MMF
maximum month flow
MML
monthly maximum load
MoE
BC Ministry of Environment
MPN
most probable number
MVA
megavolt-ampere
MW
maximum week
MW
megawatt
m-wc/m
metre water column per metre
MWR
Municipal Wastewater Regulation, 2012
N
nitrogen
NBC
National Building Code of Canada
NFPA
National Fire Protection Association
NH3
ammonia
nm3/h
normal cubic metre per hour
No.
number
NOR
Norgate substation
NRCC
National Research Council Canada
NSSA
North Shore Sewerage Area
NTU
nephelometric turbidity unit
NVI
North Vancouver Interceptor
NWWBI
National Water & Wastewater Benchmarking Initiative
O&M
operations and maintenance
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Acronyms and Abbreviations
OC
operational certificate
OMRR
Organic Matter Recycling Regulation (18/2002)
PDWF
peak dry weather flow
PE
primary effluent
PGH
power generation and heating
Piteau
Piteau Associates
PLC
programmable logic controller
PRAH
permeability-reducing admixture for hydrostatic conditions
PS
primary sludge
PWWF
peak wet weather flow
QC
quality control
RAP
remediation action plan
RDT
rotary drum thickener
RFP
Request for Proposal
ROW
right-of-way
RSS
return secondary sludge
SDM
structured decision-making
SE
secondary effluent
SITES
Sustainable Sites Initiative
SLR
sea-level rise
Sources
Sources Archaeological & Heritage Consultants
SRT
solids retention time
SSO
source-separated organics
St.
street
Stantec
Stantec Consultants Ltd.
SWD
side water depth
t CO2e/y
tonne of carbon dioxide equivalent per year
t
tonne
TAD
thermophilic anaerobic digestion
TBL
triple-bottom line
TKN
total Kjeldahl nitrogen
TM
technical memorandum
TN
total nitrogen
TP
total phosphorous
TPS
thickened primary sludge
tpy
tonne per year
TSS
total suspended solids
TWSS
thickened waste secondary sludge
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Acronyms and Abbreviations
U.S.
United States
UGNBC
User’s Guide – NBC 2010 Structural Commentaries
USEPA
U.S. Environmental Protection Agency
UV
ultraviolet
V
volt
VFD
variable frequency drive
vs.
versus
WSER
Wastewater Systems Effluent Regulations
WSS
waste secondary sludge
wt
wet tonne
WWTP
wastewater treatment plant
y
year
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456928_WBG103013092847VBC
LIONS GATE SECONDARY WASTEWATER TREATMENT PLANT
INDICATIVE DESIGN SUMMARY REPORT October 2013
© 2013, Greater Vancouver Sewerage and Drainage District. All Rights Reserved. The preparation of this feasibility study was carried out with assistance from the Green Municipal Fund, a fund financed by the Government of Canada and administered by the federation of Canadian Municipalities. Notwithstanding this support, the views expressed are the personal views of the authors, and the Federation of Canadian Municipalities and the Government of Canada accept no responsibility for them.
LIONS GATE SECONDARY WASTEWATER TREATMENT PLANT
INDICATIVE DESIGN SUMMARY REPORT The Integrative Design Process model dissolves traditional discipline oriented silos, thereby allowing the project team to discover opportunities that emerge from the design process which would otherwise be unrealized. The integrative process provides a robust framework for the team to work across disciplines to develop concepts consistent with Metro Vancouver’s four key objectives, simultaneously fostering exploration of the interdependencies between key project objectives. Involvement of all disciplines throughout the design process resulted in an indicative design that is more responsive to a range of criteria.
1 2 3 4 5 6 7
EXECUTIVE SUMMARY PROJECT BACKGROUND PROJECT OBJECTIVES KEY DESIGN CRITERIA SITE CHARACTERIZATION INDICATIVE DESIGN PROJECT IMPLEMENTATION SCHEDULE
1 EXECUTIVE SUMMARY
(top) Aerial view from southeast (bottom) View of Operations and Maintenance Building from public plaza at Pemberton Ave 5
Indicative Design Summary Report
EXECUTIVE SUMMARY 1
1. EXECUTIVE SUMMARY The Lions Gate Secondary Wastewater Treatment Plant presents an opportunity to simultaneously provide a needed upgrade to an essential service, protect the local environment and contribute to development on the North Shore. Located on former BC Rail lands, the intent of this Indicative Design is to define the scope of the work required for the delivery of a twenty first century wastewater treatment plant. The Lions Gate Secondary Wastewater Treatment Plant will occupy much of its 3.5 hectare site, employing best practices for wastewater treatment and providing maximum flexibility for future treatment technology upgrades. The Indicative Design included in this report was developed specifically to fulfill Metro Vancouver’s four goals for the project, including: 1. The provision of robust secondary wastewater treatment. 2. The development and demonstration of a project that is socially, ecologically and economically sustainable. 3. The implementation of integrated resource recovery strategies. 4. The creation of a facility integrated into the community. The project team has worked together in a highly collaborative way with a large number of stakeholder groups including businesses, residents, technical experts, local government and First Nations in order to integrate these objectives with the project design. The outcome is a facility that is resilient and future proof; belongs to the place; is secure but visually open to the community; has the potential to be a net producer of energy; and that can be used to teach future generations about sustainable building, wastewater treatment and environmental stewardship. This Indicative Design Summary Report provides a brief overview of the defined project. It describes the recommended treatment technology, architectural character, and community integration opportunities present in the Lions Gate Secondary Wastewater Treatment Plant. In early 2014, Metro Vancouver will assess its construction procurement options and funding structures. Following the Board decision on procurement and funding, the design and construction phase is expected to commence with a project completion date of December 31, 2020.
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2 PROJECT BACKGROUND 2. PROJECT BACKGROUND 1. PROJECT NEED The existing Lions Gate Wastewater Treatment Plant serves the North Shore municipalities of West Vancouver, the City of North Vancouver and the District of North Vancouver as well as the Squamish Nation and Tsleil-Waututh Nation. The plant was commissioned in 1961 and has provided primary level treatment on the North Shore for the past 50 years. The existing plant will continue in full operation until the new Lions Gate Secondary Wastewater Treatment Plant (LGSWWTP) is commissioned and operating. The existing treatment plant is one of five treatment plants owned and operated by Metro Vancouver in the region. As identified in Metro Vancouver’s Integrated Liquid Waste and Resource Management Plan approved by the BC Ministry of Environment in May, 2011, this project is part of the secondary upgrading program of the two remaining primary WWTP in the region. The Lions Gate Wastewater Treatment Plant must be upgraded to secondary treatment by December 31, 2020.
The Lions Gate Secondary WWTP will be the fourth secondary treatment plant 7
Indicative Design Summary Report
PROJECT BACKGROUND 2
2. DEVELOPMENT OF ALTERNATIVES Three build scenarios were considered and focused on enhancing different characteristics and potentials of the indicative design: resource, community, and sustainability.
3. DEVELOPMENT OF INDICATIVE DESIGN CONCEPT As projects become more complex and require teams composed of professionals across many different disciplines, the necessity for a strong design process becomes evident. In order to ensure that this type of necessary cross disciplinary collaboration is delivered, leading projects now use the Integrative Design Process (IDP) which allows members of the interdisciplinary design team to collectively assess opportunities at a high level to discover interdependent benefits otherwise undiscovered by traditional project methodologies. The design process for the LGSWWTP has utilized the IDP methodology in order to explore potential synergies between the technical and community aspects of the project. This process has been elaborated through seven Integrative workshops and several collaboration meetings were held throughout the Project Definition phase. These workshops have brought the interdisciplinary team together to collaboratively explore the project’s potential and had substantial impact on the form, character and deployment of technologies for the project.
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3 PROJECT OBJECTIVES 3. PROJECT OBJECTIVES Grounding all IDP exchanges have been four project goals established prior to the project commencement by Metro Vancouver. These are: Robust Secondary Wastewater Treatment; the Use and Demonstration of Sustainable Design Principles; the implementation of Integrated Resource Recovery Strategies, and strong Community Integration.
1. SECONDARY WASTEWATER TREATMENT IDP:
The Integrative Design Process allows a team with a wide range of knowledge and expertise to come together to address the four project objectives as an, interrelated whole rather than as individual components considered in isolation.
The key objective for wastewater treatment will be to meet the requirements for secondary level treatment as defined in the new Government of Canada Wastewater System Effluent Regulations and specified by the BC Ministry of Environment in a new Operational Certificate in accordance with the Integrated Liquid Waste and Resource management Plan
2. SUSTAINABILITY
DISTRICT ENERGY SITE STORMWATER MANAGEMENT DAYLIGHTING EFFLUENT-SOURCE HEAT PASSIVE VENTILATION
The project will optimize the generation and capture of valuable materials to be repurposed for fuel, water, fertilizer and heat, helping Metro Vancouver in reducing its energy costs, carbon footprint, potable water use and environmental impact. Metro Vancouver has an opportunity through this project to demonstrate its commitment to sustainability, to provide leadership, and to build a model facility, while fulfilling its mandate of providing of a core service. In working to achieve this goal, business cases were developed in line with the following objectives: • • • • • • • •
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Minimize energy use and maximize energy recovery from plant operations Minimize the generation of waste and maximize reuse and recycling of waste during construction, operation, and deconstruction/decommissioning. Minimize the region’s contribution to climate change. Minimize off-site impacts of stormwater and effluent discharge. Provide a facility that is an asset to the community. Develop and apply decision-making processes that are transparent, inclusive, and respectful of the interests of all affected parties. Demonstrate Metro Vancouver’s values and commitment to sustainability through the creation of a model facility for others to emulate. Provide a facility that is financially sustainable and provides value for money for Metro Vancouver rate payers.
Indicative Design Summary Report
PROJECT OBJECTIVES 3
3. INTEGRATED RESOURCE RECOVERY The wastewater treatment process has the potential to generate a number of valuable materials, including fuel (digester gas or biogas), water (treated effluent), fertilizer or fuel (biosolids), and heat. • • • • • • •
Maximize generation and capture of digester gas (biogas) Maximize recovery of energy through co-management with solid waste organics Maximize recovery of heat from effluent Harness cooling potential Maximize use of reclaimed water Generate high quality biosolids for beneficial use Maximize recovery of nutrients from wastewater
4. COMMUNITY INTEGRATION The site is between active commercial, industrial, and residential zones, and thus its character and urban integration are crucial. By exploring community partnerships, mutual interests, education opportunities and public engagement positions, Metro Vancouver aims to provide a positive influence to the urban character rather than only minimizing the community impact. Working with residents, businesses and interested parties allowed for the exploration of potential community assets.
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3 PROJECT OBJECTIVES 4. KEY DESIGN CRITERIA 1. DESIGN HORIZON The design horizon for the LGSWWTP site extends to 2101 and major infrastructure, including tanks such as the digesters and primary and secondary treatment tanks have been sized to accommodate projected population growth on the North Shore.
2. SERVICE POPULATION AND WASTEWATER FLOWS AND LOADS The population on the North Shore is projected to reach 294,000 at the beginning of the next century.
Year 2011 2021 2031 2051 2101
UTILIZING THE TREATMENT TANKS WITH EFFICIENCY IMPROVEMENTS WILL ALLOW THE PLANT TO ACCOMMODATE THE PROJECTED POPULATION GROWTH BETWEEN 2051 AND 2101
Project Population 184,875 206,600 224,900 254,000 294,000
The estimated wastewater flows and organic loads that will be treated by LGSWWTP, based on the projected population of 254,000 in year 2051 is summarized below:
Wastewater Flows & Loads Population Flow Average Dry Weather (ADWF), ML/d Average Annual (AAF), ML/d Maximum Day Flow (MDF), ML/d Peak Wet Weather (PWWF), ML/d Average Annual Loads BOD, kg/d TSS, kg/d
Year 2051 254,000 102 120 245 320 19,050 21,590
The new plant’s capacity of 320 ML per day will accommodate peak flows associated with wet weather flow. MLD
X1000
MLD MLD MLD MLD MLD MLD
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KEY DESIGN CRITERIA 4
3. TREATED EFFLUENT REQUIREMENTS There are two primary regulations that govern the quality of treated effluent discharged from LGSWWTP to the Burrard Inlet: • •
Environment Canada (2012). Fisheries Act, Wastewater Systems Effluent Regulations SOR/2012-139. BC Ministry of Environment (2012). Environmental Management Act, Metro Vancouver’s Integrated Liquid Waste and Resource Management Plan
Metro Vancouver’s existing Operational Certificate for the Lions Gate Wastewater Treatment Plant will be amended to reflect the requirements of the regulations. The treated effluent from LGSWWTP must be equivalent to or better than • 5-day Carbonaceous Biochemical Oxygen Demand: Monthly average < 25 mg/L • Total Suspended Solids: Monthly average < 25 mg/L • Unionized Ammonia: Maximum < 1.25 mg/L The requirement for disinfection is seasonal between May 1 and September 30. Also, treated effluent from LGSWWTP must not be acutely toxic to aquatic organisms.
4. COMMUNITY INTEGRATION CRITERIA Throughout the project definition phase, Metro Vancouver has consulted with a wide variety of stakeholders in order to determine the most effective community integration possibilities. These included providing: 1. Odour mitigation to address community concerns 2. Spaces to support outreach and educational opportunities 3. Public amenities along 1st St., the foot of Pemberton Avenue and the treatment plant roof
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5 SITE CHARACTERIZATION 5. SITE CHARACTERIZATION 1. PROPOSED SITE The Lions Gate Secondary Wastewater Treatment Plant site is approximately 2kms east of the Lions Gate Bridge and the existing Lions Gate Wastewater Treatment Plant. The land uses immediately surrounding the project site and along Pemberton Avenue are classified as industrial under the District of North Vancouver current zoning bylaw, and are classified as “employment lands” under the 2011 Official Community Plan. The character of the neighbourhood beyond the site varies widely: • • • • • • • • •
Rail lines are located immediately to the south of the site. A new vehicle and pedestrian overpass is under development immediately to the west of the site on Philip Ave, and is to be completed during 2015. Light commercial businesses on the north side of 1st St. Norgate, a neighbourhood of single family homes is located to the north of the project The Spirit Trail, a recreation trail connecting the municipalities of the North Shore is located approximately 75m north of the site. Higher density residential development and commercial activities are located further north by approximately 2 kms along the Marine Drive corridor. Pemberton Avenue is characterized by low rise buildings with a variety of commercial uses and light industrial, and is of emerging importance in defining the urban character of the neighbourhood. A variety of commercial and light industrial uses are located to the east, and south of the site along McKeen Avenue. A number of heavy industrial uses including Kinder Morgan, FibreCo and Seaspan are located to the south of the project site.
PROJECT SITE
Communities and industries adjacent to the project site 13
Indicative Design Summary Report
SITE CHARACTERIZATION 5
LAND USE AND ZONING • • •
Site is on the edge between heavy industry to the south and light industry to the north. Site borders CN rail line to the south. Site is adjacent to Pemberton Ave business core and Norgate residential community.
FUTURE DEVELOPMENT • • • •
Heavy industrial uses (port and rail) are expected to intensify. Harbourside waterfront redevelopment is planned to east of site. Seaspan will add 800 jobs in coming decade. Vehicular/pedestrian overpass being planned at Philip Ave just west of site, closing Pemberton Ave at grade.
NATURAL HAZARDS •
•
Indicative Design Summary Report
The project site is in an area of overlapping natural hazards including: liquefaction, flooding, tsunami and sea level rise due to climate change. Plant design will mitigate these natural hazards, including locating all critical equipment and functions at elevation of +6.0m above sea level to address projected 100 year sea level rise.
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5 SITE CHARACTERIZATION
2. GEOTECHNICAL CONSIDERATIONS SOIL LIQUEFACTION DESCRIBES A PHENOMENON WHEREBY A SATURATED OR PARTIALLY SATURATED SOIL SUBSTANTIALLY LOSES STRENGTH AND STIFFNESS IN RESPONSE TO AN APPLIED STRESS, USUALLY EARTHQUAKE SHAKING OR OTHER SUDDEN CHANGE IN STRESS CONDITION, CAUSING IT TO BEHAVE LIKE A LIQUID
Geotechnical considerations are a important element of this project given that the underlying native soil is known to be prone to liquefaction during an earthquake. The upper several metres of soil beneath the site is fill material that was placed in the early part of the 20th century when the intertidal area was developed for industrial use. The fill material is underlain by a layer of coarse granular sediments to a depth of 15 metres, typical of Capilano River Sediment deposits on the North Shore. The soil below this material is silty/ sand in the upper layers and gravel/sand with interbedded fine material at lower elevations from glacial deposits. Groundwater is known to be close to the surface, while bedrock is more than 100 metres deep.
The site occupies land that was formed as a result of glacial deposits and sediment deposits from the Capilano River
3. ARCHAEOLOGICAL CONSIDERATIONS The north shore of Burrard Inlet lies within the asserted traditional territories of the Tsleil Waututh, Musqueam, Squamish Nations as well as other Sto:lo First Nations. The shoreline of this inlet is known historically as the host of numerous village and seasonal camps sites utilized by First Nations people long before European contact. In addition to this history, significant archaeological sites within the Burrard Inlet have been registered with the British Columbia Archaeology Branch in compliance with British Columbia’s Heritage Conservation Act. Given this context and to comply with jurisdictional requirements, Metro Vancouver has undertaken an archaeological investigation of the site. These studies have utilized soil core samples extracted for geotechnical investigations, and were reviewed in controlled conditions in the geotechnical engineer’s facilities. The likelihood of finding cultural material on the site is not high, based on the specific location of the project site, the extent of previous disturbance and the results of recent field tests. Further samples from across the site will be screened in order to determine if the area contains material of archaeological origin.
Convergence zones where salmon spawning grounds met dry land became abundant places where First Nations settlements could thrive 15
Indicative Design Summary Report
SITE CHARACTERIZATION 5
4. ECOLOGICAL CONTEXT AND SITE CONDITIONS The Lions Gate Secondary Wastewater Treatment site is situated on the pre-development shoreline of the Burrard Inlet (circa early 1900s). At one time the site likely supported dense thickets of Pacific crabapple, cascara, hardhack, and willows, with moist conifer forests upslope and vast expanses of intertidal wetlands to the south. A long history of industrial activity has led the present site to have low ecological value. Most of the site area is covered by unvegetated gravel or asphalt but lack of recent use has allowed some areas to become colonized by weedy species, including butterfly bush, black cottonwood and other early successional vegetation. No species at risk or ecological communities at risk are known to use the site. In addition, there are no watercourses or areas of standing water on the site at any time of year.
Existing site character
5. SITE CONTAMINATION The BC Ministry of Environment (MOE) has issued a Certificate of Compliance (CoC) for the site, based on its past use for rail freight storage and as a passenger station. The eastern portion of the site near Pemberton Ave has been remediated with clean fill and a groundwater cut-off barrier on the south side of the property adjacent to the rail tracks. The remaining contamination has been fully characterized and includes hydrocarbons and metals, which will be managed during construction.
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6. LIONS GATE SECONDARY WASTEWATER TREATMENT PLANT INDICATIVE DESIGN
(top) View of Operations and Maintenance building looking east on 1st St
INDICATIVE DESIGN 6 The configuration of Lions Gate Secondary Wastewater Treatment Plant is a result of collaborative design efforts between design team disciplines to develop a compact, contextual addition to the diverse zoning in the neighbourhood. Given the visibility of the site to arterial traffic, the Spirit Trail and the cycle route bounding its northern perimeter great care has been taken with the project massing. A translucent “gallery” reduces the apparent height of the facility from the street level while extensive planting and site grading rise up from 1st St. to modulate the scale of the plant. Intensive activities are focused at the west end of the site, with digesters, solids handling, headworks and dewatering clustered to facilitate the robust odour control system and efficient operations. Primary and secondary treatment occur mid block, with a transparent cantilevered Operations and Maintenance building at the corner of 1st St. and Pemberton Avenue. These treatment plant functions portray a clean, architectural form balanced against the industrial scale of neighbouring industries. Translucent and glazed walls at the west end also allow selected views from the street into the plant, making the invisible visible. What emerges is a project characterized by a diverse range of urban experiences across the site, a pedestrian scaled public entrance and outdoor open space at the foot of Pemberton, a highly visible energy centre, and several other spaces indoors and out that support public education and outreach in water use and sustainable water infrastructure.
(top) View of Operations and Maintenance building from corner of Pemberton and 1st St (bottom left) View of Southwest end of plant from McKeen Rd (bottom right) View of digesters and screening building from further west along 1st St Indicative Design Summary Report
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6 INDICATIVE DESIGN
ENGAGE THE PUBLIC • •
Develop civic building expression with public spaces at ground level Create public outdoor spaces at Pemberton Ave and along W First St
REDUCE APPARENT HEIGHT • • •
Berm landscape against north wall Glaze operations level of plant to allow light through Set back wall of operations level
DEVELOP CLEAN, UNIFIED EXPRESSION • •
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Integrate design of main building and treatment plant Tighten up buildings and equipment at intensive end of site
Indicative Design Summary Report
INDICATIVE DESIGN 6
1. OPERATIONS AND MAINTENANCE BUILDING i. General Given the constraints of a small site, the Operations and Maintenance building is located at the east end of the site in order to optimize the space available for plant processes and to support the project vision of utilizing the space at Pemberton Avenue. LEVEL 4 OPERATIONS
El. 18.5m
LEVEL 3 MAINTENANCE
El. 13.0m
LEVEL 2
El. 9.0m
LABORATORY
GROUND LEVEL 1 DISTRICT ENERGY
El. 4.1m
PLANT LOBBY PUBLIC LOBBY AND MEETING
ii. Operations Areas The creation of a vertical facility on an urban site has defined the architectural parameters for this project. Given the design flood level based on flood elevation of 6m above sea level, critical equipment and access are limited at the first level of the O&M building (elevation 4.1m), and those which must remain are locally flood protected. The majority of this level contains the Energy Centre equipment, located on risers above flood levels, and a public lobby and multi-purpose room. The three levels above grade are comprised of level 2 (lab and lunch room), level 3 (maintenance and shops), and level 4 (operations offices). These top two stories are interconnected by a two storey atrium. iii. Maintenance Areas Full mechanical, electrical and instrumentation shops are located on level 3, with three remote maintenance areas and three lay down areas distributed throughout the plant. In addition to these work spaces, oversize freight elevators at the east and west ends of the plant provide vertical access to level 3. A continuous maintenance route for small service vehicles is also provided at level 3 with 5m clearances to allow for overhead crane operations. iv. Public Spaces As identified above, it is proposed that indoor public space be provided at ground level, an area that is otherwise unusable for critical equipment and operations. It is proposed that this space contain a public lobby and gallery for fixed educational displays, and a multipurpose room facing Pemberton Avenue. This space would be equipped with moveable seating and Audio Visual equipment to accommodate a variety of functions including lectures for public outreach, gathering for Metro Vancouver’s school age education programs, and public meetings. v. Energy Centre Space has been allocated within the Operations and Maintenance Building for an Energy Centre to serve district energy systems in close proximity to LGSWWTP. The new Energy Centre will produce green energy by extracting low grade heat from treated effluent and upgrading the heat to a higher temperature using heat pump technology, then distributing the heat to district energy systems using an underground piping system. Once delivered to a district energy system, the heat will be transferred and used by residential and commercial customers for hydronic space heating and hot water. The first phase of the Energy Centre is planned to include space for a 5 Megawatt heat pump capable of provide space heating and hot water for approximately 3,000 homes on the North Shore. The capacity of the Energy Centre may be expanded in the future near development nodes within the community, as opportunities present themselves.
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6 INDICATIVE DESIGN
2. SITE DEVELOPMENT
i. General The development is responsive to the linear procession of the treatment process. Intensive processes are focused at the west end, with linear, stacked clarifiers midblock concluding in the Operations and Maintenance building and public open space at Pemberton. The volume of the plant is held back from 1st St. to allow a 15m-25m deep buffer between the street edge and the wall of the plant, allowing for vegetation, landforms and water features to integrate the plant into the neighbouring context. The public enter the facility through the public lobby on the north side of the Operations and Maintenance building. Plant staff will enter the facility at the plant lobby on the south side of the Operations and Maintenance building.
Philip Ave
Pemberton Ave
Traffic will enter the facility along the east side of the facility via Pemberton, following a one way drive along the south property line and exit the plant midblock onto 1st St. Public parking will be provided at Pemberton, with plant staff parking inside the security gate along the south side of the plant. Trucks will exit the plant headed eastbound on 1st St. All internal roadways are elevated to 4.1m and separated from public right of way by security gates or perimeter fencing 2m above grade.
Vehicle Entry Pedestrian circulation Bike route
Parking
*
1st Street West
Administration Building Entries
Vehicle Exit
*
Employee Parking
One
-wa
c y cir
ulat
Rail Crossing Emergency Vehicles Only
ion
Plant circulation will be one-way with vehicles entering to the east at Pemberton Ave and exiting to the west onto 1st St 21
Indicative Design Summary Report
INDICATIVE DESIGN 6
THE PROPERTY AT THE FOOT OF PEMBERTON AVENUE IS OWNED BY THE DISTRICT OF NORTH VANCOUVER. METRO VANCOUVER IS IN DISCUSSION WITH THE DISTRICT REGARDING THE INTEGRATION OF THIS PROPERTY
ii. Public Space(s) The character of the pubic spaces is not intended to hide the industrial character of the site but to humanize it. Public open space is composed of two distinct zones stretching along 1st Street and a larger space at the east end terminating at Pemberton Avenue. The zone along 1st St. is characterized by a landform that buries part of the north wall of the plant providing a more appealing edge facing the community. Midway along the north wall a water feature utilizing harvested stormwater and reclaimed water cascades through the landscape feeding the water area adjacent to the Operations and Maintenance building. The public space at the foot of Pemberton Ave. is largely characterized by a water feature surrounding the Operations and Maintenance building with naturalized landscape edges. The public space in combination with the Operations and Maintenance building establishes an inviting presence within the community. Public functions within the Operations and Maintenance building are at grade and integrate with the activities in the public space. These include the water feature, an arrival plaza, public gathering space, education space and a visible district energy centre. The water feature will display water in a variety of forms including: cascades, flowing water through channels and reflective water in pools. The planting throughout the site will reflect the character of the temperate rainforests of the north shore. Additionally, the development of a public art strategy and other site amenities can further support the creation of a meaningful public space at the foot of Pemberton and will inspire a dialog surrounding the importance of water. Such interpretive elements on the site illustrate the methods Metro Vancouver is implementing to conserve this important public resource. The area at the foot of Pemberton Avenue is the natural public face for the facility and provides the most opportunity to establish a positive identity for the facility within the community.
COMMERCIAL & INDUSTRIAL
RAIL MIXED INDUSTRIAL Vegetation and a water feature screen the north side of the plant and flow east into a public area at the foot of Pemberton Ave. Indicative Design Summary Report
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6 INDICATIVE DESIGN A range of treatment technologies will be used at the LGSWWTP to treat wastewater from the North Shore, manage various sludge streams generated on the site and treat odours, as depicted in the process flow schematic.
ODOUR CONTROL
1st STAGE TREATMENT
HIGH ODOUR POTENTIAL SOURCES
INFLUENT PUMPING
FATS, OIL AND GREASE REMOVAL
FINE SCREENING GRIT REMOVAL
LAMELLA SETTLER
RAW WASTEWATER
COMPACTED SCREENINGS TO DISPOSAL
DEWATERED GRIT TO DISPOSAL RETURN STREAMS
LIQUID, BIOSOLIDS & RESOURCE RECOVERY
COARSE SCREENING
PRIMARY SLUDGE THICKENING
WASTE SECONDARY SLUDGE THICKENING
DILUTION WATER AIR
ANAMMOX REACTORS
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INDICATIVE DESIGN 6
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6 INDICATIVE DESIGN
3. TREATMENT TECHNOLOGY 3A. LIQUID TREATMENT
The liquid treatment train includes the following six major components: 1. Influent pumping 2. Preliminary treatment 3. Primary treatment 4. Secondary treatment 5. High rate clarification 6. Disinfection i. Influent Pumping Wastewater will be conveyed to LGSWWTP in trunk sewers to the Influent Pump Station. The Influent Pump Station will pump the wastewater directly above to the preliminary treatment process. LGSWWTP has been designed to allow wastewater to flow through the entire liquid treatment train and outfall to Burrard Inlet by gravity without additional pumping. ii. Preliminary Treatment The role of preliminary treatment is to remove debris, such as plastics, rags, grit and fats, oils and grease (FOG), from the raw wastewater to prevent damage to downstream equipment, particularly high speed rotating equipment such as pumps. After the screenings and grit removal processes, wastewater will next enter a tank that is gently aerated with pressurized air to remove FOG that will coalesce and float to the surface of the tank. FOG is a high energy feedstock and it will be collected and pumped directly to the solids treatment train. iii. Primary Treatment The role of primary treatment is to remove suspended solids in the wastewater, as this material is a concentrated source of organic matter with high energy potential. The suspended solids settle by gravity in the lamella settlers and will be removed at the bottom of the tanks, conditioned and pumped to the digesters. The effluent collected from the surface of the lamella settlers is referred to as “primary effluent” and will flow in a channel to the downstream secondary treatment process.
View of plate packs in lamella settlers
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Indicative Design Summary Report
INDICATIVE DESIGN 6
iv. Secondary Treatment The role of secondary treatment is to remove materials that passes through the lamella settlers. The secondary treatment process will include deep tank activated sludge and stacked secondary clarifiers, which work together as an integrated system. Pressurized air is added to the deep tank activated sludge process to enable bacteria and other microorganisms in the tanks to grow and breakdown organic matter to produce carbon dioxide and water. The bacteria and other microorganisms are referred to as “activated sludge”. Activated sludge will then flow to the stacked secondary clarifiers, which will be used to settle the activated sludge and produce a clear effluent (secondary effluent) that will flow to the disinfection process. Activated sludge settled in the bottom of the tanks will be returned to the deep tank activated sludge process and a small amount will be removed and pumped to the solids treatment train.
View of secondary clarifiers
Both deep tank activated sludge and stacked secondary clarifiers are small footprint technologies, as these tanks are twice as deep as conventional technologies and reduce space requirements for LGSWWTP. v. High Rate Clarification High rate clarification will be used to provide primary treatment to wet weather flows. High rate clarifiers have an extremely small footprint and are ideally suited for intermittent use in wet weather applications. Effluent from the high rate clarification process will be blended with secondary effluent and flow to the disinfection process. vi. Disinfection The requirement for disinfection is seasonal and when required, ultraviolet light will be used. Disinfected treated effluent will be conveyed to the existing outfall and discharged to Burrard Inlet.
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6 INDICATIVE DESIGN
3B. SOLIDS MANAGEMENT
The solids treatment train includes the following three major components: 1. Thickening 2. Digestion 3. Dewatering and truck loading i. Thickening Mechanical thickening will be used to remove water from the primary and secondary sludge streams to reduce their volume and minimize the size and footprint of solids treatment processes. After thickening, the sludge streams will be blended, pre-heated and pumped to the digestion process. ii. Digestion Thermophilic anaerobic digestion will be used for stabilizing FOG, primary and secondary sludge streams. The microorganisms in the digester tanks are able to degrade the FOG and sludge streams under anaerobic conditions (in the absence of oxygen) and high temperature (55°C) to stabilize the final product and produce a “biogas”, which will be collected at the top of the digester tanks. The biogas contains 50 to 60% methane, which will be recovered and used to produce electricity and heat for the digestion process and space heating within the plant.
View east, across digesters to solids management and odour control
iii. Dewatering and Truck Loading The stabilized product from the digestion process will be in liquid form and it will be pumped to a dewatering process to remove excess water, which will significantly reduce the volume of the final product and give it the consistency of a solid material making it more amenable to land application. The final dewatered biosolids will be loaded to trucks and incorporated into Metro Vancouver biosolids beneficial reuse program.
(left) View of centrifuge in the Dewatering Building (right) Inclined hopper below centrifuge to Truck Loading Room
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Indicative Design Summary Report
INDICATIVE DESIGN 6
3C. ODOUR CONTROL PRINCIPLES OF ODOUR CONTROL: 1. PREVENTION 2. CONTAINMENT 3. 4.
TREATMENT DISPERSION
Prevention Provisions will be included in the design to minimize the release of odours from the water phase to gas phase, such as minimizing turbulence in channels, tanks and launders. Good housekeeping practices, such as minimizing the accumulation of septic sludge in tanks will further help prevent the formation of odours. Containment All potential sources of odour will be contained by physical covers and the air within the containment barriers will be discharged to the odour treatment system. An additional level of secondary containment will be provided with enclosures around all components of LGSWWTP. The air within the secondary containment system will also be discharged to the odour treatment system.
STAGES OF TREATMENT: 1. BIOTOWERS 2.
ACTIVATED CARBON POLISHING
Treatment LGSWWTP will be equipped with a two stage odour treatment system. High odour potential sources, including those within the preliminary treatment and primary treatment areas, as well as those within the solids treatment areas will be first treated in biotowers. Biotower treatment technology uses plastic media to provide surfaces for bacteria to grow and degrade odorous compounds. The towers utilize a countercurrent configuration in which foul air is introduced at the bottom and water at the top. Contained air from low and medium odour potential sources together with air from all secondary enclosures will be treated directly in the activated carbon polishing units. Dispersion The treated air from the activated carbon polishing units will be discharged through a stack to disperse the treated air into the atmosphere.
ACTIVATED CARBON POLISHING HAS A DECADES LONG TRACK-RECORD FOR ODOUR TREATMENT AND IS PARTICULARLY ADEPT AT REMOVING ODOROUS COMPOUNDS.
The treated air at the top of the biotowers will be discharged to activated carbon units for final polishing.
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6 INDICATIVE DESIGN
3D. NOISE MANAGEMENT
All significant noise emission sources, including rotating equipment and motors will be located within buildings or enclosures and acoustically insulated, as required to attenuate noise emissions. All louvers for the ventilation system will be similarly treated to attenuate noise emissions. LGSWWTP will comply with the District of North Vancouver’s Noise Bylaw.
3E. POWER RELIABILITY
LGSWWTP requires reliable sources of electricity to ensure that life safety systems and critical treatment processes are in operation to meet effluent discharge limits. The primary source of electricity will be provided from BC Hydro’s electricity grid on the North Shore. A second source of electricity will be produced and utilized within the plant by a cogeneration facility. Standby power will also be provided with dedicated diesel generators, which will be used in the event of power outages. The BC Building Code designates wastewater treatment plants as post-disaster facilities, which has important implications for the design of buildings and power reliability. The standby diesel generators will also be used to satisfy the requirements of a post-disaster facility. In the event of a disaster, such as an earth quake, priority will be given to provide electricity for the following: • Critical life safety systems • Influent pumping • Preliminary treatment • Primary treatment • Primary sludge pumping • Disinfection
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Indicative Design Summary Report
INDICATIVE DESIGN 6
4. RESOURCE RECOVERY The following three resource recovery options have been integrated into the design of the LGSWWTP: 1. 2. 3. 4.
Energy centre for heat recovery from the effluent Biogas utilization for in-plant heating and electricity Reclaimed water for in-plant use and space for external users Beneficial use of biosolids for nutrient recovery
In addition, space has been allocated on the site for a struvite recovery system should market conditions change and the business case for this opportunity improves.
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6 INDICATIVE DESIGN
5. CONVEYANCE The majority of wastewater generated on the North Shore will discharge to LGSWWTP via the North Vancouver Interceptor on West 1st Street. The North Vancouver Interceptor will be diverted to the Influent Pump Station when the new infrastructure is ready to be put into service. Infrastructure improvements will be required to convey wastewater from the District of West Vancouver, Squamish Nation and the District of North Vancouver to LGSWWTP. Also, a pipeline will be required to convey treated effluent to the existing outfall at First Narrows. The final siting and alignment of this infrastructure is to be determined.
6. FUTURE TREATMENT UPGRADES The major technologies were selected for LGSWWTP based on their proven track record, robustness and ability to be upgraded in the future. Future upgrades could be triggered by either higher population growth beyond what is envisaged in the current Official Community Plan or regulatory changes. The deep tank activated sludge and stacked clarifier processes will develop the site in the initial build and provide a structural “shell” that is readily adapted to more mechanically intensive technologies in the future, including those that have not yet been invented.
Required Upgrade Primary Treatment Capacity Upgrade Secondary Treatment Capacity Upgrade
Regulatory Changes
Change in Metro Vancouver’s Current Biosolids Beneficial Reuse Program
Biosolids Capacity Upgrade
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Technology Migration Pathway x High rate clarification processes x High rate clarification processes x Biological contact processes for wet weather flows x Chemically enhanced primary treatment x Membrane treatment x Integrated fixed film activated sludge x Membranes x Biological contact processes for wet weather treatment x High rate clarification processes x Biological nutrient removal x Side stream treatment of centrate using emerging technologies, such as Anammox systems x Bioaugmentation x Main stream Anammox x Anaerobic digestion is consistent with Metro Vancouver’s Annacis Island, Iona Island and Lulu Island wastewater treatment plants and therefore readily adapted to whatever beneficial reuse opportunities may be pursued in the future x Optimization of solids loading rates based on fullscale operational experience, recuperative thickening and enhanced volatile suspended solids destruction technologies
Indicative Design Summary Report
PROJECT IMPLEMENTATION SCHEDULE 7 7. PROJECT IMPLEMENTATION SCHEDULE 1. SCHEDULE The project definition work is scheduled for completion by December 2013. It will include a recommendation regarding project procurement that will allow the project to proceed to the detailed design and construction phase. The plant is to be fully commissioned and operational by December 31, 2020. Procurement for the design and construction phase should commence in 2014. Construction and commissioning is to take place between 2017 and the end of 2020. Once the plant is in operation, the existing Lions Gate primary treatment plant will be decommissioned and deconstructed.
2014
2015
2016
2017
2018
2019
2020
2021
CONSULTANT PROCUREMENT ENGINEERING DESIGN AND DOCUMENTATION CONSTRUCTION PROCUREMENT CONVEYANCE UPGRADES CONSTRUCTION AND COMMISSIONING DECOMMISSION EXISTING LIONS GATE WWTP
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Project Background
2.
Project Background
2.1
Section Description
This section provides background on the project and an overview of the structured decision-making (SDM) process that was formulated and used by the Integrated Design Team (IDT) to develop and evaluate integrated wastewater treatment schemes for the Lions Gate Secondary Wastewater Treatment Plant (LGSWWTP) and ultimately select a preferred build scenario to carry forward for Indicative Design. This section includes the following topics: • • • • • •
Project Need Project Objectives, Organization, and Integrated Design Process SDM Process Creation of Thematic Concepts and Build Scenarios Selection of Preferred Build Scenario for Liquid Treatment and Solids Management Resource Recovery Opportunities
The following supporting documents are included in the Appendixes volume: 1. Appendix 2 – Project Background Technical Brief 2. Appendix 2A – Notes from Integrated Design Process Workshops 3. Appendix 2B – Structure Decision-making Process Technical Memorandum 4. Appendix 2C – Liquid Treatment Technologies Long List Technical Memorandum 5. Appendix 2D – Biosolids Technologies Long List Technical Memorandum 6. Appendix 2E – Thematic Concept Development Technical Memorandum 7. Appendix 2F – Thematic Concept Evaluation Technical Memorandum 8. Appendix 2G – Conceptual Development of Three Build Scenarios Technical Memorandum 9. Appendix 2H – Integrated Processing of Source-separated Organics Technical Memorandum 10. Appendix 2I – Remote SSO Facility on North Shore Technical Memorandum 11. Appendix 2J – Coastal Wetland Enhancement Opportunities Technical Memorandum 12. Appendix 2K – Evaluation of Three Build Scenarios Technical Memorandum 13. Appendix 2L – Build Scenarios B and C Modified Technical Memorandum 14. Appendix 2M – Supporting Calculations for Key Tradeoffs for Liquid Treatment and Solids Management Alternatives 15. Appendix 2N – Integrated Resource Recovery Opportunities Long List Technical Memorandum 16. Appendix 2O – Biogas Utilization Technical Memorandum 17. Appendix 2P – Heat Recovery Conceptual Design Capital Costing Basis 18. Appendix 2Q – Heat Recovery Pro Forma Cash Flow Analysis 19. Appendix 2R – Water Reuse Technical Memorandum
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2.2
Project Need
The existing Lions Gate Wastewater Treatment Plant (LGWWTP) serves the North Shore municipalities of the District of West Vancouver (DWV), the City of North Vancouver (CNV), and the District of North Vancouver (DNV), as well as the Squamish Nation and Tsleil-Waututh Nation. The plant was commissioned in 1961 and has provided primary-level treatment on the North Shore for the past 50 years. The existing plant will continue in full operation until the new LGSWWTP is commissioned and operating. The existing treatment plant is one of five treatment plants owned and operated by Metro Vancouver in the region. As identified in Metro Vancouver’s Integrated Liquid Waste and Resource Management Plan (ILWRMP) approved by the BC Ministry of Environment (MoE) in May 2011, this project is part of the secondary upgrading program of the two remaining primary wastewater treatment plants (WWTPs) in the region (see Figure 2-1). The LGWWTP must be upgraded to secondary treatment by December 31, 2020.
Figure 2-1. Metro Vancouver’s Wastewater Treatment Plants
2-2
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2.3
Project Objectives, Organization, and Integrated Design Process
2.3.1
Metro Vancouver’s Key Project Objectives
The LGSWWTP Project has four key project objectives (Figure 2-2) that were established by the Metro Vancouver Board of Directors (Board).
Secondary Wastewater Treatment Sustainability Environmental, Social, Economic Integrated Resource Recovery Community Integration Figure 2-2. Metro Vancouver’s Key Project Objectives
2.3.2
Secondary Wastewater Treatment
The key objective for wastewater treatment is to meet the requirements for secondary-level treatment as defined in the new federal Wastewater Systems Effluent Regulations (Fisheries Act SOR/2012-139) and specified by the MoE in a new Operational Certificate (OC) for LGSWWTP in accordance with Metro Vancouver’s ILWRMP.
2.3.3
Sustainability – Environmental, Social, and Economic
Metro Vancouver has an opportunity to demonstrate its commitment to sustainability, provide leadership, and build a model facility, while fulfilling its mandate of providing a core service. In working to achieve this goal, business cases will be developed in line with the following objectives: •
Minimize energy use, and maximize energy recovery from Metro Vancouver’s operations
•
Minimize the generation of waste, and maximize reuse and recycling of waste that remains during construction, operation, and deconstruction/decommissioning
•
Minimize the region’s contribution to climate change
•
Minimize offsite impacts of stormwater and effluent discharge
•
Provide a facility that is an asset to the community
•
Develop and apply decision-making processes that are transparent, inclusive, and respectful of the interests of all affected parties
•
Demonstrate Metro Vancouver’s values and commitment to sustainability through the creation of a model facility for others to emulate
•
Provide a facility that is financially sustainable and provides value for money for Metro Vancouver ratepayers
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2.3.4
Integrated Resource Recovery
The wastewater treatment process has the potential to generate a number of valuable materials, including fuel (digester gas or biogas), water (treated effluent), fertilizer or fuel (biosolids), and heat. If the plant is designed to optimize generation and capture of these materials for their use, Metro Vancouver can reduce its energy costs, carbon footprint, effluent discharge, and environmental impact. Ideally, the plant would operate as a net energy provider, be carbon neutral, and displace potable water used by local industry by substituting treated effluent. The following opportunities will be assessed: • • • • • • •
Maximize generation and capture of digester gas (biogas) Maximize recovery of energy through comanagement with solid waste organics Maximize recovery of heat from effluent Harness cooling potential Maximize use of reclaimed water Generate high-quality biosolids for beneficial use Consider recovery of nutrients from wastewater
2.3.5
Community Integration
The opportunity exists to work with the community and explore the creation of a community asset that can be incorporated into the treatment plant site design. These opportunities will be explored with the community in cooperation with the municipalities and First Nations.
2.3.6
Integrated Design Process
The design process for LGSWWTP used an Integrated Design Process (IDP) methodology to explore potential synergies between the technical and community aspects of the project. This process informed seven formal IDP workshops and many smaller collaborative IDT team meetings (integration nodes), which were held over the course of the project. These workshops and meetings brought the IDT together to collaboratively explore the project’s potential, and had a significant impact on the form, character, and deployment of technologies for the project. The sequence and approximate timing of the workshops is illustrated in Figure 2-3, and the name and date of each workshop is summarized in the following list.
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Figure 2-3. Timeline of Integrated Design Process Workshops
• • • • • • •
Workshop 1, September 11–12, 2012: Alignment around Purpose and Process Workshop 2, October 16–17, 2012: Potential, Goal-Setting, and Metrics Workshop 3, December 12–13, 2012: Develop Thematic Concepts (Long List) Workshop 4, February 12–14, 2013: Screen Concepts Workshop 5, April 29 – May 1, 2013: Select IDT’s Preferred Option Workshop 6, August 1–2, 2013: Preferred Option Development and Integration Synergies Workshop 7, September 25–26, 2013: Draft Design Presentation and Optimization
Workshop notes prepared by 7group, hired by Metro Vancouver to serve as workshop facilitators, are included in Appendix 2A.
2.4
Structured Decision-making Process
2.4.1
Framework for Selecting the Preferred Option
The process of narrowing the range of opportunities and selecting a preferred option evolved over a series of meetings and workshops with the IDT, Metro Vancouver staff, and other stakeholders. The framework for and mapping to key IDP workshops and decision points is presented in Figure 2-4.
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Figure 2-4. Structured Decision-making Process Steps The overarching framework provided a means to start with a full range of opportunities encompassing treatment technologies, resource recovery, sustainable development, and community; gradually, through a series of steps and key decision points, the opportunities were narrowed to a preferred option that informed the Indicative Design. Key tools developed by the IDT to support the SDM process were an objectives hierarchy and a consequence table. The objectives hierarchy consisted of a series of criteria developed by the IDT with input from stakeholders to measure how well each option achieved Metro Vancouver’s key project objectives based on a measurement scale and corresponding score. The objectives hierarchy is shown in Figure 2-5. The consequence table was a summary matrix showing the scores for each option by criterion and used colour coding to identify how well each option achieved each objective, as compared to other options. An example consequence table, complete with colour coding, is illustrated in Figure 2-6. These two tools were fundamental to the SDM process and allowed the IDT to explore desirable and undesirable aspects of options with stakeholders and consider ways to combine features into improved hybrid alternatives. This approach also allowed the IDT to explore trade-offs inherent in the selection of an option with project stakeholders.
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Objectives Hierarchy 1. Provide Robust Secondary Wastewater Treatment for the North Shore 1A. Operational risks 1B. Risks to operators associated with O&M activities 1C. Total solids requiring management 1D. Risk of odour nuisances 1E. Partnership complexity 1F. Ability to adapt to future legal or regulatory changes such as nutrient and microconstituent removal 2. Enhance Local Community Integration of the Project 2A. Quality and diversity of offsite community experiences 2B. Educational opportunities 2C. Potential for public amenities 2D. Narrative potential 2E. Risk that community integration objectives would not be met 3. Promote Metro Vancouver’s Sustainability Policy Objectives 3A. Ecological service provision (habitat potential) 3B. BOD Loading to Burrard Inlet 3C. Greenhouse gas emissions (plant construction and operations less emissions avoided elsewhere) 3D. Criteria Air Contaminants (plant operations less emissions avoided elsewhere) 4. Promote Integrated Resource Recovery 4A. Beneficial use of energy (heating, cooling, electricity) to displace other fuel sources (including offsite uses) 4B. Nutrient beneficial reuse 4C. Robustness/flexibility of IRR product markets 4D. Risk of securing source separated organics feedstocks 5. Minimize Costs to Ratepayers 5A. Expected ratepayer cost (net present value of long-term revenue and expenses) 5B. Ratepayer cost risk
Figure 2-5. Objectives Hierarchy
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Figure 2-6. Example of Consequence Table
2.5
Creation and Evaluation of Nine Integrated Thematic Concepts
After Workshop 2, the IDT developed a number of themes that reflected input received from the community and other stakeholders. The IDT then used those themes as a means to create nine initial concepts that included an integrated set of architectural, community, integrated resource recovery (IRR), and engineering elements. At Workshop 3, participants evaluated the linkages between themes and concepts, considered new ‘hybrid’ concepts, and began developing the nine initial concepts more fully by including conceptual plant site layouts. The original nine thematic concepts are summarized in Table 2-1 and Figure 2-7. Table 2-1. Summary of Thematic Concepts Concept
Description
1
Intertidal Wetland
2
Luminous Breathing Organism
3
Network
4
Ant Colony
5
Flea Market
6
Perpetual Motion Machine
7
Urban Farm
8
Urban Rainforest
9A
Dragon’s Den (small footprint)
9B
Dragon’s Den (buried)
The nine thematic concepts were illustrated in a series of boards and presented to stakeholders for their review and input. The concepts were then evaluated by the IDT using the SDM process, which informed Workshop 4.
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Figure 2-7. Illustration of Nine Thematic Concepts
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2.6
Development of Three Build Scenarios
2.6.1
Summary of Three Build Scenarios
Based on the performance of the nine thematic concepts, three build scenarios were developed comprising elements of the nine concepts that either performed well or required further testing. At Workshop 4, the essential elements of three build scenarios were created. These were developed further by the IDT and renamed as follows: 1. Build Scenario A – Resource 2. Build Scenario B – Community 3. Build Scenario C – Natural The main features of these build scenarios are shown in Figure 2-8, and the evaluation of each of the three build scenarios using the objective hierarchy and consequence table methodology is detailed in Appendix 2.
2.6.2
Build Scenario A – Resource
This build scenario transforms resources into valuable commodities that reduce the demand on existing infrastructure, provide development opportunities, and maximize revenues to offset ratepayer costs. This build scenario is testing the potential of the project to maximize revenue-generating potential to offset ratepayer costs through IRR and comprehensive urban development. Opportunities include: •
Food truck plaza/small-scale, leasable space at the foot of Pemberton Avenue
•
Research/development offices/laboratory/commercial office space
•
Manufacturing district (for example, mountain/extreme sports, bicycles, small boats, garments)
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•
Specialty fabrication and production (three-dimensional printing, computer numerical control/ automated production, digital fabrication)
•
Leasable high-bay incubator space for sustainability-focused new industries (resource reuse, energy development, materials research)
•
Highest level of IRR, integrating liquid and solid waste streams
Build Scenario A’s technological foundation is inclusion of a second site for the construction of an Energy Centre to receive and process residuals from LGSWWTP and biomass in solid waste streams from the North Shore, including food waste and clean wood waste. Furthermore, there is the potential to integrate the Energy Centre with a district energy initiative involving the DNV and various utility and industrial partnerships. A secondary foundation of this concept is to keep LGSWWTP’s footprint small to allow for the potential for unused portions of the site to be developed for retail, light-industrial, and commercial uses, as envisaged in the site’s current zoning designation.
2.6.3
Build Scenario B – Community
This build scenario engages the community in an active partnership so that mutually beneficial opportunities for Metro Vancouver and the community are created and realized. This build scenario is testing the potential of the project to act as a catalyst to strengthen social connections and build strong community partnerships. Opportunities include: •
Urban rooftop greenhouses (for example, restoration agriculture, research, medicinals, or urban food production with rainwater irrigation)
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•
Conservatory with exotics and tropicals (for example, orchids and epiphytes) for sale or exhibition
•
Leasable, available spaces for art space or farm stalls
•
Saturday/weekly market booths/galleries/farmers market (for example, Granville Island, Pike Place Market) at the foot of Pemberton Avenue; exterior covered and interior/exterior spaces
•
Skate park (covered or partially covered) 1.9-square metre (m2) minimum size (regional skate park examples include Louisville, Gleneagles, White Rock skate parks)
•
Granular, pedestrian feel at Pemberton Avenue and along 1st Street (St.).
•
Highest adaptability over time
Build Scenario B’s technological foundation is that infrastructure constructed in the first phase will have low mechanical intensity and large tank volumes. The technology migration pathway will entail the installation of more mechanically intensive equipment in the tanks in the future. Implicit in this concept is the notion that deep and expansive tanks provide the most flexibility to adapt to future technologies, most particularly those that have not yet been conceived and will be commercially available in the future.
2.6.4
Build Scenario C – Natural
This build scenario incorporates advanced treatment technologies and transforms a damaged site into one that is ecologically restored in a sustainable and regenerative manner. This build scenario is testing the potential of the project to achieve ecological restoration through advanced treatment and site naturalization. Opportunities include: • •
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Constructed wetland / forest / weirs, including tule, sedges, and indigenous / native vegetation Visible WWTP functions
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• • • • • •
Centre for urban biodiversity Interpretive centre, interpretive trails (‘the story of cleaning water’) Great views of the city and Burrard Inlet overlook Creation of new, meaningful estuarine habitat Diversion of existing outfall flow to pocket estuaries Highest quality effluent for habitat or reuse
Build Scenario C’s technological foundation is that treated effluent from the new LGSWWTP will be of high quality, suitable for discharge to the pocket estuaries at the southern ends of Philip and Pemberton Avenues, and possibly other existing receiving waters near the site, such as the MacKay Wetland and MacKay Creek. Also, the effluent will be suitable for most reclaimed water applications (other than those required to meet extremely high-quality standards), such as boiler feed water and other industrial applications. Should discharging high-quality treated effluent to the pocket estuaries and other receiving waters as envisaged prove feasible, it may be possible to deconstruct the existing outfall and eliminate the associated conveyance infrastructure needed to return treated effluent flow from the new LGSWWTP to the existing site.
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Figure 2-8. Summary of Three Build Scenarios 456928_WBG103013092847VBC
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2.6.5
Liquid Treatment Discussion of Trade-offs
The following summarizes key aspects and trade-offs from the comparison of wastewater treatment processes selected for the three Build Scenarios: •
•
Key trade-offs for provision of tertiary quality effluent (Build Scenario C) or secondary quality effluent (Build Scenarios A and B) include: −
Capital costs for tertiary treatment are approximately $50 million more than for secondary treatment, and operations and maintenance (O&M) costs are approximately $2 million more per year.
−
Approximately 50 percent more electricity is required for tertiary treatment, and there are significantly more greenhouse gas (GHG) emissions from electricity and more required chemical addition.
−
Tertiary treated effluent reduces the overall biochemical oxygen demand (BOD) loading to the Burrard Inlet beyond that achieved by upgrading to secondary treated effluent. Secondary effluent (SE) will be fully protective of the Burrard Inlet receiving waters.
−
Implementation of tertiary treatment now will provide future-proofing against potential future regulatory changes.
−
Tertiary treated effluent has the potential to be discharged at the foot of Pemberton or Philip Avenues, creating estuary conditions and associated habitat, and could eliminate the need to use the existing outfall.
Between the secondary treated effluent alternatives, installation of an ultra-compact, mechanically intensive process (Build Scenario A), when compared to the larger, less mechanically intensive processes (Build Scenario B) provides the following advantages and disadvantages: −
Leaves more land available for potential alternative development of portions of the site.
−
Has a lower initial capital cost ($20 million), and higher O&M costs of approximately $1.8 million per year, due to significantly higher chemical and electricity consumption.
−
More GHG emissions (approximately 8 times more), primarily due to required chemical addition.
−
Is less adaptable to future regulatory changes. Build Scenario B, by design, is adaptable over time, by increasing the type and ‘intensity’ of the unit processes used, as compared to expanding the overall size and tankage.
2.6.6
Solids Management Discussion of Trade-offs
The following summarizes key aspects and trade-offs from the comparison of solids management processes selected for the three Build Scenarios: •
Onsite digestion of biosolids (Build Scenario B) results in significantly lower life-cycle costs than digesting biosolids at a second site (Build Scenario A) or using thermal reduction (Build Scenario C).
•
Conveyance of undigested biosolids, drying, thermal hydrolysis, and addition of food waste increases the risk of odours (at either site) (Build Scenario A).
•
Codigestion of preprocessed SSOs at the treatment plant site results in the lowest overall life-cycle cost of the alternatives considered (Build Scenario B). However, prior to further development, the following items require additional consideration: −
2-20
Life-cycle costs do not include the cost of implementing a source-separated organics (SSO) program within the North Shore municipalities; in particular, the separate collection of food waste and yard waste. Current practice is to collect comingled food waste and yard waste.
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Project Background
−
There are few examples of codigestion of food waste and biosolids at the scale proposed. Food waste could account for approximately 40 percent of the solids loading at the new wastewater treatment facility.
−
Local end-use markets for biosolids are limited, and the addition of food waste will increase the quantity of material that must be managed. As well, by codigesting the two materials, the end product would be restricted to uses available to biosolids, which may be more limited than that of independently digested/ composted food waste.
−
The required tipping fee for SSOs (food waste) may not be acceptable.
−
Metro Vancouver may need to implement additional flow control measures to secure the SSO waste stream. The current organics disposal ban is set for 2015, but the plant would not be operational for another 5 years.
−
All three approaches used facilities scaled to accommodate the capacity of the waste generated on the North Shore. This could result in higher unit prices due to economies of scale for larger, regional facilities.
•
Thermal reduction of solids has the highest potential GHG emissions (Build Scenario C).
•
Creation of dried biosolids pellets has the highest associated energy value and potential for reduction of regional GHG emissions if they are used to displace fossil fuels (Build Scenario A). However, it is important to note that the relatively small quantities of dried biosolids that would be generated by the North Shore facility would not necessarily be sufficient to justify the investment needed at facilities to receive and use biosolids pellets. A regional biosolids-drying facility would be able to generate more material, at less unit costs, than the LGSWWTP.
Digestion of biosolids onsite provides the lowest capital and operating costs of the solids processing options (Build Scenario B). In addition, onsite digestion offers a variety of options for utilization of the biogas produced, for either direct heating within the treatment plant, electricity and heat generation from biogas cogeneration engines, or generation of renewable natural gas by upgrading the biogas to pipeline quality.
2.7
Recommendation for Liquid Treatment and Solids Management at LGSWWTP
The three build scenarios were introduced to the Utilities Committee at a special meeting on April 10, 2013 followed by presentations to the North Shore Councils and community groups, and the results of the evaluation were presented to the Utilities Committee at a special meeting on June 25, 2013, followed by presentations to the North Shore councils and community groups. The Indicative Design was developed using the deep tank activated sludge (AS) process, with stacked secondary clarifiers and onsite solids treatment based on anaerobic digestion of the liquid waste solids for energy production. Due to risks and considerations related to codigestion of food waste and biosolids onsite, the Indicative Design assumes continued separate management of food and yard waste as part of the solid waste stream. The Indicative Design was presented to the Utilities Committee at a special meeting on September 24, 2013, followed by presentations to Metro Vancouver Council of Councils and North Shore Councils and community groups; and was endorsed at the Utilities Committee regular meeting on November 7, 2013, and the Board regular meeting on November 15, 2013.
2.8
Resource Recovery Opportunities
The IDT developed a long list of resource recovery opportunities for LGSWWTP. Upon consultation with Metro Vancouver staff and various stakeholders, four were identified as worthy of further consideration and development for triple bottom line (TBL) business casing, as follows: 1. Biogas utilization 2. District energy
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Project Background
3. Reclaimed water 4. Nutrient recovery The following paragraphs describe the outcome of the TBL business cases developed by the IDT.
2.8.1
Biogas Utilization
The preferred build scenario includes an anaerobic digestion process that will be used to stabilize primary and secondary sludge streams produced by liquid treatment processes. A by-product of the digestion process is biogas, composed of 50 to 60 percent methane (CH4), which has a high energy value and can be used for multiple purposes. The purpose of this TBL business case was to evaluate the following options: •
Alternative 1: Digester gas for in-plant process and facility-heating requirements, and flare the remaining gas.
•
Alternative 2: Cogeneration (combined heat and power [CHP]) using two reciprocating engine-generator units and waste-heat recovery to supply hot water for both process and facility heating within the plant. All energy is used in-plant for this alternative.
•
Alternative 2A: Cogeneration (CHP) using one reciprocating engine-generator unit (no redundancy) and wasteheat recovery to supply hot water for both process and facility heating within the plant. All energy is used in-plant for this alternative.
•
Alternative 3A: Digester gas for in-plant process and facility-heating requirements, and upgrade the remaining gas to biomethane for injection into the utility pipeline.
•
Alternative 3B: Digester gas for in-plant process and facility-heating requirements, and upgrade the remaining gas to biomethane for vehicle fuelling.
Other alternatives were conceptually screened, but eliminated for further evaluation for technology and implementation reasons. These alternatives include: •
Fuel cells: This technology is in the developmental stage and has not been adequately demonstrated at full scale for sufficient time to support its application for this project.
•
Local distribution of biogas: After consulting with surrounding industrial users, it was determined that a local district energy provider is interested in using biogas for their district energy system, but the energy available in the biogas is much lower than their demand; however, the demand could be met by recovery of effluent heat, which was explored instead.
On the basis of the TBL business case, Alternative 2, including cogeneration with two engines, is included in the Indicative Design for the following reasons: •
The life-cycle costs of Alternatives 2 and 3A are essentially the same based on the conceptual level of detail used in the analysis; however, Alternative 2 has the following advantages over Alternative 3A: − −
Metro Vancouver’s existing experience with the technology Less market risk
•
Cogeneration of electricity and heat onsite provides a high level of energy self-sufficiency for LGSWWTP and enhances power reliability.
•
Alternative 2 is preferred over Alternative 2A (single unit) owing to O&M benefits of having multiple installed units, rather than a single unit.
The Indicative Design includes two reciprocating engine-generator units and waste-heat recovery to supply hot water for both process and facility heating within the plant and the Energy Centre.
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Project Background
2.8.2
District Energy
In addition to the energy recovery opportunities associated with the biogas, there are opportunities related to energy recovery of low-grade heat present in the treated effluent using heat pumps. This energy could be utilized at the new plant for space heating, by district energy systems in close proximity to LGSWWTP, or by the effluent pipeline to the existing outfall. A conceptual design of an Energy Centre was developed assuming the tie-in point to a district energy system is within 1 kilometre (km) of LGSWWTP. The evaluation criteria include the energy available, the GHGs that would be avoided (given that the heat is a source of green energy, and assuming the energy would displace energy generated from burning natural gas), cost to construct, annual cost to operate, and revenue. The system was sized for a 5-megawatt (MW) heat-pump-based system, with distribution piping sized for 10 MW for future expansion. Key aspects of the business case include the following: •
The estimated capital cost is approximately $19 million (Year 2020), and the annual operating cost is on the order of $2 million. This would be improved by sizing the distribution piping for the short-term capacity only.
•
The system will require the cost of renewable energy to be in the order of $20/ gigajoule (GJ) by the end of the decade in order for the system to pay for itself in 25 years, and be cash-flow positive in 8 years. Fortis BC is currently offering Metro Vancouver $13.40/GJ for renewable natural gas from the Lulu Island WWTP.
•
The use of effluent heat for the assumed base load demand (if displacing natural gas use) would result in a regional GHG emission reduction equivalent to 5,300 tonnes of carbon dioxide equivalent per year (t CO2e/y).
•
By recovering energy from the effluent and applying it to a district energy system, all build scenarios become net energy producers.
•
There is potential to direct any surplus heat from cogeneration to the Energy Centre, which would reduce the electricity required for heat pump operation and would improve the annual operating cost.
There is a reasonable opportunity to recover energy from the treatment plant effluent for district energy use, and there has been considerable interest from stakeholders. The final business case will depend on the future market value of green energy, cost of energy such as natural gas and electricity, availability of funding, and the allocation of risk in the development of assets. Exploration of markets and funding, and further discussion with potential partners, is warranted. The Indicative Design includes space on the ground floor of the Operations and Maintenance Building for an Energy Centre based on heat pump technology.
2.9
Reclaimed Water Opportunities
Opportunities for reclaimed water exist to offset the use of potable water for non-potable uses. Key potential opportunities near LGSWWTP include the following: •
Internal non-potable functions within the WWTP such as seal-water, tank washdown, landscape irrigation, make-up water for chemicals, toilet flushing, and interpretative water features
•
Nearby industrial users for dust control, washdown, and vehicle washing
•
Nearby parks for summer irrigation
•
Large water-consuming industries near the collection system, but not adjacent to the WWTP, through the installation of a small satellite reclaimed water facility.
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Project Background
A significant component of the costs associated with water reuse is the installation of a separate pressurized water distribution system to transport the reclaimed water to potential users. The best opportunity for the use of reclaimed water is within the WWTP itself, to offset potable water for non-potable uses. If incorporated at the project outset, the reclaimed water system can be fully integrated within the overall treatment plant non-potable water system. Metro Vancouver currently uses a variety of reclaimed water use strategies at its wastewater treatment facilities to reduce overall potable water consumption. Assuming that external water users would be willing to pay half of the cost of potable water for reclaimed water, the business case with today’s rates is not cost-effective. However, in the future, if the drivers for reclaimed water change, the reclaimed water system could be expanded to include other users and potentially satellite facilities. The Indicative Design includes a reclaimed water system, which has been sized for internal non-potable uses with provisions to expand the system in the future for other offsite uses. Also, provisions have been included for a truck fill station near the Ultraviolet (UV) Disinfection Building.
2.10
Nutrient Recovery Opportunities
Metro Vancouver’s biosolids land application program returns the nutrients available within the material to the land. In addition to nutrients within the solids from the treatment process, there are nutrients available for recovery from the liquid train for fertilizer use. In particular, phosphorus can be recovered through the intentional formation of struvite crystals. There are two key factors in the consideration of recovering phosphorus as struvite at the LGSWWTP, as follows: 1. Potential to reduce O&M impacts of unwanted struvite formation within the treatment plant piping and equipment 2. Provision of a renewable, marketable fertilizer product that displaces resource extraction of phosphorus rock Key aspects of the business case include the following: •
Total production is about 500 tonnes per year (tpy), with an estimated capital expenditure of $6.3 million and annual O&M cost of $150,000.
•
Estimated revenue from the product is $230,000 per year, and the estimated O&M savings are approximately $110,000 per year, plus a reduced risk of dewatering mechanical equipment failure.
•
Overall, the business case is extremely sensitive to the market price of the recovered product. For the business case, the product has been estimated at $460 per tonne (t); however, the retail market price is considerably higher.
The Indicative Design includes space for a struvite recovery facility on the top floor of the Solids Building that could be installed at a later date, when market conditions improve.
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Wastewater Flow and Load Projections
3.
Wastewater Flow and Load Projections
3.1
Section Description
This section summarizes the review of the North Shore Sewerage Area (NSSA) wastewater flow and load projections to the new LGSWWTP, and establishes flows and loads to be used in the Indicative Design. The following supporting document is included in the Appendixes volume: Appendix 3 – Flow and Load Projections Technical Brief.
3.2
Population Projections
Metro Vancouver’s Policy and Planning Department has developed a scenario for population growth in the entire Metro Vancouver Region, and specifically in the NSSA. These projections were published in Metro 2040 – Shaping Our Future (Metro Vancouver, 2009). Table 3-1 lists the census populations for 2006 and 2011, as well as the population projections through 2101. The ultimate population in the catchment is expected to reach about 300,000, given the existing land base and some level of more intensified development. Table 3-1. North Shore Sewerage Area Population Projections
3.3
Year
Design Case
Source
2001
176,196
2001, Canada Census Data
2006
179,089
2006, Canada Census Data
2011
184,875
2011, Canada Census Data
2021
206,600
Metro Vancouver 2040 Residential Growth Projections
2031
224,900
Metro Vancouver 2040 Residential Growth Projections
2041
244,000
Metro Vancouver 2040 Residential Growth Projections
2051
254,000
Regional Development Division, Metro Vancouver
2101
294,000
Regional Development Division, Metro Vancouver
Flow and Loads Projection for North Shore Sewerage Area
The flow and load projections for the NSSA catchment in years 2035, 2051, and 2101 are summarized in Table 3-2. Table 3-2. Flow and Load Projections for North Shore Sewerage Area Component
Year 2035
Year 2051
Year 2101
235,000
254,000
294,000
Per Capita Flows, L/c/d
404
402
378
ADWF, ML/d
95
102
111
AAF, ML/d
112
120
131
MMF, ML/d
142
152
165
MDDWF, ML/d
104
111
121
ADWF x 1.09
PDWF, ML/d
145
156
170
ADWF x 1.53 ADWF x 2.41
Population
Notes
Flows
MDF, ML/d
229
246
268
PWWF, ML/d
320
320
320
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Wastewater Flow and Load Projections
Table 3-2. Flow and Load Projections for North Shore Sewerage Area Component
Year 2035
Year 2051
Year 2101
AA, g/c/d
85
85
85
MM, g/c/d
101.5
101.5
101.5
MW, g/c/d
153
153
153
Notes
TSS Loads Per Capita TSS Loads
AA TSS Load, kg/d
19,975
21,590
24,990
MM TSS Load, kg/d
23,853
25,781
29,841
MW TSS Load, kg/d
35,955
38,862
44,982
AA, g/c/d
74.5
74.5
74.5
MM, g/c/d
87.5
87.5
87.5
MW, g/c/d
101
101
101
BOD5 Loads Per Capita BOD5 Loads
AA BOD5 Load, kg/d
17,625
19,050
21,903
MM BOD5 Load, kg/d
20,563
22,225
25,725
MW BOD5 Load, kg/d
23,735
25,654
29,694
AA, g/c/d
166.8
166.8
166.8
MM, g/c/d
187.8
187.8
187.8
MW, g/c/d
266.6
266.6
266.6
AA COD Load, kg/d
38,928
42,076
49,039
MM COD Load, kg/d
45,563
49,247
55,213
MW COD Load, kg/d
62,651
67,716
78,380
AA, g/c/d
13.5
13.5
13.5
MM, g/c/d
15.0
15.0
15.0
AA TKN Load, kg/d
3,173
3,429
3,969
MM TKN Load, kg/d
3,525
3,810
4,410
COD Loads Per Capita COD Loads
TKN Loads Per Capita TKN Loads
Notes:
AA – annual average
kg/d – kilogram per day
MMF – maximum month flow
AAF – annual average flow
L/c/d – litre per capita per day
MW – maximum week
ADWF – average dry weather flow
MDDWF – maximum day dry weather flow
PDWF – peak dry weather flow
BOD5 – 5-day biochemical oxygen demand COD – chemical oxygen demand g/c/d – gram per capita per day
MDF - maximum day flow ML/d – megalitre per day MM – maximum month
PWWF – peak wet weather flow TKN – total Kjeldahl nitrogen TSS – total suspended solids
From 2006 to 2011, the ratio of influent sBOD:BOD5 averaged 0.16, and the ratio of ammonia (NH3):TKN is estimated to be 0.66 based on influent NH3 data and assumed TKN per capita loads.
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Regulatory Permitting and Approvals
4.
Regulatory Permitting and Approvals
4.1
Section Description
This section summarizes the regulatory compliance requirements for the new LGSWWTP at the federal, provincial, regional, and municipal levels. The following supporting documents are included in the Appendixes volume: 1. Appendix 4A – Response from the Canadian Environmental Assessment Agency (CEAA) 2. Appendix 4B – Potential Effluent Discharge Objectives for the Proposed North Shore Wastewater Treatment Plant – August 2012 3. Appendix 4C – Potential Effluent Discharge Objectives for the Proposed North Shore Wastewater Treatment Plant – First Update, October 2013
4.2
Federal
4.2.1
Wastewater Systems Effluent Regulations
On June 29, 2012, the Government of Canada published the Wastewater Systems Effluent Regulations (WSER). The WSER are established under the Fisheries Act and include mandatory minimum national effluent quality standards that can be achieved through secondary wastewater treatment. Requirements for monitoring, recordkeeping, reporting, and toxicity testing are specified in the WSER. The minimum national effluent quality standards for wastewater treatment facilities of a size similar to the LGSWWTP are: •
cBOD5 less than or equal to 25 milligrams per litre (mg/L) (monthly average of at least five samples per week)
•
TSS less than or equal to 25 mg/L (monthly average of at least five samples per week)
•
Total residual chlorine less than or equal to 0.02 mg/L (testing is required only if chlorine is used as a disinfectant in the treatment facility; testing to be done three times per day if required)
•
Un-ionized ammonia 1.25 mg/L maximum, expressed as nitrogen (N) at 15 degrees Celsius (°C) ± 1°C
Under the WSER, toxicity testing of effluent can now be conducted using a modified procedure: with or without the add-on pH stabilization procedure. The WSER stipulates the following with respect to toxicity: Acute lethality of effluent means that the effluent at 100 percent concentration kills more than 50 percent of the rainbow trout subjected to it during a 96-hour period. The acute lethality of the effluent must be determined in accordance with Reference Method EPS 1/RM/13 or Reference Method EPS 1/RM/13 used with Procedure for pH Stabilization EPS 1/RM/50. Nontoxic effluent is defined by passing the acute toxicity test using rainbow trout. The WSER also defines unionized ammonia as a deleterious substance. The maximum concentration of unionized ammonia in the effluent must be less than 1.25 mg/L, expressed as N, at 15°C ± 1°C. The concentration of unionized ammonia in the effluent is defined in accordance with the formula (total ammonia)/(1+109.56 – pH) Where: total ammonia is the sum of unionized and ionized ammonia pH is the initial pH of the effluent at 15°C ± 1°C 9.56 is the logarithmic dissociation constant of ammonia at 15°C
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Regulatory Permitting and Approvals
The concentration of total ammonia in the effluent is determined using an aliquot of the effluent from which the pH of the effluent is determined.
4.2.2
Canadian Environmental Protection Act
The Canadian Environmental Protection Act, 1999 (CEPA) is the primary federal legislation that regulates many environmental issues and human health impacts, including toxic and hazardous substances, biotechnology by-products, contaminants in fuel, ocean disposal of wastes, ozone-depleting substances, and new substances documentation. It gives the power to regulate substances that have been declared in the CEPA as toxic, and to assess toxicity of new substances. The CEPA takes a risk-based approach to decision-making regarding the entry of substances into the environment, exposure conditions, and inherent toxicity to human health. 1 Implementation of the CEPA integrates risk assessment, risk management, compliance promotion, and enforcement of the Act, as well as research and monitoring. The CEPA addresses preventative and remedial measures for the protection of the environment and human health. Under the CEPA legislation, when a substance is identified that may be toxic to the environment or human health, Environment Canada and Health Canada develop a plan to assess and manage the substance, under the New Substances Notification Regulations. For some substances, the plan is to stop using the chemical; for others, the plan is to regulate the use; and for others, the plan is to manage the chemical in the correct fashion. The CEPA is administered by Environment Canada and Health Canada according to their Memorandum of Understanding, 1990, and uses several tools, including: Substances Lists. These lists control the importation, trade, evaluation, and use of almost any chemical used in Canada. These lists also contain items of environmental concern (for example, certain effluents). For each item in a specific list, there is a defined course of action required. Regulations. The CEPA currently includes 55 regulations (plus 10 proposed regulations). These cover a range of activities, from pulp mills, to ocean disposal, solvent handling, gasoline content, renewable fuels, and phosphorus concentration in detergent. Guideline and Code of Practice: The CEPA currently includes 47 guidelines, 26 codes of practice, 1 provisional code of practice, and 9 guidance documents/objectives covering a range of activities. Ammonia dissolved in water is a substance specified in the List of Toxic Substances in Schedule 1 of the CEPA. On December 4, 2004, Environment Canada published additional requirements under the CEPA related to preparation of pollution prevention plans for chlorinated municipal effluents, as well as the Guideline for the Release of Ammonia Dissolved in Water Found in Wastewater Effluents. The intent of the guideline is to maintain the concentration of ammonia to less than nonacutely lethal levels in municipal wastewater effluents. The maximum allowable ammonia concentration is calculated in accordance with the formula: 306,132,466.34 x 2.7183(-2.0437 x pH) Where: pH is the pH in the receiving environment
1 Toxicity or harm to wildlife is addressed through separate pieces of legislation, including the Fisheries Act, Species at Risk Act, Canada Wildlife Act, Migratory Birds Convention Act (1994), and Wild Animal and Plant Protection and Regulation of International and Interprovincial Trade Act.
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Regulatory Permitting and Approvals
4.2.3
Canadian Environmental Assessment Agency
The CEAA has confirmed that the LGSWWTP project is not a designated project under the Canadian Environment Assessment Act 2012; therefore, does not require an environmental assessment under the Act. The response from the CEAA is included as Appendix 4A.
4.3
Provincial
4.3.1
Integrated Liquid Waste and Resource Management Plan
The MoE allows all local governments to develop and periodically update a liquid waste management plan, and these plans are authorized and regulated through the BC Environmental Management Act. Approval of Metro Vancouver’s ILWRMP (2010) under the BC Environmental Management Act authorizes discharges to the environment – water, air, and land – associated with the management of liquid waste according to the criteria set out in the plan and facility-specific OC. The ILWRMP was approved by the MoE on May 30, 2011. Metro Vancouver’s ILWRMP identifies that Metro Vancouver and municipalities will maintain and operate their liquid waste infrastructure, make improvements, and reduce risks to the environment that may be identified through ongoing monitoring and assessment programs. Metro Vancouver and municipal actions include the provision of basic sewer service levels, and quantifying and managing air emissions, including odours and GHGs, associated with operating and maintaining wastewater collection and treatment systems. The ILWRMP further identifies that Metro Vancouver will operate its secondary treatment WWTPs (of which LGSWWTP will be one) to meet requirements specified in each facility’s OC. The effluent discharge limits specified in the OC are generally consistent with the WSER. The ILWRMP identifies the intended site for the NSSA secondary treatment facility as the Metro Vancouver-owned property between Pemberton, Philip, and McKeen Avenues, and 1st St. in the DNV, and that the existing outfall will be retained as part of the upgraded facility.
4.3.2
Operational Certificate
The effluent discharge standards for the existing LGWWTP are set out in OC ME-00030 (2004), issued by the MoE. The OC establishes maximum limits for effluent TSS and BOD concentrations (130 mg/L for each, based on any daily composite analysis) and a maximum daily flow (318 ML/d). Effluent quality requirements for the new LGSWWTP will be set out in an amended OC to be issued by the MoE under the provisions of the BC Environmental Management Act, Municipal Wastewater Regulation 87/2012. Discussions with the MoE indicate the following: •
cBOD5 and TSS should be less than or equal to 25 mg/L based on monthly averages.
•
Wastewater flows exceeding the capacity of the secondary treatment works may bypass those works when flows are greater than two times measured dry weather flow, provided that primary treatment effluent standards are maintained for the effluent not receiving secondary treatment.
•
Primary treatment standard required for flow bypassing secondary is 130/130 mg/L.
•
The effluent will be disinfected between May 1 and September 30. The biological indicator for disinfection was still under discussion with the MoE at the time of publication but will be either Enterococci or E. coli. If chlorine is used, the effluent will be dechlorinated to less than 0.02 mg/L total residual chlorine before discharge.
4.3.3
Potential Environmental Discharge Objectives
The Canadian Council of Ministers of the Environment (CCME) developed a municipal wastewater effluent strategy to address issues related to governance, wastewater facility performance, effluent quality and quantity and its associated risk, and economic considerations in a way that provides consistency and clarity to the wastewater
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Regulatory Permitting and Approvals
sector across Canada. An element of the strategy was the development of effluent discharge objectives (EDOs) to protect water users. In an August 2012 report, Tri-Star Environmental Consulting undertook an initial evaluation of EDOs for the new LGSWWTP based on effluent data obtained from the existing primary plant. This initial report was subsequently updated in October 2013 to provide additional monitoring data and address comments received by the MoE. The August 2012 report is included in Appendix 4B and the October 2013 report in Appendix 4C. A draft list of potential substances developed is summarized in Table 4-1. Table 4-1. Draft List of Substances Substance Cyanide (weak acid dissociable) Fluoride Cadmium – total Chromium Copper – total Polybrominated diphenyl ethers Polychlorinated biphenyls Permethrin
4.3.4
Organic Matter Recycling Regulation
The BC Organic Matter Recycling Regulation (18/2002) (OMRR) governs the production, quality, and land application of certain types of organic matter, including the Class A biosolids that will be produced by LGSWWTP. The requirements for Class A biosolids are set out in the following schedules of the OMRR: • • • • • •
Schedule 1, Pathogen Reduction Processes Schedule 2, Vector Attraction Reduction Schedule 3, Pathogen Reduction Limits Section 3 of Schedule 4, Quality Criteria Schedule 5, Sampling and Analyses — Protocols and Frequency Schedule 6, Record-keeping
Biosolids from LGSWWTP will be integrated with Metro Vancouver’s existing regional beneficial reuse program.
4.3.5
Municipal Wastewater Regulation, Reclaimed Water
Part 7, Division 1 of the Municipal Wastewater Regulation, 2012 (MWR) details the general requirements for reclaimed water in British Columbia (BC). MWR Section 108, Table 13 lists the municipal effluent quality requirements for reclaimed water and is provided here as Table 4-2.
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Regulatory Permitting and Approvals
Table 4-2. Municipal Effluent Quality Requirements for Reclaimed Water (MWR) Exposure Potential Parameters
Indirect Potable Reuse
Greater
Moderate
Lower
pH
Site specific
6.5 to 9
6.5 to 9
6.5 to 9
BOD5, TSS
BOD5 < 5 mg/L; TSS < 5 mg/L
10 mg/L
25 mg/L
45 mg/L
Turbidity
Maximum 1 NTU
Average 2 NTU; maximum 1 NTU
–
–
Fecal coliform (per 100 mL)
Median < 1 CFU or < 2.2 MPN
Median < 1 CFU or < 2.2 MPN; maximum 14 CFU
Median 100 CFU; maximum 400 CFU
Median 200 CFU; maximum 1,000 CFU
Notes:
CFU – colony forming unit mL – millilitre MPN – most probable number NTU – nephelometric turbidity unit
Section 113 of the MWR lists the following requirements for the disinfection of reclaimed water: • •
All reclaimed water must be disinfected prior to use. The minimal total chlorine residual at the point of use must be maintained at 0.5 mg/L unless: − The addition of chlorine will detrimentally impact aquatic flora or fauna or − At the point of use, fecal coliforms remain less than the levels set in Table 4-1, and users are adequately informed regarding appropriate use of the reclaimed water.
4.3.6
Vancouver Coastal Health
Vancouver Coastal Health approvals may be required for the water feature at the foot of Pemberton Avenue and infiltration galleries on the northern side of the site if reclaimed water is introduced to the galleries. Vancouver Coastal Health requirements will need to be confirmed in the next stage of design development once the concept for the water feature is confirmed.
4.4
Municipal
4.4.1
Land Use
Metro Vancouver has commenced discussions with the DNV on related land-use planning requirements. These discussions are expected to be finalized in 2014.
4.4.2
Noise Bylaws
Noise is regulated by DNV’s Noise Regulation Bylaw (Bylaw 7188, as amended by Bylaw 7334, Noise Regulation Bylaw Amendment, Bylaw Number [No.] 4). The following summarizes relevant parts of the bylaw related to objectionable noises: •
Any noises or sounds continuing for any period of time created by earth-moving equipment exceeding a maximum sound level of 80 decibels (acoustic) (dBA), or any noises or sound continuing for any period of time created by earth-moving equipment that causes the daytime average sound level to exceed 65 dBA (equivalent noise level [Leq]) at the point of reception.
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Regulatory Permitting and Approvals
•
Any continuous sound that exceeds the following sound levels at the point of reception: − In a Quiet Zone during the day 55 dBA − In a Quiet Zone during the night 45 dBA − In an Activity Zone during the day 60 dBA − In an Activity Zone during the night 55 dBA
•
Any noncontinuous sound that exceeds the following sound levels at the point of reception: − During the day 80 dBA − During the night 75 dBA
•
Any construction noise that exceeds a sound level of 80 dBA at the point of reception
The bylaw defines “day” as the period of time from 7:00 am to 8:00 pm each week day or Saturday, and from 9:00 am to 8:00 pm on a Sunday or holiday. “Night” is defined as all other time periods.
4.4.3
Stormwater Management
Stormwater management is regulated by DNV’s Development Servicing Bylaw (7609). The DNV requires a stormwater management plan for all subdivisions and developments. The following criteria apply for redevelopment applications: •
No net increase in the rate and volume of stormwater runoff from existing to developed conditions up to the mean annual rain event (MAR) (2-year return period)
•
If existing imperviousness is greater than 50 percent, no net increase in the rate and volume of stormwater runoff beyond a maximum 50 percent effective imperviousness up to the MAR (2-year return period).
4-6
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Community Acceptance and User Requirements
5.
Community Acceptance and User Requirements
5.1
Section Description
This section provides an overview of discussions Metro Vancouver and the IDT held with a number of stakeholders during the project definition phase to document user requirements for the new LGSWWTP. Stakeholders included North Shore municipalities, Squamish Nation, neighbourhood businesses, local residents, the general public, and environmental groups. The following supporting documents are included in the Appendixes volume: 1. Appendix 5A – Community Enhancement Opportunities Technical Memorandum 2. Appendix 5B – Minutes of Meeting with Metro Vancouver on March 27, 2013 3. Appendix 5C – Minutes of Meeting with Metro Vancouver on June 28, 2013 4. Appendix 5D – PowerPoint Slides Presented at Meeting with Metro Vancouver on August 30, 2013 5. Appendix 5E – PowerPoint Slides Presented at Meeting with Metro Vancouver on September 6, 2013 6. Appendix 5F – PowerPoint Slides Presented at Meeting with Metro Vancouver on November 5, 2013
5.2
Community Acceptance Considerations
Unlike other treatment plants in Metro Vancouver, the LGSWWTP is situated in an urban setting with many stakeholders in the surrounding community. Thus, the design of the plant has had to respond to community needs, concerns, and general acceptance considerations. Metro Vancouver’s Public Involvement Division led community engagement for the project. Throughout the project definition phase, the IDT met with representatives from the community on several occasions to present and solicit feedback on the design concepts as they were developed. Related documents (available for download from the project website http://www.metrovancouver.org/services/wastewater/engagement/lionsgate/Pages/default.aspx ) include: 1. Engagement and Consultation Results: Project Definition Phase for Lions Gate Secondary Wastewater Treatment Plant. Prepared by the Metro Vancouver Public Involvement Division (October 23, 2013) 2. Lions Gate Public Advisory Committee (LGPAC) report on Indicative Design (October 21, 2013) At these meetings, the following concerns and opportunities were identified by the community. Concerns •
Odour Control. Odour control and its impact on surrounding properties is a primary issue for the community. This issue has been raised in all meetings with the community.
•
Air Quality. The community has also raised concerns about air quality, which is related to odour control and air pollution. Community members want facility emissions to be regularly monitored and reported.
•
Traffic Impacts. There is concern that the plant will result in additional truck traffic in the neighbourhood.
•
Aesthetics. The community accepts that the site is industrial. The site is currently nondescript and does not contribute positively to the community. The height and scale of the proposed treatment facility and its site design are important considerations, and it is important that they are appropriate to the neighbourhood context.
•
Noise. It was identified that the primary source of noise in the neighbourhood is the Canadian National Railway Company (CN) railway. Some community members see the plant as a potential noise barrier, though any effect
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Community Acceptance and User Requirements
of the plant on CN rail noise is considered to be incidental. It is expected that the plant will not contribute to additional noise levels in the community. •
Environmental Impacts and Long-term Planning. There is an understanding that the new facility will represent an improvement in current environmental standards related to wastewater treatment. This includes nutrient recovery, energy recovery, and water treatment to secondary standards. The community expressed a desire for wastewater to be treated to higher standards where feasible.
•
Cost. The cost of the facility and the impact on rates is a concern. The community wants to receive good value for money.
•
Public Health and Safety. Avoiding a negative impact on public health and safety for the neighbouring residents and businesses is an important issue. This is closely related to the other sensory issues, including odour, air quality emissions, and noise.
•
Construction Impacts. Given that construction is expected to take place over several years, residents are concerned about the impacts of construction on the neighbourhood.
Opportunities •
Community Amenities. The IDT identified that the LGSWWTP should improve the community. Some potential opportunities for amenities include making the site a public destination, providing community space, incorporating water features, and ensuring high-quality plant aesthetics.
•
Educational Opportunities. The plant provides an important opportunity to educate the community about the issues of water use, water treatment, water consumption, and waste recovery.
•
IRR. The community desires that resources should be recovered from the wastewater where possible, including energy, nutrients, and water.
5.3
Metro Vancouver User Requirements
The integrated design process involved engaging Metro Vancouver stakeholders in the early stages of the project. As such, five workshops were held with O&M staff during the Indicative Design Phase. Four subject areas were discussed, including Access and Circulation, Programming and Layout, Commissioning, and O&M. Detailed discussion topics included: Access and Circulation • • • • • • • • • • •
Staff and visitor access Vehicle access Delivery access Exterior circulation for vehicles and people Internal pedestrian circulation Internal vehicle circulation Goods distribution Exiting strategies Access requirements for operations level Maintenance access Confined space entry
Programming and Layout • • •
5-2
Functional space program Functional layout of all spaces Loading requirements
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• • • • • • • •
Goods handling Detailed treatment-area programming requirements Centralized storage requirements Layout and security requirements for non-treatment spaces Use and sizing of non-treatment spaces Shipping and receiving requirements Flood protection requirements Key functional adjacencies
Commissioning • •
Commissioning procedures Commissioning handover plan
Operations and Maintenance • • • • • • • •
Short-, medium-, and long-term maintenance protocols Operations impacts of flood protection systems Staffing requirements Training requirements Maintenance access to equipment and processes Subcontracted maintenance requirements Workplace safety Emergency response
These discussions had a substantial influence on the Indicative Design. Specific strategies incorporated into the Indicative Design include: • • • • • • • • • • •
5.4
Separated public and staff access Separated public and staff parking The development of a one-way vehicular circulation route Direct freight elevator access from the loading bay Secure public areas at ground level separated from treatment spaces Development of consistent maintenance level within the plant Provision of robust service elevator access Provision of clear internal circulation routes Development of key adjacencies between plant service areas, maintenance areas, and operational areas Development of a number of satellite maintenance and laydown areas Location of plant stores in a central location
First Nations Considerations
Metro Vancouver has commenced discussions with the Squamish Nation regarding the easements required for new conveyance infrastructure. Easements are required to convey flows from the DWV, Squamish Nation, and DNV to the LGSWWTP, and to convey treated effluent through a pipeline from the LGSWWTP to the existing outfall at First Narrows. The final siting and alignment of this infrastructure is to be determined. Metro Vancouver has also begun discussions with the Squamish Nation regarding the condition of the current LGWWTP site, which will be decommissioned and the land turned over to the Squamish Nation once the new treatment plant is operational, in accordance with the Provincial-Federal Cut-off Lands agreement.
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Community Acceptance and User Requirements
5.5
District of North Vancouver Flood Construction Level
The IDT met with the DNV in September 2013 to discuss flood protection requirements for LGSWWTP. Structures and buildings that house essential processes and equipment will be flood-protected to a flood construction level (FCL) of 6.0 metres (m) above sea level (masl). Table 5-1 shows the basis for setting the FCL. Table 5-1. District of North Vancouver Flood Construction Level Parameter
District of North Vancouver (Location: Seaspan and Harbourside)
Global SLR
1.0 m
Regional SLR Adjustment
-0.12 m
HHWLT
1.9 m
Storm Surge
1.3 m
Wave Effect
1.32 m
Freeboard
0.6 m
Total – FCLa Notes:
6.0 masl
Source: KWL (2012). a FCL
shown is relative to the Canadian Geodetic Datum.
HHWLT – higher high water, large tide SLR – sea-level rise
5.6
District of North Vancouver Pemberton Avenue Right-of-Way
The property within the right-of-way (ROW) at the foot of Pemberton Avenue is owned by the DNV. The IDT has identified that this ROW could become a valuable public space once the LGSWWTP is built and the at-grade rail crossing at the foot of Pemberton Avenue is closed to through traffic. Discussion between Metro Vancouver and DNV has commenced regarding the arrangement for this space, which could be utilized as shown in the Indicative Design.
5-4
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Site Characterization
6.
Site Characterization
6.1
Section Description
The local and regional context of the project site (see Figure 6-1) has been integral to the design of the new LGSWWTP. Investigations began by seeking to understand how the site fits within the broader geological, ecological, and First Nations context of the North Shore, and how the site has been shaped by dynamic physical and ecological processes over time. Site analysis also focused on understanding the modern day land-use, circulation, and geographic patterns surrounding the site, and the projected changes to these activities over the coming decades. Soil conditions, drainage patterns, circulation connections, and experiential qualities of the site were documented at the parcel level. The following supporting documents are included in the Appendixes volume: 1. Appendix 6A – LGSWWTP Archaeological Results Technical Memorandum 2. Appendix 6B – Site Contamination Technical Memorandum 3. Appendix 6C – LGSWWTP Baseline Sound Report Technical Memorandum
Figure 6-1. Regional Context
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Site Characterization
6.2
Site Description
The site chosen for LGSWWTP is located approximately 2 km east of the Lions Gate Bridge and the existing treatment plant. The site is situated within the DNV and is in close proximity to several other jurisdictions (CNV to the east, Squamish Nation to the east and west, DWV to the west). It is located in a Comprehensive Development 55 land-use zone, with heavy industry and the CN rail corridor to the south and some lighter industrial/commercial use to the southwest. There is one block of light industry to the north, and the residential neighbourhood of Norgate starting one block farther north. To the east and west are Pemberton Avenue and Philip Avenue, respectively.
6.2.1
Climate
The site is within the Coastal Western Hemlock dry maritime (CWHdm) biogeoclimatic zone, which is characterized by cool summers and mild winters (BC Gov, 1991). The average total annual precipitation at the site is 1,772 millimetres (mm) (Environment Canada, 2013). Figures 6-2 and 6-3 provide further climate details.
Figure 6-2. Sun Patterns
Figure 6-3. Temperature and Precipitation
6-2
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Site Characterization
6.2.2
Soils and Drainage Patterns
Prior to industrial development the project site was part of a wide, flat, river delta made up of deposits from the Capilano River watershed. The upper several metres of soil beneath the site is fill material that was placed in the early to mid-1900s when the intertidal area was developed for industrial use. The fill material is underlain by a layer of coarse granular sediments to a depth of 15 m, typical of alluvial fan deposits along the North Shore near the Burrard Inlet. This material is highly pervious. The soil below the fan material is silty/sand in the upper layers and gravel/sand with interbedded fine material at lower elevations. Based on the geotechnical work undertaken to date, groundwater is known to be approximately within 1.5 m of the surface, while bedrock is more than 100-m deep. Additional information on existing site geology and soils can be found in Section 8.3. Figures 6-4 and 6-5 illustrate the local geology.
Figure 6-4. Local Geology of the North Shore The project site is generally flat, at an elevation of around 2.5 to 3 masl. Stormwater catch basins are located around the perimeter of the site, and drain stormwater from the western portion of the site to the Philip Avenue tidal channel, and stormwater from the eastern portion of the site to the Pemberton Avenue tidal channel. There are no watercourses or areas of standing water on the site at any time of year. Figure 6-6 shows drainage pattern details.
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Site Characterization
Figure 6-5. Geology and Soils of the Surrounding Landscape
Figure 6-6. Drainage Patterns in the Local Landscape
6-4
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Site Characterization
6.2.3
Vegetation and Ecological Characteristics
The project site is located on the predevelopment shoreline of the Burrard Inlet (circa early 1900s). At one time the site likely supported dense thickets of Pacific crabapple, cascara, hardhack, and willows, with moist conifer forests upslope and vast expanses of intertidal wetlands to the south. A long history of industrial activity has led to the low ecological value of the present site. A discontinuous row of five Douglas fir trees are located on the eastern-central portion of the site (Figure 6-7). Immature black cottonwood trees with an understory of non-native butterfly bush and Himalayan blackberry occur along the eastern property boundary. Most of the site area is covered by unvegetated gravel or asphalt, but the lack of recent use has allowed some areas to become colonized by weedy species, including butterfly bush, black cottonwood (1 to 3 years old; less than 5 m in height), red clover, St. John’s Wort, and other early successional plant species. These shrub thickets are used by bird species tolerant of urban areas, including spotted towhee, song sparrow, and northern flicker. No species at risk or ecological communities at risk are known to use the site.
Figure 6-7. Existing Site Character
6.2.4
Local Circulation
The project site is bordered by 1st St. (north), Philip Avenue (west), Pemberton Avenue (east), and McKeen Avenue (south); 1st St. is classified as a major arterial route, with one vehicular travel lane in each direction, painted on-street bike lanes, parking on both sides of the street, and a centre turn lane. There is a continuous sidewalk on only the northern side of 1st St.
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Site Characterization
Pemberton Avenue, to the east of the site, is currently classified as a major arterial route, but the DNV’s Official Community Plan (2011) re-classifies it as a minor arterial route. It has two travel lanes in both directions and parking on both sides of the street. Pemberton Avenue north of 1st St. has a more pedestrian feel, with continuous sidewalks on both sides of the street, small lot frontages, and narrow building setbacks. Philip Avenue, to the west of the site, is currently a short section of street that runs between Welch Street to the north and the railway tracks to the south. Under a proposal for port upgrades, the at-grade rail crossing at the foot of Pemberton Avenue will be closed to non-emergency vehicles and replaced with a pedestrian-only overpass. A multi-use overpass (vehicle, bike, pedestrian) will be built at the foot of Philip Avenue, and the intersection of Philip Avenue and 1st St. will become signalized. There is currently no public transit service in the immediate vicinity of the site. The closest transit service is along Harbourside Drive, east of the Mackay Creek estuary, and along Marine Drive, 750-m north of the site. The North Shore Spirit Trail, an active multi-use transportation route, passes 1 block north of the project site. It currently extends east toward the Mosquito Creek estuary, and west through Ambleside Park. Figures 6-8 through 6-10 illustrate current local circulation patterns in the immediate vicinity of the project site.
6-6
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Site Characterization
Figure 6-8. Pedestrian Circulation 456928_WBG103013092847VBC
6-7
Site Characterization
Figure 6-9. Bicycle Circulation 6-8
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Site Characterization
Figure 6-10. Vehicular Circulation 456928_WBG103013092847VBC
6-9
Site Characterization
6.2.5
Views and Experiential Qualities
The site’s location in proximity to the waterfront gives the potential for excellent elevated views from the site over the Burrard Inlet, towards Vancouver’s downtown skyline and Stanley Park (see Figure 6-11). Likewise, the scale of development on the site will affect how visible the structures are from Vancouver’s downtown and Stanley Park. The sawdust piles directly south of the site obstruct a portion of the view.
Figure 6-11. Views and Experiential Qualities
6.3
Local Air Quality
Dust and airborne particulate matter from neighbouring industrial properties south of the project site has been observed and reported by local residents.
6-10
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Site Characterization
6.4
Local and Regional Contextual Information
6.4.1
Geographic Setting and Ecological Values
The project site’s geographic setting, as part of the vast delta of the Capilano River, led to the site originally having a waterfront position next to large expanses of intertidal marsh. Estuarine marsh would have predominated near the river mouths and transitioned to salt marsh where the influence of river flow was less. Figure 6-12 is a 1947 photograph showing the extensive intertidal wetland complex east of the newly constructed Lions Gate Bridge (note location of project site).
Figure 6-12. Extensive Intertidal Marsh and Mud Flats East of Lions Gate Bridge in 1947 The shoreline of North Vancouver between the Capilano and Seymour Rivers has been extensively modified in the past century, with much of the intertidal marshes converted to industrial land uses between the 1940s and 1960s. Remnant intertidal wetlands are now rare on the North Shore and include the Lions Gate salt marsh immediately east of the Lions Gate Bridge, and Maplewood Flats salt marsh east of the Seymour River. While the site itself has few features of ecological value, there are several ecologically important areas in the vicinity of the project site, including: •
Mackay Creek is an important salmon-bearing stream in North Vancouver and crosses 1st St. approximately 375 m east of the site. Mackay Creek is surrounded by a substantial forested riparian corridor that connects Burrard Inlet with the forested upper watershed.
•
Mackay Creek Wetlands are located one block east of the project site, and consist of a mix of forested swamp and seasonally flooded, open water areas. The wetlands provide some seasonal value for fish and other wildlife, but they are affected by low summer water level and high invasive species cover.
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Site Characterization
•
Pemberton Avenue tidal channel is a narrow (15- to 20-m wide by 275-m long) tidal channel that follows the western side of the Pemberton Avenue ROW. It is a remnant intertidal habitat created by the filling of adjacent sites for industrial development.
•
Philip Avenue tidal channel is a smaller tidal channel located southwest of the project site with a similar history to the Pemberton Avenue tidal channel.
•
Welch Strip Park is a linear park area separating the industrial lands to the south from the residential area of Norgate to the north. It is a largely manicured landscape with some mature conifer and deciduous trees along its southern edge.
Figure 6-13 shows the existing local vegetation and ecosystems.
Figure 6-13. Vegetation and Ecosystems
6.4.2
Current Land Use and Zoning
The site of the LGSWWTP is zoned as Comprehensive Development 55, dating from its previous use by BC rail. The general intent of this zoning is to accommodate a range of light industrial and business park uses. The land uses in the blocks immediately surrounding the project site and along Pemberton Avenue are classified as industrial under the DNV current zoning bylaw, and are classified as “employment lands” under the 2011 Official Community Plan, which includes light industrial commercial and regular industrial zones.
6-12
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Site Characterization
The character of the neighbourhood beyond the site varies widely, as follows: •
CN rail lines are located immediately to the south of the site.
•
The Philip Avenue Overpass is under development west of the site, and is scheduled to be completed in 2015.
•
Norgate, a neighbourhood of single-family homes, is located to the north of the project site, and the primarily residential development of the Squamish Nation lands is located to the west.
•
The Spirit Trail, a recreational trail connecting the municipalities of the North Shore, is located one block north of the site (distance from the site varies from approximately 75 to 150 m).
•
Higher-density residential development and commercial activities are located along the Marine Drive corridor, less than 1 km north of the site.
•
Light industrial commercial businesses are on the northern side of 1st St. and along Pemberton Avenue.
•
A variety of commercial and light industrial uses are located to the east and south of the site along McKeen Avenue.
•
A number of heavy industrial uses, including Kinder Morgan, Fibreco Exports, and Seaspan Marine, are located to the south of the project site.
6.4.3
Community Amenities
Community amenities in the vicinity of the project site include community meeting space, childcare facilities, schools, libraries, and recreation facilities, including regional trail systems. These amenities were documented to help evaluate the suitability of incorporating different community amenities within the project site. Community space in the Norgate area is somewhat limited, but likely proportional to the relatively low population density of the area. A number of community functions operate out of the Norgate Community School, north of the project site. Some additional community services take place at the Capilano House and the Anglican Church. Other nearby schools include Capilano Little Ones School (Xwemelch'stn Etsímxwawtxw) at Squamish Nation, Bodwell High School (private), and Lions Gate Christian Academy (private). Active recreation space is provided at Welch Strip Park, Norgate Community School, Norgate Park, Squamish Nation, and the Grant Connell Tennis Centre. A section of the Spirit Trail passes through Welch Park, extending east toward Mosquito Creek and west to Ambleside Park. The high-density, mixed-use development planned for Lower Capilano Marine Village will incorporate a community centre, and the CNV’s Harbourside development is anticipated to incorporate other community amenities (childcare, community gardens, Spirit Trail connections).
6.4.4
Proposed Developments
There are several proposed developments in the region of the LGSWWTP which could have implications for the project (see Figure 6-14). Developments include: •
CN: An intensification of port activities is prompting the closure of the Pemberton Avenue rail crossing to vehicle access (with the exception of emergency vehicles), and the establishment of a vehicular-pedestrian overpass at the south end of Philip Avenue.
•
Seaspan Marine: A major expansion of ship-building activities will take place at Seaspan over the next 5 to 10 years, with a corresponding increase of up to 1,000 new jobs (Vancouver Sun, 2013). Vehicular access to Seaspan will be via the Philip Avenue Overpass. Pedestrian access will be via the Pemberton Avenue pedestrian overpass or the Philip Avenue Overpass.
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Site Characterization
•
Harbourside development: This new multi-use development, east of the Mackay Creek estuary on CNV waterfront property, is projected to have 800 new homes and 1,500 new full-time jobs (Concert, 2013). This large-scale redevelopment will likely increase pedestrian activity and demand for transit connections in the vicinity of the project site.
•
Lower Capilano/Marine Village Centre: The DNV has started transforming the Marine Drive and Lower Capilano area into a future Town Centre, which will lead to a large increase in population density, jobs, and community amenities.
Figure 6-14 illustrates land use and community amenities.
Figure 6-14. Land Use and Community Amenities
6.4.5
Natural Hazards
The project site is in an area of several overlapping natural hazards. Figure 6-15 is based on data provided by the DNV (Geoweb) and includes hazards such as: • • • •
Liquefaction; River flooding (that is, within Mackay Creek floodplain) Tsunami SLR due to climate change.
Refer to Section 8 for the ways that the LGSWWTP Indicative Design mitigates these risks.
6-14
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Site Characterization
Figure 6-15. Natural Hazards
6.5
Archaeological
6.5.1
Cultural Background of the Study Area
In the Lower Mainland, the archaeological evidence indicates that this area has been continuously populated for the last 9,000 years. This occupation has been divided temporally into six different cultural phases or periods, determined by characteristics such as diet emphasis (marine versus terrestrial); evidence of social organization (ranked versus egalitarian); settlement pattern (temporary versus permanent) and house styles; and burial style and material culture (including stone, bone, wood, and shell artifacts covering all aspects of society and daily life/activities). Note that the names attributed to the cultural periods or phases vary in some cases, due primarily to differences in opinion between the various researchers. While the debate among archaeologists about the cultural remains and their typologies are unresolved, there is now strong evidence supporting Matson’s (1981) revised dates for the Locarno Beach Phase (Sources, 2013). Figure 6-16 shows details.
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Site Characterization
Figure 6-16. First Nations Settlements Documented along Burrard Inlet
6.5.2
Archeological Investigations and Findings
Given the cultural and geological context of the site, and to comply with jurisdictional requirements, Metro Vancouver directed the IDT to undertake an archaeological investigation of the site. These studies used soil core samples extracted for geotechnical investigations and were reviewed in controlled conditions in the geotechnical engineer’s facilities. The findings are summarized in Section 6.7, Site Geology. Following inspection of all cores obtained from geotechnical drilling, results indicated that there were no layers with a high potential of encountering subsurface cultural materials. Detailed results can be found in the Archeological Report prepared by Sources (2013) in Appendix 6A.
6.6
Utilities
Existing utilities and services data in the vicinity of the proposed LGSWWTP site bounded by Philip Avenue, 1st St., Pemberton Avenue, and the CN railway ROW was collected via BC OneCall and from the DNV. Third-party-owned services are as follows: •
BC Hydro – Overhead three-phase power on 1st St., with an underground duct bank west of Philip Avenue
•
Telus – Overhead telephone line on 1st St. and underground fibre-optic cable on Philip Avenue
•
Fortis – 60-mm distribution pressure gas main on 1st St. and on Philip Avenue, and 88-mm distribution pressure main on Pemberton Avenue
The DNV has a 300-mm ductile iron water main on 1st St. There is an abandoned 250-mm asbestos cement water main crossing the LGSWWTP site within the historical 1st St. ROW.
6-16
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Site Characterization
The DNV’s storm sewer system on 1st St. currently crosses the LGSWWTP site with a 600-mm storm sewer that ties into the system on Philip Avenue and discharges via a storm outfall to Burrard Inlet. As part of the DNV’s Philip Avenue Overpass project, the storm system on Philip Avenue will be modified and will include a 600-mm stub connection east of the intersection of Philip Avenue and 1st St. The future intent is to relocate the 600-mm sewer crossing the site into 1st St. and connect it to the new stub. Refer to Drawing X-C10-002 for site utilities information.
6.7
Site Geology
The site is underlain by lowland and mountain stream deltaic sediments associated with a number of creeks and rivers, including the Capilano River. The natural soils associated with this deposit generally consist of medium to coarse gravel and minor sand extending up to 15 m or more in depth. It is likely that the deltaic sediments overlie deeper raised deltaic and channel fill sediments comprising medium sand to cobble gravel, which are, in turn, underlain by silt and clay sediments. These soils collectively comprise the Capilano Sediments in the area and represent post-glacial soils that may have been subjected to erosion. Glacial deposits likely underlie these sediments, comprising till-like soils and interglacial sediments consisting of sand and finer-grained silt and clay sediments. Additional information on existing site geology is provided in Golder Associates’ (Golder’s) geotechnical reports in Appendixes 8B and 8C.
6.8
Site Contamination
The LGSWWTP site is reported to have been developed initially in the 1950s as a rail facility. Initially, the site contained a freight shed with yard office, an oil shed with associated fuel dispensing, a locomotive repair shop, a passenger station, and a roadmasters’ building (building and bridges shop, rail police, and a surveyors and communication repair centre). Over the years, all of these buildings have been demolished or relocated offsite. A Certificate of Compliance (CofC) was issued by the MoE for the site on March 23, 2011. This CofC was completed to meet Contaminated Sites Regulation standards for industrial land soil use and marine water aquatic life water use. Remediation in soil and groundwater was to meet both numerical standards and risk-based standards. The risk-based CofC indicates that in its current configuration and use (vacant, fences, limited access industrial property), the site does not pose an unacceptable risk; however, there is still contamination that exceeds numerical standards present on the site. Material determined to meet the classification of hazardous waste is also present onsite. The CofC is essentially only valid for the existing site and land uses. The majority of the remaining contamination is located on the western third of the site. Light extractable petroleum hydrocarbon, heavy extractable petroleum hydrocarbon, polycyclic hydrocarbons, and metals were identified in soil and groundwater. There is also a small area near the centre of the southern boundary with impacts of copper in water and a small area near the northeastern corner where impacts of cadmium in water is present. Contamination also exists offsite, and a cut-off wall was installed along the southeast property boundary to prevent ingress of contaminated water from offsite. Additional information on site contamination is provided in Appendix 6B – Site Contamination Technical Memorandum.
6.9
Noise
Several of the surrounding industrial land uses generate a moderate amount of noise that can be heard at the project site. Traffic noise along 1st St. is projected to increase with intensifying port activity. BRC Acoustics & Audiovisual Design (2012) conducted a Baseline Sound Analysis for the LGSWWTP site. Sources of existing sound levels received onsite and in the Norgate community include moderate traffic (including
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Site Characterization
buses) on 1st St., traffic on Welch Street, and train manoeuvres on the CN rail tracks and spurs serving industrial and shipping facilities to the south. Sound from train manoeuvres was clearly audible at all measurement locations. The sound levels measured during the daytime were generally consistent with the DNV noise limits, with a minor exception, which exceeded the noise limits due to the location’s proximity to arterial traffic on Welch Street. Existing sound levels during the nighttime generally exceed the nighttime noise limit as established by the DNV Noise Bylaw. The results of this analysis suggest that the DNV noise limits are valid design criteria for sound levels from the project, and also constitute appropriate criteria for preventing significant increases in sound levels at the receiver locations due to the project. Detailed results of the sound analysis can be found in the Baseline Sound Analysis (BRC Acoustics & Audiovisual Design, 2012) in Appendix 6C.
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7.
Evaluation of Existing Outfall
7.1
Section Description
This section discusses the capacity and condition of the existing outfall. The following supporting document is included in the Appendixes volume: Appendix 7 – Existing Outfall Assessment Technical Brief.
7.2
Capacity Assessment
The current outfall was built in 1970 as part of the Stage 3 expansion of LGWWTP. The outfall pipe has the following specifications: • • • • •
Diameter: 1.37 m (54 inches) Material: fibreglass-reinforced plastic (FRP) Length: 268 m (880 feet [ft]) Upstream invert elevation: -0.37 m, geodetic datum; or 90.17 ft, Greater Vancouver Sewage and Drainage District (GVS&DD) datum Downstream invert elevation: -23.96 m, geodetic datum; or 12.75 ft, GVS&DD datum
There are 10 diffuser ports positioned along the crown of the 1.37-m conduit at 30.5 m (100 ft) from the downstream end before flow is released into the First Narrows. The estimated losses and required inlet hydraulic grade line (HGL) elevation are summarized in Table 7-1. Table 7-1. Outfall Calculation Summary Parameter
7.3
Elevation/Head Loss (m)
Maximum tide level
5.26
Outfall friction losses
0.85
Outfall minor losses
0.26
Diffusers minor losses
0.48
Density adjustment
0.66
Total losses
2.24
HGL at outfall inlet
7.50
Condition Assessment
By the time LGSWWTP is operational, the existing outfall will have been in service for 50 years. Metro Vancouver inspects the outfall on a regular basis, and to date, there has been no indication of significant deterioration or failure. The existing outfall will be included as part of the Indicative Design; however, it will need to be replaced in the future when it reaches the end of its service life. Regular inspections should continue as is current practice.
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8.
Indicative Design – Wastewater Treatment
8.1
Section Description
This section describes the major engineering design considerations and components of the new LGSWWTP Indicative Design, with a particular focus on the wastewater treatment process. The design horizon for the LGSWWTP site is to the end of the century. Major infrastructure, including the digesters and primary and secondary treatment tanks, were sized to accommodate projected population growth on the North Shore to Year 2051. The sizing of most equipment, which has a typical life of 15 to 20 years, is based on the projected flows and loads in Year 2035. The following supporting documents are included in the Appendixes volume: 1. Appendix 8A – Post-disaster Performance Objectives for LGSWWTP Technical Memorandum 2. Appendix 8B – Phase 1 Geotechnical Data Report 3. Appendix 8C – Phase 2 Geotechnical Data Report 4. Appendix 8D – Geotechnical Design Brief 5. Appendix 8E – Lions Gate Secondary Wastewater Treatment Plant Indicative Design Technical Brief
8.2
Post-disaster Requirements
8.2.1
Seismic Performance Objectives
Current building codes, such as the National Building Code of Canada (NBC), categorize water and wastewater facilities as ‘post-disaster.’ The Post-Disaster Performance Objectives for LGSWWTP technical memorandum (TM) included in Appendix 8A provides a detailed discussion on the seismic post-disaster requirements for LGSWWTP, interpretation of the NBC, practices followed in other jurisdictions, and recommendations. The following recommendations are put forward as post-disaster seismic objectives for LGSWWTP: •
All buildings and structures that will be occupied on a full- or part-time basis should be designed for immediate occupancy, as described in the NBC and reflected in Metro Vancouver’s current seismic design criteria for Immediate Occupancy and Life Safety Performance Levels.
•
All tanks should be designed in accordance with American Concrete Institute (ACI) ACI 350 – Code Requirements for Environmental Engineering Concrete Structures or American Water Works Association’s (AWWA) D110 Wire- and Strand-Wound, Circular, Prestressed Concrete Water Tanks, as appropriate, and using ground motion parameters stipulated in the NBC. Of note is that both the ACI and AWWA documents use an Importance Factor (I) of 1.25 for “tanks that must remain usable to provide emergency service after an earthquake or that are part of lifeline systems.” Additionally, both ACI and AWWA acknowledge the potential for some structural damage and insignificant repairable leakage.
•
A detailed study should be carried out, as recommended in the User’s Guide – NBC 2010 Structural Commentaries (UGNBC) (NRCC, 2010) and in consultation with the MoE and other appropriate regulatory authorities and stakeholders to establish post-disaster wastewater treatment objectives for the LGSWWTP.
•
Standby power should be provided for all life- and building-safety systems at a minimum, and the LGSWWTP Indicative Design should include provisions to provide standby power to the following additional treatment processes: − −
Influent pumping Preliminary treatment
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− − − •
Primary treatment Disinfection Primary sludge (PS) pumping
Good design practices should be followed consistent with good industry practice.
8.2.2
Flooding
Structures and buildings that house essential process and equipment will be flood-protected to an FCL of 6.0 m, as discussed in Section 5.5. Flood-proofing of buildings and structures will include the following: •
All doors and openings into buildings and structures that house essential processes will be at or above elevation 6.0 m, or if not feasible, then flood-protected.
•
Access into manholes and wet wells below elevation 6.0 m will be through sealed and bolted hatches or manhole lids.
•
Truck bays will be at elevation 4.1 m and will not house essential equipment below elevation 6.0 m. Truck bay structures will be designed to resist water to elevation 6.0 m, and doorways can be sealed using sand bags. The truck bay building will be designed to bring the structure back quickly into service after flooding above elevation 4.1 m. Loading docks and general storage floors will be at elevation 5.3 m.
•
Sumps with pumps will be provided to collect drainage water in process areas. There will be no direct connection of building drains to sewers and process drains below elevation 6.0 m.
8.2.3
Wind
All building, structures, stacks, piping, and equipment that is exposed to wind forces will be designed to meet the requirements of the BC Building Code (BCBC), Section 4.1.7, Wind Load, as post-disaster structures. Important factors from BCBC, Table 4.1.7.1 for post-disaster situations will be used in the design of structures and components.
8.2.4
Snow and Rain
All building and structure roofs will be designed to meet the requirements of BCBC, Section 4.1.6, Loads Due to Wind and Rains, as post-disaster structures. Is from BCBC, Table 4.1.6.2 for post-disaster situations will be used for calculating the loading on roof structures.
8.2.5
Earthquake Design Criteria
All buildings and structures that house essential services and processes for the operation of wastewater treatment facilities will be designed to meet the following standards: •
Metro Vancouver Seismic-Design Criteria Standard, No. Cr-02-02-DS-GEN-00100-2003, Revision C, for WWTPs to meet the Life Safety Performance Level for the NBC 1:475 return period, the BCBC requirement for post-disaster facilities, and the ACI 350.3-06 requirement for tanks required post-earthquake.
•
Design buildings for immediate occupancy post-disaster, as described in the current BCBC and UGNBC.
•
UGNBC Commentary J, Paragraph 225: “The design of free-standing tanks is outside the scope of the NBC.”
•
ACI 350.3-06 and AWWA design standards for seismic design of tanks intended to remain usable for emergency purposes after an earthquake, or tanks that are part of lifeline systems.
•
ACI 350.3-06 and BCBC to verify the structure has exceeded BCBC post-disaster requirements.
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•
ACI 350.3-06, Chapter 7, Freeboard, using an I of 1.5. Table 8-1 provides a summary of the freeboard required for the major liquid treatment processes. Table 8-1. Review of Freeboard Required Freeboard (mm)
Actual Freeboard (mm)
Comments
Primary Clarifiers
848
1,150
Freeboard ok
Bioreactors
857
1,220
Freeboard ok
Secondary Clarifiers
857
1,810
Freeboard ok
Structure
8.3
Geotechnical
Golder carried out the geotechnical field investigations and prepared the factual and interpretive reports for this project, which are provided in Appendixes 8B, 8C, and 8D. This section presents recommendations from Golder’s reports. Based on the results of the geotechnical investigation, portions of the soils underlying the site are considered to be susceptible to liquefaction, with resulting liquefaction-induced settlements. Given these conditions and the loads and settlement tolerances of the proposed structures, combined with the seismic hazard, the use of shallow foundations without ground improvement is considered very unlikely to be feasible. The various options for ground improvement have advantages and disadvantages, and several are considered marginally feasible or would have undesirable impacts on nearby residents and facilities, and are, therefore, not recommended. Among the options considered, compaction grouting targeting the upper and lower zones of potential liquefaction is considered the most feasible (Golder, 2013). It bears repeating that even with adequate ground improvement, it is not technically feasible to support the heavily loaded digesters on shallow foundations, and it may also be challenging to achieve the desired performance for some of the other structures using shallow foundations. Consequently, it is recommended that the digesters be pilesupported. The depth to the underside of the digester footing and those of other structures is considerable and would result in the need for excavation and dewatering for both piled and shallow foundation options. However, the challenges associated with suitable subgrade preparation under these conditions would be more critical for shallow foundations and present the risk of compromised subgrade preparation, with resulting unsatisfactory performance (Golder, 2013). The technically preferred, lowest-risk, and most reliable option for foundation support at this conceptual stage is driven non-displacement (open-ended) steel pipe piles, followed by closed-ended steel pipe piles driven to suitable bearing in the underlying sand to a depth of between 25 and 30 m below the existing ground surface (elevation -22 to -27 m). While other options may ultimately be proven feasible based on appropriate engineering analysis, they are unlikely to be considered unless there is significant cost or time saving, or to address environmental or neighbourhood impacts (Golder, 2013). Further engineering analysis and onsite testing would be required to evaluate specific technical and constructability issues and costing identified during this current phase of the project. In particular, evaluation of the rest and effects of liquefaction within the deeper strata, in particular, would benefit from more detailed numerical analysis, with the potential to demonstrate that this risk is low within the highly permeable soils at the site. This finding would have a significant impact on foundation option selection and cost. Pile driveability and load testing also offers the potential for significant cost, schedule, and environmental impact benefits, and would be recommended regardless of the procurement options ultimately selected. The following recommendations for additional work are provided for Metro Vancouver’s consideration:
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•
Pile driveability testing to confirm the drivability of steel pipe piles, both closed- and open-ended. Pile dynamic analyzer testing is recommended during driving.
•
Pile load testing to evaluate the capacity of driven piles. This is particularly important for open-ended piles, since the formation of a suitable soil plug is an uncertain factor.
•
Additional engineering analysis of the liquefaction potential and its impact on foundation options and performance. The analysis should comprise an effective stress analysis that accounts for the cyclic behaviour and drainage of the soil in order to evaluate whether sufficient excess porewater pressure develops under cyclic loading to cause liquefaction. The potential impact of various scenarios on various foundation support options should be considered (Golder, 2013).
8.4
Contaminated Soil Management
The site development concept for the LGSWWTP Indicative Design is that the majority of the site will be used for wastewater treatment infrastructure, notably large tanks and substructures for buildings, and the construction of this infrastructure will require excavating below the fill layer, which contains contaminated soil. As the site is severely constrained for space, there is limited opportunity for stockpiling any material onsite during construction and using it later for fill material. Therefore, all of the excavated spoil material, including all existing contaminated soil, will need to be removed from site and managed at an approved facility. It is expected that all groundwater extracted from the site during dewatering activities will require treatment prior to discharge, and additional cut-off walls along the southern property boundary may be warranted to prevent ingress of contaminated water from offsite. A cutoff wall was installed along the southeastern property boundary to prevent ingress of contaminated water from offsite. Further investigations on the DNV property immediately east of the LGSWWTP site and at the foot of Pemberton Avenue, which is intended in the Indicative Design to be used as a public plaza, may be required, as such investigations were beyond the scope of this project. The requirement for a site profile submission(s) to the MoE will be triggered by applications for zoning, development permits, and/or soil removal and demolition permits; and one of the following is required for the approving authority (DNV) to release the application (MoE, 2010): 1. The approving authority is not required to forward a copy of the site profile to a Director. 2. The authority has received a final determination that the site is not a contaminated site. 3. The authority has received an Approval in Principle (AiP) or CoC with respect to the site. 4. The authority has received notice from the Director indicating he or she has entered into a Voluntary Remediation Agreement with respect to the site. 5. The authority has received notice from the Director that site investigation is not required. 6. The authority has received notice from the Director that it may approve an application because the site would not present significant threat or risk if the application were approved. 7. The authority has received notice from the Director that the Director has received and accepted a notice of independent remediation with respect to the site. Given the LGSWWTP site is known to be contaminated and a CoC has already been issued by the MoE, Item 3 is the preferred pathway for allowing the approving authority to proceed with any land-use and development related applications. Both AiP and CoC are recognized in the Environmental Management Act and Local Government Act as legal instruments. The AiP pathway requires the submission of a remediation action plan (RAP) prepared by an
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approved professional (AP) and approval by the Director; and the CoC pathway requires the site to meet numerical or risk-based standards, which may require a risk assessment and possibly remediation. Between the AiP and CoC pathways, AiP would appear to have the following advantages: •
Remediation work is likely not required in advance of an AiP being issued; whereas, it may be required for a CoC. Therefore, it would be possible to include any remediation work within the scope of work of the main construction contract rather than have separate construction contracts for remediation and construction.
•
The preparation of a RAP may be more amenable to procuring LGSWWTP using design-build-finance-operatemaintain (DBFOM) or design-build (DB) delivery models, as the plan could provide more flexibility for proponents to innovate and meet performance-based specifications, rather than binding them to specific conditions prescribed in a CoC.
Based on the foregoing discussion, the following two-step pathway is recommended for Metro Vancouver’s consideration: •
Step 1 – Apply to MoE for AiP to use as legal instrument to support land-use and development applications to the DNV.
•
Step 2 – Follow independent remediation for construction work.
8.4.1
Step 1 – Apply to BC Ministry of Environment for Approval in Principle
The first step is to prepare a RAP (including supporting documents) for the LGSWWTP site, and then apply to the MoE for an AiP. The fees for an AiP application are expected to be on the order of $15,000, and supporting documents include a combined Stage 1 (Preliminary Site Investigation) and Stage 2 (Detailed Site Investigation) Report, possibly a screening-level risk assessment, and the RAP. Although it is expected much of the previous site investigation undertaken by Piteau Associates (Piteau) (2010) could be used, this needs to be confirmed with Metro Vancouver’s legal department, and it may be necessary to augment that work with additional detailed site investigations.
8.4.2
Step 2 – Follow Independent Remediation Pathway
Independent remediation (Item 7) is the preferred pathway for implementing the RAP as part of the main construction contract for LGSWWTP. A notice of initiation of independent remediation will need to be filed with MoE before starting any remediation work, and a notice of completion of independent remediation will be filed with MoE after the work is finished.
8.5
Technology Migration Pathways
A significant contributing factor in the selection of the secondary treatment anchor technologies of deep tank AS, followed by stacked secondary clarifiers, was the flexibility to adapt to more mechanically intensive processes in the future to meet more stringent regulatory requirements or higher population growth than envisaged in Official Community Plans. Presently, the Indicative Design includes features to allow LGSWWTP to nitrify on a seasonal basis during warmer weather, which will meet treated effluent requirements for the foreseeable future. Possible future technology migration pathways for the liquid treatment stream are summarized in Table 8-2.
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Table 8-2. Possible Technology Migration Pathways for Liquid Treatment Stream Required Upgrade
Technology Migration Pathway
Primary Treatment Capacity Upgrade
•
HRC processes
Secondary Treatment Capacity Upgrade
•
HRC processes
•
Biological contact processes for wet weather flows
•
CEPT
•
Membrane treatment
•
Integrated fixed film AS (year round nitrification)
•
Biological contact processes for wet weather treatment
•
HRC processes
•
BNR (nitrogen and phosphorous removal)
•
Bioaugmentation
•
Main stream deammonification (nitrification and nitrogen removal)
Regulatory Changes
Notes:
BNR – biological nutrient removal CEPT – chemically enhanced primary treatment HRC – high-rate clarification
A significant contributing factor to the selection of thermophilic anaerobic digestion (TAD) as the anchor biosolids technology is its ability to produce Class A biosolids and consistency with stabilization practices at Metro Vancouver’s wastewater treatment facilities, including Annacis Island, Iona Island, and Lulu Island, which will allow biosolids from LGSWWTP to be readily adapted to whatever beneficial reuse opportunities may be pursued by Metro Vancouver in the future. In the event additional digestion capacity is required, the technology migration pathway is to optimize solids loading rates, based on full-scale operational experience, recuperative thickening, and enhanced volatile solids destruction technologies.
8.6
Basis of Process Design
8.6.1
Liquid Treatment
Wastewater from the North Shore will be conveyed to the LGSWWTP in trunk sewers and discharged into the Influent Pump Station (IPS). Preliminary treatment includes a two-stage screening system consisting of coarse screening followed by fine screening. The screened wastewater will enter the grit removal process, where sand and other fine particles will be removed. The degritted wastewater will enter a tank that is gently aerated to remove fats, oils, and grease (FOG). After FOG removal, wastewater will enter the primary clarifiers, where suspended solids will settle by gravity to the bottom of the tanks. Primary effluent (PE) will flow to the downstream secondary treatment process. The secondary treatment process includes deep tank AS and stacked secondary clarifiers as anchor technologies that work together to remove any particulate, colloidal, and soluble carbon matter in the PE. The AS mixed liquor will then flow to stacked secondary clarifiers, which will be used to settle the AS and produce a clear SE that will flow to the disinfection process. AS settled in the bottom of the tanks will be returned to the deep tank AS process, and a small amount will be removed and pumped to the solids treatment train. Both deep tank AS and stacked secondary clarifiers are small footprint technologies, as these tanks are twice as deep as conventional technologies so reduce space requirements for the LGSWWTP. HRC will be used to provide primary treatment to wet weather flows. High-rate clarifiers have an extremely small footprint and are ideally suited for intermittent use in wet weather applications. Effluent from the HRC process will be blended with SE and flow to the disinfection process.
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The requirement for disinfection is seasonal, and when required, UV light will be used. The disinfection process will include two channels equipped with bulbs that transmit UV-wavelength light to the treated effluent to destroy pathogens. Disinfected treated effluent will be conveyed to the existing outfall and discharged to Burrard Inlet. The Indicative Design also includes deammonification of centrate produced by the anaerobic digestion and dewatering processes to reduce effluent toxicity. A reclaimed water system is provided to offset in-plant potable water use.
8.6.2
Solids Management
Mechanical thickening will be used to remove water from the primary and secondary sludge streams. After thickening, the sludge streams will be blended, preheated, and pumped to the TAD process, which will stabilize the FOG, and primary and secondary sludge streams. The microorganisms in the digester tanks are able to degrade the FOG and sludge streams under anaerobic conditions (in the absence of oxygen) and high temperature (55°C) to stabilize the final product and produce a biogas, which will be collected at the top of the digester tanks. The biogas contains 50 to 60 percent CH4, which will be recovered and used to produce electricity and heat for the digestion process and space heating within the plant. The stabilized product from the digestion process will be pumped to a dewatering process employing centrifuges to remove excess water, which will significantly reduce the volume of the final product and give it the consistency of solid material. The final dewatered biosolids cake will be loaded in trucks and included as part of Metro Vancouver’s biosolids beneficial reuse program.
8.6.8
Block Flow Diagram
Figure 8-1 is a block flow diagram illustrating the liquid treatment and solids management processes. Odour control is discussed separately in Section 10.
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Figure 8-1. Block Flow Diagram
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8.7
Process Equipment and Sizing
8.7.1
Influent Pumps
The IPS has two wet wells served by four pumps, two per wet well. Multiple influent pumps are required for redundancy and to allow pacing to match the range of minimum and maximum wastewater flows. During low-flow conditions, one pump operates alone to convey minimum to average flows. When flow increases, two pumps work together to pump average flows. Both wet wells are required for the peak design flow, as only two pumps are hydraulically connected to each wet well, and three pumps are required at the peak design flow. The flow is hydraulically distributed between the two wet wells based on the pumping rate in each wet well. Dry well-mounted, submersible pumps are selected for the LGSWWTP, as they are best suited for trench wet well applications and meet post-disaster requirements when installed below the FCL established for the site. Each pump has a maximum flow rate of 110 ML/d at a total design head of 20 m, and a rated power of 340 kilowatt (kW).
8.7.2
Coarse Screens
Mechanically raked bar screens are commonly used in WWTPs to remove small rocks, wood, plastics, and other debris from the incoming wastewater, protecting downstream processes from plugging and debris accumulation. If not removed, this material may damage the downstream, perforated plate fine screens. The screen room is arranged so that it includes three (two duty, one standby) 1.8- m-wide, mechanically raked bar screens, with 19-mm spacing. Each screen has a capacity of 160 ML/d. Screenings removed by both the coarse and fine screens are conveyed to a screenings handling area where they are washed and compacted prior to discharge into screenings hoppers. The hoppers discharge the compacted screenings into storage containers for removal to an approved offsite disposal facility.
8.7.3
Fine Screens
Fine screens remove material from the wastewater, such as rags, fibrous material, and plastic, that escapes the upstream coarse screens. If not removed, this material causes downstream O&M problems, including plugging and damage to mechanical equipment. The screen room is arranged so that it includes three (two duty, one standby) 1.8-m-wide, perforated plate escalator screens with 6-mm-diameter openings. Each screen has a capacity of 160 ML/d.
8.7.4
Screenings Handling
The three mechanically raked coarse bar screens and the three perforated plate fine screens discharge the screenings removed from the wastewater into two screenings sluice channels that transport the wet material to a screenings chute. One sluice channel is dedicated to the coarse screens, and one sluice channel is dedicated to the fine screens. The sluice channels are approximately 16-m long and 355 mm in diameter, and discharge the wet screenings into a double-bottomed target tank on the lower level of the Headworks Building. Wet screenings are conveyed from the screenings chute to two washer/compactors by two screenings conveyors. The double-bottomed target tank has an active volume of approximately 20 cubic metres (m3), and is equipped with a drop box, two knife gates, and a flushing water system. The drop box discharges wet screenings onto two screenings conveyors that transport the material to two washer/compactors. The two washer/compactors wash and compact the screenings from the two duty coarse screens and the two duty fine screens, and discharge the compacted screenings into a 3-m3 screenings hopper. Screenings fall by gravity from the hopper into a 10-m3 screenings container for removal to offsite disposal.
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8.7.5
Grit Removal
Grit removal extracts heavy inorganic and some organic particulates from the wastewater flow. Grit is removed to minimize abrasive wear on downstream equipment and prevent accumulation and deposition of heavy, non-biodegradable material in the downstream bioreactors and digesters. The screened wastewater enters induced vortex degritters that separate out and concentrate the grit. A total of four 3.7-m-diameter units are required to handle the design peak flow of 320 ML/d. Each unit has a rated capacity of 80 ML/d, and is housed in a concrete tank that is approximately 4.9 m by 4.9 m in size, and approximately 7.5-m deep. The operator sets the number of units required to match the average daily flow to the plant at the time. For example, during dry weather when the average daily flow to the plant is between 80 and 100 ML/d, only one or two units need to be in operation. During wet weather flow events when the average daily flow to the plant is between 200 and 240 ML/d, a minimum of three units need to be in operation. The in-service grit concentrators work continuously. Grit removed in the degritters is pumped to grit handling units where it is washed and classified to remove the organics, and dewatered prior to discharge to storage containers for removal to offsite disposal.
8.7.6
Grit Washing, Classification, and Dewatering
Grit removed from the wastewater is washed, classified, and dewatered to reduce the organic content and increase the solids content. The goal of this process is to increase the solids content of the grit to greater than 80 percent (as dry solids), while reducing the volatile solids content to less than 15 percent of the total. Material in this state is relatively innocuous and is less likely to create serious odours. Each unit has a dedicated slurry pump that continuously pumps the separated grit to a dedicated grit washing/ classification unit. These units separate the inert grit from the organic solids and very fine inert solids. The grit washing/classification units are fully enclosed, stainless steel, vortex-type units. The four grit washing/classification units have a design flow of between 18 and 25 litres per second (L/s) per unit, and are capable of removing 95 percent of grit particles greater than 75 micrometres (µm) in size with this flow range. Each unit is 0.8 m in diameter and has an average design flow of 18.9 L/s (1,600 cubic metres per day [m 3/d]). The grit slurry drains by gravity from the bottom of the grit washing/classification units to two dewatering conveyors. There are two grit dewatering units, with each unit being dedicated to two washing/classification units. The two dewatering conveyors have a capacity of 2.3 cubic metres per hour (m3/h) per unit. Each unit has a 1.8-m by 1.8-m clarifier and 0.5-mwide belt. The dewatered grit is discharged to a grit hopper and then into storage containers for removal to offsite disposal.
8.7.7
Fats, Oils, and Grease Removal and Primary Clarifiers
FOG is removed in dedicated tanks upstream of the primary clarifiers to prevent the material from accumulating in the lamella settler plate packs and creating operational issues. The tanks are gently aerated to allow FOG to coalesce and rise to the top of the tank, where it is collected and pumped directly to the solids treatment train. Primary clarifiers separate out the easily settleable solids, and the material is collected and removed for further processing. Primary clarifiers remove 50 to 70 percent of influent suspended solids and 25 to 40 percent of the influent BOD. There are three (two duty and one standby) primary clarifiers, each having dimensions of 37-m long by 12-m wide by 5.0-m side water depth (SWD). The tanks are fitted with lamella plate packs over much of the settlement area, which increases the hydraulic loading rate that the units can handle. Two of the primary clarifiers are capable of handling flows up to 204 ML/d (twice the ADWF). Wet weather flows exceeding 204 ML/d (twice the ADWF) are bypassed around the primary clarifiers and treated in two HRC units.
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8.7.8
High-rate Clarifiers for Wet Weather Flows
Wet weather flows exceeding 204 ML/d are bypassed around the lamella primary clarifiers and treated in two HRC units. The HRC process has been designed around a high-rate settling process that combines ballasted flocculation and lamella clarification. The microsand provides a surface area that enhances flocculation and acts as a ballast or weight. The resulting floc settles very fast, allowing for compact clarifier designs with high overflow rates and short detention times. The system consists of two HRC units, each with a capacity of 60 ML/d. The system consists of the following four tanks in series: coagulation, polymer injection, maturation, and clarification. The clarifier is a high-rate settling tank equipped with lamella plate settlers and a scraper mechanism.
8.7.9
Deep Tank Activated Sludge Bioreactors
The secondary treatment process area includes bioreactors, a blower building, secondary clarifiers, and associated tunnels and pump houses. The foundation of the secondary treatment process is the AS bioreactor that retains the mixed liquor (ML) responsible for the adsorption and biological degradation of wastewater contaminants. The bioreactors remove soluble, colloidal, and particulate BOD and TSS from the incoming PE. Provisions for PE stepfeed will be included to allow the biological process to be operated in nitrification mode in the summer. Space limitations on the plant site drive the need for bioreactors with a relatively high SWD of 10 m. The total bioreactor volume is 20,000 m3, which is divided into four individual bioreactors that operate in parallel. Each bioreactor has three passes, 28-m long, 6-m wide, and 10-m SWD, for a total volume of 5,000 m3. Each of the 12 passes has an unaerated (anoxic) zone, followed by an aerated zone. The anoxic zones are mechanically mixed using bridge-mounted, 1.125-kW hyperboloid mixers. The aerobic zones are mixed and aerated using a fine-bubble aeration system with floor-mounted membrane diffusers. Process air to the membrane diffusers is supplied by four duty and one standby high-efficiency turbo blowers. Three of the turbo blowers have a capacity of 7,576 normal cubic metres per hour (nm3/h) and a power rating of 263 kW. The remaining two turbo blowers have a capacity of 3,674 nm3/h and a power rating of 113 kW. ML from the four bioreactors flows over effluent weirs into a degassing channel, where it is stripped of the dissolved nitrogen and other gases that may cause sludge flotation in the secondary clarifiers. Both the ML channel and the degassing channel have a SWD of 5 m and are equipped with a coarse-bubble aeration system that agitates the ML and prevents solids deposition in the channels. Return secondary sludge (RSS) from the secondary clarifiers is distributed to the four bioreactors from the RSS channel. A portion of the RSS, referred to as waste secondary sludge (WSS), is continuously wasted from the end of the RSS channel to the WSS thickeners in order to maintain the bioreactor solids retention time (SRT) at between 4 and 6 days.
8.7.10
Stacked Secondary Clarifiers
Eight secondary clarifiers service the secondary treatment process. The clarifiers are stacked, rectangular units, each equipped with large chain-and-flight mechanisms that scrape the settled sludge towards a sludge hopper located near the mid-point along the tank length. The clarifiers are 12-m wide, and built in two 6-m-wide longitudinal bays separated by a dividing baffle wall with openings. The upper clarifiers are 53-m long, while the lower clarifiers are 58-m long. The total area of the eight clarifiers is 5,328 m2. SE overflows continuously into the effluent launders at the downstream end of the clarifiers, through the clarifier outlet gates, and is conveyed to the effluent disinfection facility. Each secondary clarifier has a dedicated RSS pump capable of withdrawing about 1 x AAF from the clarifier. The RSS pumps are screw centrifugal pumps equipped with variable frequency drives (VFDs), and are located in a
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pump galley between the two sets of clarifiers. Each pair of clarifiers is served by a secondary scum sump. Scum collected in the sumps is pumped to the rotary drum thickeners (RDTs) for thickening together with the WSS.
8.7.11
Disinfection
UV light is used to disinfect the treated effluent by inactivating pathogenic bacteria, viruses, and other microorganisms so that they can no longer replicate. In UV disinfection systems, the UV light is produced by lamps that are submerged in wastewater channels. Next-generation UV technology is used as a representative technology for LGSWWTP. The requirement for disinfection is seasonal, between May 1 and September 30, and the design assumption is that effluent is required to meet enterococci or escherichia coli (E. coli) limits of 20 MPN/100 mL at the edge of the initial dilution zone. The UV disinfection system is sized for the entire PWWF of 320 ML/d at a UV transmittance of 40 percent to reflect a blended effluent comprising effluent from both the secondary treatment process and HRCs. The UV disinfection system is designed to operate continuously and is controlled by a vendor-supplied system control centre with very little operator assistance required.
8.7.12
Primary Sludge Thickeners
Sludge thickening reduces the volumetric loading to the downstream sludge management processes, and the energy required for digester heating and mixing. Mechanical PS thickening units use polymer to achieve a thickened sludge concentration of approximately 5 to 7 percent (as dry solids), and a solids capture rate of up to 95 percent. For the Indicative Design, RDTs are selected for thickening PS because they have a relatively small footprint, provide effective odour containment, and are relatively easy to maintain. Two RDTs (one duty and one standby) will provide the required degree of process redundancy. The duty RDT operates continuously. Each unit will have a capacity to thicken 80 m3/h of PS. The polymer system is sized for an average dose of 3 kilogram per tonne (kg/t) of dry solids, and peak dose of 5 kg/t of dry solids. The filtrate from the PS thickening process is returned to the front end of the plant for further treatment. Progressing cavity pumps transfer the thickened primary sludge (TPS) into the sludge blending tank. The piping configuration upstream of the pumps will allow the operator to use either pump with either RDT.
8.7.13
Waste Secondary Sludge Thickeners
The thickening process used for WSS is similar to that used for PS, and the rationale for its use is the same. RDTs are selected for thickening WSS because they have a relatively small footprint, provide effective odour containment, and are relatively easy to maintain. Two separate process trains are envisaged to provide 100 percent redundancy. The duty RDT operates continuously and each unit will have a capacity to thicken 80 m 3/h of ML. The polymer system is sized for an average dose of 3 kg/t of dry solids and peak dose of 5 kg/t of dry solids. The filtrate from the thickening process is returned to the front end of the plant for further treatment. Progressing cavity pumps transfer the thickened waste secondary sludge (TWSS) into the sludge blending tank. The piping configuration upstream of the pumps will allow the operator to use either pump with either RDT.
8.7.14
Anaerobic Digesters
Anaerobic digesters convert a fraction of organic material in the waste primary and secondary sludges to CH4, carbon dioxide (CO2), and biomass. The process reduces the mass of solids that requires management and generates biogas that is used to generate heat and power. The digesters are continuously fed a blend of TPS and TWSS from the sludge blend tank. There are two thermophillic anaerobic digesters that can operate in parallel or in series. The digesters are large, concrete tanks with fixed-cover, concrete roofs, and are sized to provide an SRT of approximately 17 days at
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maximum month sludge flow and load with one unit out of service. The digesters are tall, cylindrical units with a steep, conical bottom to eliminate solids deposition, and have a partially submerged, inverted cone roof. The sludge in the digesters is mixed using a pumped mixing system to promote the digestion process and to minimize deposition of solids within the digester tanks. A digester heating system based on spiral heat exchangers is selected for the Indicative Design. The two digesters have conical bottoms with a floor slope of 1 to 1. The inverted cone roof of the digester is sloped at about 1 in 4 toward the centre. Almost all of the roof is submerged, with the design liquid level being just below the top of the cone. In this arrangement, mixing energy causes rising currents that are deflected by the underside of the roof toward the centre of the digester. Each digester has two horizontal chopper pumps (one duty and one standby), each with the capacity to pump the entire mixing flow. The mixing pumps are located in the pump gallery under the cone of the digesters. The pumps withdraw digested sludge (DS) from a low point in the centre of the digester cone and distribute the sludge back into the digester through fixed nozzles mounted within the digester. The two duty digester feed pumps operate continuously at a constant speed. The digester hydraulic mixing system is designed to operate continuously. However, these systems can be run intermittently with no impact on gas production or sludge stabilization effectiveness. Intermittent operation of the hydraulic mixing system results in significant mixing power cost savings.
8.7.15
Biogas Management Ancillaries
Digester biogas typically consists of 60 to 70 percent CH4; 30 to 40 percent CO2; and lesser quantities of water vapour, halogenated hydrocarbons, higher hydrocarbons, and aromatic compounds. Digester biogas may also contain siloxanes and hydrogen sulphide (H2S) that, at high concentrations, cause operational problems. The gas management system provides the equipment and controls necessary to collect, distribute, and control the biogas produced in the anaerobic digesters. The biogas management system includes several major components, including the digester gas domes and safety-relief equipment, low-pressure gasholder, moisture removal system, and waste-gas burners. The biogas system operates at a pressure that is normally about 250 mm of water (H2O). When the biogas pressure increases above this point, it will be directed to flare, and at a high-high pressure (at about 300-mm H2O), pressure-relief valves on the digesters will open. At low-low pressure (about -50-mm H2O), vacuum-relief valves will open. The biogas conveyance system will be designed to minimize pressure losses.
8.7.16
Biogas Utilization
Biogas produced by the anaerobic digestion process will be conditioned and combusted in two 650-kW, mixed-gas CHP units. Electricity and heat produced by the CHP units will be used within the plant, and provisions will be included to allow excess heat to be exported to the Energy Centre in the Operations and Maintenance Building.
8.7.17
Dewatering
Sludge dewatering can be accomplished using a variety of mechanical devices and generally raises the solids content of sludge to between 15 and 35 percent. The reduction in moisture content decreases the volume and mass of the DS, making the sludge easier to handle and more cost-effective to haul, especially over a long distances. For Indicative Design, centrifuges are selected because the equipment is compact and enclosed, with low odourgenerating potential. Centrifuges are also capable of producing dewatered sludge with high solids content, which reduces dewatered sludge storage requirements and lowers hauling costs. Metro Vancouver currently uses centrifuges at the existing LGWWTP, as well as at other Metro Vancouver’s wastewater treatment facilities; thus, is familiar with the O&M of centrifuges.
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Two centrifuges (one duty and one standby) are included in the Indicative Design to provide equipment redundancy. Each centrifuge is sized to handle the maximum month sludge production rate, assuming 8 hours per day of centrifuge operation. Polymer is added to the dewatering process to increase the solids capture rate. Typical polymer dosage is 6 to 12 kg/t of sludge. The centrifuges are designed to operate 8 hours per day, 5 days per week. Dewatered sludge hauling can be scheduled 3 to 5 times a week, depending on the daily sludge production rate. A dedicated classifying conveyor is mounted below the discharge chute of each centrifuge to divert poor-quality dewatered sludge (mostly in liquid form) produced during the first 15 to 30 minutes of starting a centrifuge to the process drain. Once stable operation is achieved after each centrifuge startup, the classifying conveyor will discharge dewatered sludge to a distribution conveyor located above the sludge storage hoppers. Centrate from the dewatering centrifuges can either be returned to the plant’s headworks or sent to the deammonification units for sidestream treatment. The dewatering equipment is housed inside a four-storey dewatering building, where centrifuges are located on the top level, classifying and distribution conveyors are on the third level, dewatered sludge storage hoppers are on the second level, and a truck loading bay is on the ground level. This four-storey arrangement minimizes the footprint required for the dewatering building and eliminates the need for dewatered sludge pumping.
8.7.18
Centrate Treatment
Centrate from dewatering centrifuges typically has a high nutrient content when compared with the nutrient concentrations in the raw sewage. Nutrient-rich centrate, if returned to the plant’s mainstream without sidestream treatment, can have a considerable impact on the performance of the secondary treatment process, particularly nitrogen and phosphorus removal. High concentrations of nitrogen and phosphorus are also expected to give rise to struvite (magnesium ammonium phosphate) formation, which was evident in the centrate system at Metro Vancouver’s existing wastewater treatment facilities. Total nitrogen (TN) and total phosphorus (TP) concentrations in the dewatering centrate at the new LGSWWTP are predicted to be in the order of 1,500 and 250 mg/L, respectively. These high concentrations of nitrogen and phosphorus present both operational challenges and nutrient recovery opportunities. The following paragraphs provide a description of (a) struvite recovery as a nutrient recovery opportunity, (b) struvite control measures that can be employed to alleviate operational problems, and (c) a deammonification system as a nitrogen removal option. 8.7.18.1
Struvite Recovery
Struvite is a crystalline material consisting of equimolar concentrations of magnesium, ammonium, and phosphate. Struvite is normally viewed as a problem in WWTPs with anaerobic digestion because it can form downstream of the digesters as deposits in the pipes, valves, and dewatering equipment. If, however, precipitated in a controlled manner, struvite formation can be used as a means to recover phosphorus from wastewater. An analysis using a TBL approach was conducted to evaluate the feasibility of implementing a struvite recovery process at the LGSWWTP. The business case for struvite recovery was not strong enough to justify the installation of a struvite recovery system during initial build of the plant because the facility is mostly a carbonaceous plant. However, space is reserved onsite for the implementation of struvite recovery should market conditions become more favourable in the future. 8.7.18.2
Struvite Control Measures
As a struvite recovery system will not be installed in the initial years of operation at the LGSWWTP, it would be prudent to implement struvite control measures to minimize the potential for struvite buildup in the centrate system.
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8.7.18.3
Centrate Deammonification
Metro Vancouver has expressed concern about acute toxicity in the receiving environment due to effluent discharged from the LGSWWTP once it is upgraded to secondary treatment. A centrate treatment system based on deammonification is included in the Indicative Design.
8.7.19
Reclaimed Water
The reclaimed water system incorporates filtration and UV disinfection of effluent water with chlorine added to provide a residual through the distribution network. This system meets the MWR for reclaimed water (B.C. Reg. 87/2012 – Part 7) requirements that include the following: •
Effluent quality requirements for non-potable reuse: − BOD5 less than 5 mg/L − TSS less than 5 mg/L − Turbidity less than 1 NTU − Faecal coliform (median) less than 1 CFU/100 mL or less than 2.2 MPN/100 m
•
A minimal total chlorine residual at the point of use will be maintained at 0.5 mg/L
8.8
Structural
The section describes the functional requirements of the main structural elements included in the LGSWWTP Indicative Design, including discussion about the following topics: • • • •
Design criteria Post-disaster considerations Coatings and liners for concrete structures Description of buildings and structures
8.8.1
Design Criteria
Building and structures will be designed to meet or exceed the requirements of the current BCBC and CSA design standards. Buildings that house essential services or processes required to treat wastewater to an acceptable level post-disaster will be designed to be operational after the post-disaster event, in accordance with the BCBC. Foundation structures systems will comprise a common raft slab support from driven steel pipe piles, with an assumed minimum thickness of the concrete raft slab of 900 mm, and some areas with a thickness of 3,000 mm. Assumed piles are 610 to 760-mm-diameter steel piles driven to a depth of 25 to 30 m and with an allowable capacity of 1,600 to 2,200 kilonewtons (kN). The buildings and structures will be designed for a minimum service life of 100 years. Structural elements will be designed to carry all superimposed loads, including dead loads, live loads, snow and rain, wind, seismic loads, earth pressure, flooding, fluid loads, thermal loads, crane and monorail loads, and operational loads. In addition, where the effects of differential settlement, creep, shrinkage, or temperature change are significant, these loadings will be included in the design.
8.8.2
Coatings and Liners for Concrete Structures
It is more effective to use concrete technology to achieve durability and functional requirements for wastewater exposures, and apply liners and coatings only when construction defects or special circumstances dictate. It should be noted that liquid-applied coatings and lining for concrete are difficult to apply, hard to verify for quality control (QC), and have limited lives of typically 15 to 20 years. If concrete cannot be protected from harsh environments using ventilation or concrete technology, use cast-in-place liners to protect concrete.
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8.8.3
Description of Buildings and Structures
8.8.3.1
Influent Pump Station and Headworks Building
The IPS and Headworks Building will be designed as a concrete structure with a concrete mat foundation supported by driven piles. The piles will also be designed to prevent uplift of the structure during flooding. The structure will be flood-proofed to an elevation of 6 m, except in the loading bays for grit and equipment removal, which will be at grade, elevation 4.1 m. Concrete exposure classification is A-1, and concrete exposed to wastewater or groundwater will contain a self-healing permeability-reducing admixture for hydrostatic conditions (PRAH), as indicated by ACI 212.3R-10. 8.8.3.2
Solids Building
The Solids Building will be concrete structure with exterior concrete shear walls and interior columns and beam framing. The roof of the structure will be designed as a plaza deck supporting the gas and odour control equipment and buildings. Concrete exposure classifications will be A-1. Concrete tanks and RS channels exterior walls and floors will contain a self-healing PRAH, as indicated by ACI 212.3R-10. The grit, PS blending, DS storage, and centrate tanks will be fully enclosed concrete tanks with polyvinyl chloride liner on the ceiling and walls to prevent damage by H2S. 8.8.3.3
Primary Clarifiers
The primary clarifiers are elevated concrete tanks with space under each tank used for process equipment. The concrete tank walls will create a laterally stiff level between the top and bottom slab of the primary clarifier tanks. The level below each tank will also need to have lateral stiffness greater than the level above; this will be done by extending the tank walls to the foundation slab, and restricting the height between the raft slab and the underside of the tank. Concrete exposure classifications will be A-1. Concrete tank exterior walls and bottom exterior walls and floors will contain a self-healing PRAH, as indicated by ACI 212.3R-10. 8.8.3.4
Bioreactors
The bioreactors are deep concrete tanks with a water depth of 10 m bearing on the concrete raft slab. The roof of the tanks will provide lateral support at the top of the wall. Concrete struts with internal baffle walls will provide lateral support to help resist the loading caused by the 10-m water depth. The roof of the structure will be designed for future public use. Future use of the roof may include a greenhouse or public plaza deck. Concrete exposure classifications will be A-1. Concrete tank exterior walls, channel walls, and elevated channel floors will contain a self-healing PRAH, as indicated by ACI 212.3R-10. 8.8.3.5
Secondary Clarifiers
The secondary clarifiers will be stacked clarifiers. Access into the clarifier for servicing will be through flood doors on the northern and southern walls. The roof area may be used in the future as public space and will be designed as a plaza deck. Concrete exposure classification is A-1, and concrete exposed to wastewater or groundwater will contain a self-healing PRAH, as indicated by ACI 212.3R-10. 8.8.3.6
Ultraviolet Disinfection Building
The UV Disinfection Building will be designed as a concrete structure with a concrete mat foundation supported by driven piles. The dead weight of the structure and piles will prevent uplift of the structure. The structure will be flood-proofed to an elevation of 6 m. Concrete exposure classification is A-1, and concrete exposed to wastewater or groundwater will contain a self-healing PRAH, as indicated by ACI 212.3R-10.
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8.8.3.7
Digester Facility
The digester facility will consist of two 20-m-diameter, prestressed concrete, circular tanks with an overall height of 33.4 m, designed in accordance with AWWA D110, Standard for Wire- and Strand-Wound, Circular, Prestressed Concrete Water Tanks. The roof structure will be a free-standing, cast-in-place concrete cone structure supported by a ring beam mounted on the wall panels. The vertical wall panels and ring beam will be wire- or stand-wound, greatly reducing the required thickness of the 19-m-high structural wall. The estimated thickness of the structural wall is 305 mm. The prestressed tank wall will bear onto the cast-in-place concrete hopper. The hopper is supported from the base mat at the centre and around the outer wall of the tank. The space below the hopper will be used as a process area. The digester foundation will be a concrete base mat supported by driven piles. The base mat will be concrete, approximately 3-m thick, to transfer the load from the centre ring into the piles. Assumed piles are 610 to 760-mmdiameter steel piles driven to a depth of 25 to 30 m and with an allowable capacity of 1,600 to 2,200 kN. 8.8.3.8
Power Generation and Heating Building
The Power Generation and Heating (PGH) Building will be a reinforced concrete framed building with shear walls. The foundation will be a concrete raft slab supported by driven pipe piles. Concrete exposure classification is C-1 due to exposure to sea spray. 8.8.3.9
Operations and Maintenance Building
The Operations and Maintenance Building will house both essential services and public spaces. The complete building will be designed to meet the requirements for post-disaster building, except the Energy Centre, Truck Bay, Plant Lobby, Boot Room, Oil Lube Room, Steam Cleaning Room, and public spaces will be flood-protected to an elevation of 4.1 m, and areas required for the operation of the WWTP will be flood-protected to elevation 6.0 m. The use of large cantilevers in the design of the building will require steel-framed structures, including multi-storey trusses. The steel construction is chosen to reduce the weight of the cantilever.
8.9
Utility Mechanical
The section describes the functional requirements of the heating, ventilation, and air conditioning (HVAC); plumbing; and fire protection systems for the rooms and buildings included in the LGSWWTP Indicative Design. This section includes discussion on the following topics: • • • • • • • • • •
Design criteria Ventilation requirements Heating loads and plant heat supply system Air conditioning systems Natural gas utility service Fuel delivery and storage systems Plumbing Fire protection Heat recovery Controls
8.9.1
Design Criteria
The design of the heating and cooling systems will be based on the weather conditions reported in the BCBC for West Vancouver.
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The inside design conditions vary, depending on the type of building being served and whether it is air conditioned in summer. As a general rule, the following design conditions will form the basis of design: Operations and Maintenance Building: Winter:
22°C ± 2°C
Summer:
24°C ± 2°C
Process Buildings (Process Rooms): Winter:
10°C ± 2°C
Summer:
Not applicable
8.9.2
Ventilation Requirements
National Fire Protection Association (NFPA) Standard 820 defines the minimum ventilation criteria for protection against fire and explosion of wastewater treatment and pumping facilities. These recommended rates will largely define the ventilation rates to be used in the process spaces. However, human occupancy of certain spaces may require more than the minimum ventilation required by NFPA; thus, will be governed by ASHRAE Standard 62.1. This standard specifies the minimum ventilation rates to maintain acceptable indoor air quality to minimize the potential for adverse health effects.
8.9.3
Heating Loads and Plant Heat Supply System
The Operations and Maintenance Building heating and cooling loads will depend on the selected HVAC systems and associated ventilation rates. The heating load is approximately 600 kW, while the cooling load is approximately 300 kW. Wall and roof insulation values will be maximized wherever possible to minimize skin losses. Process area heating loads will depend greatly on the ventilation rates required by the odour control system and those dictated by NFPA 820. The peak process building heating load is approximately 4.5 MW. Process cooling loads are estimated to be a maximum of 100 kW. The peak heating loads for the digestion system are estimated to be 147 gigajoules per day (GJ/d) or approximately 2 MW. The Indicative Design includes two heating plants: (1) one heating/cooling plant dedicated for the Operations and Maintenance Building, which will be located in the building, and (2) one heating plant dedicated for process buildings, which will be located in the PGH Building. The Operations and Maintenance Building will be heated using a total of two effluent-to-water heat pumps and one natural-gas-fired condensing boiler. The process area heating system will have one heating loop dedicated for process heating (100 percent hot water) and one loop dedicated for space heating (30 percent ethylene glycol by volume). The primary source of process heating will be one of two dual-fuel (digester gas/natural gas) CHP units, which will use the majority of the digester gas produced by the digestion process.
8.9.4
Air Conditioning Systems
Air conditioning will be provided in areas where occupant comfort is important and where temperature-sensitive equipment is located. The primary source of process cooling will be chilled water generated by effluent-to-water heat pumps. For smaller areas with low occupant levels, or low equipment loads remote from cooling plants,
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localized cooling will be provided. Individual cooling units will be located in the space with remote direct-expansion condensers located in the galleries. There will be two cooling plants: one cooling/heating plant dedicated to the Operations and Maintenance Building, which will be located in the building, and one cooling plant dedicated to process areas located in the PGH Building. The total Operations and Maintenance Building cooling load is estimated to be 300 kW. The Operations and Maintenance Building will be cooled using a total of two effluent-to-water heat pumps. One standby effluent-towater heat pump will be installed to generate cooling in the case of failure of any of the duty effluent-to-water heat pumps. The total process building cooling load is estimated to be 100 kW. The process building will be cooled using a heat pump system.
8.9.5
Natural Gas Utility Service
The natural gas system at LGSWWTP will include all internal natural gas piping, valves, and equipment, plus 1 m of gas line beyond the building. The gas utility will provide the gas meter, pressure regulation, and high-pressure piping to the gas line on 1st St. Based on preliminary estimated heating requirements, the gas service size will be based on a connected load of approximately 7.81 MW.
8.9.6
Fuel Delivery and Storage Systems
Two 1.6-MW diesel-powered generators will be provided for standby power. Each generator will consume approximately 470 litres per hour (L/h) of #2 diesel fuel at 100 percent load. For the Indicative Design, it is assumed that one 50,000-litre (L), aboveground, diesel fuel tank will be installed to provide approximately 48 hours of fuel supply. The requirement for hours of fuel supply should be confirmed during the next stage of design development.
8.9.7
Plumbing
Plumbing fixtures will be of commercial quality throughout the LGSWWTP. The primary source of domestic hot water in the Operations and Maintenance Building will be a domestic hot water tank. Domestic hot water will be preheated using heat from a heated water buffer tank or reheated using a natural-gas-fired condensing boiler. Hot water in process areas will be provided by gas-fired water heaters, where practical, or localized electric heaters in remote areas. Effluent water will be used to supply toilets and urinals installed in the Operations and Maintenance Building. Dual-flush toilets and waterless or low-flow (0.6 L/flush) urinals will be used throughout the plant where practical. Emergency showers and eyewashes will be provided, where required. Tempered water will be provided to the emergency fixtures by a thermostatic mixing valve. Hot and cold hose bibs will be located in the process areas where required. The sanitary system will be set up to take drainage back to the IPS.
8.9.8
Fire Protection
All buildings will be sprinklered according to BCBC requirements and agreed to with local building code officials and Metro Vancouver’s fire insurer. The sprinkler systems will be designed and constructed in accordance with NFPA 13. It has been assumed that standpipes will be required for all proposed buildings. Fire hydrants will be placed on the roadway system at the site. Building siamese connections will be installed at principal entrances, and located such that they are within 45 m from a fire hydrant. When sprinkler systems are not deemed appropriate due to process or material hazard reasons, alternate systems will be provided.
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8.9.9
Heat Recovery
Ventilation rates for the Operations and Maintenance Building and process areas will be reviewed and kept to a minimum to satisfy indoor air quality, while still maintaining the required air change rates for area classification in accordance with applicable codes. Heat recovery will be considered wherever practical, particularly in the Operations and Maintenance Building, Solids Building, IPS, and Headworks Building, which use 100 percent make-up air and exhaust.
8.9.10
Controls
The computerized data acquisition and control (CDAC) system will monitor, control, and alarm HVAC, plumbing, and fire protection systems. During the next stage of design development a business case will be prepared to assess direct digital control versus CDAC control of the HVAC system at LGSWWTP.
8.10
Electrical
The section describes the functional requirements of the electrical power system included in the LGSWWTP Indicative Design. This section includes discussion on the following topics: • • • • • • • •
Preliminary load prediction Electrical supply Power distribution Standby power Onsite cogeneration Arc-flash hazards Grounding and lightning protection Lighting
8.10.1
Preliminary Load Prediction
The projected electrical demand for LGSWWTP is estimated to be approximately 5 megavolt-amperes (MVA), excluding the loads associated with the heat pumps in the Energy Centre of the Operations and Maintenance Building. The load required for the Energy Centre is expected to be approximately 1 MVA. All loads are expected to be 600 volts (V) or lower, with the exception of the influent pumps, which will be 4,160 V, and the heat pumps. The proposed concept is a distributed secondary selective system to provide a single-fault-tolerant design with site power distribution at 4,160 V from a 12.5-kilovolt (kV)/25-kV primary feeder. A second feeder is included for the Energy Centre in the Operations and Maintenance Building.
8.10.2
Electrical Supply
The existing BC Hydro electrical network on the North Shore comprises multiple substations interconnected via 69-kV underground cable in a ring arrangement. The ring is supplied from 230-kV lines at the Walters and Cypress substations. The closest substation to the LGSWWTP site is Norgate substation (NOR) located at the corner of Welch Street and Whonoak Road, about 600 m northwest of the site. BC Hydro has confirmed that the primary feed to LGSWWTP will be underground from NOR at 12.5 kV/25 kV. The primary feed will enter the site underground from 1st St. along the access roadway under the primary clarifiers to the transformers on the roof of the PGH Building. A power reliability assessment was undertaken to evaluate a number of secondary feeder configuration options. For the purposes of the Indicative Design, the following is assumed for electrical supply and onsite power generation: • • •
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A single underground feeder from NOR Two standby diesel generators, each sized at 1.6 MW Two cogeneration units, each sized at 650 kW
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A dedicated 4,160-V feed will be provided for the Energy Centre to serve the heat pumps and associated equipment.
8.10.3
Power Distribution
The power distribution concept includes a PGH Building to provide major electrical equipment to step-down utility voltage to distribution voltage, and to provide standby and cogeneration power, as required to suit the preferred configuration. The PGH Building will supply each downstream substation with two 4,160-V feeders to serve 600-V loads.
8.10.4
Standby Power
Standby power will be provided at LGSWWTP and will be sized to service loads required to keep essential postdisaster treatment processes running, as well as other essential loads, including life safety systems, influent pumping, primary clarification and sludge pumping, and disinfection. Two standby diesel generators are included in the Indicative Design, each sized at 1.6 MW.
8.10.5
Onsite Cogeneration
The LGSWWTP Indicative Design allows for two 650-kW, mixed-gas CHP units in the PGH Building. The units will run 24/7, and the electricity produced by the units will be used within the plant. For standby power, the units will be paced by the diesel generators and provide as part of the standby power requirements.
8.10.6
Arc-flash Hazard
Arc-flash hazard will be kept to a maximum of Category 2, as required by Metro Vancouver. Strategies to limit arc-flash hazard to Category 2 include: •
Coordinating breakers/fuses in the PGH Building
•
Limiting the transformation capacity on all distribution stations to a maximum of 2 MVA, as required by Metro Vancouver electrical, instrumentation, and control (EIC) standards
Specific arc-flash hazard control measures for special cases, such as 4,160-V loads, will be defined during subsequent stages of design development.
8.10.7
Grounding and Lightning Protection Systems
All grounding will be designed in accordance with latest Metro Vancouver EIC standards. Lightning protection systems will be designed according to CAN/CSA B72-M87: Installation Code for Lightning Protection Systems.
8.10.8
Lighting
Lighting will be designed in accordance with latest Metro Vancouver EIC standards.
8.10.9
Energy Centre
The Energy Centre will have a separate service from the dedicated feeder, and will be metered and billed independently. The Energy Centre will feature its own high-voltage electrical room, complete with 12.5-kV incoming service switchgear, 12.5/4.16-kV transformation, and secondary metering. This separate electrical room will be located at the roof level of the secondary clarifiers on the western side of the Operations and Maintenance Building.
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8.11
Instrumentation and Controls
Metro Vancouver’s Wastewater Treatment Division CDAC system is one logical control system comprising five identical subsystems (one at each of the five WWTPs). It is a hybrid system based on the Bailey (now ABB) Infi-90 distributed control system (DCS) with interfaces to Metro Vancouver programmable logic controllers (PLCs). The system and, therefore, the five subsystems, provide a common and consistent technology (hardware, software, and configuration) and integration approach, which facilitates effective O&M, replacement, expansion, and risk management. The LGSWWTP CDAC system must adhere to this philosophy and the WWTP Principles of Automation. The system must provide full integration so that any console at any site can control any or all the five WWTPs. In addition, engineering configuration must be performed from any site to all five WWTPs. The Bailey Infi-90 DCS interfaces with various PLCs, mainly Allen Bradley. Other interfaces include DeviceNet, data highway plus (DH+), Modbus, Modbus TCP, Gateways, and other vendor packages and third-party controllers and devices (as approved by Metro Vancouver on a case-by-case basis). Metro Vancouver’s CDAC system migration plan was not available at time of writing this PDR; however, the new CDAC system for LGSWWTP must communicate with the centralized system at Annacis Island WWTP, and the system designs/configurations will conform to the migration plan, including system architecture, process control philosophy, device communication technologies, and other applicable standards. Logic configuration for process units requires Metro Vancouver’s input to conform to Wastewater Treatment Division CDAC-wide standards and control philosophies.
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9.
Indicative Design – Architectural
9.1
Section Description
The configuration of the new LGSWWTP is a result of collaborative design efforts between IDT disciplines to develop a compact, contextual addition to a diverse neighbourhood. Developed first through a series of nine concepts and then three build scenarios, the Indicative Design as documented in this report is the result of a strong collaboration between a wide range of subject matter experts. A full description of the design process can be found in Section 2 of this report. The following supporting documents are included in the Appendixes volume: 1. Appendix 9A – Site Planting Technical Memorandum 2. Appendix 9B – Sustainable Design Strategies Technical Memorandum 3. Appendix 9C – Integrated Site Water Strategy Technical Memorandum 4. Appendix 9D – Building Materials 5. Appendix 9E – Public Art Strategy Technical Memorandum 6. Appendix 9F – Building Code Assessment Technical Memorandum 7. Appendix 9G – Room Data Sheets
9.2
Project Design Concept
WWTPs in the Metro Vancouver have benefited until now from large sites in locations removed from large population centres. As a result, security is maintained with a simple perimeter fence, and the architectural expression of the project is focused on meeting pragmatic design criteria and minimizing public visibility. The LGSWWTP, however, requires a civic architectural approach that provides an effective community integration response to the diverse project context (see Figures 9-1, 9-2, and 9-3). The design of the new treatment plant draws upon the adjacent context in scale, form, and siting, simultaneously serving the role of necessary civic infrastructure and a symbol of Metro Vancouver’s commitment to clean water. Through site configuration, massing, and open space integration, the architecture and overall form of the treatment facility was designed to communicate the durability, technological advances, and presence of this important public service. The LGSWWTP was laid out with the intention of illustrating the flow through the treatment process. The larger, intensive treatment processes are located at the western end of the site. The more refined processes and the O&M functions are located at the eastern end of the site, with a more modest scale being developed to address the low height and pedestrian scale of Pemberton Avenue. While active treatment processes are located within secure areas, the exterior walls of the plant are integrated to the north and east within the public context. Public space, water, plants, and landforms as described in Section 9.4 were designed to create a unique place and identify for the facility.
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Figure 9-1. View from Pemberton Avenue Looking West
Figure 9-2. View from 1st St. Looking West
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Figure 9-3. View from 1st St. Looking East
9.3
Site Organization
As the IDT became more familiar with the site and the community, there was a realization that the development of LGSWWTP has the potential to begin the regeneration of the neighbourhood. The lifespan of this facility far exceeds the planned lifespan of other structures in the neighbourhood, so this project will set the tone for development for the neighbourhood for the next 50 years. The project site is located in an industrial context with few distinguishing features. The site is bordered on the southern edge by the CN railway, the western edge by Philip Avenue (future Philip Avenue Overpass), along 1st St. by a light industrial district, and on the eastern edge by Pemberton Avenue. The southern and western boundaries will be inaccessible to both vehicles and pedestrians when the plant becomes operational. Pemberton Avenue currently provides a connection to the Port of Metro Vancouver south of the site. Once the Philip Avenue Overpass is built, the DNV intends to close this connection to vehicles, with the exception of emergency vehicles. Early in the design process, it was identified that use of the DNV ROW at the foot of Pemberton Avenue, if used for community purposes (directly east of the project site), represented the best opportunity to connect the site with the surrounding neighbourhood. The establishment of this connection was a major driver in the overall organization of the facility (see Figure 9-4).
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Figure 9-4. Neighbourhood Urban Design Concept – October 2013 The facility has a distinct organization in both plan and elevation. The elevation of the plant takes the form of a low-slung building along 1st St., with more intensive plant uses located at the western end of the site. As the wastewater moves west to east, the treatment program becomes more passive, transitioning from the headworks and primary clarifiers through to the secondary clarifiers. The plant is anchored on the eastern boundary by the Operations and Maintenance Building, with public amenities on the ground floor. Publicly accessible space and secure space within the plant are clearly separated, and this strategy is clearly expressed on the building’s exterior (see Figure 9-5). The northern wall of the plant serves as the primary dividing line between secure plant spaces and freely accessible spaces at ground level to the north and east of the facility.
Figure 9-5. Site Organization, Northern Elevation Looking South from 1st St.
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The site layout is designed to provide as much public space along 1st St. and at the foot of Pemberton Avenue as possible, given the large footprint of the treatment technology (see the following figures). Along 1st St., this provides a setback that ranges from 15 to 25 m. The design uses this setback to slope up against the long concrete wall of the bioreactors and secondary clarifiers to break down the scale of the facility along 1st St. This will be further enhanced by plantings that recall the historical ecosystems that once occupied this site.
Figure 9-6. Site Organization Plan Diagram
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Figure 9-7. Public Space Serves as a Transition between Plant and Community
Figure 9-8. Organization of Plant Processes Onsite
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9.3.1
Buildings
The tallest built structures will be the digesters at the western end of the site. Next to the digesters is the Dewatering Building, Solids Facility, and primary clarifiers. These are the largest components within the LGSWWTP, and they are concentrated in a small portion of the site, with the greatest depth north to south (see Figure 9-8). The remainder of the facility east of the primary clarifiers is consistent in form and appearance, terminating in the Operations and Maintenance Building, which brings some articulation and presents a public face to the community.
9.3.2
Vehicular Circulation
Vehicular access to the LGSWWTP was carefully integrated into the site organization. All vehicular circulation will flow one way through the site, entering through the public space on Pemberton Avenue, then heading west along the southern edge of the site, between the plant and the CN rail ROW. There was an accommodation provided to allow access from Pemberton Avenue to the businesses east of the ROW. The proposed width of the new roadway is 8 m, which will allow for two-way traffic at the intersection and accommodate the requirements for emergency vehicles. There will be a security checkpoint adjacent to the Operations and Maintenance Building. To access the plant, all trucks will circulate around the digesters at the western end of the site and exit eastbound onto 1st St., as shown in Figure 9-9.
Figure 9-9. Vehicular and Pedestrian Circulation
9.3.3
Parking
Parking is provided for plant staff, visitors, and the general public. Twenty spaces of employee parking are provided just inside the security checkpoint on the southern side of the plant, off the access roadway. Up to 10 visitor parking spaces are provided on the eastern side of the vehicular circulation in the Pemberton Avenue ROW. These spaces are separated by planting islands every three spaces in order to minimize the visual impact of the parking while
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integrating the parking with the public space. The final configuration of this parking is still to be determined in consultation with DNV and may change. It is anticipated that this area will be developed in two phases. Additional public parking is currently available as parallel parking along 1st St. All parking is being designed to incorporate Leadership in Energy and Environmental Design (LEED) standards for parking areas, including criteria for carpooling, accessible parking, electric charging stations, and provision of bicycle parking. A bus drop-off is located on 1st St. adjacent to the front entry of the Operations and Maintenance Building.
9.3.4
Pedestrian Circulation
Public pedestrian circulation is limited to the publicly accessible portions of the site along the northern and eastern edges of the site. A continuous public sidewalk will be parallel to 1st St., with a possible secondary path through the planting (described in the next section) and traversing the slope; thereby, providing an opportunity for the public to get close to the cascading portion of the water feature. The sidewalk will connect to a network of pedestrian paths leading to the front entry of the Operations and Maintenance Building and through the public space at the foot of Pemberton Avenue. This will connect with the public parking and a potential pedestrian overpass connecting the northern and southern sides of the CN railway once the at-grade rail crossing is closed.
9.3.5
Site Planting
There are five distinct character zones of plantings onsite, the intent of which is outlined in this section and illustrated in Figure 9-10. Plant lists for these zones are identified in Appendix 9A (Site Planting).
Figure 9-10. Planting Zones
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Zone 1: Planting along 1st St. between facility and the street. The planting in Zone 1 is located within a landscape setback between the northern side of the plant and 1st St. The proposed planting recalls a temperate rainforest (see Figure 9-11) and is composed of plants indigenous to the North Shore (CWHdm biogeoclimatic zone). The planting is proposed as a simple composition of large masses of understory plants and coniferous trees to create a sculptural quality to the landscape, contrasting with the linear massing of the concrete walls of the plant.
Figure 9-11. Example of Planting Character Along 1st St. Zone 2: Public space and water feature at Pemberton Avenue. The space includes part of the frontage along 1st St., the intersection of 1st St. and Pemberton Avenue, and the land within the DNV ROW. The intent for the planting in this zone will be to continue the character of the temperate rainforest while adding some more diversity into the landscape. The character of the understory planting will be native plants. The margins of the water feature will feature wetland plants, and the trees in this zone will be primarily deciduous trees to provide an overhead canopy. A small grouping of coniferous trees is intended along the southern edge of the space to provide separation from the industrial sites. See Figure 9-12 for examples.
Figure 9-12. Examples of Planting Character in Zone 2
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Zone 3: Green roof (see Section 9.14 for roof assembly description). Planting on the green roof is intended to help filter plant effluent before it is discharged into the cascading water feature on the northern side of the building. This will be composed primarily of grasses and sedges (see Figure 9-13). This green roof will not be accessible to the public.
Figure 9-13. Example of Planting Character for the Green Roof Zone 4: Planting to screen Dewatering Facility. This small area of planting, located at the western end of the site along 1st St., is intended to provide a green screening wall in front of the tall Dewatering Building (see Figure 9-14). The planting consists of an upright tulip tree, which is a tall tree species with a narrow (fastigiate) crown. The species was chosen to limit encroachment into the vehicular circulation on either side of the tree plantings.
Figure 9-14. Vertical Trees Create Green Wall Zone 5: Green Roof Operation and Maintenance Building. This is an intensive green roof that will be integrated with an outdoor terrace and viewing area (see Figure 9-15). The planting on this green roof will have a low profile and use a diverse selection of native shrubs and grasses.
Figure 9-15. Example of Intensive Green Roof
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9.3.6
Water Feature
The water feature connects the public spaces along the northern side of the project site. The water feature originates at the midpoint of the site along 1st St. The source is the treated water from the green roof. The water cascades into a series of containment cells planted with submerged plants that remove nutrients from the water. Once the water reaches the grade, it flows along a channel to a large pond surrounding the Operations and Maintenance Building. This is described in more detail in Section 9.11.
9.3.7
Lighting
Onsite roadways, walkways, and the parking area will be lit at night to provide safe vehicle and pedestrian movement (see Figure 9-16). Lighting will be used to highlight the Operations and Maintenance Building and dramatic industrial features. The water features will also be highlighted through illumination. Site lighting is to be in the colour temperature range of 3,000 to 5,000 Kelvin (K) and be composed of highly efficient lighting fixtures. Lighting will follow LEED requirements for dark sky compliance and be designed prevent light spill into neighbouring sites.
Figure 9-16. Conceptual Lighting Layout
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9.3.8
Fencing
The perimeter of the plant must remain secure; however, the adjacency of community, circulation, and public context mandates a refined approach to perimeter treatment. Massing and configuration makes the plant secure and inaccessible to the public along the northern property line, and offers accessibility at the public entry and open space at Pemberton Avenue. Southern, western, and northwestern perimeters are treated with a minimum 2-m-high enclosure, measured above adjacent grade or retaining walls to limit climbing or intrusion into the facility. This important architectural feature is faced with formed aluminum ‘reeds’ that provide a characteristic element to the plant while simultaneously interrupting the flat surface of retaining walls that might attract unwanted graffiti (see Figure 9-17). Security gates are provided at the roadway entry and exit points.
9.4
Figure 9-17. Aluminum Reed Installation
Public Open Space – 1st St.
The northern wall of the treatment plant was set back from 1st St., creating a public space between the street and the building. The result is a linear space that varies in width from 15 to 25 m, with a narrow planting strip at the western end of the site. The strategy for this space as part of the overall project composition was to create a landform rising from 1st St. to bury approximately two-thirds of the wall of the plant, effectively reducing the scale of the plant that faces the neighbourhood to the north, as illustrated in Figures 9-18 and 9-19.
Figure 9-18. Public Space along 1st St.
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Figure 9-19. Typical Section through the Landform along 1st St. In contrast to the public space at the foot of Pemberton Avenue, there is less opportunity for people to engage with this space. Its primary function is to provide a friendlier edge for the community by reducing the apparent height of the building. Additionally, the width of the setback provides an opportunity to restore habitat for indigenous birds and small mammals, while enhancing the character of 1st St. This public space is connected to the foot of Pemberton Avenue via a water feature that originates at the junction of the building walls in the middle of the site, and cascades down terraced pond cells to an open water pond north of the Operations and Maintenance Building.
9.5
Public Open Space – Pemberton Avenue
The public space at the foot of Pemberton Avenue (see Figure 9-20) is integral to the achievement of the community integration goals for this project. Pemberton Avenue is unique in the DNV with an urban, low-rise character, and is home to several incubator businesses. The street has a distinct pedestrian feel compared to the vehicle-dominated character of 1st St. In addition, a recently completed section of the Spirit Trail crosses Pemberton Avenue at Welch Street, just one block to the north of the project site. This intersection is a natural decision point on the trail, providing the opportunity for people to take a short detour south to the Pemberton Avenue public space as it becomes a new point of interest along the trail. The program for this space will be primarily passive in nature. It is anticipated that this space will offer a place for neighbouring industrial workers to have a refuge for lunch, and a mustering place for school groups and plant tours, as well as incorporate some interpretive opportunities in relation to the water feature treatment system. An integrated, educational public art strategy or installation will occupy this space. This open space is contained primarily within the DNV ROW. Once the construction of the Philip Avenue Overpass is completed, the Pemberton Avenue crossing will be closed to vehicle traffic apart from emergency vehicle access. As a result, the roadway can be reduced considerably from its current width. Additionally, the DNV is considering a pedestrian overpass at the foot of Pemberton Avenue. This pedestrian overpass is outside of the scope of the LGSWWTP.
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Figure 9-20. Public Space at the Foot of Pemberton Avenue The major considerations for the design of this public space are described in the following subsections.
9.5.1
Water Feature
The public space features a prominent water feature that serves as a transition between the public space and the Operations and Maintenance Building. This water feature will receive stormwater in the wet months to supplement its volume with the water level of the pond fluctuating to manage the water onsite. During the drier months, the water feature will be supplemented by treated water that is fed after treatment through the green roof. The pond will have a hard edge against the Operations and Maintenance Building and a soft edge where it meets the landscape. The soft edge will be planted with emergent wetland plants that will aid in absorption of nutrients and also allow for some variability of the water elevation, as shown in Figure 9-20.
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9.6
Building Form
Massing of the plant is vertical, using an efficient plant layout of stacked secondary clarifiers to minimize the overall footprint, with an elevated operations level increasing service access across the facility. To mitigate visual scale impacts, the plant volume is stratified, with the topmost level stepped back above the concrete secondary treatment tank volume. This translucent gallery reduces the apparent height impact from street level, while a vegetated landform rises up from 1st St., further obscuring the concrete walls of the plant mid-block. Balanced with the industrial scale of neighbouring properties, the treatment plant functions were clustered into grouped volumes, portraying a clean, elegant, architectural industrial form. Translucent and glazed walls allow views from the street into the plant at distinct locations, making the invisible visible and illustrating the 24-hours per day, 7-days per week, 365-days per year (24/7/365) nature of wastewater treatment. Figure 9-21 shows details of project massing strategies. Setting the mass of the treatment plant south from the 1st St. property line reduced the overall mass of the facility. The resulting elongated planting and landform along the northern wall of the LGSWWTP creates a layered foreground, with digesters and the building mass of the Solids Building beyond. Windows enclose the eastern and western ends of the Dewatering Building, allowing views into the structure atypical of wastewater treatment facilities. Translucent cladding covers the UV and grit screening functions along the southern wall of the plant. Emitting a glow at night from lighting within, the southern elevation of the plant is an architectural gesture toward the southern side of the CN rail tracks. Stair towers punctuate the southern side of the secondary clarifier, breaking down the mass of the long concrete wall. An articulated, vertical, metal slat fence surrounds the southern and western property lines. Providing security first, the minimum 2-m-high slats provide a dynamic and humanizing texture along the rail line, while also interrupting a long, smooth surface that would attract graffiti. Digesters are clad with a similar, vertical metal slat cladding. A splayed top creates a tall element that is visible from downtown Vancouver, transforming the tallest building on the site into a public art asset. The LGSWWTP was developed as a complete composition, with scale, function, form, and texture investigated to design a plant that is an integration of engineering, architecture, landscape, and community context.
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Figure 9-21. Project Massing Strategies
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9.7
Building Organization
9.7.1
General
Given the constraints of a small site, the facility is configured with intensive operations at the western end of the site and less-intensive operations at the eastern end of the site. The Operations and Maintenance Building is located at the eastern end of the property in order to optimize the space available for plant processes and to support the project vision of using the DNV land at Pemberton Avenue. Taller, active processes, such as grit removal, solids handling, dewatering, and truck loading, are located at the western end of the site, adjacent to the land mass of the proposed Philip Avenue Overpass. Diminishing the perceived height of digesters and solids handling, the Philip Avenue Overpass serves as a screen and common scale element in the industrial and commercial context. The middle section of the site is occupied at grade by the secondary treatment processes with a translucent, enclosed circulation level extending the length of the plant.
9.7.2
Operations and Maintenance Building
The creation of a vertical facility on an urban site has defined the architectural parameters for this project. Given the design flood level based on a flood elevation of 6 masl, critical equipment and access are limited at the ground level of the Operations and Maintenance Building, and those that must remain at ground level are locally flood-protected. The ground-level program includes an Energy Centre, with equipment located on risers above flood levels, a public lobby, and a multipurpose room. Level 2 includes a lab and lunch room, Level 3 includes maintenance shops, and Level 4 includes operations offices. Levels 2 and 3 are interconnected by a two-storey atrium.
9.7.3
Maintenance Areas and Circulation
Full mechanical, electrical, and instrumentation shops are located on Level 3 of the Operations and Maintenance Building, with three remote maintenance areas and three laydown areas distributed throughout the plant. In addition to these work spaces, oversize freight elevators at the eastern and western ends of the plant provide vertical access to Level 3. A continuous maintenance route for small service vehicles is provided at Level 3 with 5-m clearances to allow for overhead crane clearances. Plant maintenance staff service much of the plant from within the structure.
9.7.4
Public Spaces
Ground-level indoor space, while unsuitable for essential plant process equipment, will be used as public space, with public lobby, gallery for interpretive displays, and a multipurpose room facing Pemberton Avenue. This space will be equipped with moveable seating and audio visual (AV) equipment to accommodate a variety of functions, including lectures for public outreach, gatherings for education programs, and public meetings.
9.7.5
Energy Centre
Space was allocated within the Operations and Maintenance Building for an Energy Centre to serve both new and existing district energy systems in close proximity to LGSWWTP. The new Energy Centre will produce green energy by extracting low-grade heat from treated effluent and upgrading the heat to a higher temperature using heat pump technology, then distributing the heat to district energy systems using an underground piping system. Once delivered to a district energy system, the heat will be transferred and used by residential and commercial customers for hydronic heating and hot water. The first phase of the Energy Centre is planned to include space for a 5-MW heat pump capable of provide space heating and hot water for approximately 3,000 homes on the North Shore.
9.7.6
Circulation
Internal circulation and egress of O&M functions is provided by two stairs, one person elevator, and one freight elevator. From the plant lobby on Level 1, staff proceed to Levels 2, 3, or 4. Egress from each floor proceeds to
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grade via a fire-rated path. The northern elevator provides access to the roof by the public from Level 1, with no access to Levels 2 and 3. The egress stair associated with this vertical core is redundant. However, it provides a separate access for the public through the secure levels of the building, eliminating any opportunity for inadvertent contamination or security breach. Figure 9-22 provides a plant floor-level summary.
Figure 9-22. Plant Floor-level Summary
9.8
Functional Program
Figure 9-23 provides a summary of program areas provided in the Indicative Design included in this report. Room data sheets describing all key aspects of critical rooms are provided in Appendix 9G.
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Figure 9-23. Program Area Table
9.9
Enclosed Public Space
Through public consultation, it was identified that the provision of public space is a desirable way to create public integration between the LGSWWTP and the surrounding community. The Indicative Design responds by providing enclosed public space at ground level at the eastern end of the site. A public lobby, a viewing area looking on to the
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Energy Centre, and a multipurpose room for meetings, exhibitions, and other uses are provided. The multipurpose room faces east, with views of the exterior space and demonstration water feature developed on the DNV’s ROW at the foot of Pemberton Avenue. The multipurpose room was designed to accommodate a variety of functions, including short-term exhibitions, public outreach activities, educational activities, special events, and public meetings. Moveable chairs, tables, ample storage space for other equipment and educational materials, and integrated wiring for AV equipment will be provided. Details can be found in the room data sheets included in Appendix 9G.
9.10
Sustainable Design Strategies
This section is structured using the nine priorities of Metro Vancouver’s Sustainability Framework in order to report back on the overall sustainable performance of the project. The IDT reviewed and considered all potential sustainable strategies simultaneously to identify connections amongst them, and to arrive at comprehensive sustainability strategies that could achieve multiple project goals. Finally, the IDT screened strategies according to whether they could be applied immediately into the Indicative Design process, should be recommended for incorporation into later phases of the project, or were not feasible for inclusion at all. The resultant information has helped to produce an Indicative Design that holds the potential to become a project that is a potent symbol for regenerative design and local community spirit.
9.10.1
Sustainability Frameworks
Metro Vancouver’s Sustainability Framework outlines nine strategic priorities: Air Quality, Liquid Waste, Solid Waste, Ecological Health, Water, Food Systems, Parks and Greenways, Regional Growth, and Housing. These priorities and the related Regional Management Plans were used to frame the sustainable development opportunities reviewed for this project. 9.10.1.1
Sustainable Development Opportunities
Based on Metro Vancouver’s sustainability framework and the initial site analysis, numerous potential sustainable development opportunities were identified for the LGSWWTP. The sustainable development strategies outlined in this section are subdivided according to Metro Vancouver’s nine strategic priorities. Air Quality Outdoor public spaces will be surrounded by native vegetation and trees to help buffer and filter surrounding air contaminants. To mitigate potential odours originating from the plant, a robust two-stage odour control system will be used to treat foul air prior to dispersion. Liquid Waste A reclaimed water feature will serve as a feature educational piece that will tie into a bigger narrative that also includes how treated water is being used for site infiltration and irrigation. To capitalize on IRR, the warmth of incoming wastewater will contribute to heating the Operations and Maintenance Building. For the most effective, ecological use of rainwater, it will be captured for internal reuse, irrigation of planting areas, and to supply the water feature. Solid Waste A construction waste management plan should be created, outlining how waste will be diverted from landfills by 90 percent or more. Once the project is operational, reducing ongoing waste production should remain a priority. Recycling strategies should be transparent and communicated effectively to all staff and visitors.
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Ecological Health The revitalized landscape will create potential habitat for target species; thereby, creating ecological connections to adjacent green patches and corridors. Creating the opportunity for visitors to experience and learn about local ecology also facilitates Metro Vancouver’s goal for community integration with the project. Water Treated wastewater will replace potable water for in plant non-potable use and other non-potable uses (such as toilet flushing). Part of the education curriculum will support dialogues on the subject of water. Food Systems The incorporation of food systems into the project will likely focus on educational opportunities related to habitat, water conservation, and nutrient and energy recovery. Parks and Greenways The project is being designed with the goal of reinvigorating the area, and will be indirectly encouraging recreational walkers and cyclists by creating a friendlier environment for all. The generous landscape will create a point of interest along the Spirit Trail, and will facilitate linkages with existing parks. Educational curriculum will include the role the project plays in the ecology of the site, the North Shore, and the larger region. Regional Growth Using the Energy Centre, the project will provide green energy to service new community developments. The project will serve as a catalyst for positive change, encouraging business growth and an enthusiasm for the diversity of the neighbourhood. Housing One of the project’s contributions to Metro Vancouver’s sustainable housing strategy is in its provision of various types of accessible amenities for surrounding residential populations, including the outdoor plaza, educational programs, and flexible interior community gathering spaces. The unique urban location of the facility, close to a diverse and engaged population, will allow it to be an integral part of a growing residential community.
9.10.2
Conclusion
By achieving its four project goals, the LGSWWTP is also supporting the larger Metro Vancouver Sustainability Framework, and contributing to the nine strategic priorities outlined in the Metro Vancouver Sustainability Roadmap. While all of the nine sustainability priorities will not necessarily be represented equally in this project, it was important for the project definition phase to consider each one so that the project achieves the highest level of sustainability possible. The priorities of Liquid Waste, Solid Waste, Ecological Health, and Water are closely allied with the programmatic requirements of this project and with the capacity of the site. The site has historically been, and will continue to be, a witness to various exchanges, such as those between natural and industrial processes, and those between community members and other ecosystems.
9.11
Integrated Site Water Strategy
The site water strategy is composed of two systems: the water feature and site stormwater. While these are identified as two separate systems, two of the drainage zones on the site are integrated within the water feature system. These systems are designed to function as outlined in this section.
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9.11.1
Water Feature
The source of water for the water feature will vary depending on the season. During the wet weather months of October through April, the water feature will be fed by stormwater collected by the roof. During the drier weather months of May through September, the water feature will be fed using treated effluent from the plant. During the periods of less precipitation, the system will use the reclaimed water produced for use in plant operations. This effluent is discharged via sheet flow over the green roof flowing from southern side wall and collected along the northern edge of the roof. The approximate area of the green roof is 5,500 m 2. This water is then collected and fed to the upper containment cell of the water feature in the middle of the public space along 1st St. This water is supplemented with recirculated water from the pond to increase the flow of water through the water feature. The water cascades down a series of containment cells planted with submerged plants to remove nutrients from the treated water. At the bottom of the cascade, the water is directed into a channel that leads to the pond surrounding the Operations and Maintenance Building as identified in Figure 9-24.
Figure 9-24. Section through Water Feature Pond Edge The pond is an important part of the site water system. It serves an important aesthetic role as foreground for the Operations and Maintenance Building. It also serves an important functional role for the stormwater system. The soils in the vicinity are very porous, and to hold water in the pond, a liner or impervious layer will need to be constructed. The elevation of the pond is designed to fluctuate depending on the season. This will be controlled by having two adjustable overflow elevations. Prior to the wet season, the elevation of the water will be lowered so that the pond will be able to function as a stormwater detention basin. The ‘soft’ margins of the water feature will be planted with emergent plants. This planted zone of the water feature will not be lined to allow for infiltration along the pond edges. Along the southern side of the water feature, a concrete wall is proposed with an integrated water feature. This provides an important edge to the public space and screens the vehicular traffic circulation along the southern side of the property. The source for this feature will be recirculated water from the pond. Figure 9-25 provides more details.
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Figure 9-25. Water Feature Strategies
9.11.2
Stormwater Management Strategy
The stormwater management strategy is designed to approximate the site’s predevelopment drainage patterns. Based on the design of the facility and site conditions, four stormwater management zones were identified, each of which requires a distinct approach to handle stormwater onsite. Due to the presence of soil contamination in some parts of the site, stormwater will need to be directed to infiltrate in non-contaminated areas of the site. The four stormwater zones and their respective treatment strategies are illustrated in Figure 9-26 and discussed in the following paragraphs.
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Figure 9-26. Stormwater Zones Zone 1 With the majority of intensive treatment plant activities located at the western end of the site, there is a risk of potential spills in this area, and these will need to be contained. Thus, stormwater runoff from this part of the site will be collected in a containment area in the southwestern corner of the property, and then conveyed to an infiltration gallery below the landform along 1st St. In the event of a chemical spill or treatment plant leak, diversion valves will be activated to collect runoff and direct it through the wastewater treatment process. Zone 2 Water collected at grade along the southern property line will be collected into catch basins, passed through oil/grit separators, and conveyed by gravity or pumped (depending on final grades) to the infiltration gallery along 1st St. Zone 3 The rooftop of the facility is the largest collection zone on the project site. During the winter months, rainwater can be collected for plant functions and used as a source for the water feature. During the summer months and dry periods, the green roof will be used to filter nutrients from plant effluent before feeding the water into the water feature. Zone 4 The public zone along the northern and eastern ends of the property is primarily a vegetated zone with a water feature as its main focus. An infiltration gallery will occupy the area under the landform along 1st St. This site was selected as it appears to have little or no soil contamination. This area will receive and infiltrate the runoff from
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Zones 1 and 2. Water elevations in the water feature will fluctuate seasonally to allow it to receive and store stormwater. The edges away from the building will be naturalized and planted with emergent vegetation to provide some ecological values.
9.12
Building Materials
Due to the highly corrosive and industrial nature of the treatment plant environment, the LGSWWTP will be largely constructed with cast-in-place, reinforced concrete or reinforced concrete masonry units. Public spaces are more refined, with painted gypsum wall board and wood panel finishes. Accent areas at the public entry soffit and reception area are cased with wood, warming the durable nature of concrete construction. Details are described in the following paragraphs. Where available, purchase materials and products locally and from sustainable sources. Refer to drawings for wall type and finish schedule.
9.12.1
Celebrating Concrete
Vancouver is a city recognized for its architectural and design significance. Arthur Erickson, one of Canada’s most respected modernist architects, primarily worked with concrete, manipulating its durable character with form, scale, and expression. WWTPs are largely constructed with concrete, with long spans, durability, and construction efficiency promoting its use in most facilities. The IDT elected to celebrate this material by continuing the extent of the secondary tankage walls, expressing the form of openness at the foot of Pemberton Avenue. All exterior concrete will be formed with a deeply recessed form liner or wood slat treated form, creating a textured impression on the concrete walls. An example is provided in Figure 9-27.
Figure 9-27. Concrete Finish Examples: Clyfford Still Museum, Denver Allied Works Architecture
9.12.2
Project Finishes
A simple robust material palette was chosen for the LGSWWTP. On the exterior, materials that require little maintenance and a strong character are used. These include concrete, glass, and aluminum for the walls, and wood for the exterior soffits. For the interior, maintenance, and lab spaces, resilient, low-maintenance materials are used, such as concrete block, concrete, glass, and tile. The office spaces comprise more refined finishes appropriate to the use. The public spaces are finished to a level consistent with public presentation and public use, and will include more finished surfaces of wood, oversized glass doors and windows, and a polished concrete floor.
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9.13
Public Art Strategy
9.13.1
Introduction
The public art framework for the LGSWWTP project is focused on identifying opportunities for public art within the context of an operating wastewater treatment facility. Approached as a strategic development similar to a master plan, an art strategy that explores the themes of water use at the local, regional, and global scales and the sensual and cultural aspects of water is proposed. Possible locations for public art, as well as an example of what might be produced, are included in this section.
9.13.2
Public Art Framework
The goal of the public art framework is to translate technical concepts into easy-to-understand examples for the general public. Thematically, the public art will strongly reference water in all its forms; however, the specific qualities addressed will be at the discretion of the individual artists. Art pieces will be fully integrated with the overall architectural and engineering concepts for both the building and public spaces, and once they are selected, it is recommended that the artists become fully integrated members of the IDT. A number of possible opportunities for public art are identified in Figure 9-28, which include the following: • • • • • • • •
Integrated with walkways and bridges adjacent to demonstration water feature Within the demonstration water features Integrated with the northern plant elevation Integrated with the facade systems of the digesters Integrated with the facade system of the Dewatering Building Integrated with the facade adjacent to the public entry Within the Energy Centre Within the public lobby
Figure 9-28. Location of LGSWWTP Public Art Opportunities
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9.13.3
Description of Example
An example of a possible public art work was prepared by Ken Lum, the public artist on the team (see Figure 9-29). He proposes a work that will convey information about the various functions of the WWTP but within a broader theme of water and the social world. This will be achieved through the use of a series of snippets or factoids about water use and consumption patterns locally, regionally, and globally. It will comprise a large mirrored wall punctuated by text and accompanying countdown or count-up clocks that express a range of statistics and metrics associated with the operations of the plant itself. This wall will be sited over the reflecting pond at the foot of Pemberton Avenue. Many of the statistics will reference water and energy use, not just for the treatment plant, but extended to statistical facts relating to the Greater Vancouver region, and even further to the entire world. The gamut of statistics will be further supplemented by a number of factoids, such as world population or global desertification rates and more, such that the viewer is presented with a wall of constantly changing visual numbers that represent measurements of scientific inquiry and social life in general. The wall will be canted forwards slightly to permit greater proximity of the higher and farther-located factoids so that they are more legible and to enhance the viewer’s immersive experience within the work. An overhanging roof structure for rain protection and glare control that would shelter the viewer from weather will also be included. This overhang permits greater legibility during days of sunshine, as well as rain and snow. The overhang would channel water runoff, such that the viewer enters a kind of ‘al fresco tunnel,’ flanked by the mirrored wall on one side and a curtain of water (waterfall) on the other, creating an intense sensual experience grounded in Ken’s earlier works. According to the artist: “This proposal pays homage to utopian science fiction films in which scientists are immersed in an environment of flickering coloured lights. Movies such as 2001: A Space Odyssey used such environments to convey technological complexity but advancement. My proposal would ground such ideas in terms of the viewer’s relationship to the world. Moreover, the viewer’s understanding of self is conditioned upon a reflection, both literal and speculative, of his or herself a subject in a changing ecological, technological and social environment.”
Figure 9-29. Public Art Example by Ken Lum
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9.14
Building Rooftop: Future Uses
9.14.1
Operations and Maintenance Building Rooftop
The roof of the Operations and Maintenance Building is accessible directly from the public lobby at street level via a dedicated stair and elevator core. A public viewing deck is located on the roof. The purpose of this deck is to provide views of the plant, and allow visitors to ‘see’ the path their water takes, from the North Shore Mountains, through residences and businesses, down to the plant itself, and onto the treated water’s destination in Burrard Inlet. It will also provide a place for programming to explain the relationship of the LGSWWTP to the surrounding ecological systems.
9.14.2
Plant Rooftop: Future Uses
As identified in Section 12.3 (Partnership Opportunities), early in the project definition phase of the LGSWWTP, it was determined that a number of potential opportunities existed to locate a community amenity on the rooftop of the plant. While a number of the community uses identified were considered early on in the Indicative Design phase of the project, further investigations indicated that the planning horizon of Metro Vancouver substantially outstrips the planning horizon of other organizations, as was confirmed in market sounding interviews with potential project partners. As such, an optimized use for this rooftop space cannot be determined at this point. The IDT has, therefore, identified the following infrastructure that supports flexibility and the broadest number of uses: •
Direct pedestrian (stair) access should be considered from the corner of Pemberton Avenue and 1st St.
•
Structural design and roof loading should consider assembly occupancies and industrial loading for greenhouses.
•
Fire separations between the plant and rooftop spaces should contemplate assembly and industrial occupancies.
•
Exit stairs to the roof should be designed to accommodate assembly occupancies.
•
Water and power points should be located at frequent (approximately 25-m) intervals.
•
A minimum of one passenger elevator should provide roof access.
•
A minimum of two freight elevators should provide roof access.
•
Freight elevators should be designed for forklift and palette access.
•
Metro Vancouver’s Operational Plan should consider the potential of the rooftop being occupied by an external subcontractor, and Health and Safety procedures should be designed accordingly.
9.14.3
Recommendations
In conclusion, the use of rooftop space presents a substantial opportunity for the development of a public amenity, be it for public use (such as a skate park or tennis court), or for public benefit (such as a commercial greenhouse or solar panel farm). In order to realize the full potential of this opportunity, the IDT recommends the following: •
This opportunity should be revisited once the delivery method is known.
•
The funding sources and generic operational model for this amenity should be clarified prior to the next phase of procurement.
•
The infrastructure, code, and access requirements should be clarified further prior to procurement of the plant so that a comprehensive list of requirements is provided in any Request for Proposal (RFP) document.
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A procurement method (either stand-alone RFP or a part of the whole project) for this amenity should be clarified prior to the next phase of procurement.
•
The occupancy of any rooftop amenity should be postponed until following plant commissioning.
9.15
Building Code Assessment
The IDT conducted a preliminary building code assessment. The intent of this assessment is to document the IDT’s building code assumptions in this phase and to assist the IDT in the preparation of code-complying drawings. This summary will also serve as a starting point to begin discussions with the DNV on BCBC compliance for the project. This assessment is based on the BCBC 2012.
9.15.1
Project Characteristics
The principal (major) occupancies are identified in Table 9-1. The industrial Group F – Division 3 involves the various stages of wastewater treatment. Using the process building distinctions identified by the IDT, project characteristics are summarized in Table 9-1. Table 9-1. Summary of Project Characteristics
No.
Building Name
Occupied Area (m2)
No. of Storeys
Major Occupancy Classification
Sprinklers Requireda.
Construction Type
Code Reference
1.
Influent Pump Station
1,565
5
Group F-Div 3
No
Noncombustible
3.2.2.79.
2.
Solids Building
3,986
4
Group F-Div 3
Yes
Noncombustible
3.2.2.80.
3.
Primary Clarifier
5,649
4
Group F-Div 3
Yes
Noncombustible
3.2.2.80.
4.
Bioreactors
3,204
3
Group F-Div 3
No
Noncombustible
3.2.2.79.
5.
Secondary Clarifier
5,797
4
Group F-Div 3
Yes
Noncombustible
3.2.2.80.
6.
UV Disinfection Building
1,038
3
Group F-Div 3
No
Noncombustible
3.2.2.79.
7.
Digesters
1,226
6
Group F-Div 3
No
Noncombustible
3.2.2.79.
8.
Sludge Dewatering Building
1,406
4
Group F-Div 3
No
Noncombustible
3.2.2.79.
9.
PGH Building
2,111
3
Group F-Div 3
No
Noncombustible
3.2.2.79.
10.
Operations and Maintenance Building
4,460
4
Group D
Yes
Noncombustible
3.2.2.56.
Notes:
a. Sprinkler requirement is based on prescriptive requirement of BCBC 2012, Sections 3.2.2.20 to 3.2.2.88.
It should be noted that sprinklers located in unconditioned spaces are required to be of the ‘dry’ type, which are not subject to freezing.
9.15.2
Fire Protection and Life Safety Systems
Fire separations, fire protection, and exiting and life safety systems were identified in the preliminary building code assessment and are consistent with what might be found in primarily industrial, mixed-use buildings.
9.15.3
Fire Alarm and Detection Systems
A fire alarm system is required in all buildings with an automatic sprinkler system. Metro Vancouver’s insurer may have additional requirements for fire alarm and detection systems that should be confirmed.
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9.15.4
Provisions for Firefighting
9.15.4.1
Access
Direct access is required: 1. From exterior to all unsprinklered, abovegrade storeys through unobstructed openings 2. From at least one street to all unsprinklered basements 3. From the floor below to all roofs with a slope less than 1 in 4 by either a stairway or a hatch and ladder Detailed size and spacing requirements are identified in BCBC 2012. 9.15.4.2
Fire Department Vehicle Access Route
A firefighting access route is required at the building face with a principal entrance and at each building face having access openings for firefighting. 9.15.4.3
Standpipe System
A standpipe system is required for all project buildings and will be included in the provisions for a Fire Department connection.
9.15.5
Building Requirements for Persons with Disabilities
Access is to be provided to all areas to which the public is admitted, including washrooms, public parking areas, public lobbies and gathering spaces, offices, and public washrooms. For the purposes of the Indicative Design, it is assumed that this requirement includes spaces that are accessible to the public for general ‘back-of-house’ tours of the plant operations.
9.15.6
Building Code Equivalencies/Alternative Solutions
As would be expected in a project of this size and complexity, the IDT assumed that a number of performancebased alternative solutions (Refer to BCBC 2012, Section 1.21.1.b) will be developed for the project to meet or exceed the prescriptive requirements of BCBC 2012. The exact nature of these will vary, depending upon the final building layouts developed in future phases; however, based on the Indicative Design included in this report, these could be expected to include the following: •
Use of wired or laminated glass and sprinklered water curtains to provide equivalent spatial separation in selected areas of the project to maintain visibility between functional areas.
•
Possible modification of requirements for automatic sprinkler systems based on the specific project characteristics and engineering judgement, due to the project function.
•
Selective use of increased travel distances in technical spaces not generally accessed by the public.
•
Reduction of exit capacity for the exterior publically accessible roof based on timed exit analysis and the protection of exits to verify the correct sizing of exits based on actual use.
•
Use of safe exterior exit routes on Metro Vancouver property to a public ROW to provide safe exiting from all sides of the project.
9.15.7
Next Steps
Once Metro Vancouver has decided on its preferred procurement method and design direction, we recommend Metro Vancouver consider the following next steps:
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1. Include a Building Code Consultant on the IDT in an integrated way during the design and project documentation phases, including leading preparation of a more detailed building code assessment. 2. Conduct a review of the foundational building code assumptions (including applicable code) with the authorities having jurisdiction. 3. Conduct a review of the project with the Fire Department to confirm firefighting requirements. 4. Use the services of an independent Code Consultant (certified professional) to provide inspection services during the construction period that would typically be offered by the municipality given the complicated and unusual nature of the design.
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Indicative Design – Odour Control
10.
Indicative Design – Odour Control
10.1
Section Description
This section describes the odour control treatment system included in the Indicative Design of the LGSWWTP. This section includes the following topics: • • • •
Surrounding neighbours Odour sources and odorous air loads Odour control technology selection and recommendation Odour control process description
The following supporting document is included in the Appendixes volume: Appendix 10 – Odour Control Technical Brief.
10.2
Surrounding Neighbours
Figure 10-1 is a rendering of LGSWWTP and the surrounding neighbours, with the Lions Gate Bridge in the background and the new plant location in the foreground.
Figure 10-1. Aerial Rendering Location Concept for the LGSWWTP and Vicinity The new plant location is farther from the Lions Gate Bridge and related elevated commuter traffic than the existing plant, but very close to businesses, neighbours, and adjacent thoroughfares. 1st St., Philip Avenue, McKeen Avenue, and Pemberton Avenue bound the new plant property just outside the future fence line. Because of this proximity, odour control is a key priority and a challenge. As such, options in this evaluation assume all odour sources will be contained, treated, and dispersed in a controlled manner.
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Indicative Design – Odour Control
Given the odour sensitivity of the areas surrounding the LGSWWTP, low-level covers will be employed throughout the facility to contain foul air. This approach minimizes the foul-air flow requiring high levels of treatment, and in many instances, provides two levels of protection: the contained space is exhausted to the odour control system, as well as the general space above.
10.3
Odour Sources and Odorous Air Loads
As part of the project, potential odour sources were identified and ranked in terms of their odour intensity and priority. The ranking is based on identifying three tiers of potential odour sources, including: 1. High priority – More-intense sources with the greatest potential for negatively impacting neighbours; in general, these odour sources include process tankage or processing equipment 2. Medium priority – Somewhat less-intense odour sources 3. Low priority – Minor sources The basis of this evaluation is to capture and treat all priorities of odour sources: high, medium, and low. Higherpriority sources will receive more aggressive odour treatment than medium-priority sources, but all sources will be captured and treated to remove odours before being released through a stack discharge. Odour ventilation rates are based on the following basic guidance: •
Vent covered process tanks at 12 air changes per hour (ACH)
•
Vent occupied spaces at 6 to 12 ACH, except the biosolids truck loading bay, which is based on a more aggressive 20 ACH
•
Provide a capture velocity greater than 60 metres per minute (m/min) or enough to maintain a slight negative pressure on the contained spaces, assuming that containment covers and doors are closed
•
Outrun process air or air displacement due to tank filling by at least 10 percent
All odour sources will be captured and vented to odour control, whether they are process tanks, process equipment, or general buildings housing process equipment. In most instances, the tanks and equipment will be contained and vented at the source inside a secondary building. The building space will also be vented to odour control in case the building space is mildly odorous. Figure 10-2 illustrates the general concept of air reuse and provision of multiple-stage treatment for the high-priority sources, with provision of single-stage treatment for medium- and low-priority sources.
10-2
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Sky
Multiple Fans
Strong Sources
Stage 1
173,300 m3/h total
Odour Control
Stage 2
Stack Dispersion 3.5-m-diameter stack
Odour Control 577,100
m3/h
Moderate Source 403,800 m3/h
Minor Source
with partial reuse from Minor Sources Fan
Fan
Minor Source
Aeration Basin Building reused air from Secondary Clarifier Building
Fan
112,100 m3/h to Building
Centrifuge Floor reuse air to Conveyor Floor
+ 20,200 m3/h reuse air to aeration tanks
16,200 m3/h total
132,300 m3/h total
Minor Source Secondary Clarifier Building 132,300 m3/h
Figure 10-2. Simplified Air Treatment and Ventilation Concept
10.4
Odour Control Technology Selection and Recommendation
The odour control system included in the Indicative Design incorporates biotowers for treating high-priority odour sources, followed by activated carbon polishing and activated carbon treatment of all medium- and low-priority odour sources. Under this approach, no air emissions will be vented from the plant without first receiving treatment, and all treated air will be dispersed by an elevated stack to further reduce the risk of even low-level odour impacts. The Indicative Design includes a stack height of 35 m, which will need to be refined during the next stage of design development.
10.5
Odour Control Process Description
Table 10-1 summarizes recommended odour control system component design criteria. Table 10-1. Odour Control Systems Design Parameters Parameter
Value
First-stage Treatment Air Flow
173,300 m3/h
Number of Biotowers
8 duty, 2 standby
Biotower Sizing Criteria (EBCT)
10 seconds minimum
Required Biotower Performance
99% H2S removal 85% overall odour reduction based on odour panel evaluation, or not to exceed 600 D/T
Biotower Sizing and Configuration
3.6-m diameter by 10-m height Include top-mounted mist eliminator in the biotower exhaust
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Indicative Design – Odour Control
Table 10-1. Odour Control Systems Design Parameters Parameter
Value
Recirculation Pumps
1 duty and 1 standby per 5 biotowers, 5 hp rated at 7.57 L/s (Optional, depending on the system. BioAir uses a recirculation pump for startup only, and then the biotower becomes a once-through spray system without use of long-term recycle pumps.)
Nutrient Supply and Water Cabinet
To supply nutrients to biological process (requirement to be confirmed by vendors). FRP or stainless cabinet rated for outdoor service if needed and with necessary heat protection against freezing.
Second-stage Treatment Air Flow
403,800 m3/h
Number of Carbon Vessels
8 duty, 1 standby
Carbon Sizing Criteria (EBCT)
2.5 seconds minimum
Required Carbon Performance
99% H2S removal 90% odour reduction based on odour panel evaluation, or not to exceed 100 D/T
Sizing and Configuration
V-bed style; FRP construction
Carbon Design Criteria
0.035 m/s maximum superficial velocity through the carbon Minimum carbon H2S capacity 0.15 g/cm3 Maximum pressure loss 0.075 m-wc/m of carbon bed
Fans
VFD-driven fans FRP fans suitable for odour control applications (New York Blower, Verantis, or Hartzell) Fan hp will be determined further during the next stage of design development, but is estimated to be 150 hp per fan
Overall Two-stage System Performance, including Carbon Notes:
10-4
99.5% H2S removal 95% D/T reduction, or not to exceed 100 D/T, whichever is greater
D/T – detection threshold value EBCT – empty bed contact time g/cm3 – gram per cubic centimetre
hp – horsepower m/s – metre per second m-wc/m – metre water column per metre
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Conveyance
11.
Conveyance
11.1
Section Description
The section outlines the options for conveying wastewater and treated effluent to and from the LGSWWTP, evaluates these options, and provides recommendations to Metro Vancouver. The conveyance system upgrade involves routing wastewater from the North Shore communities to the LGSWWTP site, and routing treated effluent back to the existing LGWWTP outfall. The following supporting document is included in the Appendixes volume: Appendix 11 – Conveyance Alternatives Technical Brief.
11.2
Conveyance Options
The following three conveyance options are based on conveying wastewater from the Hollyburn Interceptor (HI) to the new LGSWWTP: 1. 1,200-mm deep-gravity sewer from the HI: This option eliminates the need for pumping flows from the DWV and is based on a deep gravity sewer from the termination of the HI at the existing prechlorination manhole. The DNV trunk sewer and the Squamish Nation services can be tied into this sewer. 2. 1,200-mm shallow-gravity sewer from the HI: This option requires a lift station near the existing LGWWTP to lift the HI flows to an elevation near the ground surface, from where the wastewater flows by gravity to the LGSWWTP. The DNV trunk sewer and the Squamish Nation services can be tied into this sewer. 3. 1,050-mm forcemain from the HI: This option is based on a new pump station near the existing LGWWTP that pumps wastewater to the new plant headworks via a forcemain. The DNV trunk sewer and the Squamish Nation services would need to be collected and conveyed separately to either the pump station or the plant. The following two effluent conveyance options include a gravity forcemain from the LGSWWTP plant to the existing LGWWTP outfall: 1. A new, dedicated, 1,800-mm, lined, welded-steel forcemain. 2. Cured-in-place pipeline at the 1,650-mm North Vancouver Interceptor (NVI), and add a parallel 1,050-mm main. This option would require a temporary bypass of all effluent flows from the LGSWWTP to the outfall while the NVI is lined. The NVI is located within an existing, 4.6-m-wide ROW crossing Squamish Nation IR5. Depending on the pipe depth and installation methodology for the wastewater and effluent conveyance options, the additional ROW and working space requirements vary considerably for the different combinations of possible options. For all options requiring a pump station to convey DWV wastewater to the LGSWWTP, the pump station would be located near the existing LGWWTP.
11.3
Construction Risks
The different options for combinations of influent and effluent conveyance carry different levels of construction and operations risk. The construction risks can be categorized as described in the following subsections.
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Conveyance
11.3.1
Geotechnical
Till with cobbles and boulders will be challenging for deep excavations, and sheet piling may not be a feasible approach. Alternatives such as a jet-grouted wall are more expensive. The dewatering of deep excavations below the tide line will present challenges and premium construction costs.
11.3.2
Soil Contamination
The level of potential soil contamination along the proposed conveyance routes is not known. Routing could encounter shallow contamination from hydrocarbons and other contaminants, such as trace metals.
11.3.3
Utility Conflicts
Most major utility crossings have been identified, but actual elevations may vary. Routing along roads could encounter a significant number of municipal and third-party utilities, and risks are considered to be higher for shallow conveyance infrastructure.
11.3.4
Bypass Requirements
Bypass arrangements will require temporary piping laid on the surface. Temporary piping would have to accommodate traffic and other conflicting uses. Risks apply where bypass is required for lining/slip-lining operations.
11.3.5
Right-of-Way Availability (Property Acquisition Risk)
Expansion of the ROW from the existing NVI ROW will require negotiations with Squamish Nation.
11.3.6
Future District Energy
A district energy system(s) may be installed along the outfall pipeline in the future to provide green energy for developments in close proximity.
11.4
Recommendation
Based on the IDT’s findings, the preferred conveyance alternatives are the 1,200-mm deep-gravity influent and 1,800-mm steel effluent (option Influent 1 + Effluent 1), and the HI pump station/1,050-mm slip-lined forcemain and 1,800-mm steel effluent (option Influent 3B + Effluent 1) options. The first recommended option has the lowest estimated capital and life-cycle costs of all of the options, including gravity and pump station and forcemain options. There are, however, geotechnical risks associated with the deep excavation and property acquisition risks related to the large ROW requirement. It is, therefore, recommended that additional geotechnical investigations be undertaken to assess the risk, and that the cost estimates be updated to reflect the requirements of the Squamish Nation and the Province once negotiations are complete. The second recommended option has the lowest estimated capital and life-cycle costs for the pump station and forcemain options, and requires the least amount of additional ROW; thus, carrying a lower magnitude of property acquisition risk. As the influent forcemain would be slip-lined into the NVI, and the effluent pipe is relatively shallow, the geotechnical risks are reduced when compared to the other recommendation, as well.
11-2
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Education and Partnerships
12.
Education and Partnerships
12.1
Section Description
Education and partnerships have emerged during the Project Definition Phase of the LGSWWTP as two key characteristics of effective community integration. This section explains how these themes have informed the Indicative Design and proposes future initiatives for Metro Vancouver to consider during subsequent project development phases. The following supporting documents are included in the Appendixes volume: Appendix 12 – Education and Partnerships Technical Memorandum.
12.2
Education Opportunities
12.2.1
Introduction
In all stakeholder engagement activities, education has been identified as a priority for the project. This aligns with goals identified in Metro Vancouver’s Sustainability Framework and Integrated Waste and Resource Management Plan. Working together with Metro Vancouver, the IDT has identified a number opportunities for the LGSWWTP to meet these goals or provide opportunities to achieve them. Through identification of educational audiences, requirements, and strategies, a comprehensive approach to education and outreach is described in the following subsections.
12.2.2
Audiences
Metro Vancouver typically considers two types of education: active, or programmed education (inside the fence), and passive, or self-directed activities (outside the fence). Typically, active audiences will be those arriving with pre-arranged visits, and include groups from school districts, community partners, and BC teacher associations. Passive audiences will be spontaneous visitors, such as the public, local neighbours, North Shore residents, and the general population from Metro Vancouver. In addition, Metro Vancouver staff will continue to pursue outreach education on the topic of liquid waste. Within this context, it is important to note that local audiences, including residents and the staff and students of nearby schools such as Norgate Community Elementary School, Capilano Elementary School, Bodwell High School, and the Lions Gate Christian Academy, have the potential to be not only audiences but also partners in ongoing education initiatives.
12.2.3
Educational Framework
Currently, Metro Vancouver uses both active and passive educational strategies for program delivery, with a focus on curriculum development for K–12 students. In addition, they consider a third approach, defined as “general outreach.” The characteristics of each are described in the following subsections. 12.2.3.1
Active Educational Strategies
Metro Vancouver’s School/Education Program strategies include curriculum development, teacher workshops and delivery, field trip and facility tours, and a youth leadership program to support the integration of Metro Vancouver’s sustainability topics. This programming is targeted at students and teachers in K-12 classrooms in organized school groups and will take place on Metro Vancouver facility sites. The educational material is also used for public open houses at facilities.
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Education and Partnerships
12.2.3.2
Passive Education Strategies
The public is invited to experience, on their own terms, selected areas of the sites and information about Metro Vancouver facilities and areas of business. Self-guided tours of public safe areas of Metro Vancouver facilities, such as the trails at the Lower Seymour Conservation Reserve, are an example of this strategy. 12.2.3.3
General Outreach
This last category is related to communication and public relations strategies using a variety of platforms. General outreach is performed primarily by Metro Vancouver External Relations Department at a corporate level to residents, businesses, public organizations, and member municipalities.
12.2.4
Possible Ongoing School/Educational Partnerships
Wastewater facility tours are in demand from school audiences as unique and memorable field trips. Metro Vancouver School Programs support teachers and their students to cover BC Ministry of Education learning outcomes, while also supporting Metro Vancouver’s goal to promote awareness and engagement in related issues. Metro Vancouver’s School Program team is working with the wastewater facilities to enhance facility tours. The Lions Gate facility provides potential to expand the facility school program tour. Public guided tours are also conducted on a by-request basis, and the facility provides opportunity to enhance this program, as well. In relation to this, an opportunity that has emerged during the Project Definition Phase is the potential to develop more targeted and robust partnerships with local schools. Specifically, it was suggested during a community meeting that an ongoing relationship with Norgate Community Elementary School could be developed, which would result in the following benefits: •
Encouraging students to develop a deeper understanding of issues surrounding water use and conservation
•
Improving the school’s science programming through experiential and real world connected learning activities, such as water sampling and monitoring
•
Establishing strong community ties with local families
•
Working effectively with a number of local constituencies, all of whom participate in the life of the school
12.2.5
Proposed Design Strategies to Support Educational Goals
Based on an understanding of the educational strategies outlined in the previous subsection, the IDT developed a number of specific architectural strategies to support detailed educational programming, including: •
Organization of the plant in a way that illustrates the flow through the treatment process
•
A publically accessible roof deck for direct sight lines to the Burrard Inlet, effluent discharge, McKay Creek, and onsite water features
•
A highly visible demonstration water feature that uses treated effluent
•
A public art strategy that illustrates water use locally, nationally, and internationally
•
Interior and exterior mustering points at which to start and end plant tours
•
A clearly marked internal tour route to explain the wastewater treatment process
•
A lobby and multi-purpose room for public displays and presentations
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•
A highly visible Energy Centre to demonstrate resource recovery from the effluent stream
•
The use of educational materials to demonstrate plant performance for both indoor and outdoor spaces
Incorporation of clear signage should be included for all of these elements.
12.2.6
Lessons from the Annacis Wastewater Centre
Metro Vancouver’s Annacis Wastewater Centre features a visible mechanical room designed to demonstrate water treatment and management, and to explain the building’s water systems. From this prototype, the following lessons learned can be applied when developing visible systems for the purpose of public education: •
Maximize the visibility of functioning facility components through oversized glazed walls
•
Use the services of an Education / Communications Consultant when laying out equipment to make the systems visible and easily understandable by various audiences, and so that the plan meets identified audience/program priorities
•
Use the services of an Education / Communications Consultant to develop effective signage and branding to maximize the understanding of the systems on display.
•
Explain the role of any visible technologies in the larger system with display panels.
•
Integrate displays with educational and outreach programs.
12.2.7
Requirements
Meetings with Metro Vancouver School Programs staff revealed a number of specific requirements that should be incorporated into the next phases of design, as follows: •
Space within facility for safety orientation and safety equipment as required for tour groups
•
Meeting room with flexible space for pre- and post-facility tour activities to support teaching, learning, and inquiry into wastewater treatment, management, and related sustainability challenges; and equip with chairs, whiteboards, AV equipment, classroom equipment, projector, and a laptop
•
Facilities for onsite storage of personal protective equipment for tour groups
•
Safe passageways with clear routes through plant areas
•
Safe observation points for prolonged viewing of plant operations
•
Instrumentation located away from dedicated tour routes
•
Ample opportunities for experiential learning, which could include opportunities to use sample equipment (such as hoses or valves) and full-sized mock-ups of equipment, or actual equipment (such as pipe sections to establish scale)
•
Experiments, models, labs, etc.
•
Covered viewing areas outdoors
12.2.8
Next Steps/Recommendations
Based on the work executed during the Project Definition Phase, the following activities should be considered by Metro Vancouver Educational Staff in order to achieve the most effective development of educational strategies for the LGSWWTP:
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Education and Partnerships
•
Identify an ideal environment for tours
•
Clarify key messages to be communicated through educational initiatives
•
Participate in all key project workshops during the next phases of design
•
Engage North Shore educators in an ongoing dialogue to explore opportunities for partnerships and create project champions, as part of an Education Advisory Committee involving key school education stakeholders from North Shore municipalities, school districts, Metro Vancouver Education staff, school education partner organizations, and individuals interested in contributing to the project’s educational strategies
•
Introduce educational initiatives as a working agenda item in all community meetings
•
Identify and develop tour routes with specific thematic focus during the design phase (for example, IRR, water treatment and conservation, and community issues) in partnership with design consultants, Metro Vancouver educational staff, and local teachers
•
Develop stopping points along tour routes with appropriate technical support (that is, lighting, acoustics, and displays)
•
Develop opportunities for experiential learning
12.3
Partnership Opportunities
To further the goal of community integration, the IDT interviewed a variety of market-sounding participants to identify possible relationships of mutual benefit between Metro Vancouver and community partners for more detailed investigation. The discussion was generally focused on possible uses for the non-treatment plant spaces at the LGSWWTP project site. This exercise was intended to be preliminary in nature, and participants were chosen based on a diversity of needs and sectors. As such, this study is not exhaustive. These interviews were informal and exploratory, and no commitments were promised or discussed. The participants included environmental and educational organizations, local government, and private companies with a focus on sustainability programs and services. In general terms, all participants expressed interest at the potential of the project and indicated a general willingness to be involved through further discussions. During the interviews, it also became apparent that the typical planning time horizons for the project (that is, 2020 startup) exceeded the typical planning time horizons of most of the participants. Based on feedback from market sounding participants, the greatest opportunities for partnerships seem to occur where a potential partner's involvement mutually reinforces shared values with Metro Vancouver, which could include: •
An emphasis on environmental stewardship (as outlined in Metro Vancouver's Ecological Health Action Plan)
•
GHG reduction
•
Food security (as outlined in Metro Vancouver's Regional Food System Strategy)
•
Educational partnerships and integration with Metro Vancouver's internal education and outreach initiatives that affect positive behaviour change among the region's residents on issues such as water consumption, waste management, and urban biodiversity
The space needs identified by participants varied considerably, from indoor classrooms to outdoor roof space. Several participants emphasized that outdoor space, particularly natural outdoor space, is preferred to support educational initiatives.
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Given the long-term nature of Metro Vancouver's planning horizon for this project, the design of community and partner spaces will need to be reasonably flexible to accommodate a potential change of tenancy throughout the life of the project. Some issues to consider during the next phases of the project include: •
For project resilience, Metro Vancouver should consider designing for a diversity of uses for their spaces.
•
Individual space types should be adaptable to multiple uses because Metro Vancouver's project completion (2020) exceeds typical planning horizons for businesses and the involvement of specific partners could change as the project advances.
•
Potential partners (beyond office uses) often have access requirements and loading criteria that can be defined functionally, and will need to be provided for.
All participants in the market sounding had the expectation that they would be required to make a funding commitment to the project for hard costs or operational costs as appropriate. Additionally, participants also expressed the desire to commit time and personnel resources to further define the project with Metro Vancouver should there be a real opportunity for inclusion in the final project. Specific issues that were identified during market sounding interviews included: •
Early stage agreements or memoranda of understanding with Metro Vancouver are appealing to a number of possible partners, as they see this as an exciting initiative, and they would be willing to contribute some time up front to shaping the project potential. In other words, they would consider a relationship beyond the typical landlord/tenant contract that might be expected from a typical market tenant.
•
Social Enterprise and Not-for-Profit sector partners do see themselves as bringing value to the project, so might have an expectation that this would be acknowledged through competitive market rates (that is, they may not want to pay a premium to be included in this project).
•
Several participants expressed a willingness to share space with a number of other uses.
•
Several participants suggested that an additional advantage that the Not-for-Profit and Social Enterprise sectors bring to the project is access to a broad network of partnerships with a diverse range of organizations that pursue similar goals.
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Performance Indicators
13.
Performance Indicators
13.1
Section Description
This section describes a number of indicators to help assess the sustainability performance of the LGSWWTP. The following supporting documents are included in the Appendixes volume: 1. Appendix 13A – Energy Balance in Year 2021 2. Appendix 13B – Green Rating Systems Technical Memorandum 3. Appendix 13C – Building Performance Technical Memorandum
13.2
Energy Consumption
The projected energy consumption for LGSWWTP in Year 2021 is summarized in Table 13-1. Table 13-1. Summary of Projected Energy Use for LGSWWTP Energy
Value
A. Total Energy Demand of Facilitya Electricity, kWh/y
20,088,000
Heat Energy, kWh/y [GJ/y ]
8,896,000 [32,000]
b
Total A, kWh/y
28,984,000
B. Energy Demand of Facility, Not Including Odour Control Systemc Electricity Demand of Odour Control System, kWh/y Total A – B, kWh/y
6,570,000 22,414,000
C. Energy Produced by Cogeneration and Used in Facility
a
Electricity, kWh/y
-7,034,000
Heat Energy, kWh/y [GJ/y ] b
Total C, kWh/y
-6,950,000 [-25,000] -13,984,000
D. Net Energy Produced by Energy Centred Electricity, kWh/y [GJ/yb]
-29,200,000 [-105,000]
E. Total Net Energy Produced by Facility Total A + C + D, kWh/y [GJ/yb] Notes:
a. b. c. d.
Refer to power and energy consumption values in Appendix 13A GJ/y is converted to kWh/y by multiplying by 278 Power use by odour control equipment is assumed to be 750 kW Net power produced by District Energy is assumed to be 3,333 kW (5,000 kW total output with assumed coefficient of performance of 3)
-14,200,000 [-51,000] (surplus) GJ/y – gigajoule per year kWh – kilowatt-hour kWh/y – kilowatt-hour per year
Metro Vancouver is a founding partner of the National Water and Wastewater Benchmarking Initiative (NWWBI), which was developed as a means for Canadian municipal water and wastewater utilities to measure, track, and report on their utility performance. NWWBI now has an extensive database of operations data and metrics. Figure 13-1 shows metrics extracted from the database for 18 secondary WWTPs that have an AAF of greater than 50 ML/d. The group average total energy use, not including any in-plant reuse of biogas, is 845 kilowatt-hours per
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Performance Indicators
megalitre (kWh/ML) treated. The estimated 2021 AAF for LGSWWTP is 98 ML/d, so using the group average total energy use benchmark of 845 kWh/ML treated, LGSWWTP is estimated to have a total energy use of 30,226,000 kWh/y (AECOM, 2013). This calculated value is close to the projected total energy use for LGSWWTP of 29,000,000 kWh/y (Total A of Table 13-1). However, the Indicative Design includes a much higher level of odour control than found at most Canadian WWTPs; therefore, the projected total energy use without odour control of 22,400,000 kWh/y (Total A – B in Table 13-1) is considered to be a more representative benchmark. The cogeneration system is projected to produce 7,304,000 kWh/y of electricity and 6,950,000 kWh/y of usable heat energy for a total energy production indicator of 14,000,000 kWh/y (Total C in Table 13-1). The Indicative Design includes space for an Energy Centre in the Operations and Maintenance Building, based on heat pump technology to recover low-grade heat in the treated effluent. If a 5-MW heat pump is installed, and the unit performs at an average coefficient of performance of 3, two-thirds of the output energy, or a net of approximately 3.3 MW of green energy, will be produced (5 MW output and 1.67 MW input). This is equivalent to almost 29,200,000 kWh/y of green energy. If this net energy produced is included in the energy balance for LGSWWTP, the facility would be a net positive energy generator, at a total amount of 14,200,000 kWh/y (Total A + C + D in Table 13-1).
Figure 13-1. Energy Use Data Extracted from NWWBI Database (AECOM, 2013)
13.3
Greenhouse Gas Emissions
The projected GHG emissions from LGSWWTP in Year 2021 are summarized in Table 13-2. The performance indicator for GHG emissions is the total Scope 1 and 2 emissions of 950 t CO2e/y.
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Table 13-2. Summary of Greenhouse Gas Emissions from LGSWWTP Parameter
Emission Factor
Unit
Reference
Quantity
t CO2e/y
50.16
kg CO2e/GJ natural gas
MoE, 2013
6,900 GJ/y
350
21
t CO2e/t CH4
BEAM (assumes 0.3% combustion inefficiency)
3 tpy
60
1.894
kg CO2e/km
Metro Vancouver
95,813 km/y
180
6.0
kg CO2e/wt biosolids
Metro Vancouver
9,125 tpy
60
Scope 1 and 2 Emissions Scope 1 Natural Gas Consumption CH4 Emitted Directly to Atmosphere during Combustion or Flaring Mobile Resources (Trucking Biosolids) Soil Mixing Total Scope 1 (t CO2e/y)
650
Scope 2 Electricity from Grid
0.000025
t CO2e/kWh
MoE, 2013
13,054,000 kWh/y
300
Total Scope 2 (t CO2e/y)
300
Total Scope 1 and 2 Emissions (t CO2e/y)
950
Scope 3 Emissions 0.48
t CO2e/t FeCl3
Water Board of Sydney, 1993
38 t FeCl3/y
20
Polymer – CEPT
9
t CO2e/t polymer
BEAM
0.5 t polymer/y
10
Polymer – thickening
9
t CO2e/t polymer
BEAM
20 t polymer/y
170
Polymer – dewatering
9
t CO2e/t polymer
BEAM
28 t polymer/y
250
-0.25
t CO2e/dt
BEAM
2,546 dt/y
-600
FeCl3 – CEPT
Avoided Scope 3 Emissions Biosolids Carbon Sequestration
Total Scope 3 Emissions (t CO2e/y)
-150
Net Scope 1, 2 and 3 Emissions (t CO2e/y)
800
Effluent Heat Recovery – 5-MW District Energy System Displacing Natural Gas
-50.16
kg CO2e/GJ natural gas
MoE, 2013
105,000 GJ/y
-5,250
Net GHG Emissions With Effluent Heat Recovery Credit
–
t CO2e/y
–
–
-4,450
Notes:
13.4
BEAM – The Biosolids Emissions Assessment Model (BEAM): A Method for Determining Greenhouse Gas Emissions from Canadian Biosolids Management Practices CO2e – carbon dioxide equivalent dt/y – dry tonne per year FeCl3 – ferric chloride kg – kilogram km/y – kilometre per year wt – wet tonne y – year
Reclaimed Water Use
Section 2.9 identified a number of opportunities for reclaimed water to offset the use of potable water for nonpotable uses. Key potential opportunities near LGSWWTP include the following:
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Performance Indicators
•
Internal non-potable functions within the WWTP, such as seal-water, tank washdown, landscape irrigation, make-up water for chemicals, toilet flushing, and interpretative water features
•
Nearby industrial users for dust control, washdown, and vehicle washing
•
Nearby parks for summer irrigation
•
Large water-consuming industries near the collection system, but not adjacent to the WWTP, through the installation of a small satellite reclaimed water facility
The Indicative Design includes a reclaimed water system, which has been sized for internal non-potable uses with provisions to expand the system in the future for other offsite uses. Also, provisions have been included for a truck fill station near the UV Disinfection Building. The firm capacity is 11 ML/d, and provisions are included to expand the system to a firm capacity of 22 ML/d. The performance indicator for reclaimed water use for LGSWWTP is to provide a system sized for a firm capacity of 11 ML/d, with provisions to expand to 22 ML/d.
13.5
Onsite Stormwater Management
Section 9.11.2 describes the onsite stormwater management concept for LGSWWTP. The site was divided into four distinct zones. Ultimately, the stormwater collected in each zone will be infiltrated on the northern side of the site. The performance indicator for onsite stormwater management for LGSWWTP is no net increase in the rate and volume of stormwater runoff from existing to developed conditions up to the MAR (80 mm) (2-year return period), based on the North Vancouver Municipal Hall weather station.
13.6
Green Rating Systems
13.6.1
Introduction
To assist with the selection of an appropriate environmental rating system to help guide, assess, and reward the LGSWWTP project’s sustainability agenda, the IDT reviewed numerous environmental rating systems with varying scales and also various degrees of market acceptance. Ultimately, four systems were selected for a more detailed review: LEED, Living Building Challenge, Sustainable Sites Initiative (SITES), and Envision. To gauge the applicability of these four rating systems for the LGSWWTP, they were first assessed according to their ability to act as a set of holistic key performance indicators (KPIs) for the design, construction, and occupancy phases of the project. Following this assessment, each rating system was subjected to a detailed scorecard review to more fully understand how the project might align with point achievement and certification award. These scorecards, and the project assumptions made to complete them, are included in the Green Rating Systems TM, located in Appendix 13B.
13.6.2
Leadership in Energy and Environmental Design, Version 4
LEED was originally created as an environmental rating system to guide and evaluate the social and ecological sustainability of a new building’s design and construction. Implemented throughout North America, LEED’s scope has expanded over the years, but is still not applicable to large infrastructure projects. For use with the LGSWWTP, LEED would be applied only to the Operations and Maintenance Building and surrounding landscape. Despite this, the project would still benefit from a widely recognized and well-trusted rating system that is familiar to consultants, many project owners, builders, and much of the public. The LGSWWTP project’s schedule will result in the work being governed by the upcoming LEED V4: Building Design and Construction (BD+C) (LEED V4), which will be released in Canada in 2014 or 2015. The main changes in this upcoming version are in the shifting of focus from prescriptive ratings to performance-based solutions
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Performance Indicators
through the use of more holistic evaluations for materials, and by placing more emphasis on water and energy metering. This shift of emphasis towards rewarding long-term performance means that LEED is becoming more aligned with the traditional role of a KPI, so with a judicious choice of targeted credits, will provide a solid set of metrics by which to evaluate the Operations and Maintenance Building. The preliminary LEED scorecard, attached in the Green Rating Systems TM in Appendix 13B, indicates that the Operations and Maintenance Building could target Gold certification. The project’s progressive approach to water management and energy-use reduction results in target point levels very close to Platinum. Additionally, it is likely that as the project achieves greater design resolution, the IDT will also identify additional innovative measures that could increase the score. Although not applicable for the infrastructure portion of the LGSWWTP, achievement of LEED certification for the Operations and Maintenance Building will provide Metro Vancouver with a readily understood marketing and assessment tool. LEED is well-established and will be easily understood by the IDT, contractors, and the public. It is a rating system that will provide more specific details for establishing exceptional indoor air quality, implementing life-cycle analyses, and creating material specifications that reflect the most current standards in green technology. LEED will also assess the project for its already established aggressive approach to reducing energy use and potable water consumption. Pursuing LEED certification is a low-risk, high-reward strategy for increasing the project’s green profile, integrating additional sustainable strategies, and accessing progressive information about new environmental performance benchmarks.
13.6.3
Envision 2.0
The Envision Sustainable Infrastructure Rating System was created specifically to evaluate infrastructure projects that are pursuing higher ecological performance targets. It is an extensive rating system, with more than 500 points available in five different categories. The Envision system has the potential to dovetail neatly into the benchmarking work already done on the LGSWWTP project as part of the Indicative Design, while creating expanded social and ecological metrics to align the project with stakeholder sustainability targets. Despite the growing interest in Envision from the infrastructure and architecture industries, the rating system is still in its infancy. If the LGSWWTP were to register the project with Envision, there would be a small education component required for contractors, consultants, and the public to become familiar with the system, compared to a more established rating system, such as LEED. The rating system has a range of achievement levels, with restorative design and construction practices ranking the highest, and industry standard practices ranking the lowest. The preliminary scorecard completed for the LGSWWTP indicates that the project could target a Gold certification level. Many Envision credits are similar in scope to those of LEED V4 and SITES, with a focus on energy-use reduction, material responsibility, site selection, and innovation. Because the rating system is still in its infancy, and because the system is performance based, rather than prescription based, some point tallies will also not be determined until final life-cycle, energy, or water audits are conducted. The system does offer a comprehensive set of KPIs to assess the project. While each of the assessed rating systems has some level of applicability to the scale and scope of a large infrastructure project, Envision is the most holistic tool for evaluating the entirety of the LGSWWTP project. The credits available within the Envision rating system contain a fundamental alignment with Metro Vancouver’s project objectives. Envision’s credit metrics align extremely well with Metro Vancouver’s Integrated Solid Waste and Resource Management Plan, and will also tie into their Air Quality Management Plan and Regional Growth Strategy. The Envision rating system could evaluate, grade, and give recognition to this project’s integrated approach to design.
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13.6.4
Conclusion
The IDT recommends that Metro Vancouver pursue LEED certification for the project’s Operations and Maintenance Building and surrounding public outdoor spaces. Additionally, the IDT recommends that Metro Vancouver continue to consider Envision as a comprehensive assessment tool for the next phases of the project, and that ultimately, Metro Vancouver consider Envision certification. Using an established environmental rating system as a set of KPIs will allow the IDT to gauge the LGSWWTP project’s comparative ecological footprint, assess its technical performance, and determine its contribution to the community. Environmental rating systems go far beyond what is typically provided with an infrastructure project’s KPIs, by providing exhaustive accompanying written guidelines, educational tools, and technical support to project teams at every phase of their project. These systems’ guidelines, credits, and accompanying point rankings are created by leaders in their respective fields, and are typically vetted first through industry reviews and then by pilot projects. The use of one or more of these environmental rating systems as a set of KPIs is recommended for the LGSWWTP.
13.7
Building Performance
13.7.1
Introduction
The objective of this section is to present an overview of building performance strategies for the Operations and Maintenance Building, and an associated list of sustainable KPIs for the LGSWWTP facility that align with Metro Vancouver’s and the North Shore municipalities’ environmental goals. The overriding principle guiding Metro Vancouver’s Integrated Solid Waste and Resource Management Plan is the avoidance of waste through an aggressive waste-reduction campaign, and through the recovery of materials and energy from the waste that remains. Furthermore, they have established that any new infrastructure projects must be resilient, be adaptable to climate change, lessen the region’s dependence on nonrenewable energy sources, and protect the environment. To support these goals, the LGSWWTP IDT has incorporated a wide range of strategies, and is proposing many more be incorporated into later phases of design. The LGSWWTP project captures valuable materials to be repurposed for fuel, water, fertilizer, and heat, helping Metro Vancouver, and all its member municipalities, in reducing energy costs, carbon footprints, potable water use, and environmental impact. The Indicative Design is aggressively targeting dramatically reduced energy and potable water consumption, it is advancing concepts of lifecycle thinking, and it is poised to become an example for restorative community design. The sustainable building performance strategies identified in this section are divided into five distinct categories, each of which is introduced with explanatory text that outlines proposed green design strategies. As the project moves forward, the IDT recommends that this substantive list of KPIs be adopted, ideally through registration with their related Green Building Rating System, to strengthen the project’s commitment to ecological and social health.
13.7.2
Sustainable Strategies
13.7.2.1
Sustainable Sites and Community Enhancement
The project’s sustainable site strategies revolve around rehabilitating an existing site that is devoid of any significant ecological habitat, is contributing to the urban heat island effect, and provides little community value. One of the most significant contributions that the project will be making is the transformation of this neglected site into one that contributes to the socioeconomic vitality and attractiveness of the community for both work and life.
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The landscape at the eastern end of the project will provide a native, temperate rainforest habitat that will both help to moderate heat gain on the building’s eastern facade and will introduce biodiversity to the site. This area will serve as a place of refuge from the industrial neighbours, a welcoming entrance to the facility, and a hub for community education and outreach efforts. A proposed green roof over the majority of the facility’s roof mitigates the heat island effect and provides potential habitat area. These strategies, combined with efforts to minimize paved-surface parking areas and reduce light pollution, will create an integrated landscape that supports a healthy neighbourhood and will increase ecological values on the site. The following are KPI categories for Sustainable Sites and Community Enhancement. A more detailed description of each item can be found in the Building Performance TM in Appendix 13C. • • • • • • • • •
Bicycle Facilities (LEED V4) Reduced Parking Footprint (LEED V4) Site Development: Protect or Restore Habitat (LEED V4) Open Space (LEED V4) Heat Island Reduction (LEED V4) Light Pollution Reduction (LEED V4) Minimize Noise and Vibration (Envision) Improve Community Mobility and Access (Envision) Improve Site Accessibility, Safety & Wayfinding (Envision)
13.7.2.2
Water Conservation and Reuse
As a project that revolves around the necessary processing of massive quantities of wastewater, the importance of creating an exemplary model for water conservation has been a driving factor for the IDT’s approach to integrating sustainable technologies. The first, and most effective, strategy for modelling exemplary water conservation strategies is to dramatically reduce the amount of potable water used throughout the facility. Low-flow or waterless fixtures are being specified where possible, and the landscape is designed to require no permanent irrigation systems. Once the use of water has been reduced as far as possible, the next conservation strategy is to use reclaimed water for the majority of plant use. Sources of reclaimed water will be filtered wastewater effluent and stormwater. An education program will help visitors understand the interconnectedness of water systems from water processing operations, through to the interpretative aquatic landscape, and the green, water-conserving Operations and Maintenance Building. By reducing demands on the region’s potable water supply, and lowering the quantities of water discharge, the project directly advances Metro Vancouver’s mandate to sustainably use water resources. The following are KPI categories for Water Conservation and Reuse. A more detailed description of each item can be found in the Building Performance TM in Appendix 13C. • • • •
Manage Stormwater (Envision) Prevent Surface and Groundwater Contamination (Envision) Reduce Potable Water Consumption (LEED V4 + Envision) Water Metering (LEED V4)
13.7.2.3
Climate and Energy
The IDT has taken a ‘whole systems’ approach to energy and emissions savings with the LGSWWTP to optimize synergies and recover energy from the waste stream for use in the building and in the community. The project’s progressive energy reclamation strategies, combined with passive design techniques and efficient HVAC systems, will provide significant energy conserving measures. Effluent-to-water heat pumps, supplying both heating and cooling, will be used to provide 90 percent of the annual energy required for the Operation and Maintenance Building. Radiant slabs will maintain an even space temperature of 15°C, with supplemental heating and cooling
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Performance Indicators
from radiant panels provided to meet desired room temperatures. To augment this efficient energy system, passive design strategies will include the use of high-performance glass and the strategic use of architectural shading devices on all facades. Despite these comprehensive systems, the IDT recognizes that user behaviour remains a primary factor in energy performance. Commissioning and advanced monitoring feedback will help the energy systems achieve and maintain a high level of performance over the life of the project. The following are KPI categories for Climate and Energy. A more detailed description of each item can be found in the Building Performance TM in Appendix 13C. • • • • • •
Enhanced Commissioning (LEED V4) Optimize Energy Performance (LEED V4) Advanced Energy Metering (LEED V4) Demand Response (LEED V4) Renewable Energy Production (LEED V4 + Envision) Enhanced Refrigeration Management (LEED V4)
13.7.2.4
Material Procurement and Building Life Cycle
There remains in current design and construction practice a pressing need to reduce the large amounts of energy associated with the extraction, processing, manufacturing, and transport of materials and components. The consumption of natural resources greatly contributes to GHG emissions, congestion, and environmental pollution and degradation. This project is designed to reduce the total consumption of construction and repair material required over the project's full life cycle. Materials specified were carefully selected for their durability and contribution to reducing net embodied energy over the project’s lifespan. Concrete was chosen for its durability, heating and cooling properties, and local availability. Many other building materials will be required to have a publicly available, critically reviewed, life-cycle assessment or an International Organization for Standardization (ISO)-conforming Environmental Product Declaration so that their environmental, social, and economic impacts are aligned with Metro Vancouver’s sustainability goals. Additionally, a growing concern with the chemical components of some products has resulted in the specification of products that disclose their ingredients. The following are KPI categories for Material Procurement and Building Life Cycle. A more detailed description of each item can be found in the Building Performance TM in Appendix 13C. • • • •
Support Sustainable Procurement Practices (LEED V4 + Envision) Use Recycled Materials (LEED V4 + Envision) Use Regional Materials (LEED V4 + Envision) Divert Waste from Landfills (Envision)
13.7.2.5
Indoor Quality of Life
The performance of the occupied spaces inside all of the LGSWWTP is a critical component to occupants’ safety, health, and productivity. In particular, the Operations and Maintenance Building will focus on the major conditions that must be present to create robust, healthy spaces; and to help improve employee productivity, well-being, and comfort. The strategies recommended are to specify interior construction and finish materials that will not off-gas, and include high standards of care regarding installation and handling of mechanical equipment; and to include long-term plans for occupant comfort feedback regarding acoustics, lighting, ventilation, and air quality.
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Performance Indicators
The following are KPI categories for Indoor Quality of Life. A more detailed description of each item can be found in the Building Performance TM in Appendix 13C. • • • • • • • • •
Minimum Indoor Air Quality Performance (LEED V4) Environmental Tobacco Smoke Control (LEED V4) Low-Emitting Materials (LEED V4) Construction Indoor Air Quality Management Plan (LEED V4) Indoor Air Quality Assessment (LEED V4) Thermal Comfort (LEED V4) Daylight (LEED V4) Quality Views (LEED V4) Acoustic Performance (LEED V4)
13.7.3
Conclusion
The sustainable design strategies in place to achieve optimal performance, and the methodology for measuring the success of those strategies, were strategically developed to provide a durable, low-maintenance, restorative facility to Metro Vancouver and the residents of the North Shore. The IDT recommends using these sustainable KPIs to provide accountability for the project’s sustainability agenda, and to assure adherence to this agenda for the lifetime of the LGSWWTP. The KPIs should be formally adopted into the next phase of the project through certification with a green rating system. This will help incorporate rigorous, thorough sustainable performance concepts into early editions of specifications and drawings. A separate Green Rating Systems TM (Appendix 13B) provides detailed reviews and recommendations for applicable rating systems.
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14.
Construction Sequencing and Site Development Phasing
14.1
Section Description
Construction of the LGSWWTP will pose many unique challenges due to the scale of the project, proximity of the Norgate community, restricted access to the site, and space constraints on the site itself. This section discusses considerations related to constructing sequencing and includes the following topics: • • • • • • •
Contract packaging Site security and access Site offices, laydown areas, and warehousing Excavation spoils and dewatering Delivery of concrete and reinforcing steel Neighbours and nuisance issues Project schedule
An image showing an aerial photograph of the site and summarizing key construction considerations is provided in Figure 14-1.
Figure 14-1. Issues Map
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Construction Sequencing and Site Development Phasing
14.2
Contract Packaging
The construction of LGSWWTP and associated infrastructure upgrades will include at least three construction packages: • • •
Contract 1 – LGSWWTP Contract 2 – Conveyance Upgrades Contract 3 – Deconstruction of Existing LGWWTP
Consideration may be given to including an early works construction package to allow any required ground improvements to be completed in advance of the main LGSWWTP construction contract (Contract 1). This approach would allow construction of the main LGSWWTP contract to be accelerated, if desired by Metro Vancouver. Also, the Conveyance Upgrades (Contract 2) may be split into additional contracts once the scope of work and alignments are finalized. The rationale for parceling the LGSWWTP into a single construction contract is due to onsite space constraints and the fact that the vertical nature of the project does not lend itself to having multiple general contractors on the site at the same time. The construction value of Contract 1, although significant, is within the capabilities of the construction industry in Metro Vancouver, and a competitive pricing environment is expected. The preferred model for delivering Contract 1 will be confirmed by Metro Vancouver in early 2014. Equipment prepurchase contracts may be a consideration for Contract 1; however, that will be confirmed in early 2014, together with Metro Vancouver’s preferred delivery model. The required Conveyance Upgrades (Contract 2) are essentially independent of construction activities on the LGSWWTP site and the construction trades required are different than those required in the plant; hence, the rationale for including this work as a separate construction package(s). This construction package(s) will be delivered using the conventional design-bid-build (DBB) delivery model. The deconstruction of the existing LGWWTP (Contract 3) will occur sometime after the new LGSWWTP is commissioned and put into service. Also, the trades required for this work will be different than the trades required for the plant work. The separation in time, area, and trade requirements provide the rationale for separating this work into a separate contract. This construction package will be delivered using an RFP process.
14.3
Site Security and Access
The proposed site for the new LGSWWTP is bounded by 1st St. on the north, Pemberton Avenue on the east, CN railway lines to the south, and Philip Avenue on the west. The site is approximately 400-m long by 100-m wide at the west, tapering to 60-m wide at the eastern end, with a surface area of about 3 hectares. The existing site is relatively level, and ground elevations range from 2.6 to 3.0 m. The DNV intends to construct a new vehicle overpass at Philip Avenue over the railway lines to provide better access from 1st St. to businesses in the Port of Metro Vancouver. DNV also plans to close Pemberton Avenue immediately south of 1st St. (north of the railway lines) and provide access only for oversize vehicles unable to use the overpass and emergency vehicles. Presently, the LGSWWTP site is secured with fencing, which will need to be maintained or replaced, as required during construction. Multiple access gates will need to be provided at the northern and eastern sides of the site to suit construction staging. Access will not be available on the western side of the site at Philip Avenue, as the overpass will be constructed and in service by the time LGSWWTP is under construction. There will be conflicts with traffic on 1st St. and construction traffic entering the site, especially before and after shift work at nearby businesses (including Fibreco Export Inc., Seaspan, and Kinder Morgan). An option to reduce
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conflicts during peak traffic is to re-direct traffic along Welch Street temporarily during the peak traffic flow Monday through Friday, and this should be reviewed in further detail with DNV. As construction progresses, there will be limited space for trucks to place concrete at higher storeys of the LGSWWTP and deliver equipment and supplies to the site; therefore, the possibility of closing one lane on 1st St. should be reviewed with DNV. Also, construction will be required along 1st St. to upgrade the NVI and install conveyance infrastructure from west of the site and a pipeline to the existing outfall near the Lions Gate Bridge. It may be necessary to close 1st St. at times when the new conveyance infrastructure is under construction, while providing temporary access to the business on the northern side of 1st St.
14.4
Site Offices, Laydown Areas, and Warehousing
Staffing levels at peak construction may approach 400 to 500 workers, while major concrete pours are still underway and mechanical/electrical trades are mobilizing. Onsite management staff requirements will be in excess of 50 people throughout most of the construction and commissioning periods, and includes the contractor, consultant, and Metro Vancouver. Areas required for offices, meetings, and lunchrooms will become an issue as construction progresses. An offsite project office near the construction site could be rented for the duration of the construction period and could be used by the contractor, consultant, and Metro Vancouver. As construction progresses, it may be possible to move management staff from site trailers used in the initial phases of construction to other finished or partially finished areas, such as space available below the primary clarifiers or within the bioreactors and secondary clarifiers. Parking requirements for staff will also become an issue as construction progresses and parking areas need to be identified. Early in construction, there will be parking areas available onsite and along 1st St. and McKeen Avenue; however, as construction progresses, additional parking will be required. If additional space cannot be located near the site, it may be necessary to find additional space offsite and shuttle staff to and from the site. There will be significant volumes of deliveries to the site beyond concrete, including reinforcing steel, piping, valves, HVAC and electrical equipment, and a range of other supplies and equipment. Staging the delivery of this material and equipment will become critical, and leasing an offsite warehouse or equipment laydown area should be considered. Double-handling equipment may become unavoidable. Identifying office space and warehousing options prior to tendering construction of LGSWWTP will reduce risk and should be considered by Metro Vancouver.
14.5
Excavation Spoils and Dewatering
The site-wide estimate for excavation spoils is approximately 90,000 m3. The majority of this material will be excavated materials from grade down to elevation -1.5 m to allow the construction of a mud mat and the raft foundation for the plant. Some of this material will be contaminated, so will need to be identified prior to construction, appropriate occupational health and safety protocols will need to be followed during excavation and construction activities, and spoils managed at an approved facility during construction. There are a few deeper excavations for the influent sewer, influent pumping station, digesters, RSS pumping station, and effluent line that will require careful sequencing. Identifying the correct sequence for these excavations and the concrete forming, and placing the foundations is critical to the schedule. Also, trains running along the railway lines south may impact both slope stability during the excavations and shoring requirements, so should be evaluated during subsequent stages of design development. The number of trucks and trailers required to remove 90,000 m3 of excavated materials is approximately 6,000 trips, or equivalent to 100 trips per day (one truck every 6 minutes) for 3 months early in the construction
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schedule. Reviewing the feasibility of using rail or barging for relocation of the excavated materials may offer some advantages, but the logistics of loading and unloading the cars/barges at the disposal site needs to be considered. This option may also require the construction of a rail spur into the site or refurbishing the existing tracks. Groundwater levels are expected to be about 1.2 to 1.9 m below existing ground surface, and the level is expected to fluctuate with changes in precipitation and sea level. As the foundation elevations for most structures included in the Indicative Design of LGSWWTP are below the groundwater level, dewatering will be required. It is expected that all groundwater extracted from the site during dewatering activities will require treatment prior to discharge, and additional cutoff walls along the southern property boundary may be warranted to prevent ingress of contaminated water from offsite. A cutoff wall was installed along the southeastern property boundary to prevent ingress of contaminated water from offsite.
14.6
Delivery of Concrete and Reinforcing Steel
Onsite access roads will need to be constructed early in the construction schedule to facilitate access for concrete pump trucks and reinforcing steel deliveries. These roads will be re-graded and re-surfaced at the end of the construction period to suit Indicative Design requirements. The pace of concrete and reinforcement steel deliveries will be significant during the first 18 to 24 months of construction. The estimate for concrete placed on this project is approximately 75,000 to 85,000 m3. Larger concrete pours could involve placing approximately 1,000 m3/d of concrete, which would involve the coordination of up to 125 concrete trucks at a rate of 12 trucks per hour and multiple concrete pumps.
14.7
Neighbours and Nuisance Issues
All construction projects present the potential for nuisance impacts to the public. Ideally, there should not be any significant noise, dust, or vibration nuisances for neighbouring property owners. All of the adjacent properties in the vicinity of the LGSWWTP are zoned for industrial or commercial uses. Although there are no residential uses in the immediate vicinity of the proposed construction, the Norgate residential neighbourhood lies on the northern side of the Spirit Trail and Welch Street. This neighbourhood could be impacted during construction activities, and measures will be required to mitigate construction impacts. If deep pile foundations or other ground improvement methods that have similar offsite impacts are used, noise and vibration will be a concern, and measures to mitigate these impacts will need to be reviewed. A test pile program could be performed to provide clarity on issues associated with advancing piles through the upper granular layers below the site, as well as assess the practicality and benefit of noise mitigation measures. Vibration would also be of concern for settlement at adjacent buildings and the railway line to the south. Preconstruction surveys of these structures should be completed prior to construction activities. There may be requirements for shoring along the southern and western sides of the site to mitigate any issues with settlement at the railway lines and the overpass piles, and ground improvement infrastructure. There will be significant truck traffic added to the current vehicle traffic levels. Engine emissions will be greater than current background levels at the site; however, these emissions are temporary only during the construction period. There should not be any significant dust issues during construction. Dust generation during excavation and hauling can be managed using water suppression. The use of smoke eaters is recommended to capture any smoke generated during welding onsite. Separate to the construction of the new plant, the upgrades for the conveyance lines will be completed by the time the plant is ready for startup testing. There will be significant traffic issues associated with this work between the new plant site and the existing plant site.
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14.8
Project Schedule
14.8.1
Schedule Milestones
The early stages of the LGSWWTP project schedule are dependent on what delivery model is selected by Metro Vancouver, and this decision is expected in early 2014. A summary project schedule illustrating the main milestones is shown in Figure 14-2. The commencement of detailed design for LGSWWTP is scheduled to start in late 2014 and construction procurement in late 2016/early 2017. Construction and commissioning will commence in 2017 and finish at the end of 2020.
Figure 14-2. Summary Project Schedule There is some slack time in the schedule for construction of the conveyance upgrades, and these upgrades will need to be complete and operational before the Owner Commissioning phase of Contract 1. The project schedule shows this work being complete at the end of 2019. Decommissioning of the existing LGWWTP is scheduled to occur in 2021 once LGSWWTP is operational.
14.8.2
Construction Scheduling Considerations
Construction sequencing and scheduling is more critical to this project due to the constrained and vertical layout of LGSWWTP. Similarly, site access and site circulation of construction traffic for deliveries is critical for allowing construction to proceed as efficiently as possible. The outline construction phases are as follows: • • • • • • • •
Ground improvements Excavation Structural slabs Structural concrete Equipment installation: process, HVAC, electrical, piping, ducting, cable trays, and cable pulls Building finishing: roofs, doors, stairs, painting, coatings, and architectural finishes Conveyance tie-ins Startup, testing, and commissioning
There is overlap between all of these major phases, and the construction sequence will need to be developed to minimize critical path activities and maximize parallel activities to reduce schedule risk.
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14.8.3
Construction Sequencing
The first major construction activity will be ground improvements required for structures. This activity may take up to 6 to 12 months to complete once the ground improvement program is finalized. This activity is likely to overlap with excavation to install the mud mat. Consideration for constructing site access roads at this point or after the raft foundation is poured needs to be reviewed for correct timing. Once the mud mat is complete, forming and rebar placement for the raft foundation will commence. Sequencing this work so that multiple crews work in different areas across site will maximize progress. The foundation for the inlet pumping station, digesters, and RSS pumping station require deeper excavation and foundations slabs. There could be crews working on the solids facility building, primary clarifiers, bioreactors, and secondary clarifiers at the same time. Generally, there will be more activity on the western side of site, which will then move east towards the Operations and Maintenance Building for each phase of construction. Once these areas are complete, the ancillary buildings, digesters, and Operations and Maintenance Building could be completed. These activities may take up to 24 months to complete. The installation of the influent sewer and effluent line tie-ins to and from 1st St. should be completed early and be backfilled to allow construction access around the buildings. Due to the amount of equipment required in the Solids Building, this building should be prioritized for completion early in the schedule to allow equipment installation to be accelerated. There will need to be laydown areas for pipefitters, electricians, and sheet metal subtrades. These areas will be located within the plant itself. The pipefitters will have onsite welding shops that will need to be properly ventilated. These activities could take up to 18 months to complete. Startup and testing of equipment could overlap with equipment installation and finishing trades as work progresses in other buildings. Owner commissioning by Metro Vancouver will require substantial completion of LGSWWTP, including the Operations and Maintenance Building and conveyance infrastructure. These activities may take up to 12 months to complete. Final grading and landscaping for the plant could be completed during the owner commissioning phase.
14.8.4
Use of Precast Concrete Members or Structural Steel Construction
Some of the buildings or areas in the plant lend themselves to non-cast-in-place concrete construction methods that may reduce the amount of onsite construction activities. This allows the fabrication of components to occur in parallel and offsite, while concrete construction activities proceed onsite. Prefabricated building components could then be delivered to site for final erection and finishing.
14.8.5
Use of Construction Cranes
Construction cranes will be used for moving material (concrete and rebar), as well as forms and construction equipment around site and between levels. This will increase productivity due to the width of the buildings and the multi-storey layout. There will be more than one crane and multiple work crews onsite to meet the tight construction schedule. One tower crane located on the northern side of the Solids Building would support construction activities on the western side of the site. A second crane located on the southern side of the bioreactors and secondary clarifiers would support construction activities on the central portion of the site. A third crane located on the northern side of the Operations and Maintenance Building would support construction activities on the eastern side of the site.
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15.
Operations Plan
15.1
Section Description
This section outlines the O&M and laboratory requirements of the new LGSWWTP and the staffing levels needed to meet these requirements. The new LGSWWTP will employ a high level of automation and will be integrated into Metro Vancouver’s existing CDAC system. Plant staffing levels and O&M requirements are expected to be similar to the Lulu Island WWTP, with additional staffing required for new unit processes and the vertical- rather than campus-style layout of LGSWWTP. The following supporting document is included in the Appendixes volume: Appendix 15 – Operations Plan Technical Brief.
15.2
Staffing Requirements
Staffing levels for LGSWWTP were estimated using a guide originally developed by the U.S. Environmental Protection Agency (USEPA) in 1973, Estimating Staff for Municipal Wastewater Treatment Facilities, which was updated in 2008 to reflect advances in treatment processes and automation. The guide estimates staffing levels based on treatment processes, number of process trains, level of automation, laboratory requirements, and auxiliary processes. The initial staffing estimate for LGSWWTP is approximately 50,000 staff hours. Using 1,500 productive hours per staff member provides 33 full-time equivalents (FTEs), and including supervisory and administration staff, the total staffing complement at the LGSWWTP is estimated to be between 33 and 36 FTEs. A more refined estimate of staffing levels for LGSWWTP is 31 FTE. The proposed level of O&M staff is less than that developed using the guide owing to the high level of automation that will be employed at LGSWWTP. The proposed staffing level has an allowance for an increased level of effort for maintenance due to the vertical layout of the plant. This estimate does not include corporate Human Resources, Occupational Health and Safety, Training, CDAC, or Information Technology/Security support, nor subcontracted janitorial or landscaping services. Lulu Island WWTP uses a one-plus shift for plant staffing, and a typical schedule is one shift Monday through Friday, with on-call coverage for the off-hours and the weekend. A similar staffing concept is envisaged for LGSWWTP.
15.3
Operations, Maintenance, and Laboratory Requirements
LGSWWTP will be a Class IV WWTP, and the Chief Operators with Direct Responsible Charge will be Class IV Operators. At the existing LGWWTP, four staff are currently Level IV Operators, including supervisory staff. Operations activities at LGSWWTP will continue with the current operations plan of the existing LGWWTP. Daily operator tasks will include the following: • • • • • • • •
Process equipment monitoring and control (process watch duties) Interpreting test results and optimizing processes Troubleshooting Maintaining Operations logbooks Inspecting equipment Conducting polymer makeup duties Maintaining general housekeeping and washdown Coordinating with maintenance activities
All preventative maintenance tasks will be performed onsite, including lubrication, changing of seals and gaskets, instrumentation calibration, exercising valves, standby and electrical equipment inspection, and other like activities. Some major overhaul maintenance may be performed offsite due to size of equipment or specialist requirements for the maintenance activities. These activities include major overhauls on influent pumps, centrifuges, and process
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air blowers and gas compressors. The majority of the remaining large equipment can be overhauled in situ, such as the screens, boilers, and UV reactors. Major tank refurbishments and capital upgrades will be performed by subcontractors and budgeted for in the annual maintenance work plans. This work will be managed by the plant superintendent/maintenance supervisor. The following O&M activities at the existing LGWWTP are typically subcontracted by Metro Vancouver, and a similar approach is envisaged for LGSWWTP: •
Boiler maintenance and inspection
•
Janitorial services
•
Landscaping services
•
Crane and hoist maintenance and inspection services
•
Maintenance and inspection services for other equipment items such, as roll-up doors, high-voltage equipment, fire extinguishers, and HVAC systems
The following items are identified as new O&M activities that will be required for LGSWWTP: •
UV disinfection reactor maintenance, including lamp sleeve cleaning, lamp replacement, and ballast replacement. This activity could be subcontracted for the first 2 years of operation to allow the O&M staff to gain the knowledge required to perform this activity in-house.
•
Activated carbon media replacement. This activity could be subcontracted to the activated carbon supplier.
•
Centrifuge maintenance, including lubrication, belt tensioning, and replacement of worn components. These activities will be performed in-house. Major overhaul activities could be subcontracted to a specialist shop approved by the vendor to do the refurbishment work.
•
Passenger and freight elevator maintenance and inspection. For regulatory compliance, these activities will be subcontracted to the elevator vendor for certification.
Laboratory staff are responsible for sample collection and preparation, analysis, data certification and QC, and sample preservation for shipping to other laboratories. The onsite laboratory at LGSWWTP will be used for compliance monitoring and process optimization. Laboratory activities will include physical tests, such as pH and temperature; and suspended solids, alkalinity, and some organic analysis, such as COD. BOD, nitrogen species, and metals samples will be collected and transferred to the Annacis Island WWTP Process Laboratory for analysis, and coliform samples will be collected and transferred to Metro Vancouver’s microbiology laboratory.
15.4
Training Needs
Metro Vancouver O&M staff are familiar with most of the proposed treatment processes and equipment that will be included in LGSWWTP. There are three parallel paths for meeting operations training requirements within Metro Vancouver, as follows: •
Environmental Operators Certification Program (EOCP) training to become certified WWTP Operators
•
Training for familiarity with corporate processes and policies, including: − Metro Vancouver’s in-house training modules and reference materials − e-learning modules − Field guide (knowledge check) modules − Maintenance task analyses (MTA) modules
•
Power Engineer Certification for Boiler Operation
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Figure 15-1 provides a summary overview schedule for the various components of training required for the new LGSWWTP. Training Requirements
2015
2016
2017
2018
2019
2020
Plant In-service Date Detailed Design Tender and Construction EOCP WWTP Level IV Certification E-learning Modules Overview E-learning Modules Site-specific Field Guides Vendor Equipment Training Maintenance Task Analysis Boiler Power Engineer
Figure 15-1. LGSWWTP Training Schedule Overview
15.5
Plant Commissioning and Handover
This section describes the plant commissioning and handover phases for the LGSWWTP, using a traditional Design-Bid-Build (DBB) approach. The approach would be different for a DBFOM or DB model. Regardless of procurement method, during design and construction, the contractor will be responsible for creating a commissioning plan with the engineering consultant and Metro Vancouver, and identifying roles and responsibilities of all parties.
15.5.1
System Testing
The LGSWWTP will be categorized into systems and subsystems for testing and commissioning. The systems to be tested include: • • • • • • •
Liquid Process Stream Solid Process Stream and Gas Handling Odour Control System Chemical Addition Facilities Building Mechanical Electrical Instrumentation and Controls (I&C) (CDAC system)
15.5.2
Testing Sequence
Systems/subsystems within a WWTP are not necessarily dependent on others. Therefore, some systems/ subsystems can be fully tested and commissioned independent of others. For example, polymer systems can be tested and commissioned independently of sludge thickening and dewatering equipment, but polymer is required for conditioning the sludge and proving out the sludge thickening and dewatering systems. When systems/ subsystems are dependent on others, generally, testing should commence from downstream to upstream. The testing and commissioning sequence of the major systems is as follows:
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1. 2. 3. 4. 5. 6. 7.
Temporary or Permanent Power Odour Control Stream Liquid Process Stream Chemical Addition Facilities Solid Process Stream and Gas Handling Building Mechanical I&C (CDAC system)
15.5.3
Plant Commissioning Planning
The new LGSWWTP will be tested and commissioned according to Metro Vancouver’s standard testing and commissioning requirements, including: • • •
Pre-operational Checkout Equipment and System Performance Testing Owner Commissioning
Overall, the testing and commissioning period is expected to last 12 to 18 months, which allows 6 months for Pre-operational Checkout, 4 to 6 months for Equipment and System Performance Testing, and 3 to 6 months for Owner Commissioning.
15.5.4
Staff Transition
Ultimately, staff at LGWWTP will move to LGSWWTP. However, staff will be required at both facilities in the interim period during functional and operational testing and commissioning and for a period of time once LGWWTP is taken out of service before it is demolished. To the extent possible, it would be beneficial to embed existing staff as part of the plant commissioning team to gain operational knowledge that comes from testing and commissioning new equipment, and participate in training and preparation of facility documents. In order to cover the staffing gap created by operating both plants during the transition period, Metro Vancouver should hire operators on a temporary basis to operate the existing plant while existing staff rotates through the plant commissioning team at LGSWWTP. There is a requirement to increase the overall staff complement at LGWWTP, and the transition period would provide an opportunity to assess temporary hires for moving to the new plant on a full-time basis. Existing operations supervisors and senior operators will need to provide supervision of new staff to continue to operate the existing plant while the new plant comes online. Owner commissioning will also have additional staffing requirements due to increased daily coverage during commissioning. The plant will require 24-hour operating staffing coverage and increased laboratory staffing for the first few months to ensure the process is optimized and effluent criteria are met.
15.5.5
Plant Commissioning Team
Metro Vancouver will be responsible for meeting the requirements of the OC for LGSWWTP; therefore, will be required to have Level IV operators at the new plant as soon as it becomes operational. The plant commissioning team will include Metro Vancouver O&M staff to allow handover to certified operators, as required by the OC. Once LGSWWTP is ready for owner commissioning, Metro Vancouver will take the lead in commissioning. The contractor will provide support for correcting deficiencies or maintaining any equipment or areas still under their responsibility. The engineering team will monitor the correction of the deficiencies, and manage the contractor and equipment vendors to verify they are providing support to the plant commissioning team. The engineering team will also provide direction and support to the commissioning team. Consideration should be given to contracting an operations specialist with experience in commissioning large WWTPs to serve as Commissioning Manager or Deputy Commissioning Manager to help lead the plant commissioning team. Figure 15-2 illustrates a preliminary organization chart for the plant commissioning team.
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The CDAC configuration, process, and CDAC startup testing and commissioning; optimization; and integration requires careful consideration for LGSWWTP. Metro Vancouver’s Wastewater Treatment CDAC is a highly customized system and beyond what many ‘boilerplate’ configurations in industry are familiar with. Close coordination, including embedding CDAC configuration resources in the design team and use of a CDAC auxiliary team, is warranted. In addition to the commissioning activities, there is significant documentation that needs to be prepared for this project. This documentation, including MTAs, elearning modules, asset attribute data, and maintenance manuals, will be required before the commissioning team is fully chartered. O&M Documentation eLearning MTA’s Asset Attribute Data O&M Documents
Commissioning Manager MV Operations Specialist Deputy Commissioning Manager MV Operations Supervisor
MV Operations Team CDAC’s Leader WWT Foreman Senior Operators Operators Trades Foreman Maintenance Mechanic Electrician Instrument Tech Laboratory Superintendent Laboratory Staf f
Engineer Team Construction Manager Senior Process Engineer Senior EIC Engineer Discipline Leads
MV Senior Project Manager MV Lions Gate Plant Superintendent MV Lions Gate Maintenance Supervisor
Contractor Team Lead Foreman Electrician Pipef itter Instrumentation Tech Labourer
Figure 15-2. Plant Commissioning Team Organization Chart
15.6
Plant Layout
The plant building layout is approximately 320-m long from west to east, and 80-m wide on the western side of the site, tapering to approximately 35-m wide at the Operations and Maintenance Building on the eastern side of the site, as depicted in Figure 15-3. The influent pump station, headworks, and solids handling facilities, including digestion, are located on the western side of the site. The liquid stream flows from west to east across the site, and includes primary clarifiers, bioreactors, and secondary clarifiers. The treated wastewater then flows back west to the UV reactors before entering the effluent conduit that flows to the existing outfall. The PGH Building is located in the centre of site near the southern property boundary. This will be the location of the main power incoming feeders, backup generators, and boilers. HVAC systems are distributed throughout the plant, and heating will be provided by a centralized hydronic system. Odour control equipment is located on the roof of the solids handling and primary clarifier buildings. The site equipment and spare parts stores will be located under the odour control biotowers adjacent to the PGH Building. Laydown areas have been included immediately to the east of the UV Disinfection Building and to the west of the access passageway underneath the primary clarifiers.
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Figure 15-3. New LGSWWTP Site Layout
15.7
Traffic Circulation
The site circulation for traffic consists of a perimeter road along the southern and western sides of site, as shown in Figure 15-4. All vehicular traffic, including staff, chemical deliveries, biosolids haulers, contractors, and external maintenance contractors, will access the site from the security entrance gate at the foot of Pemberton Avenue, move along the southern side road around the perimeter of the plant, and exit at the 1st St. security exit gate. Staff parking will be located along the southern perimeter road adjacent to the secondary clarifiers. Public and visitor parking will be along 1st St. and at the foot of Pemberton Avenue. Deliveries of chemicals and materials will be received at the entrance gate (on Pemberton Avenue) and then be directed to the appropriate location in the plant for unloading. There is a shipping and receiving area located in the Operations and Maintenance Building for office deliveries and sample shipment. There is a loading dock located at the Stores for material and spare parts deliveries. The entrance at the Solids Building will be used for chemical deliveries. Trucks will deliver and remove screenings and grit bins, as well as recycle bins.
15.8
Third-party Access
The Indicative Design includes provision for contractor and public access to the roof and contractor access to the heat pumps in the Energy Centre. In the next stage of design development, consideration will need to be given to the logistics for entering and exiting buildings, maintaining security of Metro Vancouver’s assets and providing after hour access for contractors. There should be direct access to the Energy Centre from outside the Operations and Maintenance Building to allow after hour access to respond to equipment alarms and maintenance requirements associated with the heat pumps and other equipment. Security requirements will include closed circuit television, monitored access points, and emergency egress passageways. Metro Vancouver policies, protocols, and legal requirements will need to be adapted for the specific third-party access agreements.
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Operations Plan
Figure 15-4. Site Circulation at the New LGSWWTP
15.9
Lifting and Maintenance Strategy
The lifting and maintenance strategy outlines access and facilities required for maintenance requiring lifting operations for process equipment and material. The guiding principles for the strategy are as follows: •
The lifting/handling of equipment and materials during construction and initial installation do not form part of this strategy. The rated lifting capacities will not be exceeded under any circumstances.
•
The majority of equipment is unlikely to require lifting operations for general maintenance, such as greasing, filter changes, cleaning, and similar activities.
•
The majority of equipment is unlikely to require complete removal during its working life.
•
Lifting equipment will be used for all plant items heavier than 25 kg and for items less than 25 kg where location constraints or nature of the equipment could result in any manual lifting being deemed unsafe.
•
In areas where there are numerous pieces of equipment, a common lifting device, such as a gantry crane, is provided as the most suitable lifting equipment.
•
Where common lifting facilities pass over expansion joints, spliced joints to crane rails and runway beams will be designed into the installation to allow up to 15 mm of movement without affecting the operation of the lifting unit or its ability to travel the full length of the rails or beams without jamming.
•
Safe person-lifting apparatus to be incorporated into tank access/hatch design and included as part of the lifting equipment provided. Safe working area around hatches to be provided with items such as guard rails and tie-off points.
456928_WBG103013092847VBC
15-7
Operations Plan
Due to the various locations and nature of plant equipment or materials, various types of lifting facilities are required. The use of bridge cranes, gantry cranes, jib cranes, monorails, and truck-mounted cranes have been identified for each piece of equipment and material handling. The use of forklifts and pallet jacks are also identified.
15-8
456928_WBG103013092847VBC
Cost Estimates
16.
Cost Estimates
16.1
Section Description
This section summarizes capital, construction cash flow projections, and O&M cost estimates for LGSWWTP, based on the Indicative Design described in this report. The following supporting documents are included in the Appendixes volume: 1. Appendix 16A – Indicative Design Estimate #1 2. Appendix 16B – Lions Gate Secondary Wastewater Treatment Plant – Project Definition, Preliminary O&M Cost Estimate (2020 Dollars)
16.2
Capital Costs
The new LGSWWTP is required to be operational by December 31, 2020, with construction expected to commence in 2016. A capital cost estimated was prepared by BTY Group (BTY), with input from various members of the IDT. BTY’s report is included in Appendix 16A, and a breakdown of the capital costs is presented in Table 16-1. The costs shown in Table 16-1 were escalated to represent expected market conditions in 2018, which is the anticipated mid-point of construction. Table 16-1. Capital Costs Cost ($) Component
Treatment Plant
Land Cost
Existing Plant Decommissioning
Conveyance
Total
0
0
0
0
374,300,000
10,800,000
32,500,000
417,600,000
Professional Fees
56,200,000
1,600,000
4,900,000
62,700,000
Management, Overhead, and Utilities
20,100,000
500,000
1,700,000
22,300,000
0
0
0
0
Escalation
70,300,000
2,600,000
6,100,000
79,000,000
Contingencies
99,100,000
4,500,000
14,800,000
118,400,000
620,000,000
20,000,000
60,000,000
700,000,000
Construction
Taxes
Escalated Total Project Cost
16.3
Construction Cash Flow Projections
Cumulative monthly cash flow projections for the project are shown in Figure 16-1, based on capital costs presented in Table 16-1.
16.4
Annual Operating Costs
The annual O&M costs for LGSWWTP are estimated to be $10.8 million, as summarized in Table 16-2. The costs shown in Table 16-2 were escalated to represent expected market conditions at the end of 2020. A more detailed breakdown of the O&M estimate is provided in Appendix 16B.
456928_WBG103013092847VBC
16-1
Cost Estimates
Figure 16-1. Cumulative Construction Cash Flow Projections
Table 16-2. Annual Operations and Maintenance Costs Component
16-2
Cost ($M)
Staffing, Technical Support, and Administration
3.3
Utilities
2.1
Consumables
0.7
Biosolids Beneficial Use
1.5
Annual Asset Repair and Replacement Reserve
3.1
Other
0.1
Total
10.8
456928_WBG103013092847VBC
References
17.
References
7group and Bill Reed. 2009. The Integrative Design Guide to Green Building. Washington, DC: U.S. Green Building Council. AECOM. 2013. “NWWBI Database.” National Water & Wastewater Benchmarking Initiative. http://www.nationalbenchmarking.ca/index.htm. Accessed December 18, 2013. American Water Works Association (AWWA). 2005. Fiberglass Pipe Design. BC Ministry of the Environment (MoE). 2004. Lions Gate Wastewater Treatment Plant, Operational Certificate ME-00030. BC Ministry of Environment (MoE). 2010. “Site Profile Freeze and Release Provisions.” 37 Facts on Contaminated Sites. Version 2. June. http://www.env.gov.bc.ca/epd/remediation/fact_sheets/pdf/fs37.pdf. Accessed March 10, 2014. BC Ministry of Environment (MoE). 2011. Certificate of Compliance – 1311, 1321, 1350. West 1st St., North Vancouver, BC. Site ID: 9769. March 23. BC Ministry of Environment (MoE). 2013. B.C. Best Practices Methodology for Quantifying Greenhouse Gas Emissions. BRC Acoustics & Audiovisual Design. 2012. Baseline Sound Analysis. December 17. Canadian Council of Ministers of the Environment (CCME). 2009. Canada-wide Strategy for the Management of Municipal Wastewater Effluent. February 14. http://www.ccme.ca/assets/pdf/cda_wide_strategy_mwwe_final_e.pdf. Accessed December 4, 2013. Clemen, R.T. 1991. Making Hard Decisions: An Introduction to Decision Analysis. Belmont: Duxbury Press. Concert Realty Services Ltd. (Concert). 2013. An Evolving Vision for the Future of Harbourside. http://harboursidewaterfront.com/. Accessed December 2, 2013. District of North Vancouver (DNV). 2011. Official Community Plan. Environment Canada. 2004. Guideline for the Release of Ammonia Dissolved in Water Found in Wastewater Effluents. December 4. Environment Canada. 2013. Vancouver Wharves climate station. 1971-2000 climate normals database. Golder Associates (Golder). 2013. Lions Gate Secondary Wastewater Treatment Plant, Geotechnical Design Brief. December 18. Government of British Columbia (BC Gov). 1991. Ecosystems of British Columbia. Greater Vancouver Sewage and Drainage District (GVS&DD). 1997. 1995 Wastewater Inventory. Gregory, R., L. Failing, M. Harstone, G. Long, T. McDaniels, and D. Ohlson. 2012. Structured Decision-making: A Practical Guide to Environmental Management Choices. New York: Wiley-Blackwell. Kerr Wood Leidal Associates Ltd. (KWL). 2012. District of North Vancouver – Creek Hydrology, Floodplain Mapping and Bridge Hydraulic Assessment (Draft Report). Lions Gate Public Advisory Committee (LGPAC). 2013. Community Values and Interests for the Design of the Lions Gate Secondary Wastewater Treatment Plant. October 21.
456928_WBG103013092847VBC
17-1
References
Metro Vancouver. 2003. Seismic-Design Criteria Standard. No. Cr-02-02-DS-GEN-00100-2003, Revision C. Metro Vancouver. 2009. Metro 2040 – Shaping Our Future. Metro Vancouver. 2010. Integrated Liquid Waste and Resource Management Plan. Metro Vancouver. 2011. Metro Vancouver Drinking Water Management Plan. June. http://www.metrovancouver.org/about/publications/Publications/DWMP-2011.pdf. Accessed November 22, 2013. Metro Vancouver. 2013. Engagement and Consultation Results: Project Definition Phase for Lions Gate Secondary Wastewater Treatment Plant. October 23. National Research Council Canada (NRCC). 2010. User’s Guide – NBC 2010 Structural Commentaries. Piteau Associates (Piteau). 2010. Confirmation of Remediation – Former North Vancouver Freight Shed and Passenger Station 1311, 1321 and 1350 West 1st Street North Vancouver, B.C. February. Province of British Columbia (BC). 2008. Living Water Smart – BC’s Water Plan. Sources Archaeological & Heritage Consultants (Sources). 2013. Archeological Summary Letter Report. November. Stantec Consultants Ltd. (Stantec). 2005. Iona Island and Lions Gate WWTP Summary Report. Final Report. Project No. RFP 03-005. August. SYLVIS. 2013. The Biosolids Emissions Assessment Model (BEAM): A Method for Determining Greenhouse Gas Emissions from Canadian Biosolids Management Practices. Prepared for Canadian Council of Ministers of the Environment. http://www.ccme.ca/assets/pdf/beam_final_report_1432.pdf. Accessed December 18, 2013. U.S. Environmental Protection Agency (USEPA). 1973. Estimating Staff for Municipal Wastewater Treatment Facilities. Vancouver Sun. 2013. “$3.3-billion contract for Coast Guard ships will bring up to 1,000 jobs to Vancouver Shipyards.” October 7. http://www.vancouversun.com/news/billion+contract+Coast+Guard+ships+will+bring+jobs+Vancouver+Shipyards/9 006862/story.html. Accessed December 19, 2013. Von Winterfeldt, D., and W. Edwards. 1986. Decision Analysis and Behavioural Research. Cambridge, UK: Cambridge University Press. Water Board of Sydney. 1993. Energy/Greenhouse Life Cycle Analysis. The Clean Waterways Program. Australia
17-2
456928_WBG103013092847VBC
LIONS GATE SECONDARY WASTEWATER TREATMENT PLANT
PROJECT DEFINITION REPORT VOLUME 1 February 2014
AECOM 3292 Production Way, Floor 4 Burnaby, BC, Canada V5A 4R4 www.aecom.com
604 444 6400 604 294 8597
tel fax
February 28, 2014
Laurie Ford, P.Eng., LEEP AP Senior Engineer, Project Contracts Secondary Wastewater Treatment Upgrades Metro Vancouver 4330 Kingsway Burnaby, B.C. V5H 4G8
Dear Laurie: Project No:
60272810
Regarding:
Lions Gate Secondary Wastewater Treatment Plant Final Project Definition Report
We are pleased to submit 11 copies of our Final Project Definition Report for the referenced project. We greatly appreciate the opportunity to work with you, your project team, and with many other stakeholders on this exciting assignment. We look forward to working with you on the next phase of the project in the near future.
Sincerely, AECOM Canada Ltd.
Rick Bitcon, P.Eng. Project Manager
Encl.
LGSWWTP_PDR_Covltr_2014-02-28_Final.Docx
Albert Li, P.Eng. Project Director
Project Definition Report
Prepared by: AECOM 3292 Production Way, Floor 4 Burnaby, BC, Canada V5A 4R4
604.444.6400
tel
CH2M HILL Metrotower II, Suite 2100, 4720 Kingsway Burnaby, BC, Canada V5H 4N2
604.684.3282
tel
604.432.6200
tel
Prepared for: Metro Vancouver 4330 Kingsway Burnaby, BC, Canada V5H 4G8
Project Number: 60272810 (AECOM) 456928 (CH2M HILL)
Date: February 2014
Distribution List # of Hard Copies
PDF Required
11
Yes
Association / Company Name Laurie Ford, P.Eng., Metro Vancouver Paul Dufault, P.Eng., Metro Vancouver
Revision Log Revision #
Revised By
Date
Issue / Revision Description
A
R. Bitcon
December 20, 2013
Draft
Final
R. Bitcon
February 28, 2014
Final
Signatures
Report Prepared By: Richard D. Bitcon, M.Eng., P.Eng., MBA Project Manager, Engineering Team AECOM
Joyce Chang, P.Eng., LEED AP Project Coordinator, Engineering Team CH2M HILL Canada Limited
Scott Wolf, FAIA, Architect AIBC, LEED BD+C Corporate Sponsor, Architectural + Community Integration Team The Miller Hull Partnership, LLP
Report Reviewed By: Albert Li, P.Eng. Principal-in-Charge, Engineering Team AECOM
Table of Contents
Table of Contents page
Acknowledgements .............................................................................................................................xiii Acronyms and Abbreviations ..............................................................................................................xv 1.
Indicative Design Summary Report ....................................................................................... 1-1
2.
Project Background ................................................................................................................ 2-1
2.1 2.2 2.3
2.4 2.5 2.6
2.7 2.8
2.9 2.10
3.
4.
Section Description .......................................................................................................................... 2-1 Project Need .................................................................................................................................... 2-2 Project Objectives, Organization, and Integrated Design Process .................................................. 2-3 2.3.1 Metro Vancouver’s Key Project Objectives ........................................................................ 2-3 2.3.2 Secondary Wastewater Treatment ..................................................................................... 2-3 2.3.3 Sustainability – Environmental, Social, and Economic ....................................................... 2-3 2.3.4 Integrated Resource Recovery ........................................................................................... 2-4 2.3.5 Community Integration ........................................................................................................ 2-4 2.3.6 Integrated Design Process ................................................................................................. 2-4 Structured Decision-making Process ............................................................................................... 2-5 2.4.1 Framework for Selecting the Preferred Option ................................................................... 2-5 Creation and Evaluation of Nine Integrated Thematic Concepts .................................................... 2-8 Development of Three Build Scenarios ......................................................................................... 2-10 2.6.1 Summary of Three Build Scenarios .................................................................................. 2-10 2.6.2 Build Scenario A – Resource ............................................................................................ 2-10 2.6.3 Build Scenario B – Community ......................................................................................... 2-11 2.6.4 Build Scenario C – Natural ............................................................................................... 2-12 2.6.5 Liquid Treatment Discussion of Trade-offs ....................................................................... 2-20 2.6.6 Solids Management Discussion of Trade-offs .................................................................. 2-20 Recommendation for Liquid Treatment and Solids Management at LGSWWTP ......................... 2-21 Resource Recovery Opportunities ................................................................................................. 2-21 2.8.1 Biogas Utilization .............................................................................................................. 2-22 2.8.2 District Energy................................................................................................................... 2-23 Reclaimed Water Opportunities ..................................................................................................... 2-23 Nutrient Recovery Opportunities .................................................................................................... 2-24
Wastewater Flow and Load Projections ................................................................................ 3-1
3.1 3.2 3.3
Section Description .......................................................................................................................... 3-1 Population Projections ..................................................................................................................... 3-1 Flow and Loads Projection for North Shore Sewerage Area ........................................................... 3-1
Regulatory Permitting and Approvals.................................................................................... 4-1
4.1 4.2
4.3
Section Description .......................................................................................................................... 4-1 Federal ............................................................................................................................................. 4-1 4.2.1 Wastewater Systems Effluent Regulations ......................................................................... 4-1 4.2.2 Canadian Environmental Protection Act ............................................................................. 4-2 4.2.3 Canadian Environmental Assessment Agency ................................................................... 4-3 Provincial ......................................................................................................................................... 4-3 4.3.1 Integrated Liquid Waste and Resource Management Plan ................................................ 4-3 4.3.2 Operational Certificate ........................................................................................................ 4-3
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Table of Contents
4.4
5.
6.
Community Acceptance and User Requirements ................................................................. 5-1
5.1 5.2 5.3 5.4 5.5 5.6
6.5
6.6 6.7 6.8 6.9
8.
iv
Section Description .......................................................................................................................... 5-1 Community Acceptance Considerations .......................................................................................... 5-1 Metro Vancouver User Requirements ............................................................................................. 5-2 First Nations Considerations ............................................................................................................ 5-3 District of North Vancouver Flood Construction Level ..................................................................... 5-4 District of North Vancouver Pemberton Avenue Right-of-Way ........................................................ 5-4
Site Characterization ............................................................................................................... 6-1
6.1 6.2
6.3 6.4
7.
4.3.3 Potential Environmental Discharge Objectives ................................................................... 4-3 4.3.4 Organic Matter Recycling Regulation ................................................................................. 4-4 4.3.5 Municipal Wastewater Regulation, Reclaimed Water......................................................... 4-4 4.3.6 Vancouver Coastal Health .................................................................................................. 4-5 Municipal .......................................................................................................................................... 4-5 4.4.1 Land Use ............................................................................................................................. 4-5 4.4.2 Noise Bylaws ...................................................................................................................... 4-5 4.4.3 Stormwater Management ................................................................................................... 4-6
Section Description .......................................................................................................................... 6-1 Site Description ................................................................................................................................ 6-2 6.2.1 Climate ................................................................................................................................ 6-2 6.2.2 Soils and Drainage Patterns ............................................................................................... 6-3 6.2.3 Vegetation and Ecological Characteristics ......................................................................... 6-5 6.2.4 Local Circulation ................................................................................................................. 6-5 6.2.5 Views and Experiential Qualities ...................................................................................... 6-10 Local Air Quality ............................................................................................................................. 6-10 Local and Regional Contextual Information ................................................................................... 6-11 6.4.1 Geographic Setting and Ecological Values ...................................................................... 6-11 6.4.2 Current Land Use and Zoning .......................................................................................... 6-12 6.4.3 Community Amenities ....................................................................................................... 6-13 6.4.4 Proposed Developments .................................................................................................. 6-13 6.4.5 Natural Hazards ................................................................................................................ 6-14 Archaeological ............................................................................................................................... 6-15 6.5.1 Cultural Background of the Study Area ............................................................................ 6-15 6.5.2 Archeological Investigations and Findings ....................................................................... 6-16 Utilities ........................................................................................................................................... 6-16 Site Geology .................................................................................................................................. 6-17 Site Contamination......................................................................................................................... 6-17 Noise .............................................................................................................................................. 6-17
Evaluation of Existing Outfall ................................................................................................. 7-1
7.1 7.2 7.3
Section Description .......................................................................................................................... 7-1 Capacity Assessment ...................................................................................................................... 7-1 Condition Assessment ..................................................................................................................... 7-1
Indicative Design – Wastewater Treatment ........................................................................... 8-1
8.1 8.2
Section Description .......................................................................................................................... 8-1 Post-disaster Requirements ............................................................................................................ 8-1 8.2.1 Seismic Performance Objectives ........................................................................................ 8-1 8.2.2 Flooding .............................................................................................................................. 8-2 8.2.3 Wind .................................................................................................................................... 8-2 8.2.4 Snow and Rain.................................................................................................................... 8-2
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Table of Contents
8.3 8.4
8.5 8.6
8.7
8.8
8.9
8.10
8.2.5 Earthquake Design Criteria ................................................................................................. 8-2 Geotechnical .................................................................................................................................... 8-3 Contaminated Soil Management ..................................................................................................... 8-4 8.4.1 Step 1 – Apply to BC Ministry of Environment for Approval in Principle ............................ 8-5 8.4.2 Step 2 – Follow Independent Remediation Pathway .......................................................... 8-5 Technology Migration Pathways ...................................................................................................... 8-5 Basis of Process Design .................................................................................................................. 8-6 8.6.1 Liquid Treatment ................................................................................................................. 8-6 8.6.2 Solids Management ............................................................................................................ 8-7 8.6.8 Block Flow Diagram ............................................................................................................ 8-7 Process Equipment and Sizing ...................................................................................................... 8-11 8.7.1 Influent Pumps .................................................................................................................. 8-11 8.7.2 Coarse Screens ................................................................................................................ 8-11 8.7.3 Fine Screens ..................................................................................................................... 8-11 8.7.4 Screenings Handling ......................................................................................................... 8-11 8.7.5 Grit Removal ..................................................................................................................... 8-12 8.7.6 Grit Washing, Classification, and Dewatering .................................................................. 8-12 8.7.7 Fats, Oils, and Grease Removal and Primary Clarifiers ................................................... 8-12 8.7.8 High-rate Clarifiers for Wet Weather Flows ...................................................................... 8-13 8.7.9 Deep Tank Activated Sludge Bioreactors ......................................................................... 8-13 8.7.10 Stacked Secondary Clarifiers ........................................................................................... 8-13 8.7.11 Disinfection ....................................................................................................................... 8-14 8.7.12 Primary Sludge Thickeners ............................................................................................... 8-14 8.7.13 Waste Secondary Sludge Thickeners............................................................................... 8-14 8.7.14 Anaerobic Digesters.......................................................................................................... 8-14 8.7.15 Biogas Management Ancillaries ....................................................................................... 8-15 8.7.16 Biogas Utilization .............................................................................................................. 8-15 8.7.17 Dewatering ........................................................................................................................ 8-15 8.7.18 Centrate Treatment ........................................................................................................... 8-16 8.7.19 Reclaimed Water .............................................................................................................. 8-17 Structural ........................................................................................................................................ 8-17 8.8.1 Design Criteria .................................................................................................................. 8-17 8.8.2 Coatings and Liners for Concrete Structures ................................................................... 8-17 8.8.3 Description of Buildings and Structures ............................................................................ 8-18 Utility Mechanical ........................................................................................................................... 8-19 8.9.1 Design Criteria .................................................................................................................. 8-19 8.9.2 Ventilation Requirements .................................................................................................. 8-20 8.9.3 Heating Loads and Plant Heat Supply System ................................................................. 8-20 8.9.4 Air Conditioning Systems .................................................................................................. 8-20 8.9.5 Natural Gas Utility Service ................................................................................................ 8-21 8.9.6 Fuel Delivery and Storage Systems ................................................................................. 8-21 8.9.7 Plumbing ........................................................................................................................... 8-21 8.9.8 Fire Protection................................................................................................................... 8-21 8.9.9 Heat Recovery .................................................................................................................. 8-22 8.9.10 Controls ............................................................................................................................. 8-22 Electrical ........................................................................................................................................ 8-22 8.10.1 Preliminary Load Prediction .............................................................................................. 8-22 8.10.2 Electrical Supply ............................................................................................................... 8-22 8.10.3 Power Distribution ............................................................................................................. 8-23
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Table of Contents
8.11
9.
Indicative Design – Architectural ........................................................................................... 9-1
9.1 9.2 9.3
9.4 9.5 9.6 9.7
9.8 9.9 9.10
9.11
9.12
9.13
9.14
vi
8.10.4 Standby Power.................................................................................................................. 8-23 8.10.5 Onsite Cogeneration ......................................................................................................... 8-23 8.10.6 Arc-flash Hazard ............................................................................................................... 8-23 8.10.7 Grounding and Lightning Protection Systems .................................................................. 8-23 8.10.8 Lighting ............................................................................................................................. 8-23 8.10.9 Energy Centre ................................................................................................................... 8-23 Instrumentation and Controls ......................................................................................................... 8-24 Section Description .......................................................................................................................... 9-1 Project Design Concept ................................................................................................................... 9-1 Site Organization ............................................................................................................................. 9-3 9.3.1 Buildings ............................................................................................................................. 9-7 9.3.2 Vehicular Circulation ........................................................................................................... 9-7 9.3.3 Parking ................................................................................................................................ 9-7 9.3.4 Pedestrian Circulation ......................................................................................................... 9-8 9.3.5 Site Planting ........................................................................................................................ 9-8 9.3.6 Water Feature ................................................................................................................... 9-11 9.3.7 Lighting ............................................................................................................................. 9-11 9.3.8 Fencing ............................................................................................................................. 9-12 Public Open Space – 1st St. ........................................................................................................... 9-12 Public Open Space – Pemberton Avenue ..................................................................................... 9-13 9.5.1 Water Feature ................................................................................................................... 9-14 Building Form ................................................................................................................................. 9-15 Building Organization ..................................................................................................................... 9-17 9.7.1 General ............................................................................................................................. 9-17 9.7.2 Operations and Maintenance Building .............................................................................. 9-17 9.7.3 Maintenance Areas and Circulation .................................................................................. 9-17 9.7.4 Public Spaces ................................................................................................................... 9-17 9.7.5 Energy Centre ................................................................................................................... 9-17 9.7.6 Circulation ......................................................................................................................... 9-17 Functional Program........................................................................................................................ 9-18 Enclosed Public Space .................................................................................................................. 9-19 Sustainable Design Strategies ....................................................................................................... 9-20 9.10.1 Sustainability Frameworks ................................................................................................ 9-20 9.10.2 Conclusion ........................................................................................................................ 9-21 Integrated Site Water Strategy ...................................................................................................... 9-21 9.11.1 Water Feature ................................................................................................................... 9-22 9.11.2 Stormwater Management Strategy ................................................................................... 9-23 Building Materials ........................................................................................................................... 9-25 9.12.1 Celebrating Concrete ........................................................................................................ 9-25 9.12.2 Project Finishes ................................................................................................................ 9-25 Public Art Strategy ......................................................................................................................... 9-26 9.13.1 Introduction ....................................................................................................................... 9-26 9.13.2 Public Art Framework ....................................................................................................... 9-26 9.13.3 Description of Example ..................................................................................................... 9-27 Building Rooftop: Future Uses ....................................................................................................... 9-28 9.14.1 Operations and Maintenance Building Rooftop ................................................................ 9-28 9.14.2 Plant Rooftop: Future Uses .............................................................................................. 9-28 9.14.3 Recommendations ............................................................................................................ 9-28
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Table of Contents
9.15
Building Code Assessment ............................................................................................................ 9-29 9.15.1 Project Characteristics ...................................................................................................... 9-29 9.15.2 Fire Protection and Life Safety Systems .......................................................................... 9-29 9.15.3 Fire Alarm and Detection Systems ................................................................................... 9-29 9.15.4 Provisions for Firefighting ................................................................................................. 9-30 9.15.5 Building Requirements for Persons with Disabilities ........................................................ 9-30 9.15.6 Building Code Equivalencies/Alternative Solutions .......................................................... 9-30 9.15.7 Next Steps ........................................................................................................................ 9-30
10.
Indicative Design – Odour Control ....................................................................................... 10-1
11.
Conveyance ........................................................................................................................... 11-1
10.1 10.2 10.3 10.4 10.5 11.1 11.2 11.3
11.4
12.
Section Description ........................................................................................................................ 11-1 Conveyance Options...................................................................................................................... 11-1 Construction Risks ......................................................................................................................... 11-1 11.3.1 Geotechnical ..................................................................................................................... 11-2 11.3.2 Soil Contamination ............................................................................................................ 11-2 11.3.3 Utility Conflicts .................................................................................................................. 11-2 11.3.4 Bypass Requirements ....................................................................................................... 11-2 11.3.5 Right-of-Way Availability (Property Acquisition Risk) ....................................................... 11-2 11.3.6 Future District Energy ....................................................................................................... 11-2 Recommendation ........................................................................................................................... 11-2
Education and Partnerships ................................................................................................. 12-1 12.1 12.2
12.3
13.
Section Description ........................................................................................................................ 10-1 Surrounding Neighbours ................................................................................................................ 10-1 Odour Sources and Odorous Air Loads......................................................................................... 10-2 Odour Control Technology Selection and Recommendation ........................................................ 10-3 Odour Control Process Description ............................................................................................... 10-3
Section Description ........................................................................................................................ 12-1 Education Opportunities ................................................................................................................ 12-1 12.2.1 Introduction ....................................................................................................................... 12-1 12.2.2 Audiences ......................................................................................................................... 12-1 12.2.3 Educational Framework .................................................................................................... 12-1 12.2.4 Possible Ongoing School/Educational Partnerships ........................................................ 12-2 12.2.5 Proposed Design Strategies to Support Educational Goals ............................................. 12-2 12.2.6 Lessons from the Annacis Wastewater Centre ................................................................ 12-3 12.2.7 Requirements.................................................................................................................... 12-3 12.2.8 Next Steps/Recommendations ......................................................................................... 12-3 Partnership Opportunities .............................................................................................................. 12-4
Performance Indicators ........................................................................................................ 13-1 13.1 13.2 13.3 13.4 13.5 13.6
Section Description ........................................................................................................................ 13-1 Energy Consumption ..................................................................................................................... 13-1 Greenhouse Gas Emissions .......................................................................................................... 13-2 Reclaimed Water Use .................................................................................................................... 13-3 Onsite Stormwater Management ................................................................................................... 13-4 Green Rating Systems ................................................................................................................... 13-4 13.6.1 Introduction ....................................................................................................................... 13-4 13.6.2 Leadership in Energy and Environmental Design, Version 4 ........................................... 13-4 13.6.3 Envision 2.0 ...................................................................................................................... 13-5 13.6.4 Conclusion ........................................................................................................................ 13-6
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Table of Contents
13.7
Building Performance..................................................................................................................... 13-6 13.7.1 Introduction ....................................................................................................................... 13-6 13.7.2 Sustainable Strategies ...................................................................................................... 13-6 13.7.3 Conclusion ........................................................................................................................ 13-9
14.
Construction Sequencing and Site Development Phasing ................................................ 14-1
15.
Operations Plan ..................................................................................................................... 15-1
14.1 14.2 14.3 14.4 14.5 14.6 14.7 14.8
15.1 15.2 15.3 15.4 15.5
15.6 15.7 15.8 15.9
Section Description ........................................................................................................................ 14-1 Contract Packaging........................................................................................................................ 14-2 Site Security and Access ............................................................................................................... 14-2 Site Offices, Laydown Areas, and Warehousing ........................................................................... 14-3 Excavation Spoils and Dewatering ................................................................................................ 14-3 Delivery of Concrete and Reinforcing Steel ................................................................................... 14-4 Neighbours and Nuisance Issues .................................................................................................. 14-4 Project Schedule ............................................................................................................................ 14-5 14.8.1 Schedule Milestones ......................................................................................................... 14-5 14.8.2 Construction Scheduling Considerations .......................................................................... 14-5 14.8.3 Construction Sequencing .................................................................................................. 14-6 14.8.4 Use of Precast Concrete Members or Structural Steel Construction ............................... 14-6 14.8.5 Use of Construction Cranes .............................................................................................. 14-6 Section Description ........................................................................................................................ 15-1 Staffing Requirements ................................................................................................................... 15-1 Operations, Maintenance, and Laboratory Requirements ............................................................. 15-1 Training Needs ............................................................................................................................... 15-2 Plant Commissioning and Handover ............................................................................................. 15-3 15.5.1 System Testing ................................................................................................................. 15-3 15.5.2 Testing Sequence ............................................................................................................. 15-3 15.5.3 Plant Commissioning Planning ......................................................................................... 15-4 15.5.4 Staff Transition .................................................................................................................. 15-4 15.5.5 Plant Commissioning Team .............................................................................................. 15-4 Plant Layout ................................................................................................................................... 15-5 Traffic Circulation ........................................................................................................................... 15-6 Third-party Access ......................................................................................................................... 15-6 Lifting and Maintenance Strategy .................................................................................................. 15-7
16.
Cost Estimates ...................................................................................................................... 16-1
17.
References ............................................................................................................................. 17-1
16.1 16.2 16.3 16.4
Section Description ........................................................................................................................ 16-1 Capital Costs .................................................................................................................................. 16-1 Construction Cash Flow Projections .............................................................................................. 16-1 Annual Operating Costs ................................................................................................................. 16-1
List of Figures Figure 2-1. Metro Vancouver’s Wastewater Treatment Plants .................................................................................. 2-2 Figure 2-2. Metro Vancouver’s Key Project Objectives ............................................................................................. 2-3 Figure 2-3. Timeline of Integrated Design Process Workshops ................................................................................ 2-5 Figure 2-4. Structured Decision-making Process Steps ............................................................................................ 2-6 Figure 2-5. Objectives Hierarchy ............................................................................................................................... 2-7 Figure 2-6. Example of Consequence Table ............................................................................................................. 2-8
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Figure 2-7. Illustration of Nine Thematic Concepts.................................................................................................... 2-9 Figure 2-8. Summary of Three Build Scenarios.......................................................................................................2-19 Figure 6-1. Regional Context ..................................................................................................................................... 6-1 Figure 6-2. Sun Patterns ............................................................................................................................................ 6-2 Figure 6-3. Temperature and Precipitation ................................................................................................................ 6-2 Figure 6-4. Local Geology of the North Shore ........................................................................................................... 6-3 Figure 6-5. Geology and Soils of the Surrounding Landscape .................................................................................. 6-4 Figure 6-6. Drainage Patterns in the Local Landscape ............................................................................................. 6-4 Figure 6-7. Existing Site Character ............................................................................................................................ 6-5 Figure 6-8. Pedestrian Circulation ............................................................................................................................. 6-7 Figure 6-9. Bicycle Circulation ................................................................................................................................... 6-8 Figure 6-10. Vehicular Circulation ............................................................................................................................. 6-9 Figure 6-12. Extensive Intertidal Marsh and Mud Flats East of Lions Gate Bridge in 1947 ....................................6-11 Figure 6-13. Vegetation and Ecosystems ................................................................................................................6-12 Figure 6-14. Land Use and Community Amenities ..................................................................................................6-14 Figure 6-15. Natural Hazards...................................................................................................................................6-15 Figure 6-16. First Nations Settlements Documented along Burrard Inlet ................................................................6-16 Figure 8-1. Block Flow Diagram................................................................................................................................. 8-9 Figure 9-1. View from Pemberton Avenue Looking West .......................................................................................... 9-2 Figure 9-2. View from 1st St. Looking West ............................................................................................................... 9-2 Figure 9-3. View from 1st St. Looking East ................................................................................................................ 9-3 Figure 9-4. Neighbourhood Urban Design Concept – October 2013 ........................................................................ 9-4 Figure 9-5. Site Organization, Northern Elevation Looking South from 1st St. ..........................................................9-4 Figure 9-6. Site Organization Plan Diagram .............................................................................................................. 9-5 Figure 9-7. Public Space Serves as a Transition between Plant and Community ....................................................9-6 Figure 9-8. Organization of Plant Processes Onsite.................................................................................................. 9-6 Figure 9-9. Vehicular and Pedestrian Circulation ...................................................................................................... 9-7 Figure 9-11. Example of Planting Character Along 1st St. ......................................................................................... 9-9 Figure 9-12. Examples of Planting Character in Zone 2 ............................................................................................ 9-9 Figure 9-13. Example of Planting Character for the Green Roof.............................................................................9-10 Figure 9-14. Vertical Trees Create Green Wall .......................................................................................................9-10 Figure 9-15. Example of Intensive Green Roof .......................................................................................................9-10 Figure 9-16. Conceptual Lighting Layout .................................................................................................................9-11 Figure 9-17. Aluminum Reed Installation .................................................................................................................9-12 Figure 9-18. Public Space along 1st St. ...................................................................................................................9-12 Figure 9-19. Typical Section through the Landform along 1st St. ............................................................................9-13 Figure 9-20. Public Space at the Foot of Pemberton Avenue .................................................................................9-14 Figure 9-21. Project Massing Strategies ..................................................................................................................9-16 Figure 9-22. Plant Floor-level Summary ..................................................................................................................9-18 Figure 9-23. Program Area Table ............................................................................................................................9-19 Figure 9-24. Section through Water Feature Pond Edge ........................................................................................9-22 Figure 9-25. Water Feature Strategies ....................................................................................................................9-23 Figure 9-26. Stormwater Zones ...............................................................................................................................9-24 Figure 9-27. Concrete Finish Examples: Clyfford Still Museum, Denver Allied Works Architecture .......................9-25 Figure 9-28. Location of LGSWWTP Public Art Opportunities ................................................................................9-26 Figure 9-29. Public Art Example by Ken Lum ..........................................................................................................9-27 Figure 10-1. Aerial Rendering Location Concept for the LGSWWTP and Vicinity ..................................................10-1 Figure 10-2. Simplified Air Treatment and Ventilation Concept ...............................................................................10-3 Figure 13-1. Energy Use Data Extracted from NWWBI Database (AECOM, 2013) ...............................................13-2 Figure 14-1. Issues Map ..........................................................................................................................................14-1 Figure 14-2. Summary Project Schedule .................................................................................................................14-5 Figure 15-1. LGSWWTP Training Schedule Overview ............................................................................................15-3 Figure 15-2. Plant Commissioning Team Organization Chart .................................................................................15-5 Figure 15-3. New LGSWWTP Site Layout ...............................................................................................................15-6 Figure 15-4. Site Circulation at the New LGSWWTP ..............................................................................................15-7 Figure 16-1. Cumulative Construction Cash Flow Projections ................................................................................16-2
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Table of Contents
List of Tables Table 2-1. Summary of Thematic Concepts .............................................................................................................. 2-8 Table 3-1. North Shore Sewerage Area Population Projections ............................................................................... 3-1 Table 3-2. Flow and Load Projections for North Shore Sewerage Area ................................................................... 3-1 Table 4-1. Draft List of Substances ........................................................................................................................... 4-4 Table 4-2. Municipal Effluent Quality Requirements for Reclaimed Water (MWR) ...................................................4-5 Table 5-1. District of North Vancouver Flood Construction Level.............................................................................. 5-4 Table 7-1. Outfall Calculation Summary .................................................................................................................... 7-1 Table 8-1. Review of Freeboard ................................................................................................................................ 8-3 Table 8-2. Possible Technology Migration Pathways for Liquid Treatment Stream ..................................................8-6 Table 9-1. Summary of Project Characteristics .......................................................................................................9-29 Table 10-1. Odour Control Systems Design Parameters ........................................................................................10-3 Table 13-1. Summary of Projected Energy Use for LGSWWTP .............................................................................13-1 Table 13-2. Summary of Greenhouse Gas Emissions from LGSWWTP ................................................................13-3 Table 16-1. Capital Costs ........................................................................................................................................16-1 Table 16-2. Annual Operations and Maintenance Costs .........................................................................................16-2
Appendixes 2
Project Background Technical Brief 2A Notes from Integrated Design Process Workshops 2B Structure Decision-making Process Technical Memorandum 2C Liquid Treatment Technologies Long List Technical Memorandum 2D Biosolids Technologies Long List Technical Memorandum 2E Thematic Concept Development Technical Memorandum 2F Thematic Concept Evaluation Technical Memorandum 2G Conceptual Development of Three Build Scenarios Technical Memorandum 2H Integrated Processing of Source-separated Organics Technical Memorandum 2I Remote SSO Facility on North Shore Technical Memorandum 2J Coastal Wetland Enhancement Opportunities Technical Memorandum 2K Evaluation of Three Build Scenarios Technical Memorandum 2L Build Scenarios B and C Modified Technical Memorandum 2M Supporting Calculations for Key Tradeoffs for Liquid Treatment and Solids Management Alternatives 2N Integrated Resource Recovery Opportunities Long List Technical Memorandum 2O Biogas Utilization Technical Memorandum 2P Heat Recovery Conceptual Design Capital Costing Basis 2Q Heat Recovery Pro Forma Cash Flow Analysis 2R Water Reuse Technical Memorandum
3
Flow and Load Projections Technical Brief
4A 4B
Response from the Canadian Environmental Assessment Agency (CEAA) Potential Effluent Discharge Objectives for the Proposed North Shore Wastewater Treatment Plant – August 2012 Potential Effluent Discharge Objectives for the Proposed North Shore Wastewater Treatment Plant – First Update, October 2013
4C 5A 5B 5C 5D 5E 5F
x
Community Enhancement Opportunities Technical Memorandum Minutes of Meeting with Metro Vancouver on March 27, 2013 Minutes of Meeting with Metro Vancouver on June 28, 2013 PowerPoint Slides Presented at Meeting with Metro Vancouver on August 30, 2013 PowerPoint Slides Presented at Meeting with Metro Vancouver on September 6, 2013 PowerPoint Slides Presented at Meeting with Metro Vancouver on November 5, 2013
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6A 6B 6C
LGSWWTP Archaeological Results Technical Memorandum Site Contamination Technical Memorandum LGSWWTP Baseline Sound Report Technical Memorandum
7
Existing Outfall Assessment Technical Brief
8A 8B 8C 8D 8E
Post-disaster Performance Objectives for LGSWWTP Technical Memorandum Phase 1 Geotechnical Data Report Phase 2 Geotechnical Data Report Geotechnical Design Brief Lions Gate Secondary Wastewater Treatment Plant Indicative Design Technical Brief
9A 9B 9C 9D 9E 9F 9G
Site Planting Technical Memorandum Sustainable Design Strategies Technical Memorandum Integrated Site Water Strategy Technical Memorandum Building Materials Public Art Strategy Technical Memorandum Building Code Assessment Technical Memorandum Room Data Sheets
10
Odour Control Technical Brief
11
Conveyance Alternatives Technical Brief
12
Education and Partnerships Technical Memorandum
13A 13B 13C
Energy Balance in Year 2021 Green Rating Systems Technical Memorandum Building Performance Technical Memorandum
15
Operations Plan Technical Brief
16A 16B
Indicative Design Estimate #1 Lions Gate Secondary Wastewater Treatment Plant – Project Definition, Preliminary O&M Cost Estimate (2020 Dollars)
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Acknowledgements
Acknowledgements The contributions of the following consultants are gratefully acknowledged.
Project Definition Report Team Engineering Team AECOM CH2M HILL Canada Limited Golder Associates Ltd. FVB Energy Inc. WPC Solutions Inc. Matson Peck and Topliss
Architectural and Community Integration Team The Miller Hull Partnership, LLP space2place design inc. Matthew Woodruff Architecture Michel Labrie Architect Compass Resource Management Ltd. Ken Lum Raincoast Applied Ecology BRC Acoustics & Audiovisual Design SOURCES Archaeological and Heritage Research Inc.
Cost Consultant BTY Group
Additional Contributors 7group – Integrative Design Process Facilitator KPMG – Business Advisor Maple Reinders – Construction Advisor Dr. Alan Russell, Dr. George Tchobanoglous, Gordon Culp – Expert Advisors
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Acronyms and Abbreviations
Acronyms and Abbreviations °C
degree Celsius
µm
micrometre
24/7/365
24 hours per day, 7 days per week, 365 days per year
AA
annual average
AAF
average annual flow
ACH
air change per hour
ACI
American Concrete Institute
ADWF
average dry weather flow
AiP
Approval in Principle
AP
approved professional
AS
activated sludge
AV
audio visual
AWWA
American Water Works Association
BC
British Columbia
BC Gov
Government of British Columbia
BCBC
BC Building Code
BD+C
Building Design and Construction
BEAM
Biosolids Emissions Assessment Model
BNR
biological nutrient removal
Board
Metro Vancouver Board of Directors
BOD
biochemical oxygen demand
BOD5
5-day biochemical oxygen demand
BTY
BTY Group
CAS
conventional activated sludge
cBOD5
5-day carbonaceous biochemical oxygen demand
CCME
Canadian Council of Ministers of the Environment
CDAC
computerized data acquisition and control
CEAA
Canadian Environmental Assessment Agency
CEPA
Canadian Environmental Protection Act, 1999
CEPT
chemically enhanced primary treatment
CFU
colony forming unit
CH2M HILL
CH2M HILL Canada Limited
CH4
methane
CHP
combined heat and power
CN
Canadian National Railway Company
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Acronyms and Abbreviations
CNV
City of North Vancouver
CO2
carbon dioxide
CO2e
carbon dioxide equivalent
COD
chemical oxygen demand
CofC
Certificate of Compliance
Concert
Concert Realty Services Ltd.
CWHdm
Coastal Western Hemlock dry maritime
D/T
detection threshold value
dBA
decibels (acoustic)
DB
design-build
DBB
design-bid-build
DBFOM
design-build-finance-operate-maintain
DCS
distributed control system
DH+
data highway plus
DNV
District of North Vancouver
DS
digested sludge
dt/y
dry tonne per year
DWV
District of West Vancouver
E. coli
escherichia coli
EBCT
empty bed contact time
EDO
effluent discharge objective
EIC
electrical, instrumentation, and control
EOCP
Environmental Operators Certification Program
FCL
flood construction level
FeCl3
ferric chloride
FOG
fats, oils, and grease
FRP
fibreglass-reinforced plastic
ft
foot, feet
FTE
full-time equivalent
g/c/d
gram per capita per day
g/cm3
gram per cubic centimetre
GHG
greenhouse gas
GJ
gigajoule
GJ/d
gigajoule per day
GJ/y
gigajoule per year
Golder
Golder Associates
GVS&DD
Greater Vancouver Sewage and Drainage District
H2O
water
H2S
hydrogen sulphide
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Acronyms and Abbreviations
HGL
hydraulic grade line
HHWLT
higher high water, large tide
HI
Hollyburn Interceptor
hp
horsepower
HRC
high-rate clarification
HVAC
heating, ventilation, and air conditioning
I
Importance Factor
I&C
Instrumentation and Controls
IDP
Integrated Design Process
IDT
integrated design team
ILWRMP
Metro Vancouver’s Integrated Liquid Waste and Resource Management Plan
IPS
Influent Pump Station
IRR
integrated resource recovery
ISO
International Organization for Standardization
K
Kelvin
kg
kilogram
kg/d
kilogram per day
kg/t
kilogram per tonne
km
kilometre
km/y
kilometre per year
kN
kilonewton
KPI
key performance indicator
kV
kilovolt
kW
kilowatt
kWh
kilowatt-hour
kWh/ML
kilowatt-hour per megalitre
kWh/y
kilowatt-hour per year
KWL
Kerr Wood Leidal Associates Ltd.
L
litre
L/c/d
litre per capita per day
L/h
litre per hour
L/s
litre per second
LEED V4
Leadership in Energy and Environmental Design Version 4 Guidelines
LEED
Leadership in Energy and Environmental Design
Leq
equivalent noise level
LGPAC
Lions Gate Public Advisory Committee
LGSWWTP
Lions Gate Secondary Wastewater Treatment Plant
LGWWTP
Lions Gate Wastewater Treatment Plant
m
metre
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Acronyms and Abbreviations
m/min
metre per minute
m/s
metre per second
m2
square metre
m3
cubic metre
m3/d
cubic metre per day
m3/h
cubic metre per hour
MAR
mean annual rain event
masl
metre above sea level
MDDWF
maximum day dry weather flow
MDF
maximum day flow
mg/L
milligram per litre
mL
millilitre
ML
mixed liquor
ML/d
megalitre per day
mm
millimetre
MM
maximum month
MMF
maximum month flow
MML
monthly maximum load
MoE
BC Ministry of Environment
MPN
most probable number
MVA
megavolt-ampere
MW
maximum week
MW
megawatt
m-wc/m
metre water column per metre
MWR
Municipal Wastewater Regulation, 2012
N
nitrogen
NBC
National Building Code of Canada
NFPA
National Fire Protection Association
NH3
ammonia
nm3/h
normal cubic metre per hour
No.
number
NOR
Norgate substation
NRCC
National Research Council Canada
NSSA
North Shore Sewerage Area
NTU
nephelometric turbidity unit
NVI
North Vancouver Interceptor
NWWBI
National Water & Wastewater Benchmarking Initiative
O&M
operations and maintenance
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Acronyms and Abbreviations
OC
operational certificate
OMRR
Organic Matter Recycling Regulation (18/2002)
PDWF
peak dry weather flow
PE
primary effluent
PGH
power generation and heating
Piteau
Piteau Associates
PLC
programmable logic controller
PRAH
permeability-reducing admixture for hydrostatic conditions
PS
primary sludge
PWWF
peak wet weather flow
QC
quality control
RAP
remediation action plan
RDT
rotary drum thickener
RFP
Request for Proposal
ROW
right-of-way
RSS
return secondary sludge
SDM
structured decision-making
SE
secondary effluent
SITES
Sustainable Sites Initiative
SLR
sea-level rise
Sources
Sources Archaeological & Heritage Consultants
SRT
solids retention time
SSO
source-separated organics
St.
street
Stantec
Stantec Consultants Ltd.
SWD
side water depth
t CO2e/y
tonne of carbon dioxide equivalent per year
t
tonne
TAD
thermophilic anaerobic digestion
TBL
triple-bottom line
TKN
total Kjeldahl nitrogen
TM
technical memorandum
TN
total nitrogen
TP
total phosphorous
TPS
thickened primary sludge
tpy
tonne per year
TSS
total suspended solids
TWSS
thickened waste secondary sludge
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Acronyms and Abbreviations
U.S.
United States
UGNBC
User’s Guide – NBC 2010 Structural Commentaries
USEPA
U.S. Environmental Protection Agency
UV
ultraviolet
V
volt
VFD
variable frequency drive
vs.
versus
WSER
Wastewater Systems Effluent Regulations
WSS
waste secondary sludge
wt
wet tonne
WWTP
wastewater treatment plant
y
year
xx
456928_WBG103013092847VBC
LIONS GATE SECONDARY WASTEWATER TREATMENT PLANT
INDICATIVE DESIGN SUMMARY REPORT October 2013
© 2013, Greater Vancouver Sewerage and Drainage District. All Rights Reserved. The preparation of this feasibility study was carried out with assistance from the Green Municipal Fund, a fund financed by the Government of Canada and administered by the federation of Canadian Municipalities. Notwithstanding this support, the views expressed are the personal views of the authors, and the Federation of Canadian Municipalities and the Government of Canada accept no responsibility for them.
LIONS GATE SECONDARY WASTEWATER TREATMENT PLANT
INDICATIVE DESIGN SUMMARY REPORT The Integrative Design Process model dissolves traditional discipline oriented silos, thereby allowing the project team to discover opportunities that emerge from the design process which would otherwise be unrealized. The integrative process provides a robust framework for the team to work across disciplines to develop concepts consistent with Metro Vancouver’s four key objectives, simultaneously fostering exploration of the interdependencies between key project objectives. Involvement of all disciplines throughout the design process resulted in an indicative design that is more responsive to a range of criteria.
1 2 3 4 5 6 7
EXECUTIVE SUMMARY PROJECT BACKGROUND PROJECT OBJECTIVES KEY DESIGN CRITERIA SITE CHARACTERIZATION INDICATIVE DESIGN PROJECT IMPLEMENTATION SCHEDULE
1 EXECUTIVE SUMMARY
(top) Aerial view from southeast (bottom) View of Operations and Maintenance Building from public plaza at Pemberton Ave 5
Indicative Design Summary Report
EXECUTIVE SUMMARY 1
1. EXECUTIVE SUMMARY The Lions Gate Secondary Wastewater Treatment Plant presents an opportunity to simultaneously provide a needed upgrade to an essential service, protect the local environment and contribute to development on the North Shore. Located on former BC Rail lands, the intent of this Indicative Design is to define the scope of the work required for the delivery of a twenty first century wastewater treatment plant. The Lions Gate Secondary Wastewater Treatment Plant will occupy much of its 3.5 hectare site, employing best practices for wastewater treatment and providing maximum flexibility for future treatment technology upgrades. The Indicative Design included in this report was developed specifically to fulfill Metro Vancouver’s four goals for the project, including: 1. The provision of robust secondary wastewater treatment. 2. The development and demonstration of a project that is socially, ecologically and economically sustainable. 3. The implementation of integrated resource recovery strategies. 4. The creation of a facility integrated into the community. The project team has worked together in a highly collaborative way with a large number of stakeholder groups including businesses, residents, technical experts, local government and First Nations in order to integrate these objectives with the project design. The outcome is a facility that is resilient and future proof; belongs to the place; is secure but visually open to the community; has the potential to be a net producer of energy; and that can be used to teach future generations about sustainable building, wastewater treatment and environmental stewardship. This Indicative Design Summary Report provides a brief overview of the defined project. It describes the recommended treatment technology, architectural character, and community integration opportunities present in the Lions Gate Secondary Wastewater Treatment Plant. In early 2014, Metro Vancouver will assess its construction procurement options and funding structures. Following the Board decision on procurement and funding, the design and construction phase is expected to commence with a project completion date of December 31, 2020.
Indicative Design Summary Report
6
2 PROJECT BACKGROUND 2. PROJECT BACKGROUND 1. PROJECT NEED The existing Lions Gate Wastewater Treatment Plant serves the North Shore municipalities of West Vancouver, the City of North Vancouver and the District of North Vancouver as well as the Squamish Nation and Tsleil-Waututh Nation. The plant was commissioned in 1961 and has provided primary level treatment on the North Shore for the past 50 years. The existing plant will continue in full operation until the new Lions Gate Secondary Wastewater Treatment Plant (LGSWWTP) is commissioned and operating. The existing treatment plant is one of five treatment plants owned and operated by Metro Vancouver in the region. As identified in Metro Vancouver’s Integrated Liquid Waste and Resource Management Plan approved by the BC Ministry of Environment in May, 2011, this project is part of the secondary upgrading program of the two remaining primary WWTP in the region. The Lions Gate Wastewater Treatment Plant must be upgraded to secondary treatment by December 31, 2020.
The Lions Gate Secondary WWTP will be the fourth secondary treatment plant 7
Indicative Design Summary Report
PROJECT BACKGROUND 2
2. DEVELOPMENT OF ALTERNATIVES Three build scenarios were considered and focused on enhancing different characteristics and potentials of the indicative design: resource, community, and sustainability.
3. DEVELOPMENT OF INDICATIVE DESIGN CONCEPT As projects become more complex and require teams composed of professionals across many different disciplines, the necessity for a strong design process becomes evident. In order to ensure that this type of necessary cross disciplinary collaboration is delivered, leading projects now use the Integrative Design Process (IDP) which allows members of the interdisciplinary design team to collectively assess opportunities at a high level to discover interdependent benefits otherwise undiscovered by traditional project methodologies. The design process for the LGSWWTP has utilized the IDP methodology in order to explore potential synergies between the technical and community aspects of the project. This process has been elaborated through seven Integrative workshops and several collaboration meetings were held throughout the Project Definition phase. These workshops have brought the interdisciplinary team together to collaboratively explore the project’s potential and had substantial impact on the form, character and deployment of technologies for the project.
Indicative Design Summary Report
8
3 PROJECT OBJECTIVES 3. PROJECT OBJECTIVES Grounding all IDP exchanges have been four project goals established prior to the project commencement by Metro Vancouver. These are: Robust Secondary Wastewater Treatment; the Use and Demonstration of Sustainable Design Principles; the implementation of Integrated Resource Recovery Strategies, and strong Community Integration.
1. SECONDARY WASTEWATER TREATMENT IDP:
The Integrative Design Process allows a team with a wide range of knowledge and expertise to come together to address the four project objectives as an, interrelated whole rather than as individual components considered in isolation.
The key objective for wastewater treatment will be to meet the requirements for secondary level treatment as defined in the new Government of Canada Wastewater System Effluent Regulations and specified by the BC Ministry of Environment in a new Operational Certificate in accordance with the Integrated Liquid Waste and Resource management Plan
2. SUSTAINABILITY
DISTRICT ENERGY SITE STORMWATER MANAGEMENT DAYLIGHTING EFFLUENT-SOURCE HEAT PASSIVE VENTILATION
The project will optimize the generation and capture of valuable materials to be repurposed for fuel, water, fertilizer and heat, helping Metro Vancouver in reducing its energy costs, carbon footprint, potable water use and environmental impact. Metro Vancouver has an opportunity through this project to demonstrate its commitment to sustainability, to provide leadership, and to build a model facility, while fulfilling its mandate of providing of a core service. In working to achieve this goal, business cases were developed in line with the following objectives: • • • • • • • •
9
Minimize energy use and maximize energy recovery from plant operations Minimize the generation of waste and maximize reuse and recycling of waste during construction, operation, and deconstruction/decommissioning. Minimize the region’s contribution to climate change. Minimize off-site impacts of stormwater and effluent discharge. Provide a facility that is an asset to the community. Develop and apply decision-making processes that are transparent, inclusive, and respectful of the interests of all affected parties. Demonstrate Metro Vancouver’s values and commitment to sustainability through the creation of a model facility for others to emulate. Provide a facility that is financially sustainable and provides value for money for Metro Vancouver rate payers.
Indicative Design Summary Report
PROJECT OBJECTIVES 3
3. INTEGRATED RESOURCE RECOVERY The wastewater treatment process has the potential to generate a number of valuable materials, including fuel (digester gas or biogas), water (treated effluent), fertilizer or fuel (biosolids), and heat. • • • • • • •
Maximize generation and capture of digester gas (biogas) Maximize recovery of energy through co-management with solid waste organics Maximize recovery of heat from effluent Harness cooling potential Maximize use of reclaimed water Generate high quality biosolids for beneficial use Maximize recovery of nutrients from wastewater
4. COMMUNITY INTEGRATION The site is between active commercial, industrial, and residential zones, and thus its character and urban integration are crucial. By exploring community partnerships, mutual interests, education opportunities and public engagement positions, Metro Vancouver aims to provide a positive influence to the urban character rather than only minimizing the community impact. Working with residents, businesses and interested parties allowed for the exploration of potential community assets.
Indicative Design Summary Report
10
3 PROJECT OBJECTIVES 4. KEY DESIGN CRITERIA 1. DESIGN HORIZON The design horizon for the LGSWWTP site extends to 2101 and major infrastructure, including tanks such as the digesters and primary and secondary treatment tanks have been sized to accommodate projected population growth on the North Shore.
2. SERVICE POPULATION AND WASTEWATER FLOWS AND LOADS The population on the North Shore is projected to reach 294,000 at the beginning of the next century.
Year 2011 2021 2031 2051 2101
UTILIZING THE TREATMENT TANKS WITH EFFICIENCY IMPROVEMENTS WILL ALLOW THE PLANT TO ACCOMMODATE THE PROJECTED POPULATION GROWTH BETWEEN 2051 AND 2101
Project Population 184,875 206,600 224,900 254,000 294,000
The estimated wastewater flows and organic loads that will be treated by LGSWWTP, based on the projected population of 254,000 in year 2051 is summarized below:
Wastewater Flows & Loads Population Flow Average Dry Weather (ADWF), ML/d Average Annual (AAF), ML/d Maximum Day Flow (MDF), ML/d Peak Wet Weather (PWWF), ML/d Average Annual Loads BOD, kg/d TSS, kg/d
Year 2051 254,000 102 120 245 320 19,050 21,590
The new plant’s capacity of 320 ML per day will accommodate peak flows associated with wet weather flow. MLD
X1000
MLD MLD MLD MLD MLD MLD
11
Indicative Design Summary Report
KEY DESIGN CRITERIA 4
3. TREATED EFFLUENT REQUIREMENTS There are two primary regulations that govern the quality of treated effluent discharged from LGSWWTP to the Burrard Inlet: • •
Environment Canada (2012). Fisheries Act, Wastewater Systems Effluent Regulations SOR/2012-139. BC Ministry of Environment (2012). Environmental Management Act, Metro Vancouver’s Integrated Liquid Waste and Resource Management Plan
Metro Vancouver’s existing Operational Certificate for the Lions Gate Wastewater Treatment Plant will be amended to reflect the requirements of the regulations. The treated effluent from LGSWWTP must be equivalent to or better than • 5-day Carbonaceous Biochemical Oxygen Demand: Monthly average < 25 mg/L • Total Suspended Solids: Monthly average < 25 mg/L • Unionized Ammonia: Maximum < 1.25 mg/L The requirement for disinfection is seasonal between May 1 and September 30. Also, treated effluent from LGSWWTP must not be acutely toxic to aquatic organisms.
4. COMMUNITY INTEGRATION CRITERIA Throughout the project definition phase, Metro Vancouver has consulted with a wide variety of stakeholders in order to determine the most effective community integration possibilities. These included providing: 1. Odour mitigation to address community concerns 2. Spaces to support outreach and educational opportunities 3. Public amenities along 1st St., the foot of Pemberton Avenue and the treatment plant roof
Indicative Design Summary Report
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5 SITE CHARACTERIZATION 5. SITE CHARACTERIZATION 1. PROPOSED SITE The Lions Gate Secondary Wastewater Treatment Plant site is approximately 2kms east of the Lions Gate Bridge and the existing Lions Gate Wastewater Treatment Plant. The land uses immediately surrounding the project site and along Pemberton Avenue are classified as industrial under the District of North Vancouver current zoning bylaw, and are classified as “employment lands” under the 2011 Official Community Plan. The character of the neighbourhood beyond the site varies widely: • • • • • • • • •
Rail lines are located immediately to the south of the site. A new vehicle and pedestrian overpass is under development immediately to the west of the site on Philip Ave, and is to be completed during 2015. Light commercial businesses on the north side of 1st St. Norgate, a neighbourhood of single family homes is located to the north of the project The Spirit Trail, a recreation trail connecting the municipalities of the North Shore is located approximately 75m north of the site. Higher density residential development and commercial activities are located further north by approximately 2 kms along the Marine Drive corridor. Pemberton Avenue is characterized by low rise buildings with a variety of commercial uses and light industrial, and is of emerging importance in defining the urban character of the neighbourhood. A variety of commercial and light industrial uses are located to the east, and south of the site along McKeen Avenue. A number of heavy industrial uses including Kinder Morgan, FibreCo and Seaspan are located to the south of the project site.
PROJECT SITE
Communities and industries adjacent to the project site 13
Indicative Design Summary Report
SITE CHARACTERIZATION 5
LAND USE AND ZONING • • •
Site is on the edge between heavy industry to the south and light industry to the north. Site borders CN rail line to the south. Site is adjacent to Pemberton Ave business core and Norgate residential community.
FUTURE DEVELOPMENT • • • •
Heavy industrial uses (port and rail) are expected to intensify. Harbourside waterfront redevelopment is planned to east of site. Seaspan will add 800 jobs in coming decade. Vehicular/pedestrian overpass being planned at Philip Ave just west of site, closing Pemberton Ave at grade.
NATURAL HAZARDS •
•
Indicative Design Summary Report
The project site is in an area of overlapping natural hazards including: liquefaction, flooding, tsunami and sea level rise due to climate change. Plant design will mitigate these natural hazards, including locating all critical equipment and functions at elevation of +6.0m above sea level to address projected 100 year sea level rise.
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5 SITE CHARACTERIZATION
2. GEOTECHNICAL CONSIDERATIONS SOIL LIQUEFACTION DESCRIBES A PHENOMENON WHEREBY A SATURATED OR PARTIALLY SATURATED SOIL SUBSTANTIALLY LOSES STRENGTH AND STIFFNESS IN RESPONSE TO AN APPLIED STRESS, USUALLY EARTHQUAKE SHAKING OR OTHER SUDDEN CHANGE IN STRESS CONDITION, CAUSING IT TO BEHAVE LIKE A LIQUID
Geotechnical considerations are a important element of this project given that the underlying native soil is known to be prone to liquefaction during an earthquake. The upper several metres of soil beneath the site is fill material that was placed in the early part of the 20th century when the intertidal area was developed for industrial use. The fill material is underlain by a layer of coarse granular sediments to a depth of 15 metres, typical of Capilano River Sediment deposits on the North Shore. The soil below this material is silty/ sand in the upper layers and gravel/sand with interbedded fine material at lower elevations from glacial deposits. Groundwater is known to be close to the surface, while bedrock is more than 100 metres deep.
The site occupies land that was formed as a result of glacial deposits and sediment deposits from the Capilano River
3. ARCHAEOLOGICAL CONSIDERATIONS The north shore of Burrard Inlet lies within the asserted traditional territories of the Tsleil Waututh, Musqueam, Squamish Nations as well as other Sto:lo First Nations. The shoreline of this inlet is known historically as the host of numerous village and seasonal camps sites utilized by First Nations people long before European contact. In addition to this history, significant archaeological sites within the Burrard Inlet have been registered with the British Columbia Archaeology Branch in compliance with British Columbia’s Heritage Conservation Act. Given this context and to comply with jurisdictional requirements, Metro Vancouver has undertaken an archaeological investigation of the site. These studies have utilized soil core samples extracted for geotechnical investigations, and were reviewed in controlled conditions in the geotechnical engineer’s facilities. The likelihood of finding cultural material on the site is not high, based on the specific location of the project site, the extent of previous disturbance and the results of recent field tests. Further samples from across the site will be screened in order to determine if the area contains material of archaeological origin.
Convergence zones where salmon spawning grounds met dry land became abundant places where First Nations settlements could thrive 15
Indicative Design Summary Report
SITE CHARACTERIZATION 5
4. ECOLOGICAL CONTEXT AND SITE CONDITIONS The Lions Gate Secondary Wastewater Treatment site is situated on the pre-development shoreline of the Burrard Inlet (circa early 1900s). At one time the site likely supported dense thickets of Pacific crabapple, cascara, hardhack, and willows, with moist conifer forests upslope and vast expanses of intertidal wetlands to the south. A long history of industrial activity has led the present site to have low ecological value. Most of the site area is covered by unvegetated gravel or asphalt but lack of recent use has allowed some areas to become colonized by weedy species, including butterfly bush, black cottonwood and other early successional vegetation. No species at risk or ecological communities at risk are known to use the site. In addition, there are no watercourses or areas of standing water on the site at any time of year.
Existing site character
5. SITE CONTAMINATION The BC Ministry of Environment (MOE) has issued a Certificate of Compliance (CoC) for the site, based on its past use for rail freight storage and as a passenger station. The eastern portion of the site near Pemberton Ave has been remediated with clean fill and a groundwater cut-off barrier on the south side of the property adjacent to the rail tracks. The remaining contamination has been fully characterized and includes hydrocarbons and metals, which will be managed during construction.
Indicative Design Summary Report
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6. LIONS GATE SECONDARY WASTEWATER TREATMENT PLANT INDICATIVE DESIGN
(top) View of Operations and Maintenance building looking east on 1st St
INDICATIVE DESIGN 6 The configuration of Lions Gate Secondary Wastewater Treatment Plant is a result of collaborative design efforts between design team disciplines to develop a compact, contextual addition to the diverse zoning in the neighbourhood. Given the visibility of the site to arterial traffic, the Spirit Trail and the cycle route bounding its northern perimeter great care has been taken with the project massing. A translucent “gallery” reduces the apparent height of the facility from the street level while extensive planting and site grading rise up from 1st St. to modulate the scale of the plant. Intensive activities are focused at the west end of the site, with digesters, solids handling, headworks and dewatering clustered to facilitate the robust odour control system and efficient operations. Primary and secondary treatment occur mid block, with a transparent cantilevered Operations and Maintenance building at the corner of 1st St. and Pemberton Avenue. These treatment plant functions portray a clean, architectural form balanced against the industrial scale of neighbouring industries. Translucent and glazed walls at the west end also allow selected views from the street into the plant, making the invisible visible. What emerges is a project characterized by a diverse range of urban experiences across the site, a pedestrian scaled public entrance and outdoor open space at the foot of Pemberton, a highly visible energy centre, and several other spaces indoors and out that support public education and outreach in water use and sustainable water infrastructure.
(top) View of Operations and Maintenance building from corner of Pemberton and 1st St (bottom left) View of Southwest end of plant from McKeen Rd (bottom right) View of digesters and screening building from further west along 1st St Indicative Design Summary Report
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6 INDICATIVE DESIGN
ENGAGE THE PUBLIC • •
Develop civic building expression with public spaces at ground level Create public outdoor spaces at Pemberton Ave and along W First St
REDUCE APPARENT HEIGHT • • •
Berm landscape against north wall Glaze operations level of plant to allow light through Set back wall of operations level
DEVELOP CLEAN, UNIFIED EXPRESSION • •
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Integrate design of main building and treatment plant Tighten up buildings and equipment at intensive end of site
Indicative Design Summary Report
INDICATIVE DESIGN 6
1. OPERATIONS AND MAINTENANCE BUILDING i. General Given the constraints of a small site, the Operations and Maintenance building is located at the east end of the site in order to optimize the space available for plant processes and to support the project vision of utilizing the space at Pemberton Avenue. LEVEL 4 OPERATIONS
El. 18.5m
LEVEL 3 MAINTENANCE
El. 13.0m
LEVEL 2
El. 9.0m
LABORATORY
GROUND LEVEL 1 DISTRICT ENERGY
El. 4.1m
PLANT LOBBY PUBLIC LOBBY AND MEETING
ii. Operations Areas The creation of a vertical facility on an urban site has defined the architectural parameters for this project. Given the design flood level based on flood elevation of 6m above sea level, critical equipment and access are limited at the first level of the O&M building (elevation 4.1m), and those which must remain are locally flood protected. The majority of this level contains the Energy Centre equipment, located on risers above flood levels, and a public lobby and multi-purpose room. The three levels above grade are comprised of level 2 (lab and lunch room), level 3 (maintenance and shops), and level 4 (operations offices). These top two stories are interconnected by a two storey atrium. iii. Maintenance Areas Full mechanical, electrical and instrumentation shops are located on level 3, with three remote maintenance areas and three lay down areas distributed throughout the plant. In addition to these work spaces, oversize freight elevators at the east and west ends of the plant provide vertical access to level 3. A continuous maintenance route for small service vehicles is also provided at level 3 with 5m clearances to allow for overhead crane operations. iv. Public Spaces As identified above, it is proposed that indoor public space be provided at ground level, an area that is otherwise unusable for critical equipment and operations. It is proposed that this space contain a public lobby and gallery for fixed educational displays, and a multipurpose room facing Pemberton Avenue. This space would be equipped with moveable seating and Audio Visual equipment to accommodate a variety of functions including lectures for public outreach, gathering for Metro Vancouver’s school age education programs, and public meetings. v. Energy Centre Space has been allocated within the Operations and Maintenance Building for an Energy Centre to serve district energy systems in close proximity to LGSWWTP. The new Energy Centre will produce green energy by extracting low grade heat from treated effluent and upgrading the heat to a higher temperature using heat pump technology, then distributing the heat to district energy systems using an underground piping system. Once delivered to a district energy system, the heat will be transferred and used by residential and commercial customers for hydronic space heating and hot water. The first phase of the Energy Centre is planned to include space for a 5 Megawatt heat pump capable of provide space heating and hot water for approximately 3,000 homes on the North Shore. The capacity of the Energy Centre may be expanded in the future near development nodes within the community, as opportunities present themselves.
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6 INDICATIVE DESIGN
2. SITE DEVELOPMENT
i. General The development is responsive to the linear procession of the treatment process. Intensive processes are focused at the west end, with linear, stacked clarifiers midblock concluding in the Operations and Maintenance building and public open space at Pemberton. The volume of the plant is held back from 1st St. to allow a 15m-25m deep buffer between the street edge and the wall of the plant, allowing for vegetation, landforms and water features to integrate the plant into the neighbouring context. The public enter the facility through the public lobby on the north side of the Operations and Maintenance building. Plant staff will enter the facility at the plant lobby on the south side of the Operations and Maintenance building.
Philip Ave
Pemberton Ave
Traffic will enter the facility along the east side of the facility via Pemberton, following a one way drive along the south property line and exit the plant midblock onto 1st St. Public parking will be provided at Pemberton, with plant staff parking inside the security gate along the south side of the plant. Trucks will exit the plant headed eastbound on 1st St. All internal roadways are elevated to 4.1m and separated from public right of way by security gates or perimeter fencing 2m above grade.
Vehicle Entry Pedestrian circulation Bike route
Parking
*
1st Street West
Administration Building Entries
Vehicle Exit
*
Employee Parking
One
-wa
c y cir
ulat
Rail Crossing Emergency Vehicles Only
ion
Plant circulation will be one-way with vehicles entering to the east at Pemberton Ave and exiting to the west onto 1st St 21
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INDICATIVE DESIGN 6
THE PROPERTY AT THE FOOT OF PEMBERTON AVENUE IS OWNED BY THE DISTRICT OF NORTH VANCOUVER. METRO VANCOUVER IS IN DISCUSSION WITH THE DISTRICT REGARDING THE INTEGRATION OF THIS PROPERTY
ii. Public Space(s) The character of the pubic spaces is not intended to hide the industrial character of the site but to humanize it. Public open space is composed of two distinct zones stretching along 1st Street and a larger space at the east end terminating at Pemberton Avenue. The zone along 1st St. is characterized by a landform that buries part of the north wall of the plant providing a more appealing edge facing the community. Midway along the north wall a water feature utilizing harvested stormwater and reclaimed water cascades through the landscape feeding the water area adjacent to the Operations and Maintenance building. The public space at the foot of Pemberton Ave. is largely characterized by a water feature surrounding the Operations and Maintenance building with naturalized landscape edges. The public space in combination with the Operations and Maintenance building establishes an inviting presence within the community. Public functions within the Operations and Maintenance building are at grade and integrate with the activities in the public space. These include the water feature, an arrival plaza, public gathering space, education space and a visible district energy centre. The water feature will display water in a variety of forms including: cascades, flowing water through channels and reflective water in pools. The planting throughout the site will reflect the character of the temperate rainforests of the north shore. Additionally, the development of a public art strategy and other site amenities can further support the creation of a meaningful public space at the foot of Pemberton and will inspire a dialog surrounding the importance of water. Such interpretive elements on the site illustrate the methods Metro Vancouver is implementing to conserve this important public resource. The area at the foot of Pemberton Avenue is the natural public face for the facility and provides the most opportunity to establish a positive identity for the facility within the community.
COMMERCIAL & INDUSTRIAL
RAIL MIXED INDUSTRIAL Vegetation and a water feature screen the north side of the plant and flow east into a public area at the foot of Pemberton Ave. Indicative Design Summary Report
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6 INDICATIVE DESIGN A range of treatment technologies will be used at the LGSWWTP to treat wastewater from the North Shore, manage various sludge streams generated on the site and treat odours, as depicted in the process flow schematic.
ODOUR CONTROL
1st STAGE TREATMENT
HIGH ODOUR POTENTIAL SOURCES
INFLUENT PUMPING
FATS, OIL AND GREASE REMOVAL
FINE SCREENING GRIT REMOVAL
LAMELLA SETTLER
RAW WASTEWATER
COMPACTED SCREENINGS TO DISPOSAL
DEWATERED GRIT TO DISPOSAL RETURN STREAMS
LIQUID, BIOSOLIDS & RESOURCE RECOVERY
COARSE SCREENING
PRIMARY SLUDGE THICKENING
WASTE SECONDARY SLUDGE THICKENING
DILUTION WATER AIR
ANAMMOX REACTORS
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INDICATIVE DESIGN 6
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6 INDICATIVE DESIGN
3. TREATMENT TECHNOLOGY 3A. LIQUID TREATMENT
The liquid treatment train includes the following six major components: 1. Influent pumping 2. Preliminary treatment 3. Primary treatment 4. Secondary treatment 5. High rate clarification 6. Disinfection i. Influent Pumping Wastewater will be conveyed to LGSWWTP in trunk sewers to the Influent Pump Station. The Influent Pump Station will pump the wastewater directly above to the preliminary treatment process. LGSWWTP has been designed to allow wastewater to flow through the entire liquid treatment train and outfall to Burrard Inlet by gravity without additional pumping. ii. Preliminary Treatment The role of preliminary treatment is to remove debris, such as plastics, rags, grit and fats, oils and grease (FOG), from the raw wastewater to prevent damage to downstream equipment, particularly high speed rotating equipment such as pumps. After the screenings and grit removal processes, wastewater will next enter a tank that is gently aerated with pressurized air to remove FOG that will coalesce and float to the surface of the tank. FOG is a high energy feedstock and it will be collected and pumped directly to the solids treatment train. iii. Primary Treatment The role of primary treatment is to remove suspended solids in the wastewater, as this material is a concentrated source of organic matter with high energy potential. The suspended solids settle by gravity in the lamella settlers and will be removed at the bottom of the tanks, conditioned and pumped to the digesters. The effluent collected from the surface of the lamella settlers is referred to as “primary effluent” and will flow in a channel to the downstream secondary treatment process.
View of plate packs in lamella settlers
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INDICATIVE DESIGN 6
iv. Secondary Treatment The role of secondary treatment is to remove materials that passes through the lamella settlers. The secondary treatment process will include deep tank activated sludge and stacked secondary clarifiers, which work together as an integrated system. Pressurized air is added to the deep tank activated sludge process to enable bacteria and other microorganisms in the tanks to grow and breakdown organic matter to produce carbon dioxide and water. The bacteria and other microorganisms are referred to as “activated sludge”. Activated sludge will then flow to the stacked secondary clarifiers, which will be used to settle the activated sludge and produce a clear effluent (secondary effluent) that will flow to the disinfection process. Activated sludge settled in the bottom of the tanks will be returned to the deep tank activated sludge process and a small amount will be removed and pumped to the solids treatment train.
View of secondary clarifiers
Both deep tank activated sludge and stacked secondary clarifiers are small footprint technologies, as these tanks are twice as deep as conventional technologies and reduce space requirements for LGSWWTP. v. High Rate Clarification High rate clarification will be used to provide primary treatment to wet weather flows. High rate clarifiers have an extremely small footprint and are ideally suited for intermittent use in wet weather applications. Effluent from the high rate clarification process will be blended with secondary effluent and flow to the disinfection process. vi. Disinfection The requirement for disinfection is seasonal and when required, ultraviolet light will be used. Disinfected treated effluent will be conveyed to the existing outfall and discharged to Burrard Inlet.
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6 INDICATIVE DESIGN
3B. SOLIDS MANAGEMENT
The solids treatment train includes the following three major components: 1. Thickening 2. Digestion 3. Dewatering and truck loading i. Thickening Mechanical thickening will be used to remove water from the primary and secondary sludge streams to reduce their volume and minimize the size and footprint of solids treatment processes. After thickening, the sludge streams will be blended, pre-heated and pumped to the digestion process. ii. Digestion Thermophilic anaerobic digestion will be used for stabilizing FOG, primary and secondary sludge streams. The microorganisms in the digester tanks are able to degrade the FOG and sludge streams under anaerobic conditions (in the absence of oxygen) and high temperature (55°C) to stabilize the final product and produce a “biogas”, which will be collected at the top of the digester tanks. The biogas contains 50 to 60% methane, which will be recovered and used to produce electricity and heat for the digestion process and space heating within the plant.
View east, across digesters to solids management and odour control
iii. Dewatering and Truck Loading The stabilized product from the digestion process will be in liquid form and it will be pumped to a dewatering process to remove excess water, which will significantly reduce the volume of the final product and give it the consistency of a solid material making it more amenable to land application. The final dewatered biosolids will be loaded to trucks and incorporated into Metro Vancouver biosolids beneficial reuse program.
(left) View of centrifuge in the Dewatering Building (right) Inclined hopper below centrifuge to Truck Loading Room
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Indicative Design Summary Report
INDICATIVE DESIGN 6
3C. ODOUR CONTROL PRINCIPLES OF ODOUR CONTROL: 1. PREVENTION 2. CONTAINMENT 3. 4.
TREATMENT DISPERSION
Prevention Provisions will be included in the design to minimize the release of odours from the water phase to gas phase, such as minimizing turbulence in channels, tanks and launders. Good housekeeping practices, such as minimizing the accumulation of septic sludge in tanks will further help prevent the formation of odours. Containment All potential sources of odour will be contained by physical covers and the air within the containment barriers will be discharged to the odour treatment system. An additional level of secondary containment will be provided with enclosures around all components of LGSWWTP. The air within the secondary containment system will also be discharged to the odour treatment system.
STAGES OF TREATMENT: 1. BIOTOWERS 2.
ACTIVATED CARBON POLISHING
Treatment LGSWWTP will be equipped with a two stage odour treatment system. High odour potential sources, including those within the preliminary treatment and primary treatment areas, as well as those within the solids treatment areas will be first treated in biotowers. Biotower treatment technology uses plastic media to provide surfaces for bacteria to grow and degrade odorous compounds. The towers utilize a countercurrent configuration in which foul air is introduced at the bottom and water at the top. Contained air from low and medium odour potential sources together with air from all secondary enclosures will be treated directly in the activated carbon polishing units. Dispersion The treated air from the activated carbon polishing units will be discharged through a stack to disperse the treated air into the atmosphere.
ACTIVATED CARBON POLISHING HAS A DECADES LONG TRACK-RECORD FOR ODOUR TREATMENT AND IS PARTICULARLY ADEPT AT REMOVING ODOROUS COMPOUNDS.
The treated air at the top of the biotowers will be discharged to activated carbon units for final polishing.
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6 INDICATIVE DESIGN
3D. NOISE MANAGEMENT
All significant noise emission sources, including rotating equipment and motors will be located within buildings or enclosures and acoustically insulated, as required to attenuate noise emissions. All louvers for the ventilation system will be similarly treated to attenuate noise emissions. LGSWWTP will comply with the District of North Vancouver’s Noise Bylaw.
3E. POWER RELIABILITY
LGSWWTP requires reliable sources of electricity to ensure that life safety systems and critical treatment processes are in operation to meet effluent discharge limits. The primary source of electricity will be provided from BC Hydro’s electricity grid on the North Shore. A second source of electricity will be produced and utilized within the plant by a cogeneration facility. Standby power will also be provided with dedicated diesel generators, which will be used in the event of power outages. The BC Building Code designates wastewater treatment plants as post-disaster facilities, which has important implications for the design of buildings and power reliability. The standby diesel generators will also be used to satisfy the requirements of a post-disaster facility. In the event of a disaster, such as an earth quake, priority will be given to provide electricity for the following: • Critical life safety systems • Influent pumping • Preliminary treatment • Primary treatment • Primary sludge pumping • Disinfection
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INDICATIVE DESIGN 6
4. RESOURCE RECOVERY The following three resource recovery options have been integrated into the design of the LGSWWTP: 1. 2. 3. 4.
Energy centre for heat recovery from the effluent Biogas utilization for in-plant heating and electricity Reclaimed water for in-plant use and space for external users Beneficial use of biosolids for nutrient recovery
In addition, space has been allocated on the site for a struvite recovery system should market conditions change and the business case for this opportunity improves.
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6 INDICATIVE DESIGN
5. CONVEYANCE The majority of wastewater generated on the North Shore will discharge to LGSWWTP via the North Vancouver Interceptor on West 1st Street. The North Vancouver Interceptor will be diverted to the Influent Pump Station when the new infrastructure is ready to be put into service. Infrastructure improvements will be required to convey wastewater from the District of West Vancouver, Squamish Nation and the District of North Vancouver to LGSWWTP. Also, a pipeline will be required to convey treated effluent to the existing outfall at First Narrows. The final siting and alignment of this infrastructure is to be determined.
6. FUTURE TREATMENT UPGRADES The major technologies were selected for LGSWWTP based on their proven track record, robustness and ability to be upgraded in the future. Future upgrades could be triggered by either higher population growth beyond what is envisaged in the current Official Community Plan or regulatory changes. The deep tank activated sludge and stacked clarifier processes will develop the site in the initial build and provide a structural “shell” that is readily adapted to more mechanically intensive technologies in the future, including those that have not yet been invented.
Required Upgrade Primary Treatment Capacity Upgrade Secondary Treatment Capacity Upgrade
Regulatory Changes
Change in Metro Vancouver’s Current Biosolids Beneficial Reuse Program
Biosolids Capacity Upgrade
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Technology Migration Pathway x High rate clarification processes x High rate clarification processes x Biological contact processes for wet weather flows x Chemically enhanced primary treatment x Membrane treatment x Integrated fixed film activated sludge x Membranes x Biological contact processes for wet weather treatment x High rate clarification processes x Biological nutrient removal x Side stream treatment of centrate using emerging technologies, such as Anammox systems x Bioaugmentation x Main stream Anammox x Anaerobic digestion is consistent with Metro Vancouver’s Annacis Island, Iona Island and Lulu Island wastewater treatment plants and therefore readily adapted to whatever beneficial reuse opportunities may be pursued in the future x Optimization of solids loading rates based on fullscale operational experience, recuperative thickening and enhanced volatile suspended solids destruction technologies
Indicative Design Summary Report
PROJECT IMPLEMENTATION SCHEDULE 7 7. PROJECT IMPLEMENTATION SCHEDULE 1. SCHEDULE The project definition work is scheduled for completion by December 2013. It will include a recommendation regarding project procurement that will allow the project to proceed to the detailed design and construction phase. The plant is to be fully commissioned and operational by December 31, 2020. Procurement for the design and construction phase should commence in 2014. Construction and commissioning is to take place between 2017 and the end of 2020. Once the plant is in operation, the existing Lions Gate primary treatment plant will be decommissioned and deconstructed.
2014
2015
2016
2017
2018
2019
2020
2021
CONSULTANT PROCUREMENT ENGINEERING DESIGN AND DOCUMENTATION CONSTRUCTION PROCUREMENT CONVEYANCE UPGRADES CONSTRUCTION AND COMMISSIONING DECOMMISSION EXISTING LIONS GATE WWTP
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Project Background
2.
Project Background
2.1
Section Description
This section provides background on the project and an overview of the structured decision-making (SDM) process that was formulated and used by the Integrated Design Team (IDT) to develop and evaluate integrated wastewater treatment schemes for the Lions Gate Secondary Wastewater Treatment Plant (LGSWWTP) and ultimately select a preferred build scenario to carry forward for Indicative Design. This section includes the following topics: • • • • • •
Project Need Project Objectives, Organization, and Integrated Design Process SDM Process Creation of Thematic Concepts and Build Scenarios Selection of Preferred Build Scenario for Liquid Treatment and Solids Management Resource Recovery Opportunities
The following supporting documents are included in the Appendixes volume: 1. Appendix 2 – Project Background Technical Brief 2. Appendix 2A – Notes from Integrated Design Process Workshops 3. Appendix 2B – Structure Decision-making Process Technical Memorandum 4. Appendix 2C – Liquid Treatment Technologies Long List Technical Memorandum 5. Appendix 2D – Biosolids Technologies Long List Technical Memorandum 6. Appendix 2E – Thematic Concept Development Technical Memorandum 7. Appendix 2F – Thematic Concept Evaluation Technical Memorandum 8. Appendix 2G – Conceptual Development of Three Build Scenarios Technical Memorandum 9. Appendix 2H – Integrated Processing of Source-separated Organics Technical Memorandum 10. Appendix 2I – Remote SSO Facility on North Shore Technical Memorandum 11. Appendix 2J – Coastal Wetland Enhancement Opportunities Technical Memorandum 12. Appendix 2K – Evaluation of Three Build Scenarios Technical Memorandum 13. Appendix 2L – Build Scenarios B and C Modified Technical Memorandum 14. Appendix 2M – Supporting Calculations for Key Tradeoffs for Liquid Treatment and Solids Management Alternatives 15. Appendix 2N – Integrated Resource Recovery Opportunities Long List Technical Memorandum 16. Appendix 2O – Biogas Utilization Technical Memorandum 17. Appendix 2P – Heat Recovery Conceptual Design Capital Costing Basis 18. Appendix 2Q – Heat Recovery Pro Forma Cash Flow Analysis 19. Appendix 2R – Water Reuse Technical Memorandum
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Project Background
2.2
Project Need
The existing Lions Gate Wastewater Treatment Plant (LGWWTP) serves the North Shore municipalities of the District of West Vancouver (DWV), the City of North Vancouver (CNV), and the District of North Vancouver (DNV), as well as the Squamish Nation and Tsleil-Waututh Nation. The plant was commissioned in 1961 and has provided primary-level treatment on the North Shore for the past 50 years. The existing plant will continue in full operation until the new LGSWWTP is commissioned and operating. The existing treatment plant is one of five treatment plants owned and operated by Metro Vancouver in the region. As identified in Metro Vancouver’s Integrated Liquid Waste and Resource Management Plan (ILWRMP) approved by the BC Ministry of Environment (MoE) in May 2011, this project is part of the secondary upgrading program of the two remaining primary wastewater treatment plants (WWTPs) in the region (see Figure 2-1). The LGWWTP must be upgraded to secondary treatment by December 31, 2020.
Figure 2-1. Metro Vancouver’s Wastewater Treatment Plants
2-2
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Project Background
2.3
Project Objectives, Organization, and Integrated Design Process
2.3.1
Metro Vancouver’s Key Project Objectives
The LGSWWTP Project has four key project objectives (Figure 2-2) that were established by the Metro Vancouver Board of Directors (Board).
Secondary Wastewater Treatment Sustainability Environmental, Social, Economic Integrated Resource Recovery Community Integration Figure 2-2. Metro Vancouver’s Key Project Objectives
2.3.2
Secondary Wastewater Treatment
The key objective for wastewater treatment is to meet the requirements for secondary-level treatment as defined in the new federal Wastewater Systems Effluent Regulations (Fisheries Act SOR/2012-139) and specified by the MoE in a new Operational Certificate (OC) for LGSWWTP in accordance with Metro Vancouver’s ILWRMP.
2.3.3
Sustainability – Environmental, Social, and Economic
Metro Vancouver has an opportunity to demonstrate its commitment to sustainability, provide leadership, and build a model facility, while fulfilling its mandate of providing a core service. In working to achieve this goal, business cases will be developed in line with the following objectives: •
Minimize energy use, and maximize energy recovery from Metro Vancouver’s operations
•
Minimize the generation of waste, and maximize reuse and recycling of waste that remains during construction, operation, and deconstruction/decommissioning
•
Minimize the region’s contribution to climate change
•
Minimize offsite impacts of stormwater and effluent discharge
•
Provide a facility that is an asset to the community
•
Develop and apply decision-making processes that are transparent, inclusive, and respectful of the interests of all affected parties
•
Demonstrate Metro Vancouver’s values and commitment to sustainability through the creation of a model facility for others to emulate
•
Provide a facility that is financially sustainable and provides value for money for Metro Vancouver ratepayers
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Project Background
2.3.4
Integrated Resource Recovery
The wastewater treatment process has the potential to generate a number of valuable materials, including fuel (digester gas or biogas), water (treated effluent), fertilizer or fuel (biosolids), and heat. If the plant is designed to optimize generation and capture of these materials for their use, Metro Vancouver can reduce its energy costs, carbon footprint, effluent discharge, and environmental impact. Ideally, the plant would operate as a net energy provider, be carbon neutral, and displace potable water used by local industry by substituting treated effluent. The following opportunities will be assessed: • • • • • • •
Maximize generation and capture of digester gas (biogas) Maximize recovery of energy through comanagement with solid waste organics Maximize recovery of heat from effluent Harness cooling potential Maximize use of reclaimed water Generate high-quality biosolids for beneficial use Consider recovery of nutrients from wastewater
2.3.5
Community Integration
The opportunity exists to work with the community and explore the creation of a community asset that can be incorporated into the treatment plant site design. These opportunities will be explored with the community in cooperation with the municipalities and First Nations.
2.3.6
Integrated Design Process
The design process for LGSWWTP used an Integrated Design Process (IDP) methodology to explore potential synergies between the technical and community aspects of the project. This process informed seven formal IDP workshops and many smaller collaborative IDT team meetings (integration nodes), which were held over the course of the project. These workshops and meetings brought the IDT together to collaboratively explore the project’s potential, and had a significant impact on the form, character, and deployment of technologies for the project. The sequence and approximate timing of the workshops is illustrated in Figure 2-3, and the name and date of each workshop is summarized in the following list.
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Project Background
Figure 2-3. Timeline of Integrated Design Process Workshops
• • • • • • •
Workshop 1, September 11–12, 2012: Alignment around Purpose and Process Workshop 2, October 16–17, 2012: Potential, Goal-Setting, and Metrics Workshop 3, December 12–13, 2012: Develop Thematic Concepts (Long List) Workshop 4, February 12–14, 2013: Screen Concepts Workshop 5, April 29 – May 1, 2013: Select IDT’s Preferred Option Workshop 6, August 1–2, 2013: Preferred Option Development and Integration Synergies Workshop 7, September 25–26, 2013: Draft Design Presentation and Optimization
Workshop notes prepared by 7group, hired by Metro Vancouver to serve as workshop facilitators, are included in Appendix 2A.
2.4
Structured Decision-making Process
2.4.1
Framework for Selecting the Preferred Option
The process of narrowing the range of opportunities and selecting a preferred option evolved over a series of meetings and workshops with the IDT, Metro Vancouver staff, and other stakeholders. The framework for and mapping to key IDP workshops and decision points is presented in Figure 2-4.
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Project Background
Figure 2-4. Structured Decision-making Process Steps The overarching framework provided a means to start with a full range of opportunities encompassing treatment technologies, resource recovery, sustainable development, and community; gradually, through a series of steps and key decision points, the opportunities were narrowed to a preferred option that informed the Indicative Design. Key tools developed by the IDT to support the SDM process were an objectives hierarchy and a consequence table. The objectives hierarchy consisted of a series of criteria developed by the IDT with input from stakeholders to measure how well each option achieved Metro Vancouver’s key project objectives based on a measurement scale and corresponding score. The objectives hierarchy is shown in Figure 2-5. The consequence table was a summary matrix showing the scores for each option by criterion and used colour coding to identify how well each option achieved each objective, as compared to other options. An example consequence table, complete with colour coding, is illustrated in Figure 2-6. These two tools were fundamental to the SDM process and allowed the IDT to explore desirable and undesirable aspects of options with stakeholders and consider ways to combine features into improved hybrid alternatives. This approach also allowed the IDT to explore trade-offs inherent in the selection of an option with project stakeholders.
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Objectives Hierarchy 1. Provide Robust Secondary Wastewater Treatment for the North Shore 1A. Operational risks 1B. Risks to operators associated with O&M activities 1C. Total solids requiring management 1D. Risk of odour nuisances 1E. Partnership complexity 1F. Ability to adapt to future legal or regulatory changes such as nutrient and microconstituent removal 2. Enhance Local Community Integration of the Project 2A. Quality and diversity of offsite community experiences 2B. Educational opportunities 2C. Potential for public amenities 2D. Narrative potential 2E. Risk that community integration objectives would not be met 3. Promote Metro Vancouver’s Sustainability Policy Objectives 3A. Ecological service provision (habitat potential) 3B. BOD Loading to Burrard Inlet 3C. Greenhouse gas emissions (plant construction and operations less emissions avoided elsewhere) 3D. Criteria Air Contaminants (plant operations less emissions avoided elsewhere) 4. Promote Integrated Resource Recovery 4A. Beneficial use of energy (heating, cooling, electricity) to displace other fuel sources (including offsite uses) 4B. Nutrient beneficial reuse 4C. Robustness/flexibility of IRR product markets 4D. Risk of securing source separated organics feedstocks 5. Minimize Costs to Ratepayers 5A. Expected ratepayer cost (net present value of long-term revenue and expenses) 5B. Ratepayer cost risk
Figure 2-5. Objectives Hierarchy
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Figure 2-6. Example of Consequence Table
2.5
Creation and Evaluation of Nine Integrated Thematic Concepts
After Workshop 2, the IDT developed a number of themes that reflected input received from the community and other stakeholders. The IDT then used those themes as a means to create nine initial concepts that included an integrated set of architectural, community, integrated resource recovery (IRR), and engineering elements. At Workshop 3, participants evaluated the linkages between themes and concepts, considered new ‘hybrid’ concepts, and began developing the nine initial concepts more fully by including conceptual plant site layouts. The original nine thematic concepts are summarized in Table 2-1 and Figure 2-7. Table 2-1. Summary of Thematic Concepts Concept
Description
1
Intertidal Wetland
2
Luminous Breathing Organism
3
Network
4
Ant Colony
5
Flea Market
6
Perpetual Motion Machine
7
Urban Farm
8
Urban Rainforest
9A
Dragon’s Den (small footprint)
9B
Dragon’s Den (buried)
The nine thematic concepts were illustrated in a series of boards and presented to stakeholders for their review and input. The concepts were then evaluated by the IDT using the SDM process, which informed Workshop 4.
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Figure 2-7. Illustration of Nine Thematic Concepts
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2.6
Development of Three Build Scenarios
2.6.1
Summary of Three Build Scenarios
Based on the performance of the nine thematic concepts, three build scenarios were developed comprising elements of the nine concepts that either performed well or required further testing. At Workshop 4, the essential elements of three build scenarios were created. These were developed further by the IDT and renamed as follows: 1. Build Scenario A – Resource 2. Build Scenario B – Community 3. Build Scenario C – Natural The main features of these build scenarios are shown in Figure 2-8, and the evaluation of each of the three build scenarios using the objective hierarchy and consequence table methodology is detailed in Appendix 2.
2.6.2
Build Scenario A – Resource
This build scenario transforms resources into valuable commodities that reduce the demand on existing infrastructure, provide development opportunities, and maximize revenues to offset ratepayer costs. This build scenario is testing the potential of the project to maximize revenue-generating potential to offset ratepayer costs through IRR and comprehensive urban development. Opportunities include: •
Food truck plaza/small-scale, leasable space at the foot of Pemberton Avenue
•
Research/development offices/laboratory/commercial office space
•
Manufacturing district (for example, mountain/extreme sports, bicycles, small boats, garments)
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•
Specialty fabrication and production (three-dimensional printing, computer numerical control/ automated production, digital fabrication)
•
Leasable high-bay incubator space for sustainability-focused new industries (resource reuse, energy development, materials research)
•
Highest level of IRR, integrating liquid and solid waste streams
Build Scenario A’s technological foundation is inclusion of a second site for the construction of an Energy Centre to receive and process residuals from LGSWWTP and biomass in solid waste streams from the North Shore, including food waste and clean wood waste. Furthermore, there is the potential to integrate the Energy Centre with a district energy initiative involving the DNV and various utility and industrial partnerships. A secondary foundation of this concept is to keep LGSWWTP’s footprint small to allow for the potential for unused portions of the site to be developed for retail, light-industrial, and commercial uses, as envisaged in the site’s current zoning designation.
2.6.3
Build Scenario B – Community
This build scenario engages the community in an active partnership so that mutually beneficial opportunities for Metro Vancouver and the community are created and realized. This build scenario is testing the potential of the project to act as a catalyst to strengthen social connections and build strong community partnerships. Opportunities include: •
Urban rooftop greenhouses (for example, restoration agriculture, research, medicinals, or urban food production with rainwater irrigation)
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•
Conservatory with exotics and tropicals (for example, orchids and epiphytes) for sale or exhibition
•
Leasable, available spaces for art space or farm stalls
•
Saturday/weekly market booths/galleries/farmers market (for example, Granville Island, Pike Place Market) at the foot of Pemberton Avenue; exterior covered and interior/exterior spaces
•
Skate park (covered or partially covered) 1.9-square metre (m2) minimum size (regional skate park examples include Louisville, Gleneagles, White Rock skate parks)
•
Granular, pedestrian feel at Pemberton Avenue and along 1st Street (St.).
•
Highest adaptability over time
Build Scenario B’s technological foundation is that infrastructure constructed in the first phase will have low mechanical intensity and large tank volumes. The technology migration pathway will entail the installation of more mechanically intensive equipment in the tanks in the future. Implicit in this concept is the notion that deep and expansive tanks provide the most flexibility to adapt to future technologies, most particularly those that have not yet been conceived and will be commercially available in the future.
2.6.4
Build Scenario C – Natural
This build scenario incorporates advanced treatment technologies and transforms a damaged site into one that is ecologically restored in a sustainable and regenerative manner. This build scenario is testing the potential of the project to achieve ecological restoration through advanced treatment and site naturalization. Opportunities include: • •
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Constructed wetland / forest / weirs, including tule, sedges, and indigenous / native vegetation Visible WWTP functions
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• • • • • •
Centre for urban biodiversity Interpretive centre, interpretive trails (‘the story of cleaning water’) Great views of the city and Burrard Inlet overlook Creation of new, meaningful estuarine habitat Diversion of existing outfall flow to pocket estuaries Highest quality effluent for habitat or reuse
Build Scenario C’s technological foundation is that treated effluent from the new LGSWWTP will be of high quality, suitable for discharge to the pocket estuaries at the southern ends of Philip and Pemberton Avenues, and possibly other existing receiving waters near the site, such as the MacKay Wetland and MacKay Creek. Also, the effluent will be suitable for most reclaimed water applications (other than those required to meet extremely high-quality standards), such as boiler feed water and other industrial applications. Should discharging high-quality treated effluent to the pocket estuaries and other receiving waters as envisaged prove feasible, it may be possible to deconstruct the existing outfall and eliminate the associated conveyance infrastructure needed to return treated effluent flow from the new LGSWWTP to the existing site.
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Figure 2-8. Summary of Three Build Scenarios 456928_WBG103013092847VBC
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2.6.5
Liquid Treatment Discussion of Trade-offs
The following summarizes key aspects and trade-offs from the comparison of wastewater treatment processes selected for the three Build Scenarios: •
•
Key trade-offs for provision of tertiary quality effluent (Build Scenario C) or secondary quality effluent (Build Scenarios A and B) include: −
Capital costs for tertiary treatment are approximately $50 million more than for secondary treatment, and operations and maintenance (O&M) costs are approximately $2 million more per year.
−
Approximately 50 percent more electricity is required for tertiary treatment, and there are significantly more greenhouse gas (GHG) emissions from electricity and more required chemical addition.
−
Tertiary treated effluent reduces the overall biochemical oxygen demand (BOD) loading to the Burrard Inlet beyond that achieved by upgrading to secondary treated effluent. Secondary effluent (SE) will be fully protective of the Burrard Inlet receiving waters.
−
Implementation of tertiary treatment now will provide future-proofing against potential future regulatory changes.
−
Tertiary treated effluent has the potential to be discharged at the foot of Pemberton or Philip Avenues, creating estuary conditions and associated habitat, and could eliminate the need to use the existing outfall.
Between the secondary treated effluent alternatives, installation of an ultra-compact, mechanically intensive process (Build Scenario A), when compared to the larger, less mechanically intensive processes (Build Scenario B) provides the following advantages and disadvantages: −
Leaves more land available for potential alternative development of portions of the site.
−
Has a lower initial capital cost ($20 million), and higher O&M costs of approximately $1.8 million per year, due to significantly higher chemical and electricity consumption.
−
More GHG emissions (approximately 8 times more), primarily due to required chemical addition.
−
Is less adaptable to future regulatory changes. Build Scenario B, by design, is adaptable over time, by increasing the type and ‘intensity’ of the unit processes used, as compared to expanding the overall size and tankage.
2.6.6
Solids Management Discussion of Trade-offs
The following summarizes key aspects and trade-offs from the comparison of solids management processes selected for the three Build Scenarios: •
Onsite digestion of biosolids (Build Scenario B) results in significantly lower life-cycle costs than digesting biosolids at a second site (Build Scenario A) or using thermal reduction (Build Scenario C).
•
Conveyance of undigested biosolids, drying, thermal hydrolysis, and addition of food waste increases the risk of odours (at either site) (Build Scenario A).
•
Codigestion of preprocessed SSOs at the treatment plant site results in the lowest overall life-cycle cost of the alternatives considered (Build Scenario B). However, prior to further development, the following items require additional consideration: −
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Life-cycle costs do not include the cost of implementing a source-separated organics (SSO) program within the North Shore municipalities; in particular, the separate collection of food waste and yard waste. Current practice is to collect comingled food waste and yard waste.
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−
There are few examples of codigestion of food waste and biosolids at the scale proposed. Food waste could account for approximately 40 percent of the solids loading at the new wastewater treatment facility.
−
Local end-use markets for biosolids are limited, and the addition of food waste will increase the quantity of material that must be managed. As well, by codigesting the two materials, the end product would be restricted to uses available to biosolids, which may be more limited than that of independently digested/ composted food waste.
−
The required tipping fee for SSOs (food waste) may not be acceptable.
−
Metro Vancouver may need to implement additional flow control measures to secure the SSO waste stream. The current organics disposal ban is set for 2015, but the plant would not be operational for another 5 years.
−
All three approaches used facilities scaled to accommodate the capacity of the waste generated on the North Shore. This could result in higher unit prices due to economies of scale for larger, regional facilities.
•
Thermal reduction of solids has the highest potential GHG emissions (Build Scenario C).
•
Creation of dried biosolids pellets has the highest associated energy value and potential for reduction of regional GHG emissions if they are used to displace fossil fuels (Build Scenario A). However, it is important to note that the relatively small quantities of dried biosolids that would be generated by the North Shore facility would not necessarily be sufficient to justify the investment needed at facilities to receive and use biosolids pellets. A regional biosolids-drying facility would be able to generate more material, at less unit costs, than the LGSWWTP.
Digestion of biosolids onsite provides the lowest capital and operating costs of the solids processing options (Build Scenario B). In addition, onsite digestion offers a variety of options for utilization of the biogas produced, for either direct heating within the treatment plant, electricity and heat generation from biogas cogeneration engines, or generation of renewable natural gas by upgrading the biogas to pipeline quality.
2.7
Recommendation for Liquid Treatment and Solids Management at LGSWWTP
The three build scenarios were introduced to the Utilities Committee at a special meeting on April 10, 2013 followed by presentations to the North Shore Councils and community groups, and the results of the evaluation were presented to the Utilities Committee at a special meeting on June 25, 2013, followed by presentations to the North Shore councils and community groups. The Indicative Design was developed using the deep tank activated sludge (AS) process, with stacked secondary clarifiers and onsite solids treatment based on anaerobic digestion of the liquid waste solids for energy production. Due to risks and considerations related to codigestion of food waste and biosolids onsite, the Indicative Design assumes continued separate management of food and yard waste as part of the solid waste stream. The Indicative Design was presented to the Utilities Committee at a special meeting on September 24, 2013, followed by presentations to Metro Vancouver Council of Councils and North Shore Councils and community groups; and was endorsed at the Utilities Committee regular meeting on November 7, 2013, and the Board regular meeting on November 15, 2013.
2.8
Resource Recovery Opportunities
The IDT developed a long list of resource recovery opportunities for LGSWWTP. Upon consultation with Metro Vancouver staff and various stakeholders, four were identified as worthy of further consideration and development for triple bottom line (TBL) business casing, as follows: 1. Biogas utilization 2. District energy
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3. Reclaimed water 4. Nutrient recovery The following paragraphs describe the outcome of the TBL business cases developed by the IDT.
2.8.1
Biogas Utilization
The preferred build scenario includes an anaerobic digestion process that will be used to stabilize primary and secondary sludge streams produced by liquid treatment processes. A by-product of the digestion process is biogas, composed of 50 to 60 percent methane (CH4), which has a high energy value and can be used for multiple purposes. The purpose of this TBL business case was to evaluate the following options: •
Alternative 1: Digester gas for in-plant process and facility-heating requirements, and flare the remaining gas.
•
Alternative 2: Cogeneration (combined heat and power [CHP]) using two reciprocating engine-generator units and waste-heat recovery to supply hot water for both process and facility heating within the plant. All energy is used in-plant for this alternative.
•
Alternative 2A: Cogeneration (CHP) using one reciprocating engine-generator unit (no redundancy) and wasteheat recovery to supply hot water for both process and facility heating within the plant. All energy is used in-plant for this alternative.
•
Alternative 3A: Digester gas for in-plant process and facility-heating requirements, and upgrade the remaining gas to biomethane for injection into the utility pipeline.
•
Alternative 3B: Digester gas for in-plant process and facility-heating requirements, and upgrade the remaining gas to biomethane for vehicle fuelling.
Other alternatives were conceptually screened, but eliminated for further evaluation for technology and implementation reasons. These alternatives include: •
Fuel cells: This technology is in the developmental stage and has not been adequately demonstrated at full scale for sufficient time to support its application for this project.
•
Local distribution of biogas: After consulting with surrounding industrial users, it was determined that a local district energy provider is interested in using biogas for their district energy system, but the energy available in the biogas is much lower than their demand; however, the demand could be met by recovery of effluent heat, which was explored instead.
On the basis of the TBL business case, Alternative 2, including cogeneration with two engines, is included in the Indicative Design for the following reasons: •
The life-cycle costs of Alternatives 2 and 3A are essentially the same based on the conceptual level of detail used in the analysis; however, Alternative 2 has the following advantages over Alternative 3A: − −
Metro Vancouver’s existing experience with the technology Less market risk
•
Cogeneration of electricity and heat onsite provides a high level of energy self-sufficiency for LGSWWTP and enhances power reliability.
•
Alternative 2 is preferred over Alternative 2A (single unit) owing to O&M benefits of having multiple installed units, rather than a single unit.
The Indicative Design includes two reciprocating engine-generator units and waste-heat recovery to supply hot water for both process and facility heating within the plant and the Energy Centre.
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2.8.2
District Energy
In addition to the energy recovery opportunities associated with the biogas, there are opportunities related to energy recovery of low-grade heat present in the treated effluent using heat pumps. This energy could be utilized at the new plant for space heating, by district energy systems in close proximity to LGSWWTP, or by the effluent pipeline to the existing outfall. A conceptual design of an Energy Centre was developed assuming the tie-in point to a district energy system is within 1 kilometre (km) of LGSWWTP. The evaluation criteria include the energy available, the GHGs that would be avoided (given that the heat is a source of green energy, and assuming the energy would displace energy generated from burning natural gas), cost to construct, annual cost to operate, and revenue. The system was sized for a 5-megawatt (MW) heat-pump-based system, with distribution piping sized for 10 MW for future expansion. Key aspects of the business case include the following: •
The estimated capital cost is approximately $19 million (Year 2020), and the annual operating cost is on the order of $2 million. This would be improved by sizing the distribution piping for the short-term capacity only.
•
The system will require the cost of renewable energy to be in the order of $20/ gigajoule (GJ) by the end of the decade in order for the system to pay for itself in 25 years, and be cash-flow positive in 8 years. Fortis BC is currently offering Metro Vancouver $13.40/GJ for renewable natural gas from the Lulu Island WWTP.
•
The use of effluent heat for the assumed base load demand (if displacing natural gas use) would result in a regional GHG emission reduction equivalent to 5,300 tonnes of carbon dioxide equivalent per year (t CO2e/y).
•
By recovering energy from the effluent and applying it to a district energy system, all build scenarios become net energy producers.
•
There is potential to direct any surplus heat from cogeneration to the Energy Centre, which would reduce the electricity required for heat pump operation and would improve the annual operating cost.
There is a reasonable opportunity to recover energy from the treatment plant effluent for district energy use, and there has been considerable interest from stakeholders. The final business case will depend on the future market value of green energy, cost of energy such as natural gas and electricity, availability of funding, and the allocation of risk in the development of assets. Exploration of markets and funding, and further discussion with potential partners, is warranted. The Indicative Design includes space on the ground floor of the Operations and Maintenance Building for an Energy Centre based on heat pump technology.
2.9
Reclaimed Water Opportunities
Opportunities for reclaimed water exist to offset the use of potable water for non-potable uses. Key potential opportunities near LGSWWTP include the following: •
Internal non-potable functions within the WWTP such as seal-water, tank washdown, landscape irrigation, make-up water for chemicals, toilet flushing, and interpretative water features
•
Nearby industrial users for dust control, washdown, and vehicle washing
•
Nearby parks for summer irrigation
•
Large water-consuming industries near the collection system, but not adjacent to the WWTP, through the installation of a small satellite reclaimed water facility.
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A significant component of the costs associated with water reuse is the installation of a separate pressurized water distribution system to transport the reclaimed water to potential users. The best opportunity for the use of reclaimed water is within the WWTP itself, to offset potable water for non-potable uses. If incorporated at the project outset, the reclaimed water system can be fully integrated within the overall treatment plant non-potable water system. Metro Vancouver currently uses a variety of reclaimed water use strategies at its wastewater treatment facilities to reduce overall potable water consumption. Assuming that external water users would be willing to pay half of the cost of potable water for reclaimed water, the business case with today’s rates is not cost-effective. However, in the future, if the drivers for reclaimed water change, the reclaimed water system could be expanded to include other users and potentially satellite facilities. The Indicative Design includes a reclaimed water system, which has been sized for internal non-potable uses with provisions to expand the system in the future for other offsite uses. Also, provisions have been included for a truck fill station near the Ultraviolet (UV) Disinfection Building.
2.10
Nutrient Recovery Opportunities
Metro Vancouver’s biosolids land application program returns the nutrients available within the material to the land. In addition to nutrients within the solids from the treatment process, there are nutrients available for recovery from the liquid train for fertilizer use. In particular, phosphorus can be recovered through the intentional formation of struvite crystals. There are two key factors in the consideration of recovering phosphorus as struvite at the LGSWWTP, as follows: 1. Potential to reduce O&M impacts of unwanted struvite formation within the treatment plant piping and equipment 2. Provision of a renewable, marketable fertilizer product that displaces resource extraction of phosphorus rock Key aspects of the business case include the following: •
Total production is about 500 tonnes per year (tpy), with an estimated capital expenditure of $6.3 million and annual O&M cost of $150,000.
•
Estimated revenue from the product is $230,000 per year, and the estimated O&M savings are approximately $110,000 per year, plus a reduced risk of dewatering mechanical equipment failure.
•
Overall, the business case is extremely sensitive to the market price of the recovered product. For the business case, the product has been estimated at $460 per tonne (t); however, the retail market price is considerably higher.
The Indicative Design includes space for a struvite recovery facility on the top floor of the Solids Building that could be installed at a later date, when market conditions improve.
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Wastewater Flow and Load Projections
3.
Wastewater Flow and Load Projections
3.1
Section Description
This section summarizes the review of the North Shore Sewerage Area (NSSA) wastewater flow and load projections to the new LGSWWTP, and establishes flows and loads to be used in the Indicative Design. The following supporting document is included in the Appendixes volume: Appendix 3 – Flow and Load Projections Technical Brief.
3.2
Population Projections
Metro Vancouver’s Policy and Planning Department has developed a scenario for population growth in the entire Metro Vancouver Region, and specifically in the NSSA. These projections were published in Metro 2040 – Shaping Our Future (Metro Vancouver, 2009). Table 3-1 lists the census populations for 2006 and 2011, as well as the population projections through 2101. The ultimate population in the catchment is expected to reach about 300,000, given the existing land base and some level of more intensified development. Table 3-1. North Shore Sewerage Area Population Projections
3.3
Year
Design Case
Source
2001
176,196
2001, Canada Census Data
2006
179,089
2006, Canada Census Data
2011
184,875
2011, Canada Census Data
2021
206,600
Metro Vancouver 2040 Residential Growth Projections
2031
224,900
Metro Vancouver 2040 Residential Growth Projections
2041
244,000
Metro Vancouver 2040 Residential Growth Projections
2051
254,000
Regional Development Division, Metro Vancouver
2101
294,000
Regional Development Division, Metro Vancouver
Flow and Loads Projection for North Shore Sewerage Area
The flow and load projections for the NSSA catchment in years 2035, 2051, and 2101 are summarized in Table 3-2. Table 3-2. Flow and Load Projections for North Shore Sewerage Area Component
Year 2035
Year 2051
Year 2101
235,000
254,000
294,000
Per Capita Flows, L/c/d
404
402
378
ADWF, ML/d
95
102
111
AAF, ML/d
112
120
131
MMF, ML/d
142
152
165
MDDWF, ML/d
104
111
121
ADWF x 1.09
PDWF, ML/d
145
156
170
ADWF x 1.53 ADWF x 2.41
Population
Notes
Flows
MDF, ML/d
229
246
268
PWWF, ML/d
320
320
320
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Table 3-2. Flow and Load Projections for North Shore Sewerage Area Component
Year 2035
Year 2051
Year 2101
AA, g/c/d
85
85
85
MM, g/c/d
101.5
101.5
101.5
MW, g/c/d
153
153
153
Notes
TSS Loads Per Capita TSS Loads
AA TSS Load, kg/d
19,975
21,590
24,990
MM TSS Load, kg/d
23,853
25,781
29,841
MW TSS Load, kg/d
35,955
38,862
44,982
AA, g/c/d
74.5
74.5
74.5
MM, g/c/d
87.5
87.5
87.5
MW, g/c/d
101
101
101
BOD5 Loads Per Capita BOD5 Loads
AA BOD5 Load, kg/d
17,625
19,050
21,903
MM BOD5 Load, kg/d
20,563
22,225
25,725
MW BOD5 Load, kg/d
23,735
25,654
29,694
AA, g/c/d
166.8
166.8
166.8
MM, g/c/d
187.8
187.8
187.8
MW, g/c/d
266.6
266.6
266.6
AA COD Load, kg/d
38,928
42,076
49,039
MM COD Load, kg/d
45,563
49,247
55,213
MW COD Load, kg/d
62,651
67,716
78,380
AA, g/c/d
13.5
13.5
13.5
MM, g/c/d
15.0
15.0
15.0
AA TKN Load, kg/d
3,173
3,429
3,969
MM TKN Load, kg/d
3,525
3,810
4,410
COD Loads Per Capita COD Loads
TKN Loads Per Capita TKN Loads
Notes:
AA – annual average
kg/d – kilogram per day
MMF – maximum month flow
AAF – annual average flow
L/c/d – litre per capita per day
MW – maximum week
ADWF – average dry weather flow
MDDWF – maximum day dry weather flow
PDWF – peak dry weather flow
BOD5 – 5-day biochemical oxygen demand COD – chemical oxygen demand g/c/d – gram per capita per day
MDF - maximum day flow ML/d – megalitre per day MM – maximum month
PWWF – peak wet weather flow TKN – total Kjeldahl nitrogen TSS – total suspended solids
From 2006 to 2011, the ratio of influent sBOD:BOD5 averaged 0.16, and the ratio of ammonia (NH3):TKN is estimated to be 0.66 based on influent NH3 data and assumed TKN per capita loads.
3-2
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Regulatory Permitting and Approvals
4.
Regulatory Permitting and Approvals
4.1
Section Description
This section summarizes the regulatory compliance requirements for the new LGSWWTP at the federal, provincial, regional, and municipal levels. The following supporting documents are included in the Appendixes volume: 1. Appendix 4A – Response from the Canadian Environmental Assessment Agency (CEAA) 2. Appendix 4B – Potential Effluent Discharge Objectives for the Proposed North Shore Wastewater Treatment Plant – August 2012 3. Appendix 4C – Potential Effluent Discharge Objectives for the Proposed North Shore Wastewater Treatment Plant – First Update, October 2013
4.2
Federal
4.2.1
Wastewater Systems Effluent Regulations
On June 29, 2012, the Government of Canada published the Wastewater Systems Effluent Regulations (WSER). The WSER are established under the Fisheries Act and include mandatory minimum national effluent quality standards that can be achieved through secondary wastewater treatment. Requirements for monitoring, recordkeeping, reporting, and toxicity testing are specified in the WSER. The minimum national effluent quality standards for wastewater treatment facilities of a size similar to the LGSWWTP are: •
cBOD5 less than or equal to 25 milligrams per litre (mg/L) (monthly average of at least five samples per week)
•
TSS less than or equal to 25 mg/L (monthly average of at least five samples per week)
•
Total residual chlorine less than or equal to 0.02 mg/L (testing is required only if chlorine is used as a disinfectant in the treatment facility; testing to be done three times per day if required)
•
Un-ionized ammonia 1.25 mg/L maximum, expressed as nitrogen (N) at 15 degrees Celsius (°C) ± 1°C
Under the WSER, toxicity testing of effluent can now be conducted using a modified procedure: with or without the add-on pH stabilization procedure. The WSER stipulates the following with respect to toxicity: Acute lethality of effluent means that the effluent at 100 percent concentration kills more than 50 percent of the rainbow trout subjected to it during a 96-hour period. The acute lethality of the effluent must be determined in accordance with Reference Method EPS 1/RM/13 or Reference Method EPS 1/RM/13 used with Procedure for pH Stabilization EPS 1/RM/50. Nontoxic effluent is defined by passing the acute toxicity test using rainbow trout. The WSER also defines unionized ammonia as a deleterious substance. The maximum concentration of unionized ammonia in the effluent must be less than 1.25 mg/L, expressed as N, at 15°C ± 1°C. The concentration of unionized ammonia in the effluent is defined in accordance with the formula (total ammonia)/(1+109.56 – pH) Where: total ammonia is the sum of unionized and ionized ammonia pH is the initial pH of the effluent at 15°C ± 1°C 9.56 is the logarithmic dissociation constant of ammonia at 15°C
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Regulatory Permitting and Approvals
The concentration of total ammonia in the effluent is determined using an aliquot of the effluent from which the pH of the effluent is determined.
4.2.2
Canadian Environmental Protection Act
The Canadian Environmental Protection Act, 1999 (CEPA) is the primary federal legislation that regulates many environmental issues and human health impacts, including toxic and hazardous substances, biotechnology by-products, contaminants in fuel, ocean disposal of wastes, ozone-depleting substances, and new substances documentation. It gives the power to regulate substances that have been declared in the CEPA as toxic, and to assess toxicity of new substances. The CEPA takes a risk-based approach to decision-making regarding the entry of substances into the environment, exposure conditions, and inherent toxicity to human health. 1 Implementation of the CEPA integrates risk assessment, risk management, compliance promotion, and enforcement of the Act, as well as research and monitoring. The CEPA addresses preventative and remedial measures for the protection of the environment and human health. Under the CEPA legislation, when a substance is identified that may be toxic to the environment or human health, Environment Canada and Health Canada develop a plan to assess and manage the substance, under the New Substances Notification Regulations. For some substances, the plan is to stop using the chemical; for others, the plan is to regulate the use; and for others, the plan is to manage the chemical in the correct fashion. The CEPA is administered by Environment Canada and Health Canada according to their Memorandum of Understanding, 1990, and uses several tools, including: Substances Lists. These lists control the importation, trade, evaluation, and use of almost any chemical used in Canada. These lists also contain items of environmental concern (for example, certain effluents). For each item in a specific list, there is a defined course of action required. Regulations. The CEPA currently includes 55 regulations (plus 10 proposed regulations). These cover a range of activities, from pulp mills, to ocean disposal, solvent handling, gasoline content, renewable fuels, and phosphorus concentration in detergent. Guideline and Code of Practice: The CEPA currently includes 47 guidelines, 26 codes of practice, 1 provisional code of practice, and 9 guidance documents/objectives covering a range of activities. Ammonia dissolved in water is a substance specified in the List of Toxic Substances in Schedule 1 of the CEPA. On December 4, 2004, Environment Canada published additional requirements under the CEPA related to preparation of pollution prevention plans for chlorinated municipal effluents, as well as the Guideline for the Release of Ammonia Dissolved in Water Found in Wastewater Effluents. The intent of the guideline is to maintain the concentration of ammonia to less than nonacutely lethal levels in municipal wastewater effluents. The maximum allowable ammonia concentration is calculated in accordance with the formula: 306,132,466.34 x 2.7183(-2.0437 x pH) Where: pH is the pH in the receiving environment
1 Toxicity or harm to wildlife is addressed through separate pieces of legislation, including the Fisheries Act, Species at Risk Act, Canada Wildlife Act, Migratory Birds Convention Act (1994), and Wild Animal and Plant Protection and Regulation of International and Interprovincial Trade Act.
4-2
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Regulatory Permitting and Approvals
4.2.3
Canadian Environmental Assessment Agency
The CEAA has confirmed that the LGSWWTP project is not a designated project under the Canadian Environment Assessment Act 2012; therefore, does not require an environmental assessment under the Act. The response from the CEAA is included as Appendix 4A.
4.3
Provincial
4.3.1
Integrated Liquid Waste and Resource Management Plan
The MoE allows all local governments to develop and periodically update a liquid waste management plan, and these plans are authorized and regulated through the BC Environmental Management Act. Approval of Metro Vancouver’s ILWRMP (2010) under the BC Environmental Management Act authorizes discharges to the environment – water, air, and land – associated with the management of liquid waste according to the criteria set out in the plan and facility-specific OC. The ILWRMP was approved by the MoE on May 30, 2011. Metro Vancouver’s ILWRMP identifies that Metro Vancouver and municipalities will maintain and operate their liquid waste infrastructure, make improvements, and reduce risks to the environment that may be identified through ongoing monitoring and assessment programs. Metro Vancouver and municipal actions include the provision of basic sewer service levels, and quantifying and managing air emissions, including odours and GHGs, associated with operating and maintaining wastewater collection and treatment systems. The ILWRMP further identifies that Metro Vancouver will operate its secondary treatment WWTPs (of which LGSWWTP will be one) to meet requirements specified in each facility’s OC. The effluent discharge limits specified in the OC are generally consistent with the WSER. The ILWRMP identifies the intended site for the NSSA secondary treatment facility as the Metro Vancouver-owned property between Pemberton, Philip, and McKeen Avenues, and 1st St. in the DNV, and that the existing outfall will be retained as part of the upgraded facility.
4.3.2
Operational Certificate
The effluent discharge standards for the existing LGWWTP are set out in OC ME-00030 (2004), issued by the MoE. The OC establishes maximum limits for effluent TSS and BOD concentrations (130 mg/L for each, based on any daily composite analysis) and a maximum daily flow (318 ML/d). Effluent quality requirements for the new LGSWWTP will be set out in an amended OC to be issued by the MoE under the provisions of the BC Environmental Management Act, Municipal Wastewater Regulation 87/2012. Discussions with the MoE indicate the following: •
cBOD5 and TSS should be less than or equal to 25 mg/L based on monthly averages.
•
Wastewater flows exceeding the capacity of the secondary treatment works may bypass those works when flows are greater than two times measured dry weather flow, provided that primary treatment effluent standards are maintained for the effluent not receiving secondary treatment.
•
Primary treatment standard required for flow bypassing secondary is 130/130 mg/L.
•
The effluent will be disinfected between May 1 and September 30. The biological indicator for disinfection was still under discussion with the MoE at the time of publication but will be either Enterococci or E. coli. If chlorine is used, the effluent will be dechlorinated to less than 0.02 mg/L total residual chlorine before discharge.
4.3.3
Potential Environmental Discharge Objectives
The Canadian Council of Ministers of the Environment (CCME) developed a municipal wastewater effluent strategy to address issues related to governance, wastewater facility performance, effluent quality and quantity and its associated risk, and economic considerations in a way that provides consistency and clarity to the wastewater
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Regulatory Permitting and Approvals
sector across Canada. An element of the strategy was the development of effluent discharge objectives (EDOs) to protect water users. In an August 2012 report, Tri-Star Environmental Consulting undertook an initial evaluation of EDOs for the new LGSWWTP based on effluent data obtained from the existing primary plant. This initial report was subsequently updated in October 2013 to provide additional monitoring data and address comments received by the MoE. The August 2012 report is included in Appendix 4B and the October 2013 report in Appendix 4C. A draft list of potential substances developed is summarized in Table 4-1. Table 4-1. Draft List of Substances Substance Cyanide (weak acid dissociable) Fluoride Cadmium – total Chromium Copper – total Polybrominated diphenyl ethers Polychlorinated biphenyls Permethrin
4.3.4
Organic Matter Recycling Regulation
The BC Organic Matter Recycling Regulation (18/2002) (OMRR) governs the production, quality, and land application of certain types of organic matter, including the Class A biosolids that will be produced by LGSWWTP. The requirements for Class A biosolids are set out in the following schedules of the OMRR: • • • • • •
Schedule 1, Pathogen Reduction Processes Schedule 2, Vector Attraction Reduction Schedule 3, Pathogen Reduction Limits Section 3 of Schedule 4, Quality Criteria Schedule 5, Sampling and Analyses — Protocols and Frequency Schedule 6, Record-keeping
Biosolids from LGSWWTP will be integrated with Metro Vancouver’s existing regional beneficial reuse program.
4.3.5
Municipal Wastewater Regulation, Reclaimed Water
Part 7, Division 1 of the Municipal Wastewater Regulation, 2012 (MWR) details the general requirements for reclaimed water in British Columbia (BC). MWR Section 108, Table 13 lists the municipal effluent quality requirements for reclaimed water and is provided here as Table 4-2.
4-4
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Regulatory Permitting and Approvals
Table 4-2. Municipal Effluent Quality Requirements for Reclaimed Water (MWR) Exposure Potential Parameters
Indirect Potable Reuse
Greater
Moderate
Lower
pH
Site specific
6.5 to 9
6.5 to 9
6.5 to 9
BOD5, TSS
BOD5 < 5 mg/L; TSS < 5 mg/L
10 mg/L
25 mg/L
45 mg/L
Turbidity
Maximum 1 NTU
Average 2 NTU; maximum 1 NTU
–
–
Fecal coliform (per 100 mL)
Median < 1 CFU or < 2.2 MPN
Median < 1 CFU or < 2.2 MPN; maximum 14 CFU
Median 100 CFU; maximum 400 CFU
Median 200 CFU; maximum 1,000 CFU
Notes:
CFU – colony forming unit mL – millilitre MPN – most probable number NTU – nephelometric turbidity unit
Section 113 of the MWR lists the following requirements for the disinfection of reclaimed water: • •
All reclaimed water must be disinfected prior to use. The minimal total chlorine residual at the point of use must be maintained at 0.5 mg/L unless: − The addition of chlorine will detrimentally impact aquatic flora or fauna or − At the point of use, fecal coliforms remain less than the levels set in Table 4-1, and users are adequately informed regarding appropriate use of the reclaimed water.
4.3.6
Vancouver Coastal Health
Vancouver Coastal Health approvals may be required for the water feature at the foot of Pemberton Avenue and infiltration galleries on the northern side of the site if reclaimed water is introduced to the galleries. Vancouver Coastal Health requirements will need to be confirmed in the next stage of design development once the concept for the water feature is confirmed.
4.4
Municipal
4.4.1
Land Use
Metro Vancouver has commenced discussions with the DNV on related land-use planning requirements. These discussions are expected to be finalized in 2014.
4.4.2
Noise Bylaws
Noise is regulated by DNV’s Noise Regulation Bylaw (Bylaw 7188, as amended by Bylaw 7334, Noise Regulation Bylaw Amendment, Bylaw Number [No.] 4). The following summarizes relevant parts of the bylaw related to objectionable noises: •
Any noises or sounds continuing for any period of time created by earth-moving equipment exceeding a maximum sound level of 80 decibels (acoustic) (dBA), or any noises or sound continuing for any period of time created by earth-moving equipment that causes the daytime average sound level to exceed 65 dBA (equivalent noise level [Leq]) at the point of reception.
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•
Any continuous sound that exceeds the following sound levels at the point of reception: − In a Quiet Zone during the day 55 dBA − In a Quiet Zone during the night 45 dBA − In an Activity Zone during the day 60 dBA − In an Activity Zone during the night 55 dBA
•
Any noncontinuous sound that exceeds the following sound levels at the point of reception: − During the day 80 dBA − During the night 75 dBA
•
Any construction noise that exceeds a sound level of 80 dBA at the point of reception
The bylaw defines “day” as the period of time from 7:00 am to 8:00 pm each week day or Saturday, and from 9:00 am to 8:00 pm on a Sunday or holiday. “Night” is defined as all other time periods.
4.4.3
Stormwater Management
Stormwater management is regulated by DNV’s Development Servicing Bylaw (7609). The DNV requires a stormwater management plan for all subdivisions and developments. The following criteria apply for redevelopment applications: •
No net increase in the rate and volume of stormwater runoff from existing to developed conditions up to the mean annual rain event (MAR) (2-year return period)
•
If existing imperviousness is greater than 50 percent, no net increase in the rate and volume of stormwater runoff beyond a maximum 50 percent effective imperviousness up to the MAR (2-year return period).
4-6
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Community Acceptance and User Requirements
5.
Community Acceptance and User Requirements
5.1
Section Description
This section provides an overview of discussions Metro Vancouver and the IDT held with a number of stakeholders during the project definition phase to document user requirements for the new LGSWWTP. Stakeholders included North Shore municipalities, Squamish Nation, neighbourhood businesses, local residents, the general public, and environmental groups. The following supporting documents are included in the Appendixes volume: 1. Appendix 5A – Community Enhancement Opportunities Technical Memorandum 2. Appendix 5B – Minutes of Meeting with Metro Vancouver on March 27, 2013 3. Appendix 5C – Minutes of Meeting with Metro Vancouver on June 28, 2013 4. Appendix 5D – PowerPoint Slides Presented at Meeting with Metro Vancouver on August 30, 2013 5. Appendix 5E – PowerPoint Slides Presented at Meeting with Metro Vancouver on September 6, 2013 6. Appendix 5F – PowerPoint Slides Presented at Meeting with Metro Vancouver on November 5, 2013
5.2
Community Acceptance Considerations
Unlike other treatment plants in Metro Vancouver, the LGSWWTP is situated in an urban setting with many stakeholders in the surrounding community. Thus, the design of the plant has had to respond to community needs, concerns, and general acceptance considerations. Metro Vancouver’s Public Involvement Division led community engagement for the project. Throughout the project definition phase, the IDT met with representatives from the community on several occasions to present and solicit feedback on the design concepts as they were developed. Related documents (available for download from the project website http://www.metrovancouver.org/services/wastewater/engagement/lionsgate/Pages/default.aspx ) include: 1. Engagement and Consultation Results: Project Definition Phase for Lions Gate Secondary Wastewater Treatment Plant. Prepared by the Metro Vancouver Public Involvement Division (October 23, 2013) 2. Lions Gate Public Advisory Committee (LGPAC) report on Indicative Design (October 21, 2013) At these meetings, the following concerns and opportunities were identified by the community. Concerns •
Odour Control. Odour control and its impact on surrounding properties is a primary issue for the community. This issue has been raised in all meetings with the community.
•
Air Quality. The community has also raised concerns about air quality, which is related to odour control and air pollution. Community members want facility emissions to be regularly monitored and reported.
•
Traffic Impacts. There is concern that the plant will result in additional truck traffic in the neighbourhood.
•
Aesthetics. The community accepts that the site is industrial. The site is currently nondescript and does not contribute positively to the community. The height and scale of the proposed treatment facility and its site design are important considerations, and it is important that they are appropriate to the neighbourhood context.
•
Noise. It was identified that the primary source of noise in the neighbourhood is the Canadian National Railway Company (CN) railway. Some community members see the plant as a potential noise barrier, though any effect
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Community Acceptance and User Requirements
of the plant on CN rail noise is considered to be incidental. It is expected that the plant will not contribute to additional noise levels in the community. •
Environmental Impacts and Long-term Planning. There is an understanding that the new facility will represent an improvement in current environmental standards related to wastewater treatment. This includes nutrient recovery, energy recovery, and water treatment to secondary standards. The community expressed a desire for wastewater to be treated to higher standards where feasible.
•
Cost. The cost of the facility and the impact on rates is a concern. The community wants to receive good value for money.
•
Public Health and Safety. Avoiding a negative impact on public health and safety for the neighbouring residents and businesses is an important issue. This is closely related to the other sensory issues, including odour, air quality emissions, and noise.
•
Construction Impacts. Given that construction is expected to take place over several years, residents are concerned about the impacts of construction on the neighbourhood.
Opportunities •
Community Amenities. The IDT identified that the LGSWWTP should improve the community. Some potential opportunities for amenities include making the site a public destination, providing community space, incorporating water features, and ensuring high-quality plant aesthetics.
•
Educational Opportunities. The plant provides an important opportunity to educate the community about the issues of water use, water treatment, water consumption, and waste recovery.
•
IRR. The community desires that resources should be recovered from the wastewater where possible, including energy, nutrients, and water.
5.3
Metro Vancouver User Requirements
The integrated design process involved engaging Metro Vancouver stakeholders in the early stages of the project. As such, five workshops were held with O&M staff during the Indicative Design Phase. Four subject areas were discussed, including Access and Circulation, Programming and Layout, Commissioning, and O&M. Detailed discussion topics included: Access and Circulation • • • • • • • • • • •
Staff and visitor access Vehicle access Delivery access Exterior circulation for vehicles and people Internal pedestrian circulation Internal vehicle circulation Goods distribution Exiting strategies Access requirements for operations level Maintenance access Confined space entry
Programming and Layout • • •
5-2
Functional space program Functional layout of all spaces Loading requirements
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Community Acceptance and User Requirements
• • • • • • • •
Goods handling Detailed treatment-area programming requirements Centralized storage requirements Layout and security requirements for non-treatment spaces Use and sizing of non-treatment spaces Shipping and receiving requirements Flood protection requirements Key functional adjacencies
Commissioning • •
Commissioning procedures Commissioning handover plan
Operations and Maintenance • • • • • • • •
Short-, medium-, and long-term maintenance protocols Operations impacts of flood protection systems Staffing requirements Training requirements Maintenance access to equipment and processes Subcontracted maintenance requirements Workplace safety Emergency response
These discussions had a substantial influence on the Indicative Design. Specific strategies incorporated into the Indicative Design include: • • • • • • • • • • •
5.4
Separated public and staff access Separated public and staff parking The development of a one-way vehicular circulation route Direct freight elevator access from the loading bay Secure public areas at ground level separated from treatment spaces Development of consistent maintenance level within the plant Provision of robust service elevator access Provision of clear internal circulation routes Development of key adjacencies between plant service areas, maintenance areas, and operational areas Development of a number of satellite maintenance and laydown areas Location of plant stores in a central location
First Nations Considerations
Metro Vancouver has commenced discussions with the Squamish Nation regarding the easements required for new conveyance infrastructure. Easements are required to convey flows from the DWV, Squamish Nation, and DNV to the LGSWWTP, and to convey treated effluent through a pipeline from the LGSWWTP to the existing outfall at First Narrows. The final siting and alignment of this infrastructure is to be determined. Metro Vancouver has also begun discussions with the Squamish Nation regarding the condition of the current LGWWTP site, which will be decommissioned and the land turned over to the Squamish Nation once the new treatment plant is operational, in accordance with the Provincial-Federal Cut-off Lands agreement.
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Community Acceptance and User Requirements
5.5
District of North Vancouver Flood Construction Level
The IDT met with the DNV in September 2013 to discuss flood protection requirements for LGSWWTP. Structures and buildings that house essential processes and equipment will be flood-protected to a flood construction level (FCL) of 6.0 metres (m) above sea level (masl). Table 5-1 shows the basis for setting the FCL. Table 5-1. District of North Vancouver Flood Construction Level Parameter
District of North Vancouver (Location: Seaspan and Harbourside)
Global SLR
1.0 m
Regional SLR Adjustment
-0.12 m
HHWLT
1.9 m
Storm Surge
1.3 m
Wave Effect
1.32 m
Freeboard
0.6 m
Total – FCLa Notes:
6.0 masl
Source: KWL (2012). a FCL
shown is relative to the Canadian Geodetic Datum.
HHWLT – higher high water, large tide SLR – sea-level rise
5.6
District of North Vancouver Pemberton Avenue Right-of-Way
The property within the right-of-way (ROW) at the foot of Pemberton Avenue is owned by the DNV. The IDT has identified that this ROW could become a valuable public space once the LGSWWTP is built and the at-grade rail crossing at the foot of Pemberton Avenue is closed to through traffic. Discussion between Metro Vancouver and DNV has commenced regarding the arrangement for this space, which could be utilized as shown in the Indicative Design.
5-4
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Site Characterization
6.
Site Characterization
6.1
Section Description
The local and regional context of the project site (see Figure 6-1) has been integral to the design of the new LGSWWTP. Investigations began by seeking to understand how the site fits within the broader geological, ecological, and First Nations context of the North Shore, and how the site has been shaped by dynamic physical and ecological processes over time. Site analysis also focused on understanding the modern day land-use, circulation, and geographic patterns surrounding the site, and the projected changes to these activities over the coming decades. Soil conditions, drainage patterns, circulation connections, and experiential qualities of the site were documented at the parcel level. The following supporting documents are included in the Appendixes volume: 1. Appendix 6A – LGSWWTP Archaeological Results Technical Memorandum 2. Appendix 6B – Site Contamination Technical Memorandum 3. Appendix 6C – LGSWWTP Baseline Sound Report Technical Memorandum
Figure 6-1. Regional Context
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6-1
Site Characterization
6.2
Site Description
The site chosen for LGSWWTP is located approximately 2 km east of the Lions Gate Bridge and the existing treatment plant. The site is situated within the DNV and is in close proximity to several other jurisdictions (CNV to the east, Squamish Nation to the east and west, DWV to the west). It is located in a Comprehensive Development 55 land-use zone, with heavy industry and the CN rail corridor to the south and some lighter industrial/commercial use to the southwest. There is one block of light industry to the north, and the residential neighbourhood of Norgate starting one block farther north. To the east and west are Pemberton Avenue and Philip Avenue, respectively.
6.2.1
Climate
The site is within the Coastal Western Hemlock dry maritime (CWHdm) biogeoclimatic zone, which is characterized by cool summers and mild winters (BC Gov, 1991). The average total annual precipitation at the site is 1,772 millimetres (mm) (Environment Canada, 2013). Figures 6-2 and 6-3 provide further climate details.
Figure 6-2. Sun Patterns
Figure 6-3. Temperature and Precipitation
6-2
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Site Characterization
6.2.2
Soils and Drainage Patterns
Prior to industrial development the project site was part of a wide, flat, river delta made up of deposits from the Capilano River watershed. The upper several metres of soil beneath the site is fill material that was placed in the early to mid-1900s when the intertidal area was developed for industrial use. The fill material is underlain by a layer of coarse granular sediments to a depth of 15 m, typical of alluvial fan deposits along the North Shore near the Burrard Inlet. This material is highly pervious. The soil below the fan material is silty/sand in the upper layers and gravel/sand with interbedded fine material at lower elevations. Based on the geotechnical work undertaken to date, groundwater is known to be approximately within 1.5 m of the surface, while bedrock is more than 100-m deep. Additional information on existing site geology and soils can be found in Section 8.3. Figures 6-4 and 6-5 illustrate the local geology.
Figure 6-4. Local Geology of the North Shore The project site is generally flat, at an elevation of around 2.5 to 3 masl. Stormwater catch basins are located around the perimeter of the site, and drain stormwater from the western portion of the site to the Philip Avenue tidal channel, and stormwater from the eastern portion of the site to the Pemberton Avenue tidal channel. There are no watercourses or areas of standing water on the site at any time of year. Figure 6-6 shows drainage pattern details.
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Site Characterization
Figure 6-5. Geology and Soils of the Surrounding Landscape
Figure 6-6. Drainage Patterns in the Local Landscape
6-4
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Site Characterization
6.2.3
Vegetation and Ecological Characteristics
The project site is located on the predevelopment shoreline of the Burrard Inlet (circa early 1900s). At one time the site likely supported dense thickets of Pacific crabapple, cascara, hardhack, and willows, with moist conifer forests upslope and vast expanses of intertidal wetlands to the south. A long history of industrial activity has led to the low ecological value of the present site. A discontinuous row of five Douglas fir trees are located on the eastern-central portion of the site (Figure 6-7). Immature black cottonwood trees with an understory of non-native butterfly bush and Himalayan blackberry occur along the eastern property boundary. Most of the site area is covered by unvegetated gravel or asphalt, but the lack of recent use has allowed some areas to become colonized by weedy species, including butterfly bush, black cottonwood (1 to 3 years old; less than 5 m in height), red clover, St. John’s Wort, and other early successional plant species. These shrub thickets are used by bird species tolerant of urban areas, including spotted towhee, song sparrow, and northern flicker. No species at risk or ecological communities at risk are known to use the site.
Figure 6-7. Existing Site Character
6.2.4
Local Circulation
The project site is bordered by 1st St. (north), Philip Avenue (west), Pemberton Avenue (east), and McKeen Avenue (south); 1st St. is classified as a major arterial route, with one vehicular travel lane in each direction, painted on-street bike lanes, parking on both sides of the street, and a centre turn lane. There is a continuous sidewalk on only the northern side of 1st St.
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Site Characterization
Pemberton Avenue, to the east of the site, is currently classified as a major arterial route, but the DNV’s Official Community Plan (2011) re-classifies it as a minor arterial route. It has two travel lanes in both directions and parking on both sides of the street. Pemberton Avenue north of 1st St. has a more pedestrian feel, with continuous sidewalks on both sides of the street, small lot frontages, and narrow building setbacks. Philip Avenue, to the west of the site, is currently a short section of street that runs between Welch Street to the north and the railway tracks to the south. Under a proposal for port upgrades, the at-grade rail crossing at the foot of Pemberton Avenue will be closed to non-emergency vehicles and replaced with a pedestrian-only overpass. A multi-use overpass (vehicle, bike, pedestrian) will be built at the foot of Philip Avenue, and the intersection of Philip Avenue and 1st St. will become signalized. There is currently no public transit service in the immediate vicinity of the site. The closest transit service is along Harbourside Drive, east of the Mackay Creek estuary, and along Marine Drive, 750-m north of the site. The North Shore Spirit Trail, an active multi-use transportation route, passes 1 block north of the project site. It currently extends east toward the Mosquito Creek estuary, and west through Ambleside Park. Figures 6-8 through 6-10 illustrate current local circulation patterns in the immediate vicinity of the project site.
6-6
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Site Characterization
Figure 6-8. Pedestrian Circulation 456928_WBG103013092847VBC
6-7
Site Characterization
Figure 6-9. Bicycle Circulation 6-8
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Site Characterization
Figure 6-10. Vehicular Circulation 456928_WBG103013092847VBC
6-9
Site Characterization
6.2.5
Views and Experiential Qualities
The site’s location in proximity to the waterfront gives the potential for excellent elevated views from the site over the Burrard Inlet, towards Vancouver’s downtown skyline and Stanley Park (see Figure 6-11). Likewise, the scale of development on the site will affect how visible the structures are from Vancouver’s downtown and Stanley Park. The sawdust piles directly south of the site obstruct a portion of the view.
Figure 6-11. Views and Experiential Qualities
6.3
Local Air Quality
Dust and airborne particulate matter from neighbouring industrial properties south of the project site has been observed and reported by local residents.
6-10
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Site Characterization
6.4
Local and Regional Contextual Information
6.4.1
Geographic Setting and Ecological Values
The project site’s geographic setting, as part of the vast delta of the Capilano River, led to the site originally having a waterfront position next to large expanses of intertidal marsh. Estuarine marsh would have predominated near the river mouths and transitioned to salt marsh where the influence of river flow was less. Figure 6-12 is a 1947 photograph showing the extensive intertidal wetland complex east of the newly constructed Lions Gate Bridge (note location of project site).
Figure 6-12. Extensive Intertidal Marsh and Mud Flats East of Lions Gate Bridge in 1947 The shoreline of North Vancouver between the Capilano and Seymour Rivers has been extensively modified in the past century, with much of the intertidal marshes converted to industrial land uses between the 1940s and 1960s. Remnant intertidal wetlands are now rare on the North Shore and include the Lions Gate salt marsh immediately east of the Lions Gate Bridge, and Maplewood Flats salt marsh east of the Seymour River. While the site itself has few features of ecological value, there are several ecologically important areas in the vicinity of the project site, including: •
Mackay Creek is an important salmon-bearing stream in North Vancouver and crosses 1st St. approximately 375 m east of the site. Mackay Creek is surrounded by a substantial forested riparian corridor that connects Burrard Inlet with the forested upper watershed.
•
Mackay Creek Wetlands are located one block east of the project site, and consist of a mix of forested swamp and seasonally flooded, open water areas. The wetlands provide some seasonal value for fish and other wildlife, but they are affected by low summer water level and high invasive species cover.
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Site Characterization
•
Pemberton Avenue tidal channel is a narrow (15- to 20-m wide by 275-m long) tidal channel that follows the western side of the Pemberton Avenue ROW. It is a remnant intertidal habitat created by the filling of adjacent sites for industrial development.
•
Philip Avenue tidal channel is a smaller tidal channel located southwest of the project site with a similar history to the Pemberton Avenue tidal channel.
•
Welch Strip Park is a linear park area separating the industrial lands to the south from the residential area of Norgate to the north. It is a largely manicured landscape with some mature conifer and deciduous trees along its southern edge.
Figure 6-13 shows the existing local vegetation and ecosystems.
Figure 6-13. Vegetation and Ecosystems
6.4.2
Current Land Use and Zoning
The site of the LGSWWTP is zoned as Comprehensive Development 55, dating from its previous use by BC rail. The general intent of this zoning is to accommodate a range of light industrial and business park uses. The land uses in the blocks immediately surrounding the project site and along Pemberton Avenue are classified as industrial under the DNV current zoning bylaw, and are classified as “employment lands” under the 2011 Official Community Plan, which includes light industrial commercial and regular industrial zones.
6-12
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Site Characterization
The character of the neighbourhood beyond the site varies widely, as follows: •
CN rail lines are located immediately to the south of the site.
•
The Philip Avenue Overpass is under development west of the site, and is scheduled to be completed in 2015.
•
Norgate, a neighbourhood of single-family homes, is located to the north of the project site, and the primarily residential development of the Squamish Nation lands is located to the west.
•
The Spirit Trail, a recreational trail connecting the municipalities of the North Shore, is located one block north of the site (distance from the site varies from approximately 75 to 150 m).
•
Higher-density residential development and commercial activities are located along the Marine Drive corridor, less than 1 km north of the site.
•
Light industrial commercial businesses are on the northern side of 1st St. and along Pemberton Avenue.
•
A variety of commercial and light industrial uses are located to the east and south of the site along McKeen Avenue.
•
A number of heavy industrial uses, including Kinder Morgan, Fibreco Exports, and Seaspan Marine, are located to the south of the project site.
6.4.3
Community Amenities
Community amenities in the vicinity of the project site include community meeting space, childcare facilities, schools, libraries, and recreation facilities, including regional trail systems. These amenities were documented to help evaluate the suitability of incorporating different community amenities within the project site. Community space in the Norgate area is somewhat limited, but likely proportional to the relatively low population density of the area. A number of community functions operate out of the Norgate Community School, north of the project site. Some additional community services take place at the Capilano House and the Anglican Church. Other nearby schools include Capilano Little Ones School (Xwemelch'stn Etsímxwawtxw) at Squamish Nation, Bodwell High School (private), and Lions Gate Christian Academy (private). Active recreation space is provided at Welch Strip Park, Norgate Community School, Norgate Park, Squamish Nation, and the Grant Connell Tennis Centre. A section of the Spirit Trail passes through Welch Park, extending east toward Mosquito Creek and west to Ambleside Park. The high-density, mixed-use development planned for Lower Capilano Marine Village will incorporate a community centre, and the CNV’s Harbourside development is anticipated to incorporate other community amenities (childcare, community gardens, Spirit Trail connections).
6.4.4
Proposed Developments
There are several proposed developments in the region of the LGSWWTP which could have implications for the project (see Figure 6-14). Developments include: •
CN: An intensification of port activities is prompting the closure of the Pemberton Avenue rail crossing to vehicle access (with the exception of emergency vehicles), and the establishment of a vehicular-pedestrian overpass at the south end of Philip Avenue.
•
Seaspan Marine: A major expansion of ship-building activities will take place at Seaspan over the next 5 to 10 years, with a corresponding increase of up to 1,000 new jobs (Vancouver Sun, 2013). Vehicular access to Seaspan will be via the Philip Avenue Overpass. Pedestrian access will be via the Pemberton Avenue pedestrian overpass or the Philip Avenue Overpass.
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Site Characterization
•
Harbourside development: This new multi-use development, east of the Mackay Creek estuary on CNV waterfront property, is projected to have 800 new homes and 1,500 new full-time jobs (Concert, 2013). This large-scale redevelopment will likely increase pedestrian activity and demand for transit connections in the vicinity of the project site.
•
Lower Capilano/Marine Village Centre: The DNV has started transforming the Marine Drive and Lower Capilano area into a future Town Centre, which will lead to a large increase in population density, jobs, and community amenities.
Figure 6-14 illustrates land use and community amenities.
Figure 6-14. Land Use and Community Amenities
6.4.5
Natural Hazards
The project site is in an area of several overlapping natural hazards. Figure 6-15 is based on data provided by the DNV (Geoweb) and includes hazards such as: • • • •
Liquefaction; River flooding (that is, within Mackay Creek floodplain) Tsunami SLR due to climate change.
Refer to Section 8 for the ways that the LGSWWTP Indicative Design mitigates these risks.
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Site Characterization
Figure 6-15. Natural Hazards
6.5
Archaeological
6.5.1
Cultural Background of the Study Area
In the Lower Mainland, the archaeological evidence indicates that this area has been continuously populated for the last 9,000 years. This occupation has been divided temporally into six different cultural phases or periods, determined by characteristics such as diet emphasis (marine versus terrestrial); evidence of social organization (ranked versus egalitarian); settlement pattern (temporary versus permanent) and house styles; and burial style and material culture (including stone, bone, wood, and shell artifacts covering all aspects of society and daily life/activities). Note that the names attributed to the cultural periods or phases vary in some cases, due primarily to differences in opinion between the various researchers. While the debate among archaeologists about the cultural remains and their typologies are unresolved, there is now strong evidence supporting Matson’s (1981) revised dates for the Locarno Beach Phase (Sources, 2013). Figure 6-16 shows details.
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Site Characterization
Figure 6-16. First Nations Settlements Documented along Burrard Inlet
6.5.2
Archeological Investigations and Findings
Given the cultural and geological context of the site, and to comply with jurisdictional requirements, Metro Vancouver directed the IDT to undertake an archaeological investigation of the site. These studies used soil core samples extracted for geotechnical investigations and were reviewed in controlled conditions in the geotechnical engineer’s facilities. The findings are summarized in Section 6.7, Site Geology. Following inspection of all cores obtained from geotechnical drilling, results indicated that there were no layers with a high potential of encountering subsurface cultural materials. Detailed results can be found in the Archeological Report prepared by Sources (2013) in Appendix 6A.
6.6
Utilities
Existing utilities and services data in the vicinity of the proposed LGSWWTP site bounded by Philip Avenue, 1st St., Pemberton Avenue, and the CN railway ROW was collected via BC OneCall and from the DNV. Third-party-owned services are as follows: •
BC Hydro – Overhead three-phase power on 1st St., with an underground duct bank west of Philip Avenue
•
Telus – Overhead telephone line on 1st St. and underground fibre-optic cable on Philip Avenue
•
Fortis – 60-mm distribution pressure gas main on 1st St. and on Philip Avenue, and 88-mm distribution pressure main on Pemberton Avenue
The DNV has a 300-mm ductile iron water main on 1st St. There is an abandoned 250-mm asbestos cement water main crossing the LGSWWTP site within the historical 1st St. ROW.
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The DNV’s storm sewer system on 1st St. currently crosses the LGSWWTP site with a 600-mm storm sewer that ties into the system on Philip Avenue and discharges via a storm outfall to Burrard Inlet. As part of the DNV’s Philip Avenue Overpass project, the storm system on Philip Avenue will be modified and will include a 600-mm stub connection east of the intersection of Philip Avenue and 1st St. The future intent is to relocate the 600-mm sewer crossing the site into 1st St. and connect it to the new stub. Refer to Drawing X-C10-002 for site utilities information.
6.7
Site Geology
The site is underlain by lowland and mountain stream deltaic sediments associated with a number of creeks and rivers, including the Capilano River. The natural soils associated with this deposit generally consist of medium to coarse gravel and minor sand extending up to 15 m or more in depth. It is likely that the deltaic sediments overlie deeper raised deltaic and channel fill sediments comprising medium sand to cobble gravel, which are, in turn, underlain by silt and clay sediments. These soils collectively comprise the Capilano Sediments in the area and represent post-glacial soils that may have been subjected to erosion. Glacial deposits likely underlie these sediments, comprising till-like soils and interglacial sediments consisting of sand and finer-grained silt and clay sediments. Additional information on existing site geology is provided in Golder Associates’ (Golder’s) geotechnical reports in Appendixes 8B and 8C.
6.8
Site Contamination
The LGSWWTP site is reported to have been developed initially in the 1950s as a rail facility. Initially, the site contained a freight shed with yard office, an oil shed with associated fuel dispensing, a locomotive repair shop, a passenger station, and a roadmasters’ building (building and bridges shop, rail police, and a surveyors and communication repair centre). Over the years, all of these buildings have been demolished or relocated offsite. A Certificate of Compliance (CofC) was issued by the MoE for the site on March 23, 2011. This CofC was completed to meet Contaminated Sites Regulation standards for industrial land soil use and marine water aquatic life water use. Remediation in soil and groundwater was to meet both numerical standards and risk-based standards. The risk-based CofC indicates that in its current configuration and use (vacant, fences, limited access industrial property), the site does not pose an unacceptable risk; however, there is still contamination that exceeds numerical standards present on the site. Material determined to meet the classification of hazardous waste is also present onsite. The CofC is essentially only valid for the existing site and land uses. The majority of the remaining contamination is located on the western third of the site. Light extractable petroleum hydrocarbon, heavy extractable petroleum hydrocarbon, polycyclic hydrocarbons, and metals were identified in soil and groundwater. There is also a small area near the centre of the southern boundary with impacts of copper in water and a small area near the northeastern corner where impacts of cadmium in water is present. Contamination also exists offsite, and a cut-off wall was installed along the southeast property boundary to prevent ingress of contaminated water from offsite. Additional information on site contamination is provided in Appendix 6B – Site Contamination Technical Memorandum.
6.9
Noise
Several of the surrounding industrial land uses generate a moderate amount of noise that can be heard at the project site. Traffic noise along 1st St. is projected to increase with intensifying port activity. BRC Acoustics & Audiovisual Design (2012) conducted a Baseline Sound Analysis for the LGSWWTP site. Sources of existing sound levels received onsite and in the Norgate community include moderate traffic (including
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Site Characterization
buses) on 1st St., traffic on Welch Street, and train manoeuvres on the CN rail tracks and spurs serving industrial and shipping facilities to the south. Sound from train manoeuvres was clearly audible at all measurement locations. The sound levels measured during the daytime were generally consistent with the DNV noise limits, with a minor exception, which exceeded the noise limits due to the location’s proximity to arterial traffic on Welch Street. Existing sound levels during the nighttime generally exceed the nighttime noise limit as established by the DNV Noise Bylaw. The results of this analysis suggest that the DNV noise limits are valid design criteria for sound levels from the project, and also constitute appropriate criteria for preventing significant increases in sound levels at the receiver locations due to the project. Detailed results of the sound analysis can be found in the Baseline Sound Analysis (BRC Acoustics & Audiovisual Design, 2012) in Appendix 6C.
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7.
Evaluation of Existing Outfall
7.1
Section Description
This section discusses the capacity and condition of the existing outfall. The following supporting document is included in the Appendixes volume: Appendix 7 – Existing Outfall Assessment Technical Brief.
7.2
Capacity Assessment
The current outfall was built in 1970 as part of the Stage 3 expansion of LGWWTP. The outfall pipe has the following specifications: • • • • •
Diameter: 1.37 m (54 inches) Material: fibreglass-reinforced plastic (FRP) Length: 268 m (880 feet [ft]) Upstream invert elevation: -0.37 m, geodetic datum; or 90.17 ft, Greater Vancouver Sewage and Drainage District (GVS&DD) datum Downstream invert elevation: -23.96 m, geodetic datum; or 12.75 ft, GVS&DD datum
There are 10 diffuser ports positioned along the crown of the 1.37-m conduit at 30.5 m (100 ft) from the downstream end before flow is released into the First Narrows. The estimated losses and required inlet hydraulic grade line (HGL) elevation are summarized in Table 7-1. Table 7-1. Outfall Calculation Summary Parameter
7.3
Elevation/Head Loss (m)
Maximum tide level
5.26
Outfall friction losses
0.85
Outfall minor losses
0.26
Diffusers minor losses
0.48
Density adjustment
0.66
Total losses
2.24
HGL at outfall inlet
7.50
Condition Assessment
By the time LGSWWTP is operational, the existing outfall will have been in service for 50 years. Metro Vancouver inspects the outfall on a regular basis, and to date, there has been no indication of significant deterioration or failure. The existing outfall will be included as part of the Indicative Design; however, it will need to be replaced in the future when it reaches the end of its service life. Regular inspections should continue as is current practice.
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8.
Indicative Design – Wastewater Treatment
8.1
Section Description
This section describes the major engineering design considerations and components of the new LGSWWTP Indicative Design, with a particular focus on the wastewater treatment process. The design horizon for the LGSWWTP site is to the end of the century. Major infrastructure, including the digesters and primary and secondary treatment tanks, were sized to accommodate projected population growth on the North Shore to Year 2051. The sizing of most equipment, which has a typical life of 15 to 20 years, is based on the projected flows and loads in Year 2035. The following supporting documents are included in the Appendixes volume: 1. Appendix 8A – Post-disaster Performance Objectives for LGSWWTP Technical Memorandum 2. Appendix 8B – Phase 1 Geotechnical Data Report 3. Appendix 8C – Phase 2 Geotechnical Data Report 4. Appendix 8D – Geotechnical Design Brief 5. Appendix 8E – Lions Gate Secondary Wastewater Treatment Plant Indicative Design Technical Brief
8.2
Post-disaster Requirements
8.2.1
Seismic Performance Objectives
Current building codes, such as the National Building Code of Canada (NBC), categorize water and wastewater facilities as ‘post-disaster.’ The Post-Disaster Performance Objectives for LGSWWTP technical memorandum (TM) included in Appendix 8A provides a detailed discussion on the seismic post-disaster requirements for LGSWWTP, interpretation of the NBC, practices followed in other jurisdictions, and recommendations. The following recommendations are put forward as post-disaster seismic objectives for LGSWWTP: •
All buildings and structures that will be occupied on a full- or part-time basis should be designed for immediate occupancy, as described in the NBC and reflected in Metro Vancouver’s current seismic design criteria for Immediate Occupancy and Life Safety Performance Levels.
•
All tanks should be designed in accordance with American Concrete Institute (ACI) ACI 350 – Code Requirements for Environmental Engineering Concrete Structures or American Water Works Association’s (AWWA) D110 Wire- and Strand-Wound, Circular, Prestressed Concrete Water Tanks, as appropriate, and using ground motion parameters stipulated in the NBC. Of note is that both the ACI and AWWA documents use an Importance Factor (I) of 1.25 for “tanks that must remain usable to provide emergency service after an earthquake or that are part of lifeline systems.” Additionally, both ACI and AWWA acknowledge the potential for some structural damage and insignificant repairable leakage.
•
A detailed study should be carried out, as recommended in the User’s Guide – NBC 2010 Structural Commentaries (UGNBC) (NRCC, 2010) and in consultation with the MoE and other appropriate regulatory authorities and stakeholders to establish post-disaster wastewater treatment objectives for the LGSWWTP.
•
Standby power should be provided for all life- and building-safety systems at a minimum, and the LGSWWTP Indicative Design should include provisions to provide standby power to the following additional treatment processes: − −
Influent pumping Preliminary treatment
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− − − •
Primary treatment Disinfection Primary sludge (PS) pumping
Good design practices should be followed consistent with good industry practice.
8.2.2
Flooding
Structures and buildings that house essential process and equipment will be flood-protected to an FCL of 6.0 m, as discussed in Section 5.5. Flood-proofing of buildings and structures will include the following: •
All doors and openings into buildings and structures that house essential processes will be at or above elevation 6.0 m, or if not feasible, then flood-protected.
•
Access into manholes and wet wells below elevation 6.0 m will be through sealed and bolted hatches or manhole lids.
•
Truck bays will be at elevation 4.1 m and will not house essential equipment below elevation 6.0 m. Truck bay structures will be designed to resist water to elevation 6.0 m, and doorways can be sealed using sand bags. The truck bay building will be designed to bring the structure back quickly into service after flooding above elevation 4.1 m. Loading docks and general storage floors will be at elevation 5.3 m.
•
Sumps with pumps will be provided to collect drainage water in process areas. There will be no direct connection of building drains to sewers and process drains below elevation 6.0 m.
8.2.3
Wind
All building, structures, stacks, piping, and equipment that is exposed to wind forces will be designed to meet the requirements of the BC Building Code (BCBC), Section 4.1.7, Wind Load, as post-disaster structures. Important factors from BCBC, Table 4.1.7.1 for post-disaster situations will be used in the design of structures and components.
8.2.4
Snow and Rain
All building and structure roofs will be designed to meet the requirements of BCBC, Section 4.1.6, Loads Due to Wind and Rains, as post-disaster structures. Is from BCBC, Table 4.1.6.2 for post-disaster situations will be used for calculating the loading on roof structures.
8.2.5
Earthquake Design Criteria
All buildings and structures that house essential services and processes for the operation of wastewater treatment facilities will be designed to meet the following standards: •
Metro Vancouver Seismic-Design Criteria Standard, No. Cr-02-02-DS-GEN-00100-2003, Revision C, for WWTPs to meet the Life Safety Performance Level for the NBC 1:475 return period, the BCBC requirement for post-disaster facilities, and the ACI 350.3-06 requirement for tanks required post-earthquake.
•
Design buildings for immediate occupancy post-disaster, as described in the current BCBC and UGNBC.
•
UGNBC Commentary J, Paragraph 225: “The design of free-standing tanks is outside the scope of the NBC.”
•
ACI 350.3-06 and AWWA design standards for seismic design of tanks intended to remain usable for emergency purposes after an earthquake, or tanks that are part of lifeline systems.
•
ACI 350.3-06 and BCBC to verify the structure has exceeded BCBC post-disaster requirements.
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•
ACI 350.3-06, Chapter 7, Freeboard, using an I of 1.5. Table 8-1 provides a summary of the freeboard required for the major liquid treatment processes. Table 8-1. Review of Freeboard Required Freeboard (mm)
Actual Freeboard (mm)
Comments
Primary Clarifiers
848
1,150
Freeboard ok
Bioreactors
857
1,220
Freeboard ok
Secondary Clarifiers
857
1,810
Freeboard ok
Structure
8.3
Geotechnical
Golder carried out the geotechnical field investigations and prepared the factual and interpretive reports for this project, which are provided in Appendixes 8B, 8C, and 8D. This section presents recommendations from Golder’s reports. Based on the results of the geotechnical investigation, portions of the soils underlying the site are considered to be susceptible to liquefaction, with resulting liquefaction-induced settlements. Given these conditions and the loads and settlement tolerances of the proposed structures, combined with the seismic hazard, the use of shallow foundations without ground improvement is considered very unlikely to be feasible. The various options for ground improvement have advantages and disadvantages, and several are considered marginally feasible or would have undesirable impacts on nearby residents and facilities, and are, therefore, not recommended. Among the options considered, compaction grouting targeting the upper and lower zones of potential liquefaction is considered the most feasible (Golder, 2013). It bears repeating that even with adequate ground improvement, it is not technically feasible to support the heavily loaded digesters on shallow foundations, and it may also be challenging to achieve the desired performance for some of the other structures using shallow foundations. Consequently, it is recommended that the digesters be pilesupported. The depth to the underside of the digester footing and those of other structures is considerable and would result in the need for excavation and dewatering for both piled and shallow foundation options. However, the challenges associated with suitable subgrade preparation under these conditions would be more critical for shallow foundations and present the risk of compromised subgrade preparation, with resulting unsatisfactory performance (Golder, 2013). The technically preferred, lowest-risk, and most reliable option for foundation support at this conceptual stage is driven non-displacement (open-ended) steel pipe piles, followed by closed-ended steel pipe piles driven to suitable bearing in the underlying sand to a depth of between 25 and 30 m below the existing ground surface (elevation -22 to -27 m). While other options may ultimately be proven feasible based on appropriate engineering analysis, they are unlikely to be considered unless there is significant cost or time saving, or to address environmental or neighbourhood impacts (Golder, 2013). Further engineering analysis and onsite testing would be required to evaluate specific technical and constructability issues and costing identified during this current phase of the project. In particular, evaluation of the rest and effects of liquefaction within the deeper strata, in particular, would benefit from more detailed numerical analysis, with the potential to demonstrate that this risk is low within the highly permeable soils at the site. This finding would have a significant impact on foundation option selection and cost. Pile driveability and load testing also offers the potential for significant cost, schedule, and environmental impact benefits, and would be recommended regardless of the procurement options ultimately selected. The following recommendations for additional work are provided for Metro Vancouver’s consideration:
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•
Pile driveability testing to confirm the drivability of steel pipe piles, both closed- and open-ended. Pile dynamic analyzer testing is recommended during driving.
•
Pile load testing to evaluate the capacity of driven piles. This is particularly important for open-ended piles, since the formation of a suitable soil plug is an uncertain factor.
•
Additional engineering analysis of the liquefaction potential and its impact on foundation options and performance. The analysis should comprise an effective stress analysis that accounts for the cyclic behaviour and drainage of the soil in order to evaluate whether sufficient excess porewater pressure develops under cyclic loading to cause liquefaction. The potential impact of various scenarios on various foundation support options should be considered (Golder, 2013).
8.4
Contaminated Soil Management
The site development concept for the LGSWWTP Indicative Design is that the majority of the site will be used for wastewater treatment infrastructure, notably large tanks and substructures for buildings, and the construction of this infrastructure will require excavating below the fill layer, which contains contaminated soil. As the site is severely constrained for space, there is limited opportunity for stockpiling any material onsite during construction and using it later for fill material. Therefore, all of the excavated spoil material, including all existing contaminated soil, will need to be removed from site and managed at an approved facility. It is expected that all groundwater extracted from the site during dewatering activities will require treatment prior to discharge, and additional cut-off walls along the southern property boundary may be warranted to prevent ingress of contaminated water from offsite. A cutoff wall was installed along the southeastern property boundary to prevent ingress of contaminated water from offsite. Further investigations on the DNV property immediately east of the LGSWWTP site and at the foot of Pemberton Avenue, which is intended in the Indicative Design to be used as a public plaza, may be required, as such investigations were beyond the scope of this project. The requirement for a site profile submission(s) to the MoE will be triggered by applications for zoning, development permits, and/or soil removal and demolition permits; and one of the following is required for the approving authority (DNV) to release the application (MoE, 2010): 1. The approving authority is not required to forward a copy of the site profile to a Director. 2. The authority has received a final determination that the site is not a contaminated site. 3. The authority has received an Approval in Principle (AiP) or CoC with respect to the site. 4. The authority has received notice from the Director indicating he or she has entered into a Voluntary Remediation Agreement with respect to the site. 5. The authority has received notice from the Director that site investigation is not required. 6. The authority has received notice from the Director that it may approve an application because the site would not present significant threat or risk if the application were approved. 7. The authority has received notice from the Director that the Director has received and accepted a notice of independent remediation with respect to the site. Given the LGSWWTP site is known to be contaminated and a CoC has already been issued by the MoE, Item 3 is the preferred pathway for allowing the approving authority to proceed with any land-use and development related applications. Both AiP and CoC are recognized in the Environmental Management Act and Local Government Act as legal instruments. The AiP pathway requires the submission of a remediation action plan (RAP) prepared by an
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approved professional (AP) and approval by the Director; and the CoC pathway requires the site to meet numerical or risk-based standards, which may require a risk assessment and possibly remediation. Between the AiP and CoC pathways, AiP would appear to have the following advantages: •
Remediation work is likely not required in advance of an AiP being issued; whereas, it may be required for a CoC. Therefore, it would be possible to include any remediation work within the scope of work of the main construction contract rather than have separate construction contracts for remediation and construction.
•
The preparation of a RAP may be more amenable to procuring LGSWWTP using design-build-finance-operatemaintain (DBFOM) or design-build (DB) delivery models, as the plan could provide more flexibility for proponents to innovate and meet performance-based specifications, rather than binding them to specific conditions prescribed in a CoC.
Based on the foregoing discussion, the following two-step pathway is recommended for Metro Vancouver’s consideration: •
Step 1 – Apply to MoE for AiP to use as legal instrument to support land-use and development applications to the DNV.
•
Step 2 – Follow independent remediation for construction work.
8.4.1
Step 1 – Apply to BC Ministry of Environment for Approval in Principle
The first step is to prepare a RAP (including supporting documents) for the LGSWWTP site, and then apply to the MoE for an AiP. The fees for an AiP application are expected to be on the order of $15,000, and supporting documents include a combined Stage 1 (Preliminary Site Investigation) and Stage 2 (Detailed Site Investigation) Report, possibly a screening-level risk assessment, and the RAP. Although it is expected much of the previous site investigation undertaken by Piteau Associates (Piteau) (2010) could be used, this needs to be confirmed with Metro Vancouver’s legal department, and it may be necessary to augment that work with additional detailed site investigations.
8.4.2
Step 2 – Follow Independent Remediation Pathway
Independent remediation (Item 7) is the preferred pathway for implementing the RAP as part of the main construction contract for LGSWWTP. A notice of initiation of independent remediation will need to be filed with MoE before starting any remediation work, and a notice of completion of independent remediation will be filed with MoE after the work is finished.
8.5
Technology Migration Pathways
A significant contributing factor in the selection of the secondary treatment anchor technologies of deep tank AS, followed by stacked secondary clarifiers, was the flexibility to adapt to more mechanically intensive processes in the future to meet more stringent regulatory requirements or higher population growth than envisaged in Official Community Plans. Presently, the Indicative Design includes features to allow LGSWWTP to nitrify on a seasonal basis during warmer weather, which will meet treated effluent requirements for the foreseeable future. Possible future technology migration pathways for the liquid treatment stream are summarized in Table 8-2.
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Table 8-2. Possible Technology Migration Pathways for Liquid Treatment Stream Required Upgrade
Technology Migration Pathway
Primary Treatment Capacity Upgrade
•
HRC processes
Secondary Treatment Capacity Upgrade
•
HRC processes
•
Biological contact processes for wet weather flows
•
CEPT
•
Membrane treatment
•
Integrated fixed film AS (year round nitrification)
•
Biological contact processes for wet weather treatment
•
HRC processes
•
BNR (nitrogen and phosphorous removal)
•
Bioaugmentation
•
Main stream deammonification (nitrification and nitrogen removal)
Regulatory Changes
Notes:
BNR – biological nutrient removal CEPT – chemically enhanced primary treatment HRC – high-rate clarification
A significant contributing factor to the selection of thermophilic anaerobic digestion (TAD) as the anchor biosolids technology is its ability to produce Class A biosolids and consistency with stabilization practices at Metro Vancouver’s wastewater treatment facilities, including Annacis Island, Iona Island, and Lulu Island, which will allow biosolids from LGSWWTP to be readily adapted to whatever beneficial reuse opportunities may be pursued by Metro Vancouver in the future. In the event additional digestion capacity is required, the technology migration pathway is to optimize solids loading rates, based on full-scale operational experience, recuperative thickening, and enhanced volatile solids destruction technologies.
8.6
Basis of Process Design
8.6.1
Liquid Treatment
Wastewater from the North Shore will be conveyed to the LGSWWTP in trunk sewers and discharged into the Influent Pump Station (IPS). Preliminary treatment includes a two-stage screening system consisting of coarse screening followed by fine screening. The screened wastewater will enter the grit removal process, where sand and other fine particles will be removed. The degritted wastewater will enter a tank that is gently aerated to remove fats, oils, and grease (FOG). After FOG removal, wastewater will enter the primary clarifiers, where suspended solids will settle by gravity to the bottom of the tanks. Primary effluent (PE) will flow to the downstream secondary treatment process. The secondary treatment process includes deep tank AS and stacked secondary clarifiers as anchor technologies that work together to remove any particulate, colloidal, and soluble carbon matter in the PE. The AS mixed liquor will then flow to stacked secondary clarifiers, which will be used to settle the AS and produce a clear SE that will flow to the disinfection process. AS settled in the bottom of the tanks will be returned to the deep tank AS process, and a small amount will be removed and pumped to the solids treatment train. Both deep tank AS and stacked secondary clarifiers are small footprint technologies, as these tanks are twice as deep as conventional technologies so reduce space requirements for the LGSWWTP. HRC will be used to provide primary treatment to wet weather flows. High-rate clarifiers have an extremely small footprint and are ideally suited for intermittent use in wet weather applications. Effluent from the HRC process will be blended with SE and flow to the disinfection process.
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The requirement for disinfection is seasonal, and when required, UV light will be used. The disinfection process will include two channels equipped with bulbs that transmit UV-wavelength light to the treated effluent to destroy pathogens. Disinfected treated effluent will be conveyed to the existing outfall and discharged to Burrard Inlet. The Indicative Design also includes deammonification of centrate produced by the anaerobic digestion and dewatering processes to reduce effluent toxicity. A reclaimed water system is provided to offset in-plant potable water use.
8.6.2
Solids Management
Mechanical thickening will be used to remove water from the primary and secondary sludge streams. After thickening, the sludge streams will be blended, preheated, and pumped to the TAD process, which will stabilize the FOG, and primary and secondary sludge streams. The microorganisms in the digester tanks are able to degrade the FOG and sludge streams under anaerobic conditions (in the absence of oxygen) and high temperature (55°C) to stabilize the final product and produce a biogas, which will be collected at the top of the digester tanks. The biogas contains 50 to 60 percent CH4, which will be recovered and used to produce electricity and heat for the digestion process and space heating within the plant. The stabilized product from the digestion process will be pumped to a dewatering process employing centrifuges to remove excess water, which will significantly reduce the volume of the final product and give it the consistency of solid material. The final dewatered biosolids cake will be loaded in trucks and included as part of Metro Vancouver’s biosolids beneficial reuse program.
8.6.8
Block Flow Diagram
Figure 8-1 is a block flow diagram illustrating the liquid treatment and solids management processes. Odour control is discussed separately in Section 10.
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Figure 8-1. Block Flow Diagram
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8.7
Process Equipment and Sizing
8.7.1
Influent Pumps
The IPS has two wet wells served by four pumps, two per wet well. Multiple influent pumps are required for redundancy and to allow pacing to match the range of minimum and maximum wastewater flows. During low-flow conditions, one pump operates alone to convey minimum to average flows. When flow increases, two pumps work together to pump average flows. Both wet wells are required for the peak design flow, as only two pumps are hydraulically connected to each wet well, and three pumps are required at the peak design flow. The flow is hydraulically distributed between the two wet wells based on the pumping rate in each wet well. Dry well-mounted, submersible pumps are selected for the LGSWWTP, as they are best suited for trench wet well applications and meet post-disaster requirements when installed below the FCL established for the site. Each pump has a maximum flow rate of 110 ML/d at a total design head of 20 m, and a rated power of 340 kilowatt (kW).
8.7.2
Coarse Screens
Mechanically raked bar screens are commonly used in WWTPs to remove small rocks, wood, plastics, and other debris from the incoming wastewater, protecting downstream processes from plugging and debris accumulation. If not removed, this material may damage the downstream, perforated plate fine screens. The screen room is arranged so that it includes three (two duty, one standby) 1.8- m-wide, mechanically raked bar screens, with 19-mm spacing. Each screen has a capacity of 160 ML/d. Screenings removed by both the coarse and fine screens are conveyed to a screenings handling area where they are washed and compacted prior to discharge into screenings hoppers. The hoppers discharge the compacted screenings into storage containers for removal to an approved offsite disposal facility.
8.7.3
Fine Screens
Fine screens remove material from the wastewater, such as rags, fibrous material, and plastic, that escapes the upstream coarse screens. If not removed, this material causes downstream O&M problems, including plugging and damage to mechanical equipment. The screen room is arranged so that it includes three (two duty, one standby) 1.8-m-wide, perforated plate escalator screens with 6-mm-diameter openings. Each screen has a capacity of 160 ML/d.
8.7.4
Screenings Handling
The three mechanically raked coarse bar screens and the three perforated plate fine screens discharge the screenings removed from the wastewater into two screenings sluice channels that transport the wet material to a screenings chute. One sluice channel is dedicated to the coarse screens, and one sluice channel is dedicated to the fine screens. The sluice channels are approximately 16-m long and 355 mm in diameter, and discharge the wet screenings into a double-bottomed target tank on the lower level of the Headworks Building. Wet screenings are conveyed from the screenings chute to two washer/compactors by two screenings conveyors. The double-bottomed target tank has an active volume of approximately 20 cubic metres (m3), and is equipped with a drop box, two knife gates, and a flushing water system. The drop box discharges wet screenings onto two screenings conveyors that transport the material to two washer/compactors. The two washer/compactors wash and compact the screenings from the two duty coarse screens and the two duty fine screens, and discharge the compacted screenings into a 3-m3 screenings hopper. Screenings fall by gravity from the hopper into a 10-m3 screenings container for removal to offsite disposal.
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8.7.5
Grit Removal
Grit removal extracts heavy inorganic and some organic particulates from the wastewater flow. Grit is removed to minimize abrasive wear on downstream equipment and prevent accumulation and deposition of heavy, non-biodegradable material in the downstream bioreactors and digesters. The screened wastewater enters induced vortex degritters that separate out and concentrate the grit. A total of four 3.7-m-diameter units are required to handle the design peak flow of 320 ML/d. Each unit has a rated capacity of 80 ML/d, and is housed in a concrete tank that is approximately 4.9 m by 4.9 m in size, and approximately 7.5-m deep. The operator sets the number of units required to match the average daily flow to the plant at the time. For example, during dry weather when the average daily flow to the plant is between 80 and 100 ML/d, only one or two units need to be in operation. During wet weather flow events when the average daily flow to the plant is between 200 and 240 ML/d, a minimum of three units need to be in operation. The in-service grit concentrators work continuously. Grit removed in the degritters is pumped to grit handling units where it is washed and classified to remove the organics, and dewatered prior to discharge to storage containers for removal to offsite disposal.
8.7.6
Grit Washing, Classification, and Dewatering
Grit removed from the wastewater is washed, classified, and dewatered to reduce the organic content and increase the solids content. The goal of this process is to increase the solids content of the grit to greater than 80 percent (as dry solids), while reducing the volatile solids content to less than 15 percent of the total. Material in this state is relatively innocuous and is less likely to create serious odours. Each unit has a dedicated slurry pump that continuously pumps the separated grit to a dedicated grit washing/ classification unit. These units separate the inert grit from the organic solids and very fine inert solids. The grit washing/classification units are fully enclosed, stainless steel, vortex-type units. The four grit washing/classification units have a design flow of between 18 and 25 litres per second (L/s) per unit, and are capable of removing 95 percent of grit particles greater than 75 micrometres (µm) in size with this flow range. Each unit is 0.8 m in diameter and has an average design flow of 18.9 L/s (1,600 cubic metres per day [m 3/d]). The grit slurry drains by gravity from the bottom of the grit washing/classification units to two dewatering conveyors. There are two grit dewatering units, with each unit being dedicated to two washing/classification units. The two dewatering conveyors have a capacity of 2.3 cubic metres per hour (m3/h) per unit. Each unit has a 1.8-m by 1.8-m clarifier and 0.5-mwide belt. The dewatered grit is discharged to a grit hopper and then into storage containers for removal to offsite disposal.
8.7.7
Fats, Oils, and Grease Removal and Primary Clarifiers
FOG is removed in dedicated tanks upstream of the primary clarifiers to prevent the material from accumulating in the lamella settler plate packs and creating operational issues. The tanks are gently aerated to allow FOG to coalesce and rise to the top of the tank, where it is collected and pumped directly to the solids treatment train. Primary clarifiers separate out the easily settleable solids, and the material is collected and removed for further processing. Primary clarifiers remove 50 to 70 percent of influent suspended solids and 25 to 40 percent of the influent BOD. There are three (two duty and one standby) primary clarifiers, each having dimensions of 37-m long by 12-m wide by 5.0-m side water depth (SWD). The tanks are fitted with lamella plate packs over much of the settlement area, which increases the hydraulic loading rate that the units can handle. Two of the primary clarifiers are capable of handling flows up to 204 ML/d (twice the ADWF). Wet weather flows exceeding 204 ML/d (twice the ADWF) are bypassed around the primary clarifiers and treated in two HRC units.
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8.7.8
High-rate Clarifiers for Wet Weather Flows
Wet weather flows exceeding 204 ML/d are bypassed around the lamella primary clarifiers and treated in two HRC units. The HRC process has been designed around a high-rate settling process that combines ballasted flocculation and lamella clarification. The microsand provides a surface area that enhances flocculation and acts as a ballast or weight. The resulting floc settles very fast, allowing for compact clarifier designs with high overflow rates and short detention times. The system consists of two HRC units, each with a capacity of 60 ML/d. The system consists of the following four tanks in series: coagulation, polymer injection, maturation, and clarification. The clarifier is a high-rate settling tank equipped with lamella plate settlers and a scraper mechanism.
8.7.9
Deep Tank Activated Sludge Bioreactors
The secondary treatment process area includes bioreactors, a blower building, secondary clarifiers, and associated tunnels and pump houses. The foundation of the secondary treatment process is the AS bioreactor that retains the mixed liquor (ML) responsible for the adsorption and biological degradation of wastewater contaminants. The bioreactors remove soluble, colloidal, and particulate BOD and TSS from the incoming PE. Provisions for PE stepfeed will be included to allow the biological process to be operated in nitrification mode in the summer. Space limitations on the plant site drive the need for bioreactors with a relatively high SWD of 10 m. The total bioreactor volume is 20,000 m3, which is divided into four individual bioreactors that operate in parallel. Each bioreactor has three passes, 28-m long, 6-m wide, and 10-m SWD, for a total volume of 5,000 m3. Each of the 12 passes has an unaerated (anoxic) zone, followed by an aerated zone. The anoxic zones are mechanically mixed using bridge-mounted, 1.125-kW hyperboloid mixers. The aerobic zones are mixed and aerated using a fine-bubble aeration system with floor-mounted membrane diffusers. Process air to the membrane diffusers is supplied by four duty and one standby high-efficiency turbo blowers. Three of the turbo blowers have a capacity of 7,576 normal cubic metres per hour (nm3/h) and a power rating of 263 kW. The remaining two turbo blowers have a capacity of 3,674 nm3/h and a power rating of 113 kW. ML from the four bioreactors flows over effluent weirs into a degassing channel, where it is stripped of the dissolved nitrogen and other gases that may cause sludge flotation in the secondary clarifiers. Both the ML channel and the degassing channel have a SWD of 5 m and are equipped with a coarse-bubble aeration system that agitates the ML and prevents solids deposition in the channels. Return secondary sludge (RSS) from the secondary clarifiers is distributed to the four bioreactors from the RSS channel. A portion of the RSS, referred to as waste secondary sludge (WSS), is continuously wasted from the end of the RSS channel to the WSS thickeners in order to maintain the bioreactor solids retention time (SRT) at between 4 and 6 days.
8.7.10
Stacked Secondary Clarifiers
Eight secondary clarifiers service the secondary treatment process. The clarifiers are stacked, rectangular units, each equipped with large chain-and-flight mechanisms that scrape the settled sludge towards a sludge hopper located near the mid-point along the tank length. The clarifiers are 12-m wide, and built in two 6-m-wide longitudinal bays separated by a dividing baffle wall with openings. The upper clarifiers are 53-m long, while the lower clarifiers are 58-m long. The total area of the eight clarifiers is 5,328 m2. SE overflows continuously into the effluent launders at the downstream end of the clarifiers, through the clarifier outlet gates, and is conveyed to the effluent disinfection facility. Each secondary clarifier has a dedicated RSS pump capable of withdrawing about 1 x AAF from the clarifier. The RSS pumps are screw centrifugal pumps equipped with variable frequency drives (VFDs), and are located in a
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pump galley between the two sets of clarifiers. Each pair of clarifiers is served by a secondary scum sump. Scum collected in the sumps is pumped to the rotary drum thickeners (RDTs) for thickening together with the WSS.
8.7.11
Disinfection
UV light is used to disinfect the treated effluent by inactivating pathogenic bacteria, viruses, and other microorganisms so that they can no longer replicate. In UV disinfection systems, the UV light is produced by lamps that are submerged in wastewater channels. Next-generation UV technology is used as a representative technology for LGSWWTP. The requirement for disinfection is seasonal, between May 1 and September 30, and the design assumption is that effluent is required to meet enterococci or escherichia coli (E. coli) limits of 20 MPN/100 mL at the edge of the initial dilution zone. The UV disinfection system is sized for the entire PWWF of 320 ML/d at a UV transmittance of 40 percent to reflect a blended effluent comprising effluent from both the secondary treatment process and HRCs. The UV disinfection system is designed to operate continuously and is controlled by a vendor-supplied system control centre with very little operator assistance required.
8.7.12
Primary Sludge Thickeners
Sludge thickening reduces the volumetric loading to the downstream sludge management processes, and the energy required for digester heating and mixing. Mechanical PS thickening units use polymer to achieve a thickened sludge concentration of approximately 5 to 7 percent (as dry solids), and a solids capture rate of up to 95 percent. For the Indicative Design, RDTs are selected for thickening PS because they have a relatively small footprint, provide effective odour containment, and are relatively easy to maintain. Two RDTs (one duty and one standby) will provide the required degree of process redundancy. The duty RDT operates continuously. Each unit will have a capacity to thicken 80 m3/h of PS. The polymer system is sized for an average dose of 3 kilogram per tonne (kg/t) of dry solids, and peak dose of 5 kg/t of dry solids. The filtrate from the PS thickening process is returned to the front end of the plant for further treatment. Progressing cavity pumps transfer the thickened primary sludge (TPS) into the sludge blending tank. The piping configuration upstream of the pumps will allow the operator to use either pump with either RDT.
8.7.13
Waste Secondary Sludge Thickeners
The thickening process used for WSS is similar to that used for PS, and the rationale for its use is the same. RDTs are selected for thickening WSS because they have a relatively small footprint, provide effective odour containment, and are relatively easy to maintain. Two separate process trains are envisaged to provide 100 percent redundancy. The duty RDT operates continuously and each unit will have a capacity to thicken 80 m 3/h of ML. The polymer system is sized for an average dose of 3 kg/t of dry solids and peak dose of 5 kg/t of dry solids. The filtrate from the thickening process is returned to the front end of the plant for further treatment. Progressing cavity pumps transfer the thickened waste secondary sludge (TWSS) into the sludge blending tank. The piping configuration upstream of the pumps will allow the operator to use either pump with either RDT.
8.7.14
Anaerobic Digesters
Anaerobic digesters convert a fraction of organic material in the waste primary and secondary sludges to CH4, carbon dioxide (CO2), and biomass. The process reduces the mass of solids that requires management and generates biogas that is used to generate heat and power. The digesters are continuously fed a blend of TPS and TWSS from the sludge blend tank. There are two thermophillic anaerobic digesters that can operate in parallel or in series. The digesters are large, concrete tanks with fixed-cover, concrete roofs, and are sized to provide an SRT of approximately 17 days at
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maximum month sludge flow and load with one unit out of service. The digesters are tall, cylindrical units with a steep, conical bottom to eliminate solids deposition, and have a partially submerged, inverted cone roof. The sludge in the digesters is mixed using a pumped mixing system to promote the digestion process and to minimize deposition of solids within the digester tanks. A digester heating system based on spiral heat exchangers is selected for the Indicative Design. The two digesters have conical bottoms with a floor slope of 1 to 1. The inverted cone roof of the digester is sloped at about 1 in 4 toward the centre. Almost all of the roof is submerged, with the design liquid level being just below the top of the cone. In this arrangement, mixing energy causes rising currents that are deflected by the underside of the roof toward the centre of the digester. Each digester has two horizontal chopper pumps (one duty and one standby), each with the capacity to pump the entire mixing flow. The mixing pumps are located in the pump gallery under the cone of the digesters. The pumps withdraw digested sludge (DS) from a low point in the centre of the digester cone and distribute the sludge back into the digester through fixed nozzles mounted within the digester. The two duty digester feed pumps operate continuously at a constant speed. The digester hydraulic mixing system is designed to operate continuously. However, these systems can be run intermittently with no impact on gas production or sludge stabilization effectiveness. Intermittent operation of the hydraulic mixing system results in significant mixing power cost savings.
8.7.15
Biogas Management Ancillaries
Digester biogas typically consists of 60 to 70 percent CH4; 30 to 40 percent CO2; and lesser quantities of water vapour, halogenated hydrocarbons, higher hydrocarbons, and aromatic compounds. Digester biogas may also contain siloxanes and hydrogen sulphide (H2S) that, at high concentrations, cause operational problems. The gas management system provides the equipment and controls necessary to collect, distribute, and control the biogas produced in the anaerobic digesters. The biogas management system includes several major components, including the digester gas domes and safety-relief equipment, low-pressure gasholder, moisture removal system, and waste-gas burners. The biogas system operates at a pressure that is normally about 250 mm of water (H2O). When the biogas pressure increases above this point, it will be directed to flare, and at a high-high pressure (at about 300-mm H2O), pressure-relief valves on the digesters will open. At low-low pressure (about -50-mm H2O), vacuum-relief valves will open. The biogas conveyance system will be designed to minimize pressure losses.
8.7.16
Biogas Utilization
Biogas produced by the anaerobic digestion process will be conditioned and combusted in two 650-kW, mixed-gas CHP units. Electricity and heat produced by the CHP units will be used within the plant, and provisions will be included to allow excess heat to be exported to the Energy Centre in the Operations and Maintenance Building.
8.7.17
Dewatering
Sludge dewatering can be accomplished using a variety of mechanical devices and generally raises the solids content of sludge to between 15 and 35 percent. The reduction in moisture content decreases the volume and mass of the DS, making the sludge easier to handle and more cost-effective to haul, especially over a long distances. For Indicative Design, centrifuges are selected because the equipment is compact and enclosed, with low odourgenerating potential. Centrifuges are also capable of producing dewatered sludge with high solids content, which reduces dewatered sludge storage requirements and lowers hauling costs. Metro Vancouver currently uses centrifuges at the existing LGWWTP, as well as at other Metro Vancouver’s wastewater treatment facilities; thus, is familiar with the O&M of centrifuges.
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Two centrifuges (one duty and one standby) are included in the Indicative Design to provide equipment redundancy. Each centrifuge is sized to handle the maximum month sludge production rate, assuming 8 hours per day of centrifuge operation. Polymer is added to the dewatering process to increase the solids capture rate. Typical polymer dosage is 6 to 12 kg/t of sludge. The centrifuges are designed to operate 8 hours per day, 5 days per week. Dewatered sludge hauling can be scheduled 3 to 5 times a week, depending on the daily sludge production rate. A dedicated classifying conveyor is mounted below the discharge chute of each centrifuge to divert poor-quality dewatered sludge (mostly in liquid form) produced during the first 15 to 30 minutes of starting a centrifuge to the process drain. Once stable operation is achieved after each centrifuge startup, the classifying conveyor will discharge dewatered sludge to a distribution conveyor located above the sludge storage hoppers. Centrate from the dewatering centrifuges can either be returned to the plant’s headworks or sent to the deammonification units for sidestream treatment. The dewatering equipment is housed inside a four-storey dewatering building, where centrifuges are located on the top level, classifying and distribution conveyors are on the third level, dewatered sludge storage hoppers are on the second level, and a truck loading bay is on the ground level. This four-storey arrangement minimizes the footprint required for the dewatering building and eliminates the need for dewatered sludge pumping.
8.7.18
Centrate Treatment
Centrate from dewatering centrifuges typically has a high nutrient content when compared with the nutrient concentrations in the raw sewage. Nutrient-rich centrate, if returned to the plant’s mainstream without sidestream treatment, can have a considerable impact on the performance of the secondary treatment process, particularly nitrogen and phosphorus removal. High concentrations of nitrogen and phosphorus are also expected to give rise to struvite (magnesium ammonium phosphate) formation, which was evident in the centrate system at Metro Vancouver’s existing wastewater treatment facilities. Total nitrogen (TN) and total phosphorus (TP) concentrations in the dewatering centrate at the new LGSWWTP are predicted to be in the order of 1,500 and 250 mg/L, respectively. These high concentrations of nitrogen and phosphorus present both operational challenges and nutrient recovery opportunities. The following paragraphs provide a description of (a) struvite recovery as a nutrient recovery opportunity, (b) struvite control measures that can be employed to alleviate operational problems, and (c) a deammonification system as a nitrogen removal option. 8.7.18.1
Struvite Recovery
Struvite is a crystalline material consisting of equimolar concentrations of magnesium, ammonium, and phosphate. Struvite is normally viewed as a problem in WWTPs with anaerobic digestion because it can form downstream of the digesters as deposits in the pipes, valves, and dewatering equipment. If, however, precipitated in a controlled manner, struvite formation can be used as a means to recover phosphorus from wastewater. An analysis using a TBL approach was conducted to evaluate the feasibility of implementing a struvite recovery process at the LGSWWTP. The business case for struvite recovery was not strong enough to justify the installation of a struvite recovery system during initial build of the plant because the facility is mostly a carbonaceous plant. However, space is reserved onsite for the implementation of struvite recovery should market conditions become more favourable in the future. 8.7.18.2
Struvite Control Measures
As a struvite recovery system will not be installed in the initial years of operation at the LGSWWTP, it would be prudent to implement struvite control measures to minimize the potential for struvite buildup in the centrate system.
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8.7.18.3
Centrate Deammonification
Metro Vancouver has expressed concern about acute toxicity in the receiving environment due to effluent discharged from the LGSWWTP once it is upgraded to secondary treatment. A centrate treatment system based on deammonification is included in the Indicative Design.
8.7.19
Reclaimed Water
The reclaimed water system incorporates filtration and UV disinfection of effluent water with chlorine added to provide a residual through the distribution network. This system meets the MWR for reclaimed water (B.C. Reg. 87/2012 – Part 7) requirements that include the following: •
Effluent quality requirements for non-potable reuse: − BOD5 less than 5 mg/L − TSS less than 5 mg/L − Turbidity less than 1 NTU − Faecal coliform (median) less than 1 CFU/100 mL or less than 2.2 MPN/100 m
•
A minimal total chlorine residual at the point of use will be maintained at 0.5 mg/L
8.8
Structural
The section describes the functional requirements of the main structural elements included in the LGSWWTP Indicative Design, including discussion about the following topics: • • • •
Design criteria Post-disaster considerations Coatings and liners for concrete structures Description of buildings and structures
8.8.1
Design Criteria
Building and structures will be designed to meet or exceed the requirements of the current BCBC and CSA design standards. Buildings that house essential services or processes required to treat wastewater to an acceptable level post-disaster will be designed to be operational after the post-disaster event, in accordance with the BCBC. Foundation structures systems will comprise a common raft slab support from driven steel pipe piles, with an assumed minimum thickness of the concrete raft slab of 900 mm, and some areas with a thickness of 3,000 mm. Assumed piles are 610 to 760-mm-diameter steel piles driven to a depth of 25 to 30 m and with an allowable capacity of 1,600 to 2,200 kilonewtons (kN). The buildings and structures will be designed for a minimum service life of 100 years. Structural elements will be designed to carry all superimposed loads, including dead loads, live loads, snow and rain, wind, seismic loads, earth pressure, flooding, fluid loads, thermal loads, crane and monorail loads, and operational loads. In addition, where the effects of differential settlement, creep, shrinkage, or temperature change are significant, these loadings will be included in the design.
8.8.2
Coatings and Liners for Concrete Structures
It is more effective to use concrete technology to achieve durability and functional requirements for wastewater exposures, and apply liners and coatings only when construction defects or special circumstances dictate. It should be noted that liquid-applied coatings and lining for concrete are difficult to apply, hard to verify for quality control (QC), and have limited lives of typically 15 to 20 years. If concrete cannot be protected from harsh environments using ventilation or concrete technology, use cast-in-place liners to protect concrete.
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8.8.3
Description of Buildings and Structures
8.8.3.1
Influent Pump Station and Headworks Building
The IPS and Headworks Building will be designed as a concrete structure with a concrete mat foundation supported by driven piles. The piles will also be designed to prevent uplift of the structure during flooding. The structure will be flood-proofed to an elevation of 6 m, except in the loading bays for grit and equipment removal, which will be at grade, elevation 4.1 m. Concrete exposure classification is A-1, and concrete exposed to wastewater or groundwater will contain a self-healing permeability-reducing admixture for hydrostatic conditions (PRAH), as indicated by ACI 212.3R-10. 8.8.3.2
Solids Building
The Solids Building will be concrete structure with exterior concrete shear walls and interior columns and beam framing. The roof of the structure will be designed as a plaza deck supporting the gas and odour control equipment and buildings. Concrete exposure classifications will be A-1. Concrete tanks and RS channels exterior walls and floors will contain a self-healing PRAH, as indicated by ACI 212.3R-10. The grit, PS blending, DS storage, and centrate tanks will be fully enclosed concrete tanks with polyvinyl chloride liner on the ceiling and walls to prevent damage by H2S. 8.8.3.3
Primary Clarifiers
The primary clarifiers are elevated concrete tanks with space under each tank used for process equipment. The concrete tank walls will create a laterally stiff level between the top and bottom slab of the primary clarifier tanks. The level below each tank will also need to have lateral stiffness greater than the level above; this will be done by extending the tank walls to the foundation slab, and restricting the height between the raft slab and the underside of the tank. Concrete exposure classifications will be A-1. Concrete tank exterior walls and bottom exterior walls and floors will contain a self-healing PRAH, as indicated by ACI 212.3R-10. 8.8.3.4
Bioreactors
The bioreactors are deep concrete tanks with a water depth of 10 m bearing on the concrete raft slab. The roof of the tanks will provide lateral support at the top of the wall. Concrete struts with internal baffle walls will provide lateral support to help resist the loading caused by the 10-m water depth. The roof of the structure will be designed for future public use. Future use of the roof may include a greenhouse or public plaza deck. Concrete exposure classifications will be A-1. Concrete tank exterior walls, channel walls, and elevated channel floors will contain a self-healing PRAH, as indicated by ACI 212.3R-10. 8.8.3.5
Secondary Clarifiers
The secondary clarifiers will be stacked clarifiers. Access into the clarifier for servicing will be through flood doors on the northern and southern walls. The roof area may be used in the future as public space and will be designed as a plaza deck. Concrete exposure classification is A-1, and concrete exposed to wastewater or groundwater will contain a self-healing PRAH, as indicated by ACI 212.3R-10. 8.8.3.6
Ultraviolet Disinfection Building
The UV Disinfection Building will be designed as a concrete structure with a concrete mat foundation supported by driven piles. The dead weight of the structure and piles will prevent uplift of the structure. The structure will be flood-proofed to an elevation of 6 m. Concrete exposure classification is A-1, and concrete exposed to wastewater or groundwater will contain a self-healing PRAH, as indicated by ACI 212.3R-10.
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8.8.3.7
Digester Facility
The digester facility will consist of two 20-m-diameter, prestressed concrete, circular tanks with an overall height of 33.4 m, designed in accordance with AWWA D110, Standard for Wire- and Strand-Wound, Circular, Prestressed Concrete Water Tanks. The roof structure will be a free-standing, cast-in-place concrete cone structure supported by a ring beam mounted on the wall panels. The vertical wall panels and ring beam will be wire- or stand-wound, greatly reducing the required thickness of the 19-m-high structural wall. The estimated thickness of the structural wall is 305 mm. The prestressed tank wall will bear onto the cast-in-place concrete hopper. The hopper is supported from the base mat at the centre and around the outer wall of the tank. The space below the hopper will be used as a process area. The digester foundation will be a concrete base mat supported by driven piles. The base mat will be concrete, approximately 3-m thick, to transfer the load from the centre ring into the piles. Assumed piles are 610 to 760-mmdiameter steel piles driven to a depth of 25 to 30 m and with an allowable capacity of 1,600 to 2,200 kN. 8.8.3.8
Power Generation and Heating Building
The Power Generation and Heating (PGH) Building will be a reinforced concrete framed building with shear walls. The foundation will be a concrete raft slab supported by driven pipe piles. Concrete exposure classification is C-1 due to exposure to sea spray. 8.8.3.9
Operations and Maintenance Building
The Operations and Maintenance Building will house both essential services and public spaces. The complete building will be designed to meet the requirements for post-disaster building, except the Energy Centre, Truck Bay, Plant Lobby, Boot Room, Oil Lube Room, Steam Cleaning Room, and public spaces will be flood-protected to an elevation of 4.1 m, and areas required for the operation of the WWTP will be flood-protected to elevation 6.0 m. The use of large cantilevers in the design of the building will require steel-framed structures, including multi-storey trusses. The steel construction is chosen to reduce the weight of the cantilever.
8.9
Utility Mechanical
The section describes the functional requirements of the heating, ventilation, and air conditioning (HVAC); plumbing; and fire protection systems for the rooms and buildings included in the LGSWWTP Indicative Design. This section includes discussion on the following topics: • • • • • • • • • •
Design criteria Ventilation requirements Heating loads and plant heat supply system Air conditioning systems Natural gas utility service Fuel delivery and storage systems Plumbing Fire protection Heat recovery Controls
8.9.1
Design Criteria
The design of the heating and cooling systems will be based on the weather conditions reported in the BCBC for West Vancouver.
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The inside design conditions vary, depending on the type of building being served and whether it is air conditioned in summer. As a general rule, the following design conditions will form the basis of design: Operations and Maintenance Building: Winter:
22°C ± 2°C
Summer:
24°C ± 2°C
Process Buildings (Process Rooms): Winter:
10°C ± 2°C
Summer:
Not applicable
8.9.2
Ventilation Requirements
National Fire Protection Association (NFPA) Standard 820 defines the minimum ventilation criteria for protection against fire and explosion of wastewater treatment and pumping facilities. These recommended rates will largely define the ventilation rates to be used in the process spaces. However, human occupancy of certain spaces may require more than the minimum ventilation required by NFPA; thus, will be governed by ASHRAE Standard 62.1. This standard specifies the minimum ventilation rates to maintain acceptable indoor air quality to minimize the potential for adverse health effects.
8.9.3
Heating Loads and Plant Heat Supply System
The Operations and Maintenance Building heating and cooling loads will depend on the selected HVAC systems and associated ventilation rates. The heating load is approximately 600 kW, while the cooling load is approximately 300 kW. Wall and roof insulation values will be maximized wherever possible to minimize skin losses. Process area heating loads will depend greatly on the ventilation rates required by the odour control system and those dictated by NFPA 820. The peak process building heating load is approximately 4.5 MW. Process cooling loads are estimated to be a maximum of 100 kW. The peak heating loads for the digestion system are estimated to be 147 gigajoules per day (GJ/d) or approximately 2 MW. The Indicative Design includes two heating plants: (1) one heating/cooling plant dedicated for the Operations and Maintenance Building, which will be located in the building, and (2) one heating plant dedicated for process buildings, which will be located in the PGH Building. The Operations and Maintenance Building will be heated using a total of two effluent-to-water heat pumps and one natural-gas-fired condensing boiler. The process area heating system will have one heating loop dedicated for process heating (100 percent hot water) and one loop dedicated for space heating (30 percent ethylene glycol by volume). The primary source of process heating will be one of two dual-fuel (digester gas/natural gas) CHP units, which will use the majority of the digester gas produced by the digestion process.
8.9.4
Air Conditioning Systems
Air conditioning will be provided in areas where occupant comfort is important and where temperature-sensitive equipment is located. The primary source of process cooling will be chilled water generated by effluent-to-water heat pumps. For smaller areas with low occupant levels, or low equipment loads remote from cooling plants,
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localized cooling will be provided. Individual cooling units will be located in the space with remote direct-expansion condensers located in the galleries. There will be two cooling plants: one cooling/heating plant dedicated to the Operations and Maintenance Building, which will be located in the building, and one cooling plant dedicated to process areas located in the PGH Building. The total Operations and Maintenance Building cooling load is estimated to be 300 kW. The Operations and Maintenance Building will be cooled using a total of two effluent-to-water heat pumps. One standby effluent-towater heat pump will be installed to generate cooling in the case of failure of any of the duty effluent-to-water heat pumps. The total process building cooling load is estimated to be 100 kW. The process building will be cooled using a heat pump system.
8.9.5
Natural Gas Utility Service
The natural gas system at LGSWWTP will include all internal natural gas piping, valves, and equipment, plus 1 m of gas line beyond the building. The gas utility will provide the gas meter, pressure regulation, and high-pressure piping to the gas line on 1st St. Based on preliminary estimated heating requirements, the gas service size will be based on a connected load of approximately 7.81 MW.
8.9.6
Fuel Delivery and Storage Systems
Two 1.6-MW diesel-powered generators will be provided for standby power. Each generator will consume approximately 470 litres per hour (L/h) of #2 diesel fuel at 100 percent load. For the Indicative Design, it is assumed that one 50,000-litre (L), aboveground, diesel fuel tank will be installed to provide approximately 48 hours of fuel supply. The requirement for hours of fuel supply should be confirmed during the next stage of design development.
8.9.7
Plumbing
Plumbing fixtures will be of commercial quality throughout the LGSWWTP. The primary source of domestic hot water in the Operations and Maintenance Building will be a domestic hot water tank. Domestic hot water will be preheated using heat from a heated water buffer tank or reheated using a natural-gas-fired condensing boiler. Hot water in process areas will be provided by gas-fired water heaters, where practical, or localized electric heaters in remote areas. Effluent water will be used to supply toilets and urinals installed in the Operations and Maintenance Building. Dual-flush toilets and waterless or low-flow (0.6 L/flush) urinals will be used throughout the plant where practical. Emergency showers and eyewashes will be provided, where required. Tempered water will be provided to the emergency fixtures by a thermostatic mixing valve. Hot and cold hose bibs will be located in the process areas where required. The sanitary system will be set up to take drainage back to the IPS.
8.9.8
Fire Protection
All buildings will be sprinklered according to BCBC requirements and agreed to with local building code officials and Metro Vancouver’s fire insurer. The sprinkler systems will be designed and constructed in accordance with NFPA 13. It has been assumed that standpipes will be required for all proposed buildings. Fire hydrants will be placed on the roadway system at the site. Building siamese connections will be installed at principal entrances, and located such that they are within 45 m from a fire hydrant. When sprinkler systems are not deemed appropriate due to process or material hazard reasons, alternate systems will be provided.
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8.9.9
Heat Recovery
Ventilation rates for the Operations and Maintenance Building and process areas will be reviewed and kept to a minimum to satisfy indoor air quality, while still maintaining the required air change rates for area classification in accordance with applicable codes. Heat recovery will be considered wherever practical, particularly in the Operations and Maintenance Building, Solids Building, IPS, and Headworks Building, which use 100 percent make-up air and exhaust.
8.9.10
Controls
The computerized data acquisition and control (CDAC) system will monitor, control, and alarm HVAC, plumbing, and fire protection systems. During the next stage of design development a business case will be prepared to assess direct digital control versus CDAC control of the HVAC system at LGSWWTP.
8.10
Electrical
The section describes the functional requirements of the electrical power system included in the LGSWWTP Indicative Design. This section includes discussion on the following topics: • • • • • • • •
Preliminary load prediction Electrical supply Power distribution Standby power Onsite cogeneration Arc-flash hazards Grounding and lightning protection Lighting
8.10.1
Preliminary Load Prediction
The projected electrical demand for LGSWWTP is estimated to be approximately 5 megavolt-amperes (MVA), excluding the loads associated with the heat pumps in the Energy Centre of the Operations and Maintenance Building. The load required for the Energy Centre is expected to be approximately 1 MVA. All loads are expected to be 600 volts (V) or lower, with the exception of the influent pumps, which will be 4,160 V, and the heat pumps. The proposed concept is a distributed secondary selective system to provide a single-fault-tolerant design with site power distribution at 4,160 V from a 12.5-kilovolt (kV)/25-kV primary feeder. A second feeder is included for the Energy Centre in the Operations and Maintenance Building.
8.10.2
Electrical Supply
The existing BC Hydro electrical network on the North Shore comprises multiple substations interconnected via 69-kV underground cable in a ring arrangement. The ring is supplied from 230-kV lines at the Walters and Cypress substations. The closest substation to the LGSWWTP site is Norgate substation (NOR) located at the corner of Welch Street and Whonoak Road, about 600 m northwest of the site. BC Hydro has confirmed that the primary feed to LGSWWTP will be underground from NOR at 12.5 kV/25 kV. The primary feed will enter the site underground from 1st St. along the access roadway under the primary clarifiers to the transformers on the roof of the PGH Building. A power reliability assessment was undertaken to evaluate a number of secondary feeder configuration options. For the purposes of the Indicative Design, the following is assumed for electrical supply and onsite power generation: • • •
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A single underground feeder from NOR Two standby diesel generators, each sized at 1.6 MW Two cogeneration units, each sized at 650 kW
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A dedicated 4,160-V feed will be provided for the Energy Centre to serve the heat pumps and associated equipment.
8.10.3
Power Distribution
The power distribution concept includes a PGH Building to provide major electrical equipment to step-down utility voltage to distribution voltage, and to provide standby and cogeneration power, as required to suit the preferred configuration. The PGH Building will supply each downstream substation with two 4,160-V feeders to serve 600-V loads.
8.10.4
Standby Power
Standby power will be provided at LGSWWTP and will be sized to service loads required to keep essential postdisaster treatment processes running, as well as other essential loads, including life safety systems, influent pumping, primary clarification and sludge pumping, and disinfection. Two standby diesel generators are included in the Indicative Design, each sized at 1.6 MW.
8.10.5
Onsite Cogeneration
The LGSWWTP Indicative Design allows for two 650-kW, mixed-gas CHP units in the PGH Building. The units will run 24/7, and the electricity produced by the units will be used within the plant. For standby power, the units will be paced by the diesel generators and provide as part of the standby power requirements.
8.10.6
Arc-flash Hazard
Arc-flash hazard will be kept to a maximum of Category 2, as required by Metro Vancouver. Strategies to limit arc-flash hazard to Category 2 include: •
Coordinating breakers/fuses in the PGH Building
•
Limiting the transformation capacity on all distribution stations to a maximum of 2 MVA, as required by Metro Vancouver electrical, instrumentation, and control (EIC) standards
Specific arc-flash hazard control measures for special cases, such as 4,160-V loads, will be defined during subsequent stages of design development.
8.10.7
Grounding and Lightning Protection Systems
All grounding will be designed in accordance with latest Metro Vancouver EIC standards. Lightning protection systems will be designed according to CAN/CSA B72-M87: Installation Code for Lightning Protection Systems.
8.10.8
Lighting
Lighting will be designed in accordance with latest Metro Vancouver EIC standards.
8.10.9
Energy Centre
The Energy Centre will have a separate service from the dedicated feeder, and will be metered and billed independently. The Energy Centre will feature its own high-voltage electrical room, complete with 12.5-kV incoming service switchgear, 12.5/4.16-kV transformation, and secondary metering. This separate electrical room will be located at the roof level of the secondary clarifiers on the western side of the Operations and Maintenance Building.
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8.11
Instrumentation and Controls
Metro Vancouver’s Wastewater Treatment Division CDAC system is one logical control system comprising five identical subsystems (one at each of the five WWTPs). It is a hybrid system based on the Bailey (now ABB) Infi-90 distributed control system (DCS) with interfaces to Metro Vancouver programmable logic controllers (PLCs). The system and, therefore, the five subsystems, provide a common and consistent technology (hardware, software, and configuration) and integration approach, which facilitates effective O&M, replacement, expansion, and risk management. The LGSWWTP CDAC system must adhere to this philosophy and the WWTP Principles of Automation. The system must provide full integration so that any console at any site can control any or all the five WWTPs. In addition, engineering configuration must be performed from any site to all five WWTPs. The Bailey Infi-90 DCS interfaces with various PLCs, mainly Allen Bradley. Other interfaces include DeviceNet, data highway plus (DH+), Modbus, Modbus TCP, Gateways, and other vendor packages and third-party controllers and devices (as approved by Metro Vancouver on a case-by-case basis). Metro Vancouver’s CDAC system migration plan was not available at time of writing this PDR; however, the new CDAC system for LGSWWTP must communicate with the centralized system at Annacis Island WWTP, and the system designs/configurations will conform to the migration plan, including system architecture, process control philosophy, device communication technologies, and other applicable standards. Logic configuration for process units requires Metro Vancouver’s input to conform to Wastewater Treatment Division CDAC-wide standards and control philosophies.
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9.
Indicative Design – Architectural
9.1
Section Description
The configuration of the new LGSWWTP is a result of collaborative design efforts between IDT disciplines to develop a compact, contextual addition to a diverse neighbourhood. Developed first through a series of nine concepts and then three build scenarios, the Indicative Design as documented in this report is the result of a strong collaboration between a wide range of subject matter experts. A full description of the design process can be found in Section 2 of this report. The following supporting documents are included in the Appendixes volume: 1. Appendix 9A – Site Planting Technical Memorandum 2. Appendix 9B – Sustainable Design Strategies Technical Memorandum 3. Appendix 9C – Integrated Site Water Strategy Technical Memorandum 4. Appendix 9D – Building Materials 5. Appendix 9E – Public Art Strategy Technical Memorandum 6. Appendix 9F – Building Code Assessment Technical Memorandum 7. Appendix 9G – Room Data Sheets
9.2
Project Design Concept
WWTPs in the Metro Vancouver have benefited until now from large sites in locations removed from large population centres. As a result, security is maintained with a simple perimeter fence, and the architectural expression of the project is focused on meeting pragmatic design criteria and minimizing public visibility. The LGSWWTP, however, requires a civic architectural approach that provides an effective community integration response to the diverse project context (see Figures 9-1, 9-2, and 9-3). The design of the new treatment plant draws upon the adjacent context in scale, form, and siting, simultaneously serving the role of necessary civic infrastructure and a symbol of Metro Vancouver’s commitment to clean water. Through site configuration, massing, and open space integration, the architecture and overall form of the treatment facility was designed to communicate the durability, technological advances, and presence of this important public service. The LGSWWTP was laid out with the intention of illustrating the flow through the treatment process. The larger, intensive treatment processes are located at the western end of the site. The more refined processes and the O&M functions are located at the eastern end of the site, with a more modest scale being developed to address the low height and pedestrian scale of Pemberton Avenue. While active treatment processes are located within secure areas, the exterior walls of the plant are integrated to the north and east within the public context. Public space, water, plants, and landforms as described in Section 9.4 were designed to create a unique place and identify for the facility.
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Figure 9-1. View from Pemberton Avenue Looking West
Figure 9-2. View from 1st St. Looking West
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Figure 9-3. View from 1st St. Looking East
9.3
Site Organization
As the IDT became more familiar with the site and the community, there was a realization that the development of LGSWWTP has the potential to begin the regeneration of the neighbourhood. The lifespan of this facility far exceeds the planned lifespan of other structures in the neighbourhood, so this project will set the tone for development for the neighbourhood for the next 50 years. The project site is located in an industrial context with few distinguishing features. The site is bordered on the southern edge by the CN railway, the western edge by Philip Avenue (future Philip Avenue Overpass), along 1st St. by a light industrial district, and on the eastern edge by Pemberton Avenue. The southern and western boundaries will be inaccessible to both vehicles and pedestrians when the plant becomes operational. Pemberton Avenue currently provides a connection to the Port of Metro Vancouver south of the site. Once the Philip Avenue Overpass is built, the DNV intends to close this connection to vehicles, with the exception of emergency vehicles. Early in the design process, it was identified that use of the DNV ROW at the foot of Pemberton Avenue, if used for community purposes (directly east of the project site), represented the best opportunity to connect the site with the surrounding neighbourhood. The establishment of this connection was a major driver in the overall organization of the facility (see Figure 9-4).
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Figure 9-4. Neighbourhood Urban Design Concept – October 2013 The facility has a distinct organization in both plan and elevation. The elevation of the plant takes the form of a low-slung building along 1st St., with more intensive plant uses located at the western end of the site. As the wastewater moves west to east, the treatment program becomes more passive, transitioning from the headworks and primary clarifiers through to the secondary clarifiers. The plant is anchored on the eastern boundary by the Operations and Maintenance Building, with public amenities on the ground floor. Publicly accessible space and secure space within the plant are clearly separated, and this strategy is clearly expressed on the building’s exterior (see Figure 9-5). The northern wall of the plant serves as the primary dividing line between secure plant spaces and freely accessible spaces at ground level to the north and east of the facility.
Figure 9-5. Site Organization, Northern Elevation Looking South from 1st St.
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The site layout is designed to provide as much public space along 1st St. and at the foot of Pemberton Avenue as possible, given the large footprint of the treatment technology (see the following figures). Along 1st St., this provides a setback that ranges from 15 to 25 m. The design uses this setback to slope up against the long concrete wall of the bioreactors and secondary clarifiers to break down the scale of the facility along 1st St. This will be further enhanced by plantings that recall the historical ecosystems that once occupied this site.
Figure 9-6. Site Organization Plan Diagram
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Figure 9-7. Public Space Serves as a Transition between Plant and Community
Figure 9-8. Organization of Plant Processes Onsite
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9.3.1
Buildings
The tallest built structures will be the digesters at the western end of the site. Next to the digesters is the Dewatering Building, Solids Facility, and primary clarifiers. These are the largest components within the LGSWWTP, and they are concentrated in a small portion of the site, with the greatest depth north to south (see Figure 9-8). The remainder of the facility east of the primary clarifiers is consistent in form and appearance, terminating in the Operations and Maintenance Building, which brings some articulation and presents a public face to the community.
9.3.2
Vehicular Circulation
Vehicular access to the LGSWWTP was carefully integrated into the site organization. All vehicular circulation will flow one way through the site, entering through the public space on Pemberton Avenue, then heading west along the southern edge of the site, between the plant and the CN rail ROW. There was an accommodation provided to allow access from Pemberton Avenue to the businesses east of the ROW. The proposed width of the new roadway is 8 m, which will allow for two-way traffic at the intersection and accommodate the requirements for emergency vehicles. There will be a security checkpoint adjacent to the Operations and Maintenance Building. To access the plant, all trucks will circulate around the digesters at the western end of the site and exit eastbound onto 1st St., as shown in Figure 9-9.
Figure 9-9. Vehicular and Pedestrian Circulation
9.3.3
Parking
Parking is provided for plant staff, visitors, and the general public. Twenty spaces of employee parking are provided just inside the security checkpoint on the southern side of the plant, off the access roadway. Up to 10 visitor parking spaces are provided on the eastern side of the vehicular circulation in the Pemberton Avenue ROW. These spaces are separated by planting islands every three spaces in order to minimize the visual impact of the parking while
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integrating the parking with the public space. The final configuration of this parking is still to be determined in consultation with DNV and may change. It is anticipated that this area will be developed in two phases. Additional public parking is currently available as parallel parking along 1st St. All parking is being designed to incorporate Leadership in Energy and Environmental Design (LEED) standards for parking areas, including criteria for carpooling, accessible parking, electric charging stations, and provision of bicycle parking. A bus drop-off is located on 1st St. adjacent to the front entry of the Operations and Maintenance Building.
9.3.4
Pedestrian Circulation
Public pedestrian circulation is limited to the publicly accessible portions of the site along the northern and eastern edges of the site. A continuous public sidewalk will be parallel to 1st St., with a possible secondary path through the planting (described in the next section) and traversing the slope; thereby, providing an opportunity for the public to get close to the cascading portion of the water feature. The sidewalk will connect to a network of pedestrian paths leading to the front entry of the Operations and Maintenance Building and through the public space at the foot of Pemberton Avenue. This will connect with the public parking and a potential pedestrian overpass connecting the northern and southern sides of the CN railway once the at-grade rail crossing is closed.
9.3.5
Site Planting
There are five distinct character zones of plantings onsite, the intent of which is outlined in this section and illustrated in Figure 9-10. Plant lists for these zones are identified in Appendix 9A (Site Planting).
Figure 9-10. Planting Zones
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Zone 1: Planting along 1st St. between facility and the street. The planting in Zone 1 is located within a landscape setback between the northern side of the plant and 1st St. The proposed planting recalls a temperate rainforest (see Figure 9-11) and is composed of plants indigenous to the North Shore (CWHdm biogeoclimatic zone). The planting is proposed as a simple composition of large masses of understory plants and coniferous trees to create a sculptural quality to the landscape, contrasting with the linear massing of the concrete walls of the plant.
Figure 9-11. Example of Planting Character Along 1st St. Zone 2: Public space and water feature at Pemberton Avenue. The space includes part of the frontage along 1st St., the intersection of 1st St. and Pemberton Avenue, and the land within the DNV ROW. The intent for the planting in this zone will be to continue the character of the temperate rainforest while adding some more diversity into the landscape. The character of the understory planting will be native plants. The margins of the water feature will feature wetland plants, and the trees in this zone will be primarily deciduous trees to provide an overhead canopy. A small grouping of coniferous trees is intended along the southern edge of the space to provide separation from the industrial sites. See Figure 9-12 for examples.
Figure 9-12. Examples of Planting Character in Zone 2
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Zone 3: Green roof (see Section 9.14 for roof assembly description). Planting on the green roof is intended to help filter plant effluent before it is discharged into the cascading water feature on the northern side of the building. This will be composed primarily of grasses and sedges (see Figure 9-13). This green roof will not be accessible to the public.
Figure 9-13. Example of Planting Character for the Green Roof Zone 4: Planting to screen Dewatering Facility. This small area of planting, located at the western end of the site along 1st St., is intended to provide a green screening wall in front of the tall Dewatering Building (see Figure 9-14). The planting consists of an upright tulip tree, which is a tall tree species with a narrow (fastigiate) crown. The species was chosen to limit encroachment into the vehicular circulation on either side of the tree plantings.
Figure 9-14. Vertical Trees Create Green Wall Zone 5: Green Roof Operation and Maintenance Building. This is an intensive green roof that will be integrated with an outdoor terrace and viewing area (see Figure 9-15). The planting on this green roof will have a low profile and use a diverse selection of native shrubs and grasses.
Figure 9-15. Example of Intensive Green Roof
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9.3.6
Water Feature
The water feature connects the public spaces along the northern side of the project site. The water feature originates at the midpoint of the site along 1st St. The source is the treated water from the green roof. The water cascades into a series of containment cells planted with submerged plants that remove nutrients from the water. Once the water reaches the grade, it flows along a channel to a large pond surrounding the Operations and Maintenance Building. This is described in more detail in Section 9.11.
9.3.7
Lighting
Onsite roadways, walkways, and the parking area will be lit at night to provide safe vehicle and pedestrian movement (see Figure 9-16). Lighting will be used to highlight the Operations and Maintenance Building and dramatic industrial features. The water features will also be highlighted through illumination. Site lighting is to be in the colour temperature range of 3,000 to 5,000 Kelvin (K) and be composed of highly efficient lighting fixtures. Lighting will follow LEED requirements for dark sky compliance and be designed prevent light spill into neighbouring sites.
Figure 9-16. Conceptual Lighting Layout
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9.3.8
Fencing
The perimeter of the plant must remain secure; however, the adjacency of community, circulation, and public context mandates a refined approach to perimeter treatment. Massing and configuration makes the plant secure and inaccessible to the public along the northern property line, and offers accessibility at the public entry and open space at Pemberton Avenue. Southern, western, and northwestern perimeters are treated with a minimum 2-m-high enclosure, measured above adjacent grade or retaining walls to limit climbing or intrusion into the facility. This important architectural feature is faced with formed aluminum ‘reeds’ that provide a characteristic element to the plant while simultaneously interrupting the flat surface of retaining walls that might attract unwanted graffiti (see Figure 9-17). Security gates are provided at the roadway entry and exit points.
9.4
Figure 9-17. Aluminum Reed Installation
Public Open Space – 1st St.
The northern wall of the treatment plant was set back from 1st St., creating a public space between the street and the building. The result is a linear space that varies in width from 15 to 25 m, with a narrow planting strip at the western end of the site. The strategy for this space as part of the overall project composition was to create a landform rising from 1st St. to bury approximately two-thirds of the wall of the plant, effectively reducing the scale of the plant that faces the neighbourhood to the north, as illustrated in Figures 9-18 and 9-19.
Figure 9-18. Public Space along 1st St.
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Figure 9-19. Typical Section through the Landform along 1st St. In contrast to the public space at the foot of Pemberton Avenue, there is less opportunity for people to engage with this space. Its primary function is to provide a friendlier edge for the community by reducing the apparent height of the building. Additionally, the width of the setback provides an opportunity to restore habitat for indigenous birds and small mammals, while enhancing the character of 1st St. This public space is connected to the foot of Pemberton Avenue via a water feature that originates at the junction of the building walls in the middle of the site, and cascades down terraced pond cells to an open water pond north of the Operations and Maintenance Building.
9.5
Public Open Space – Pemberton Avenue
The public space at the foot of Pemberton Avenue (see Figure 9-20) is integral to the achievement of the community integration goals for this project. Pemberton Avenue is unique in the DNV with an urban, low-rise character, and is home to several incubator businesses. The street has a distinct pedestrian feel compared to the vehicle-dominated character of 1st St. In addition, a recently completed section of the Spirit Trail crosses Pemberton Avenue at Welch Street, just one block to the north of the project site. This intersection is a natural decision point on the trail, providing the opportunity for people to take a short detour south to the Pemberton Avenue public space as it becomes a new point of interest along the trail. The program for this space will be primarily passive in nature. It is anticipated that this space will offer a place for neighbouring industrial workers to have a refuge for lunch, and a mustering place for school groups and plant tours, as well as incorporate some interpretive opportunities in relation to the water feature treatment system. An integrated, educational public art strategy or installation will occupy this space. This open space is contained primarily within the DNV ROW. Once the construction of the Philip Avenue Overpass is completed, the Pemberton Avenue crossing will be closed to vehicle traffic apart from emergency vehicle access. As a result, the roadway can be reduced considerably from its current width. Additionally, the DNV is considering a pedestrian overpass at the foot of Pemberton Avenue. This pedestrian overpass is outside of the scope of the LGSWWTP.
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Figure 9-20. Public Space at the Foot of Pemberton Avenue The major considerations for the design of this public space are described in the following subsections.
9.5.1
Water Feature
The public space features a prominent water feature that serves as a transition between the public space and the Operations and Maintenance Building. This water feature will receive stormwater in the wet months to supplement its volume with the water level of the pond fluctuating to manage the water onsite. During the drier months, the water feature will be supplemented by treated water that is fed after treatment through the green roof. The pond will have a hard edge against the Operations and Maintenance Building and a soft edge where it meets the landscape. The soft edge will be planted with emergent wetland plants that will aid in absorption of nutrients and also allow for some variability of the water elevation, as shown in Figure 9-20.
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9.6
Building Form
Massing of the plant is vertical, using an efficient plant layout of stacked secondary clarifiers to minimize the overall footprint, with an elevated operations level increasing service access across the facility. To mitigate visual scale impacts, the plant volume is stratified, with the topmost level stepped back above the concrete secondary treatment tank volume. This translucent gallery reduces the apparent height impact from street level, while a vegetated landform rises up from 1st St., further obscuring the concrete walls of the plant mid-block. Balanced with the industrial scale of neighbouring properties, the treatment plant functions were clustered into grouped volumes, portraying a clean, elegant, architectural industrial form. Translucent and glazed walls allow views from the street into the plant at distinct locations, making the invisible visible and illustrating the 24-hours per day, 7-days per week, 365-days per year (24/7/365) nature of wastewater treatment. Figure 9-21 shows details of project massing strategies. Setting the mass of the treatment plant south from the 1st St. property line reduced the overall mass of the facility. The resulting elongated planting and landform along the northern wall of the LGSWWTP creates a layered foreground, with digesters and the building mass of the Solids Building beyond. Windows enclose the eastern and western ends of the Dewatering Building, allowing views into the structure atypical of wastewater treatment facilities. Translucent cladding covers the UV and grit screening functions along the southern wall of the plant. Emitting a glow at night from lighting within, the southern elevation of the plant is an architectural gesture toward the southern side of the CN rail tracks. Stair towers punctuate the southern side of the secondary clarifier, breaking down the mass of the long concrete wall. An articulated, vertical, metal slat fence surrounds the southern and western property lines. Providing security first, the minimum 2-m-high slats provide a dynamic and humanizing texture along the rail line, while also interrupting a long, smooth surface that would attract graffiti. Digesters are clad with a similar, vertical metal slat cladding. A splayed top creates a tall element that is visible from downtown Vancouver, transforming the tallest building on the site into a public art asset. The LGSWWTP was developed as a complete composition, with scale, function, form, and texture investigated to design a plant that is an integration of engineering, architecture, landscape, and community context.
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Figure 9-21. Project Massing Strategies
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9.7
Building Organization
9.7.1
General
Given the constraints of a small site, the facility is configured with intensive operations at the western end of the site and less-intensive operations at the eastern end of the site. The Operations and Maintenance Building is located at the eastern end of the property in order to optimize the space available for plant processes and to support the project vision of using the DNV land at Pemberton Avenue. Taller, active processes, such as grit removal, solids handling, dewatering, and truck loading, are located at the western end of the site, adjacent to the land mass of the proposed Philip Avenue Overpass. Diminishing the perceived height of digesters and solids handling, the Philip Avenue Overpass serves as a screen and common scale element in the industrial and commercial context. The middle section of the site is occupied at grade by the secondary treatment processes with a translucent, enclosed circulation level extending the length of the plant.
9.7.2
Operations and Maintenance Building
The creation of a vertical facility on an urban site has defined the architectural parameters for this project. Given the design flood level based on a flood elevation of 6 masl, critical equipment and access are limited at the ground level of the Operations and Maintenance Building, and those that must remain at ground level are locally flood-protected. The ground-level program includes an Energy Centre, with equipment located on risers above flood levels, a public lobby, and a multipurpose room. Level 2 includes a lab and lunch room, Level 3 includes maintenance shops, and Level 4 includes operations offices. Levels 2 and 3 are interconnected by a two-storey atrium.
9.7.3
Maintenance Areas and Circulation
Full mechanical, electrical, and instrumentation shops are located on Level 3 of the Operations and Maintenance Building, with three remote maintenance areas and three laydown areas distributed throughout the plant. In addition to these work spaces, oversize freight elevators at the eastern and western ends of the plant provide vertical access to Level 3. A continuous maintenance route for small service vehicles is provided at Level 3 with 5-m clearances to allow for overhead crane clearances. Plant maintenance staff service much of the plant from within the structure.
9.7.4
Public Spaces
Ground-level indoor space, while unsuitable for essential plant process equipment, will be used as public space, with public lobby, gallery for interpretive displays, and a multipurpose room facing Pemberton Avenue. This space will be equipped with moveable seating and audio visual (AV) equipment to accommodate a variety of functions, including lectures for public outreach, gatherings for education programs, and public meetings.
9.7.5
Energy Centre
Space was allocated within the Operations and Maintenance Building for an Energy Centre to serve both new and existing district energy systems in close proximity to LGSWWTP. The new Energy Centre will produce green energy by extracting low-grade heat from treated effluent and upgrading the heat to a higher temperature using heat pump technology, then distributing the heat to district energy systems using an underground piping system. Once delivered to a district energy system, the heat will be transferred and used by residential and commercial customers for hydronic heating and hot water. The first phase of the Energy Centre is planned to include space for a 5-MW heat pump capable of provide space heating and hot water for approximately 3,000 homes on the North Shore.
9.7.6
Circulation
Internal circulation and egress of O&M functions is provided by two stairs, one person elevator, and one freight elevator. From the plant lobby on Level 1, staff proceed to Levels 2, 3, or 4. Egress from each floor proceeds to
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grade via a fire-rated path. The northern elevator provides access to the roof by the public from Level 1, with no access to Levels 2 and 3. The egress stair associated with this vertical core is redundant. However, it provides a separate access for the public through the secure levels of the building, eliminating any opportunity for inadvertent contamination or security breach. Figure 9-22 provides a plant floor-level summary.
Figure 9-22. Plant Floor-level Summary
9.8
Functional Program
Figure 9-23 provides a summary of program areas provided in the Indicative Design included in this report. Room data sheets describing all key aspects of critical rooms are provided in Appendix 9G.
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Figure 9-23. Program Area Table
9.9
Enclosed Public Space
Through public consultation, it was identified that the provision of public space is a desirable way to create public integration between the LGSWWTP and the surrounding community. The Indicative Design responds by providing enclosed public space at ground level at the eastern end of the site. A public lobby, a viewing area looking on to the
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Energy Centre, and a multipurpose room for meetings, exhibitions, and other uses are provided. The multipurpose room faces east, with views of the exterior space and demonstration water feature developed on the DNV’s ROW at the foot of Pemberton Avenue. The multipurpose room was designed to accommodate a variety of functions, including short-term exhibitions, public outreach activities, educational activities, special events, and public meetings. Moveable chairs, tables, ample storage space for other equipment and educational materials, and integrated wiring for AV equipment will be provided. Details can be found in the room data sheets included in Appendix 9G.
9.10
Sustainable Design Strategies
This section is structured using the nine priorities of Metro Vancouver’s Sustainability Framework in order to report back on the overall sustainable performance of the project. The IDT reviewed and considered all potential sustainable strategies simultaneously to identify connections amongst them, and to arrive at comprehensive sustainability strategies that could achieve multiple project goals. Finally, the IDT screened strategies according to whether they could be applied immediately into the Indicative Design process, should be recommended for incorporation into later phases of the project, or were not feasible for inclusion at all. The resultant information has helped to produce an Indicative Design that holds the potential to become a project that is a potent symbol for regenerative design and local community spirit.
9.10.1
Sustainability Frameworks
Metro Vancouver’s Sustainability Framework outlines nine strategic priorities: Air Quality, Liquid Waste, Solid Waste, Ecological Health, Water, Food Systems, Parks and Greenways, Regional Growth, and Housing. These priorities and the related Regional Management Plans were used to frame the sustainable development opportunities reviewed for this project. 9.10.1.1
Sustainable Development Opportunities
Based on Metro Vancouver’s sustainability framework and the initial site analysis, numerous potential sustainable development opportunities were identified for the LGSWWTP. The sustainable development strategies outlined in this section are subdivided according to Metro Vancouver’s nine strategic priorities. Air Quality Outdoor public spaces will be surrounded by native vegetation and trees to help buffer and filter surrounding air contaminants. To mitigate potential odours originating from the plant, a robust two-stage odour control system will be used to treat foul air prior to dispersion. Liquid Waste A reclaimed water feature will serve as a feature educational piece that will tie into a bigger narrative that also includes how treated water is being used for site infiltration and irrigation. To capitalize on IRR, the warmth of incoming wastewater will contribute to heating the Operations and Maintenance Building. For the most effective, ecological use of rainwater, it will be captured for internal reuse, irrigation of planting areas, and to supply the water feature. Solid Waste A construction waste management plan should be created, outlining how waste will be diverted from landfills by 90 percent or more. Once the project is operational, reducing ongoing waste production should remain a priority. Recycling strategies should be transparent and communicated effectively to all staff and visitors.
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Ecological Health The revitalized landscape will create potential habitat for target species; thereby, creating ecological connections to adjacent green patches and corridors. Creating the opportunity for visitors to experience and learn about local ecology also facilitates Metro Vancouver’s goal for community integration with the project. Water Treated wastewater will replace potable water for in plant non-potable use and other non-potable uses (such as toilet flushing). Part of the education curriculum will support dialogues on the subject of water. Food Systems The incorporation of food systems into the project will likely focus on educational opportunities related to habitat, water conservation, and nutrient and energy recovery. Parks and Greenways The project is being designed with the goal of reinvigorating the area, and will be indirectly encouraging recreational walkers and cyclists by creating a friendlier environment for all. The generous landscape will create a point of interest along the Spirit Trail, and will facilitate linkages with existing parks. Educational curriculum will include the role the project plays in the ecology of the site, the North Shore, and the larger region. Regional Growth Using the Energy Centre, the project will provide green energy to service new community developments. The project will serve as a catalyst for positive change, encouraging business growth and an enthusiasm for the diversity of the neighbourhood. Housing One of the project’s contributions to Metro Vancouver’s sustainable housing strategy is in its provision of various types of accessible amenities for surrounding residential populations, including the outdoor plaza, educational programs, and flexible interior community gathering spaces. The unique urban location of the facility, close to a diverse and engaged population, will allow it to be an integral part of a growing residential community.
9.10.2
Conclusion
By achieving its four project goals, the LGSWWTP is also supporting the larger Metro Vancouver Sustainability Framework, and contributing to the nine strategic priorities outlined in the Metro Vancouver Sustainability Roadmap. While all of the nine sustainability priorities will not necessarily be represented equally in this project, it was important for the project definition phase to consider each one so that the project achieves the highest level of sustainability possible. The priorities of Liquid Waste, Solid Waste, Ecological Health, and Water are closely allied with the programmatic requirements of this project and with the capacity of the site. The site has historically been, and will continue to be, a witness to various exchanges, such as those between natural and industrial processes, and those between community members and other ecosystems.
9.11
Integrated Site Water Strategy
The site water strategy is composed of two systems: the water feature and site stormwater. While these are identified as two separate systems, two of the drainage zones on the site are integrated within the water feature system. These systems are designed to function as outlined in this section.
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9.11.1
Water Feature
The source of water for the water feature will vary depending on the season. During the wet weather months of October through April, the water feature will be fed by stormwater collected by the roof. During the drier weather months of May through September, the water feature will be fed using treated effluent from the plant. During the periods of less precipitation, the system will use the reclaimed water produced for use in plant operations. This effluent is discharged via sheet flow over the green roof flowing from southern side wall and collected along the northern edge of the roof. The approximate area of the green roof is 5,500 m 2. This water is then collected and fed to the upper containment cell of the water feature in the middle of the public space along 1st St. This water is supplemented with recirculated water from the pond to increase the flow of water through the water feature. The water cascades down a series of containment cells planted with submerged plants to remove nutrients from the treated water. At the bottom of the cascade, the water is directed into a channel that leads to the pond surrounding the Operations and Maintenance Building as identified in Figure 9-24.
Figure 9-24. Section through Water Feature Pond Edge The pond is an important part of the site water system. It serves an important aesthetic role as foreground for the Operations and Maintenance Building. It also serves an important functional role for the stormwater system. The soils in the vicinity are very porous, and to hold water in the pond, a liner or impervious layer will need to be constructed. The elevation of the pond is designed to fluctuate depending on the season. This will be controlled by having two adjustable overflow elevations. Prior to the wet season, the elevation of the water will be lowered so that the pond will be able to function as a stormwater detention basin. The ‘soft’ margins of the water feature will be planted with emergent plants. This planted zone of the water feature will not be lined to allow for infiltration along the pond edges. Along the southern side of the water feature, a concrete wall is proposed with an integrated water feature. This provides an important edge to the public space and screens the vehicular traffic circulation along the southern side of the property. The source for this feature will be recirculated water from the pond. Figure 9-25 provides more details.
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Figure 9-25. Water Feature Strategies
9.11.2
Stormwater Management Strategy
The stormwater management strategy is designed to approximate the site’s predevelopment drainage patterns. Based on the design of the facility and site conditions, four stormwater management zones were identified, each of which requires a distinct approach to handle stormwater onsite. Due to the presence of soil contamination in some parts of the site, stormwater will need to be directed to infiltrate in non-contaminated areas of the site. The four stormwater zones and their respective treatment strategies are illustrated in Figure 9-26 and discussed in the following paragraphs.
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Figure 9-26. Stormwater Zones Zone 1 With the majority of intensive treatment plant activities located at the western end of the site, there is a risk of potential spills in this area, and these will need to be contained. Thus, stormwater runoff from this part of the site will be collected in a containment area in the southwestern corner of the property, and then conveyed to an infiltration gallery below the landform along 1st St. In the event of a chemical spill or treatment plant leak, diversion valves will be activated to collect runoff and direct it through the wastewater treatment process. Zone 2 Water collected at grade along the southern property line will be collected into catch basins, passed through oil/grit separators, and conveyed by gravity or pumped (depending on final grades) to the infiltration gallery along 1st St. Zone 3 The rooftop of the facility is the largest collection zone on the project site. During the winter months, rainwater can be collected for plant functions and used as a source for the water feature. During the summer months and dry periods, the green roof will be used to filter nutrients from plant effluent before feeding the water into the water feature. Zone 4 The public zone along the northern and eastern ends of the property is primarily a vegetated zone with a water feature as its main focus. An infiltration gallery will occupy the area under the landform along 1st St. This site was selected as it appears to have little or no soil contamination. This area will receive and infiltrate the runoff from
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Zones 1 and 2. Water elevations in the water feature will fluctuate seasonally to allow it to receive and store stormwater. The edges away from the building will be naturalized and planted with emergent vegetation to provide some ecological values.
9.12
Building Materials
Due to the highly corrosive and industrial nature of the treatment plant environment, the LGSWWTP will be largely constructed with cast-in-place, reinforced concrete or reinforced concrete masonry units. Public spaces are more refined, with painted gypsum wall board and wood panel finishes. Accent areas at the public entry soffit and reception area are cased with wood, warming the durable nature of concrete construction. Details are described in the following paragraphs. Where available, purchase materials and products locally and from sustainable sources. Refer to drawings for wall type and finish schedule.
9.12.1
Celebrating Concrete
Vancouver is a city recognized for its architectural and design significance. Arthur Erickson, one of Canada’s most respected modernist architects, primarily worked with concrete, manipulating its durable character with form, scale, and expression. WWTPs are largely constructed with concrete, with long spans, durability, and construction efficiency promoting its use in most facilities. The IDT elected to celebrate this material by continuing the extent of the secondary tankage walls, expressing the form of openness at the foot of Pemberton Avenue. All exterior concrete will be formed with a deeply recessed form liner or wood slat treated form, creating a textured impression on the concrete walls. An example is provided in Figure 9-27.
Figure 9-27. Concrete Finish Examples: Clyfford Still Museum, Denver Allied Works Architecture
9.12.2
Project Finishes
A simple robust material palette was chosen for the LGSWWTP. On the exterior, materials that require little maintenance and a strong character are used. These include concrete, glass, and aluminum for the walls, and wood for the exterior soffits. For the interior, maintenance, and lab spaces, resilient, low-maintenance materials are used, such as concrete block, concrete, glass, and tile. The office spaces comprise more refined finishes appropriate to the use. The public spaces are finished to a level consistent with public presentation and public use, and will include more finished surfaces of wood, oversized glass doors and windows, and a polished concrete floor.
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9.13
Public Art Strategy
9.13.1
Introduction
The public art framework for the LGSWWTP project is focused on identifying opportunities for public art within the context of an operating wastewater treatment facility. Approached as a strategic development similar to a master plan, an art strategy that explores the themes of water use at the local, regional, and global scales and the sensual and cultural aspects of water is proposed. Possible locations for public art, as well as an example of what might be produced, are included in this section.
9.13.2
Public Art Framework
The goal of the public art framework is to translate technical concepts into easy-to-understand examples for the general public. Thematically, the public art will strongly reference water in all its forms; however, the specific qualities addressed will be at the discretion of the individual artists. Art pieces will be fully integrated with the overall architectural and engineering concepts for both the building and public spaces, and once they are selected, it is recommended that the artists become fully integrated members of the IDT. A number of possible opportunities for public art are identified in Figure 9-28, which include the following: • • • • • • • •
Integrated with walkways and bridges adjacent to demonstration water feature Within the demonstration water features Integrated with the northern plant elevation Integrated with the facade systems of the digesters Integrated with the facade system of the Dewatering Building Integrated with the facade adjacent to the public entry Within the Energy Centre Within the public lobby
Figure 9-28. Location of LGSWWTP Public Art Opportunities
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9.13.3
Description of Example
An example of a possible public art work was prepared by Ken Lum, the public artist on the team (see Figure 9-29). He proposes a work that will convey information about the various functions of the WWTP but within a broader theme of water and the social world. This will be achieved through the use of a series of snippets or factoids about water use and consumption patterns locally, regionally, and globally. It will comprise a large mirrored wall punctuated by text and accompanying countdown or count-up clocks that express a range of statistics and metrics associated with the operations of the plant itself. This wall will be sited over the reflecting pond at the foot of Pemberton Avenue. Many of the statistics will reference water and energy use, not just for the treatment plant, but extended to statistical facts relating to the Greater Vancouver region, and even further to the entire world. The gamut of statistics will be further supplemented by a number of factoids, such as world population or global desertification rates and more, such that the viewer is presented with a wall of constantly changing visual numbers that represent measurements of scientific inquiry and social life in general. The wall will be canted forwards slightly to permit greater proximity of the higher and farther-located factoids so that they are more legible and to enhance the viewer’s immersive experience within the work. An overhanging roof structure for rain protection and glare control that would shelter the viewer from weather will also be included. This overhang permits greater legibility during days of sunshine, as well as rain and snow. The overhang would channel water runoff, such that the viewer enters a kind of ‘al fresco tunnel,’ flanked by the mirrored wall on one side and a curtain of water (waterfall) on the other, creating an intense sensual experience grounded in Ken’s earlier works. According to the artist: “This proposal pays homage to utopian science fiction films in which scientists are immersed in an environment of flickering coloured lights. Movies such as 2001: A Space Odyssey used such environments to convey technological complexity but advancement. My proposal would ground such ideas in terms of the viewer’s relationship to the world. Moreover, the viewer’s understanding of self is conditioned upon a reflection, both literal and speculative, of his or herself a subject in a changing ecological, technological and social environment.”
Figure 9-29. Public Art Example by Ken Lum
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9.14
Building Rooftop: Future Uses
9.14.1
Operations and Maintenance Building Rooftop
The roof of the Operations and Maintenance Building is accessible directly from the public lobby at street level via a dedicated stair and elevator core. A public viewing deck is located on the roof. The purpose of this deck is to provide views of the plant, and allow visitors to ‘see’ the path their water takes, from the North Shore Mountains, through residences and businesses, down to the plant itself, and onto the treated water’s destination in Burrard Inlet. It will also provide a place for programming to explain the relationship of the LGSWWTP to the surrounding ecological systems.
9.14.2
Plant Rooftop: Future Uses
As identified in Section 12.3 (Partnership Opportunities), early in the project definition phase of the LGSWWTP, it was determined that a number of potential opportunities existed to locate a community amenity on the rooftop of the plant. While a number of the community uses identified were considered early on in the Indicative Design phase of the project, further investigations indicated that the planning horizon of Metro Vancouver substantially outstrips the planning horizon of other organizations, as was confirmed in market sounding interviews with potential project partners. As such, an optimized use for this rooftop space cannot be determined at this point. The IDT has, therefore, identified the following infrastructure that supports flexibility and the broadest number of uses: •
Direct pedestrian (stair) access should be considered from the corner of Pemberton Avenue and 1st St.
•
Structural design and roof loading should consider assembly occupancies and industrial loading for greenhouses.
•
Fire separations between the plant and rooftop spaces should contemplate assembly and industrial occupancies.
•
Exit stairs to the roof should be designed to accommodate assembly occupancies.
•
Water and power points should be located at frequent (approximately 25-m) intervals.
•
A minimum of one passenger elevator should provide roof access.
•
A minimum of two freight elevators should provide roof access.
•
Freight elevators should be designed for forklift and palette access.
•
Metro Vancouver’s Operational Plan should consider the potential of the rooftop being occupied by an external subcontractor, and Health and Safety procedures should be designed accordingly.
9.14.3
Recommendations
In conclusion, the use of rooftop space presents a substantial opportunity for the development of a public amenity, be it for public use (such as a skate park or tennis court), or for public benefit (such as a commercial greenhouse or solar panel farm). In order to realize the full potential of this opportunity, the IDT recommends the following: •
This opportunity should be revisited once the delivery method is known.
•
The funding sources and generic operational model for this amenity should be clarified prior to the next phase of procurement.
•
The infrastructure, code, and access requirements should be clarified further prior to procurement of the plant so that a comprehensive list of requirements is provided in any Request for Proposal (RFP) document.
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A procurement method (either stand-alone RFP or a part of the whole project) for this amenity should be clarified prior to the next phase of procurement.
•
The occupancy of any rooftop amenity should be postponed until following plant commissioning.
9.15
Building Code Assessment
The IDT conducted a preliminary building code assessment. The intent of this assessment is to document the IDT’s building code assumptions in this phase and to assist the IDT in the preparation of code-complying drawings. This summary will also serve as a starting point to begin discussions with the DNV on BCBC compliance for the project. This assessment is based on the BCBC 2012.
9.15.1
Project Characteristics
The principal (major) occupancies are identified in Table 9-1. The industrial Group F – Division 3 involves the various stages of wastewater treatment. Using the process building distinctions identified by the IDT, project characteristics are summarized in Table 9-1. Table 9-1. Summary of Project Characteristics
No.
Building Name
Occupied Area (m2)
No. of Storeys
Major Occupancy Classification
Sprinklers Requireda.
Construction Type
Code Reference
1.
Influent Pump Station
1,565
5
Group F-Div 3
No
Noncombustible
3.2.2.79.
2.
Solids Building
3,986
4
Group F-Div 3
Yes
Noncombustible
3.2.2.80.
3.
Primary Clarifier
5,649
4
Group F-Div 3
Yes
Noncombustible
3.2.2.80.
4.
Bioreactors
3,204
3
Group F-Div 3
No
Noncombustible
3.2.2.79.
5.
Secondary Clarifier
5,797
4
Group F-Div 3
Yes
Noncombustible
3.2.2.80.
6.
UV Disinfection Building
1,038
3
Group F-Div 3
No
Noncombustible
3.2.2.79.
7.
Digesters
1,226
6
Group F-Div 3
No
Noncombustible
3.2.2.79.
8.
Sludge Dewatering Building
1,406
4
Group F-Div 3
No
Noncombustible
3.2.2.79.
9.
PGH Building
2,111
3
Group F-Div 3
No
Noncombustible
3.2.2.79.
10.
Operations and Maintenance Building
4,460
4
Group D
Yes
Noncombustible
3.2.2.56.
Notes:
a. Sprinkler requirement is based on prescriptive requirement of BCBC 2012, Sections 3.2.2.20 to 3.2.2.88.
It should be noted that sprinklers located in unconditioned spaces are required to be of the ‘dry’ type, which are not subject to freezing.
9.15.2
Fire Protection and Life Safety Systems
Fire separations, fire protection, and exiting and life safety systems were identified in the preliminary building code assessment and are consistent with what might be found in primarily industrial, mixed-use buildings.
9.15.3
Fire Alarm and Detection Systems
A fire alarm system is required in all buildings with an automatic sprinkler system. Metro Vancouver’s insurer may have additional requirements for fire alarm and detection systems that should be confirmed.
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9.15.4
Provisions for Firefighting
9.15.4.1
Access
Direct access is required: 1. From exterior to all unsprinklered, abovegrade storeys through unobstructed openings 2. From at least one street to all unsprinklered basements 3. From the floor below to all roofs with a slope less than 1 in 4 by either a stairway or a hatch and ladder Detailed size and spacing requirements are identified in BCBC 2012. 9.15.4.2
Fire Department Vehicle Access Route
A firefighting access route is required at the building face with a principal entrance and at each building face having access openings for firefighting. 9.15.4.3
Standpipe System
A standpipe system is required for all project buildings and will be included in the provisions for a Fire Department connection.
9.15.5
Building Requirements for Persons with Disabilities
Access is to be provided to all areas to which the public is admitted, including washrooms, public parking areas, public lobbies and gathering spaces, offices, and public washrooms. For the purposes of the Indicative Design, it is assumed that this requirement includes spaces that are accessible to the public for general ‘back-of-house’ tours of the plant operations.
9.15.6
Building Code Equivalencies/Alternative Solutions
As would be expected in a project of this size and complexity, the IDT assumed that a number of performancebased alternative solutions (Refer to BCBC 2012, Section 1.21.1.b) will be developed for the project to meet or exceed the prescriptive requirements of BCBC 2012. The exact nature of these will vary, depending upon the final building layouts developed in future phases; however, based on the Indicative Design included in this report, these could be expected to include the following: •
Use of wired or laminated glass and sprinklered water curtains to provide equivalent spatial separation in selected areas of the project to maintain visibility between functional areas.
•
Possible modification of requirements for automatic sprinkler systems based on the specific project characteristics and engineering judgement, due to the project function.
•
Selective use of increased travel distances in technical spaces not generally accessed by the public.
•
Reduction of exit capacity for the exterior publically accessible roof based on timed exit analysis and the protection of exits to verify the correct sizing of exits based on actual use.
•
Use of safe exterior exit routes on Metro Vancouver property to a public ROW to provide safe exiting from all sides of the project.
9.15.7
Next Steps
Once Metro Vancouver has decided on its preferred procurement method and design direction, we recommend Metro Vancouver consider the following next steps:
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1. Include a Building Code Consultant on the IDT in an integrated way during the design and project documentation phases, including leading preparation of a more detailed building code assessment. 2. Conduct a review of the foundational building code assumptions (including applicable code) with the authorities having jurisdiction. 3. Conduct a review of the project with the Fire Department to confirm firefighting requirements. 4. Use the services of an independent Code Consultant (certified professional) to provide inspection services during the construction period that would typically be offered by the municipality given the complicated and unusual nature of the design.
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Indicative Design – Odour Control
10.
Indicative Design – Odour Control
10.1
Section Description
This section describes the odour control treatment system included in the Indicative Design of the LGSWWTP. This section includes the following topics: • • • •
Surrounding neighbours Odour sources and odorous air loads Odour control technology selection and recommendation Odour control process description
The following supporting document is included in the Appendixes volume: Appendix 10 – Odour Control Technical Brief.
10.2
Surrounding Neighbours
Figure 10-1 is a rendering of LGSWWTP and the surrounding neighbours, with the Lions Gate Bridge in the background and the new plant location in the foreground.
Figure 10-1. Aerial Rendering Location Concept for the LGSWWTP and Vicinity The new plant location is farther from the Lions Gate Bridge and related elevated commuter traffic than the existing plant, but very close to businesses, neighbours, and adjacent thoroughfares. 1st St., Philip Avenue, McKeen Avenue, and Pemberton Avenue bound the new plant property just outside the future fence line. Because of this proximity, odour control is a key priority and a challenge. As such, options in this evaluation assume all odour sources will be contained, treated, and dispersed in a controlled manner.
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Indicative Design – Odour Control
Given the odour sensitivity of the areas surrounding the LGSWWTP, low-level covers will be employed throughout the facility to contain foul air. This approach minimizes the foul-air flow requiring high levels of treatment, and in many instances, provides two levels of protection: the contained space is exhausted to the odour control system, as well as the general space above.
10.3
Odour Sources and Odorous Air Loads
As part of the project, potential odour sources were identified and ranked in terms of their odour intensity and priority. The ranking is based on identifying three tiers of potential odour sources, including: 1. High priority – More-intense sources with the greatest potential for negatively impacting neighbours; in general, these odour sources include process tankage or processing equipment 2. Medium priority – Somewhat less-intense odour sources 3. Low priority – Minor sources The basis of this evaluation is to capture and treat all priorities of odour sources: high, medium, and low. Higherpriority sources will receive more aggressive odour treatment than medium-priority sources, but all sources will be captured and treated to remove odours before being released through a stack discharge. Odour ventilation rates are based on the following basic guidance: •
Vent covered process tanks at 12 air changes per hour (ACH)
•
Vent occupied spaces at 6 to 12 ACH, except the biosolids truck loading bay, which is based on a more aggressive 20 ACH
•
Provide a capture velocity greater than 60 metres per minute (m/min) or enough to maintain a slight negative pressure on the contained spaces, assuming that containment covers and doors are closed
•
Outrun process air or air displacement due to tank filling by at least 10 percent
All odour sources will be captured and vented to odour control, whether they are process tanks, process equipment, or general buildings housing process equipment. In most instances, the tanks and equipment will be contained and vented at the source inside a secondary building. The building space will also be vented to odour control in case the building space is mildly odorous. Figure 10-2 illustrates the general concept of air reuse and provision of multiple-stage treatment for the high-priority sources, with provision of single-stage treatment for medium- and low-priority sources.
10-2
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Sky
Multiple Fans
Strong Sources
Stage 1
173,300 m3/h total
Odour Control
Stage 2
Stack Dispersion 3.5-m-diameter stack
Odour Control 577,100
m3/h
Moderate Source 403,800 m3/h
Minor Source
with partial reuse from Minor Sources Fan
Fan
Minor Source
Aeration Basin Building reused air from Secondary Clarifier Building
Fan
112,100 m3/h to Building
Centrifuge Floor reuse air to Conveyor Floor
+ 20,200 m3/h reuse air to aeration tanks
16,200 m3/h total
132,300 m3/h total
Minor Source Secondary Clarifier Building 132,300 m3/h
Figure 10-2. Simplified Air Treatment and Ventilation Concept
10.4
Odour Control Technology Selection and Recommendation
The odour control system included in the Indicative Design incorporates biotowers for treating high-priority odour sources, followed by activated carbon polishing and activated carbon treatment of all medium- and low-priority odour sources. Under this approach, no air emissions will be vented from the plant without first receiving treatment, and all treated air will be dispersed by an elevated stack to further reduce the risk of even low-level odour impacts. The Indicative Design includes a stack height of 35 m, which will need to be refined during the next stage of design development.
10.5
Odour Control Process Description
Table 10-1 summarizes recommended odour control system component design criteria. Table 10-1. Odour Control Systems Design Parameters Parameter
Value
First-stage Treatment Air Flow
173,300 m3/h
Number of Biotowers
8 duty, 2 standby
Biotower Sizing Criteria (EBCT)
10 seconds minimum
Required Biotower Performance
99% H2S removal 85% overall odour reduction based on odour panel evaluation, or not to exceed 600 D/T
Biotower Sizing and Configuration
3.6-m diameter by 10-m height Include top-mounted mist eliminator in the biotower exhaust
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Indicative Design – Odour Control
Table 10-1. Odour Control Systems Design Parameters Parameter
Value
Recirculation Pumps
1 duty and 1 standby per 5 biotowers, 5 hp rated at 7.57 L/s (Optional, depending on the system. BioAir uses a recirculation pump for startup only, and then the biotower becomes a once-through spray system without use of long-term recycle pumps.)
Nutrient Supply and Water Cabinet
To supply nutrients to biological process (requirement to be confirmed by vendors). FRP or stainless cabinet rated for outdoor service if needed and with necessary heat protection against freezing.
Second-stage Treatment Air Flow
403,800 m3/h
Number of Carbon Vessels
8 duty, 1 standby
Carbon Sizing Criteria (EBCT)
2.5 seconds minimum
Required Carbon Performance
99% H2S removal 90% odour reduction based on odour panel evaluation, or not to exceed 100 D/T
Sizing and Configuration
V-bed style; FRP construction
Carbon Design Criteria
0.035 m/s maximum superficial velocity through the carbon Minimum carbon H2S capacity 0.15 g/cm3 Maximum pressure loss 0.075 m-wc/m of carbon bed
Fans
VFD-driven fans FRP fans suitable for odour control applications (New York Blower, Verantis, or Hartzell) Fan hp will be determined further during the next stage of design development, but is estimated to be 150 hp per fan
Overall Two-stage System Performance, including Carbon Notes:
10-4
99.5% H2S removal 95% D/T reduction, or not to exceed 100 D/T, whichever is greater
D/T – detection threshold value EBCT – empty bed contact time g/cm3 – gram per cubic centimetre
hp – horsepower m/s – metre per second m-wc/m – metre water column per metre
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Conveyance
11.
Conveyance
11.1
Section Description
The section outlines the options for conveying wastewater and treated effluent to and from the LGSWWTP, evaluates these options, and provides recommendations to Metro Vancouver. The conveyance system upgrade involves routing wastewater from the North Shore communities to the LGSWWTP site, and routing treated effluent back to the existing LGWWTP outfall. The following supporting document is included in the Appendixes volume: Appendix 11 – Conveyance Alternatives Technical Brief.
11.2
Conveyance Options
The following three conveyance options are based on conveying wastewater from the Hollyburn Interceptor (HI) to the new LGSWWTP: 1. 1,200-mm deep-gravity sewer from the HI: This option eliminates the need for pumping flows from the DWV and is based on a deep gravity sewer from the termination of the HI at the existing prechlorination manhole. The DNV trunk sewer and the Squamish Nation services can be tied into this sewer. 2. 1,200-mm shallow-gravity sewer from the HI: This option requires a lift station near the existing LGWWTP to lift the HI flows to an elevation near the ground surface, from where the wastewater flows by gravity to the LGSWWTP. The DNV trunk sewer and the Squamish Nation services can be tied into this sewer. 3. 1,050-mm forcemain from the HI: This option is based on a new pump station near the existing LGWWTP that pumps wastewater to the new plant headworks via a forcemain. The DNV trunk sewer and the Squamish Nation services would need to be collected and conveyed separately to either the pump station or the plant. The following two effluent conveyance options include a gravity forcemain from the LGSWWTP plant to the existing LGWWTP outfall: 1. A new, dedicated, 1,800-mm, lined, welded-steel forcemain. 2. Cured-in-place pipeline at the 1,650-mm North Vancouver Interceptor (NVI), and add a parallel 1,050-mm main. This option would require a temporary bypass of all effluent flows from the LGSWWTP to the outfall while the NVI is lined. The NVI is located within an existing, 4.6-m-wide ROW crossing Squamish Nation IR5. Depending on the pipe depth and installation methodology for the wastewater and effluent conveyance options, the additional ROW and working space requirements vary considerably for the different combinations of possible options. For all options requiring a pump station to convey DWV wastewater to the LGSWWTP, the pump station would be located near the existing LGWWTP.
11.3
Construction Risks
The different options for combinations of influent and effluent conveyance carry different levels of construction and operations risk. The construction risks can be categorized as described in the following subsections.
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Conveyance
11.3.1
Geotechnical
Till with cobbles and boulders will be challenging for deep excavations, and sheet piling may not be a feasible approach. Alternatives such as a jet-grouted wall are more expensive. The dewatering of deep excavations below the tide line will present challenges and premium construction costs.
11.3.2
Soil Contamination
The level of potential soil contamination along the proposed conveyance routes is not known. Routing could encounter shallow contamination from hydrocarbons and other contaminants, such as trace metals.
11.3.3
Utility Conflicts
Most major utility crossings have been identified, but actual elevations may vary. Routing along roads could encounter a significant number of municipal and third-party utilities, and risks are considered to be higher for shallow conveyance infrastructure.
11.3.4
Bypass Requirements
Bypass arrangements will require temporary piping laid on the surface. Temporary piping would have to accommodate traffic and other conflicting uses. Risks apply where bypass is required for lining/slip-lining operations.
11.3.5
Right-of-Way Availability (Property Acquisition Risk)
Expansion of the ROW from the existing NVI ROW will require negotiations with Squamish Nation.
11.3.6
Future District Energy
A district energy system(s) may be installed along the outfall pipeline in the future to provide green energy for developments in close proximity.
11.4
Recommendation
Based on the IDT’s findings, the preferred conveyance alternatives are the 1,200-mm deep-gravity influent and 1,800-mm steel effluent (option Influent 1 + Effluent 1), and the HI pump station/1,050-mm slip-lined forcemain and 1,800-mm steel effluent (option Influent 3B + Effluent 1) options. The first recommended option has the lowest estimated capital and life-cycle costs of all of the options, including gravity and pump station and forcemain options. There are, however, geotechnical risks associated with the deep excavation and property acquisition risks related to the large ROW requirement. It is, therefore, recommended that additional geotechnical investigations be undertaken to assess the risk, and that the cost estimates be updated to reflect the requirements of the Squamish Nation and the Province once negotiations are complete. The second recommended option has the lowest estimated capital and life-cycle costs for the pump station and forcemain options, and requires the least amount of additional ROW; thus, carrying a lower magnitude of property acquisition risk. As the influent forcemain would be slip-lined into the NVI, and the effluent pipe is relatively shallow, the geotechnical risks are reduced when compared to the other recommendation, as well.
11-2
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Education and Partnerships
12.
Education and Partnerships
12.1
Section Description
Education and partnerships have emerged during the Project Definition Phase of the LGSWWTP as two key characteristics of effective community integration. This section explains how these themes have informed the Indicative Design and proposes future initiatives for Metro Vancouver to consider during subsequent project development phases. The following supporting documents are included in the Appendixes volume: Appendix 12 – Education and Partnerships Technical Memorandum.
12.2
Education Opportunities
12.2.1
Introduction
In all stakeholder engagement activities, education has been identified as a priority for the project. This aligns with goals identified in Metro Vancouver’s Sustainability Framework and Integrated Waste and Resource Management Plan. Working together with Metro Vancouver, the IDT has identified a number opportunities for the LGSWWTP to meet these goals or provide opportunities to achieve them. Through identification of educational audiences, requirements, and strategies, a comprehensive approach to education and outreach is described in the following subsections.
12.2.2
Audiences
Metro Vancouver typically considers two types of education: active, or programmed education (inside the fence), and passive, or self-directed activities (outside the fence). Typically, active audiences will be those arriving with pre-arranged visits, and include groups from school districts, community partners, and BC teacher associations. Passive audiences will be spontaneous visitors, such as the public, local neighbours, North Shore residents, and the general population from Metro Vancouver. In addition, Metro Vancouver staff will continue to pursue outreach education on the topic of liquid waste. Within this context, it is important to note that local audiences, including residents and the staff and students of nearby schools such as Norgate Community Elementary School, Capilano Elementary School, Bodwell High School, and the Lions Gate Christian Academy, have the potential to be not only audiences but also partners in ongoing education initiatives.
12.2.3
Educational Framework
Currently, Metro Vancouver uses both active and passive educational strategies for program delivery, with a focus on curriculum development for K–12 students. In addition, they consider a third approach, defined as “general outreach.” The characteristics of each are described in the following subsections. 12.2.3.1
Active Educational Strategies
Metro Vancouver’s School/Education Program strategies include curriculum development, teacher workshops and delivery, field trip and facility tours, and a youth leadership program to support the integration of Metro Vancouver’s sustainability topics. This programming is targeted at students and teachers in K-12 classrooms in organized school groups and will take place on Metro Vancouver facility sites. The educational material is also used for public open houses at facilities.
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Education and Partnerships
12.2.3.2
Passive Education Strategies
The public is invited to experience, on their own terms, selected areas of the sites and information about Metro Vancouver facilities and areas of business. Self-guided tours of public safe areas of Metro Vancouver facilities, such as the trails at the Lower Seymour Conservation Reserve, are an example of this strategy. 12.2.3.3
General Outreach
This last category is related to communication and public relations strategies using a variety of platforms. General outreach is performed primarily by Metro Vancouver External Relations Department at a corporate level to residents, businesses, public organizations, and member municipalities.
12.2.4
Possible Ongoing School/Educational Partnerships
Wastewater facility tours are in demand from school audiences as unique and memorable field trips. Metro Vancouver School Programs support teachers and their students to cover BC Ministry of Education learning outcomes, while also supporting Metro Vancouver’s goal to promote awareness and engagement in related issues. Metro Vancouver’s School Program team is working with the wastewater facilities to enhance facility tours. The Lions Gate facility provides potential to expand the facility school program tour. Public guided tours are also conducted on a by-request basis, and the facility provides opportunity to enhance this program, as well. In relation to this, an opportunity that has emerged during the Project Definition Phase is the potential to develop more targeted and robust partnerships with local schools. Specifically, it was suggested during a community meeting that an ongoing relationship with Norgate Community Elementary School could be developed, which would result in the following benefits: •
Encouraging students to develop a deeper understanding of issues surrounding water use and conservation
•
Improving the school’s science programming through experiential and real world connected learning activities, such as water sampling and monitoring
•
Establishing strong community ties with local families
•
Working effectively with a number of local constituencies, all of whom participate in the life of the school
12.2.5
Proposed Design Strategies to Support Educational Goals
Based on an understanding of the educational strategies outlined in the previous subsection, the IDT developed a number of specific architectural strategies to support detailed educational programming, including: •
Organization of the plant in a way that illustrates the flow through the treatment process
•
A publically accessible roof deck for direct sight lines to the Burrard Inlet, effluent discharge, McKay Creek, and onsite water features
•
A highly visible demonstration water feature that uses treated effluent
•
A public art strategy that illustrates water use locally, nationally, and internationally
•
Interior and exterior mustering points at which to start and end plant tours
•
A clearly marked internal tour route to explain the wastewater treatment process
•
A lobby and multi-purpose room for public displays and presentations
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Education and Partnerships
•
A highly visible Energy Centre to demonstrate resource recovery from the effluent stream
•
The use of educational materials to demonstrate plant performance for both indoor and outdoor spaces
Incorporation of clear signage should be included for all of these elements.
12.2.6
Lessons from the Annacis Wastewater Centre
Metro Vancouver’s Annacis Wastewater Centre features a visible mechanical room designed to demonstrate water treatment and management, and to explain the building’s water systems. From this prototype, the following lessons learned can be applied when developing visible systems for the purpose of public education: •
Maximize the visibility of functioning facility components through oversized glazed walls
•
Use the services of an Education / Communications Consultant when laying out equipment to make the systems visible and easily understandable by various audiences, and so that the plan meets identified audience/program priorities
•
Use the services of an Education / Communications Consultant to develop effective signage and branding to maximize the understanding of the systems on display.
•
Explain the role of any visible technologies in the larger system with display panels.
•
Integrate displays with educational and outreach programs.
12.2.7
Requirements
Meetings with Metro Vancouver School Programs staff revealed a number of specific requirements that should be incorporated into the next phases of design, as follows: •
Space within facility for safety orientation and safety equipment as required for tour groups
•
Meeting room with flexible space for pre- and post-facility tour activities to support teaching, learning, and inquiry into wastewater treatment, management, and related sustainability challenges; and equip with chairs, whiteboards, AV equipment, classroom equipment, projector, and a laptop
•
Facilities for onsite storage of personal protective equipment for tour groups
•
Safe passageways with clear routes through plant areas
•
Safe observation points for prolonged viewing of plant operations
•
Instrumentation located away from dedicated tour routes
•
Ample opportunities for experiential learning, which could include opportunities to use sample equipment (such as hoses or valves) and full-sized mock-ups of equipment, or actual equipment (such as pipe sections to establish scale)
•
Experiments, models, labs, etc.
•
Covered viewing areas outdoors
12.2.8
Next Steps/Recommendations
Based on the work executed during the Project Definition Phase, the following activities should be considered by Metro Vancouver Educational Staff in order to achieve the most effective development of educational strategies for the LGSWWTP:
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Education and Partnerships
•
Identify an ideal environment for tours
•
Clarify key messages to be communicated through educational initiatives
•
Participate in all key project workshops during the next phases of design
•
Engage North Shore educators in an ongoing dialogue to explore opportunities for partnerships and create project champions, as part of an Education Advisory Committee involving key school education stakeholders from North Shore municipalities, school districts, Metro Vancouver Education staff, school education partner organizations, and individuals interested in contributing to the project’s educational strategies
•
Introduce educational initiatives as a working agenda item in all community meetings
•
Identify and develop tour routes with specific thematic focus during the design phase (for example, IRR, water treatment and conservation, and community issues) in partnership with design consultants, Metro Vancouver educational staff, and local teachers
•
Develop stopping points along tour routes with appropriate technical support (that is, lighting, acoustics, and displays)
•
Develop opportunities for experiential learning
12.3
Partnership Opportunities
To further the goal of community integration, the IDT interviewed a variety of market-sounding participants to identify possible relationships of mutual benefit between Metro Vancouver and community partners for more detailed investigation. The discussion was generally focused on possible uses for the non-treatment plant spaces at the LGSWWTP project site. This exercise was intended to be preliminary in nature, and participants were chosen based on a diversity of needs and sectors. As such, this study is not exhaustive. These interviews were informal and exploratory, and no commitments were promised or discussed. The participants included environmental and educational organizations, local government, and private companies with a focus on sustainability programs and services. In general terms, all participants expressed interest at the potential of the project and indicated a general willingness to be involved through further discussions. During the interviews, it also became apparent that the typical planning time horizons for the project (that is, 2020 startup) exceeded the typical planning time horizons of most of the participants. Based on feedback from market sounding participants, the greatest opportunities for partnerships seem to occur where a potential partner's involvement mutually reinforces shared values with Metro Vancouver, which could include: •
An emphasis on environmental stewardship (as outlined in Metro Vancouver's Ecological Health Action Plan)
•
GHG reduction
•
Food security (as outlined in Metro Vancouver's Regional Food System Strategy)
•
Educational partnerships and integration with Metro Vancouver's internal education and outreach initiatives that affect positive behaviour change among the region's residents on issues such as water consumption, waste management, and urban biodiversity
The space needs identified by participants varied considerably, from indoor classrooms to outdoor roof space. Several participants emphasized that outdoor space, particularly natural outdoor space, is preferred to support educational initiatives.
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Education and Partnerships
Given the long-term nature of Metro Vancouver's planning horizon for this project, the design of community and partner spaces will need to be reasonably flexible to accommodate a potential change of tenancy throughout the life of the project. Some issues to consider during the next phases of the project include: •
For project resilience, Metro Vancouver should consider designing for a diversity of uses for their spaces.
•
Individual space types should be adaptable to multiple uses because Metro Vancouver's project completion (2020) exceeds typical planning horizons for businesses and the involvement of specific partners could change as the project advances.
•
Potential partners (beyond office uses) often have access requirements and loading criteria that can be defined functionally, and will need to be provided for.
All participants in the market sounding had the expectation that they would be required to make a funding commitment to the project for hard costs or operational costs as appropriate. Additionally, participants also expressed the desire to commit time and personnel resources to further define the project with Metro Vancouver should there be a real opportunity for inclusion in the final project. Specific issues that were identified during market sounding interviews included: •
Early stage agreements or memoranda of understanding with Metro Vancouver are appealing to a number of possible partners, as they see this as an exciting initiative, and they would be willing to contribute some time up front to shaping the project potential. In other words, they would consider a relationship beyond the typical landlord/tenant contract that might be expected from a typical market tenant.
•
Social Enterprise and Not-for-Profit sector partners do see themselves as bringing value to the project, so might have an expectation that this would be acknowledged through competitive market rates (that is, they may not want to pay a premium to be included in this project).
•
Several participants expressed a willingness to share space with a number of other uses.
•
Several participants suggested that an additional advantage that the Not-for-Profit and Social Enterprise sectors bring to the project is access to a broad network of partnerships with a diverse range of organizations that pursue similar goals.
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Performance Indicators
13.
Performance Indicators
13.1
Section Description
This section describes a number of indicators to help assess the sustainability performance of the LGSWWTP. The following supporting documents are included in the Appendixes volume: 1. Appendix 13A – Energy Balance in Year 2021 2. Appendix 13B – Green Rating Systems Technical Memorandum 3. Appendix 13C – Building Performance Technical Memorandum
13.2
Energy Consumption
The projected energy consumption for LGSWWTP in Year 2021 is summarized in Table 13-1. Table 13-1. Summary of Projected Energy Use for LGSWWTP Energy
Value
A. Total Energy Demand of Facilitya Electricity, kWh/y
20,088,000
Heat Energy, kWh/y [GJ/y ]
8,896,000 [32,000]
b
Total A, kWh/y
28,984,000
B. Energy Demand of Facility, Not Including Odour Control Systemc Electricity Demand of Odour Control System, kWh/y Total A – B, kWh/y
6,570,000 22,414,000
C. Energy Produced by Cogeneration and Used in Facility
a
Electricity, kWh/y
-7,034,000
Heat Energy, kWh/y [GJ/y ] b
Total C, kWh/y
-6,950,000 [-25,000] -13,984,000
D. Net Energy Produced by Energy Centred Electricity, kWh/y [GJ/yb]
-29,200,000 [-105,000]
E. Total Net Energy Produced by Facility Total A + C + D, kWh/y [GJ/yb] Notes:
a. b. c. d.
Refer to power and energy consumption values in Appendix 13A GJ/y is converted to kWh/y by multiplying by 278 Power use by odour control equipment is assumed to be 750 kW Net power produced by District Energy is assumed to be 3,333 kW (5,000 kW total output with assumed coefficient of performance of 3)
-14,200,000 [-51,000] (surplus) GJ/y – gigajoule per year kWh – kilowatt-hour kWh/y – kilowatt-hour per year
Metro Vancouver is a founding partner of the National Water and Wastewater Benchmarking Initiative (NWWBI), which was developed as a means for Canadian municipal water and wastewater utilities to measure, track, and report on their utility performance. NWWBI now has an extensive database of operations data and metrics. Figure 13-1 shows metrics extracted from the database for 18 secondary WWTPs that have an AAF of greater than 50 ML/d. The group average total energy use, not including any in-plant reuse of biogas, is 845 kilowatt-hours per
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Performance Indicators
megalitre (kWh/ML) treated. The estimated 2021 AAF for LGSWWTP is 98 ML/d, so using the group average total energy use benchmark of 845 kWh/ML treated, LGSWWTP is estimated to have a total energy use of 30,226,000 kWh/y (AECOM, 2013). This calculated value is close to the projected total energy use for LGSWWTP of 29,000,000 kWh/y (Total A of Table 13-1). However, the Indicative Design includes a much higher level of odour control than found at most Canadian WWTPs; therefore, the projected total energy use without odour control of 22,400,000 kWh/y (Total A – B in Table 13-1) is considered to be a more representative benchmark. The cogeneration system is projected to produce 7,304,000 kWh/y of electricity and 6,950,000 kWh/y of usable heat energy for a total energy production indicator of 14,000,000 kWh/y (Total C in Table 13-1). The Indicative Design includes space for an Energy Centre in the Operations and Maintenance Building, based on heat pump technology to recover low-grade heat in the treated effluent. If a 5-MW heat pump is installed, and the unit performs at an average coefficient of performance of 3, two-thirds of the output energy, or a net of approximately 3.3 MW of green energy, will be produced (5 MW output and 1.67 MW input). This is equivalent to almost 29,200,000 kWh/y of green energy. If this net energy produced is included in the energy balance for LGSWWTP, the facility would be a net positive energy generator, at a total amount of 14,200,000 kWh/y (Total A + C + D in Table 13-1).
Figure 13-1. Energy Use Data Extracted from NWWBI Database (AECOM, 2013)
13.3
Greenhouse Gas Emissions
The projected GHG emissions from LGSWWTP in Year 2021 are summarized in Table 13-2. The performance indicator for GHG emissions is the total Scope 1 and 2 emissions of 950 t CO2e/y.
13-2
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Table 13-2. Summary of Greenhouse Gas Emissions from LGSWWTP Parameter
Emission Factor
Unit
Reference
Quantity
t CO2e/y
50.16
kg CO2e/GJ natural gas
MoE, 2013
6,900 GJ/y
350
21
t CO2e/t CH4
BEAM (assumes 0.3% combustion inefficiency)
3 tpy
60
1.894
kg CO2e/km
Metro Vancouver
95,813 km/y
180
6.0
kg CO2e/wt biosolids
Metro Vancouver
9,125 tpy
60
Scope 1 and 2 Emissions Scope 1 Natural Gas Consumption CH4 Emitted Directly to Atmosphere during Combustion or Flaring Mobile Resources (Trucking Biosolids) Soil Mixing Total Scope 1 (t CO2e/y)
650
Scope 2 Electricity from Grid
0.000025
t CO2e/kWh
MoE, 2013
13,054,000 kWh/y
300
Total Scope 2 (t CO2e/y)
300
Total Scope 1 and 2 Emissions (t CO2e/y)
950
Scope 3 Emissions 0.48
t CO2e/t FeCl3
Water Board of Sydney, 1993
38 t FeCl3/y
20
Polymer – CEPT
9
t CO2e/t polymer
BEAM
0.5 t polymer/y
10
Polymer – thickening
9
t CO2e/t polymer
BEAM
20 t polymer/y
170
Polymer – dewatering
9
t CO2e/t polymer
BEAM
28 t polymer/y
250
-0.25
t CO2e/dt
BEAM
2,546 dt/y
-600
FeCl3 – CEPT
Avoided Scope 3 Emissions Biosolids Carbon Sequestration
Total Scope 3 Emissions (t CO2e/y)
-150
Net Scope 1, 2 and 3 Emissions (t CO2e/y)
800
Effluent Heat Recovery – 5-MW District Energy System Displacing Natural Gas
-50.16
kg CO2e/GJ natural gas
MoE, 2013
105,000 GJ/y
-5,250
Net GHG Emissions With Effluent Heat Recovery Credit
–
t CO2e/y
–
–
-4,450
Notes:
13.4
BEAM – The Biosolids Emissions Assessment Model (BEAM): A Method for Determining Greenhouse Gas Emissions from Canadian Biosolids Management Practices CO2e – carbon dioxide equivalent dt/y – dry tonne per year FeCl3 – ferric chloride kg – kilogram km/y – kilometre per year wt – wet tonne y – year
Reclaimed Water Use
Section 2.9 identified a number of opportunities for reclaimed water to offset the use of potable water for nonpotable uses. Key potential opportunities near LGSWWTP include the following:
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Performance Indicators
•
Internal non-potable functions within the WWTP, such as seal-water, tank washdown, landscape irrigation, make-up water for chemicals, toilet flushing, and interpretative water features
•
Nearby industrial users for dust control, washdown, and vehicle washing
•
Nearby parks for summer irrigation
•
Large water-consuming industries near the collection system, but not adjacent to the WWTP, through the installation of a small satellite reclaimed water facility
The Indicative Design includes a reclaimed water system, which has been sized for internal non-potable uses with provisions to expand the system in the future for other offsite uses. Also, provisions have been included for a truck fill station near the UV Disinfection Building. The firm capacity is 11 ML/d, and provisions are included to expand the system to a firm capacity of 22 ML/d. The performance indicator for reclaimed water use for LGSWWTP is to provide a system sized for a firm capacity of 11 ML/d, with provisions to expand to 22 ML/d.
13.5
Onsite Stormwater Management
Section 9.11.2 describes the onsite stormwater management concept for LGSWWTP. The site was divided into four distinct zones. Ultimately, the stormwater collected in each zone will be infiltrated on the northern side of the site. The performance indicator for onsite stormwater management for LGSWWTP is no net increase in the rate and volume of stormwater runoff from existing to developed conditions up to the MAR (80 mm) (2-year return period), based on the North Vancouver Municipal Hall weather station.
13.6
Green Rating Systems
13.6.1
Introduction
To assist with the selection of an appropriate environmental rating system to help guide, assess, and reward the LGSWWTP project’s sustainability agenda, the IDT reviewed numerous environmental rating systems with varying scales and also various degrees of market acceptance. Ultimately, four systems were selected for a more detailed review: LEED, Living Building Challenge, Sustainable Sites Initiative (SITES), and Envision. To gauge the applicability of these four rating systems for the LGSWWTP, they were first assessed according to their ability to act as a set of holistic key performance indicators (KPIs) for the design, construction, and occupancy phases of the project. Following this assessment, each rating system was subjected to a detailed scorecard review to more fully understand how the project might align with point achievement and certification award. These scorecards, and the project assumptions made to complete them, are included in the Green Rating Systems TM, located in Appendix 13B.
13.6.2
Leadership in Energy and Environmental Design, Version 4
LEED was originally created as an environmental rating system to guide and evaluate the social and ecological sustainability of a new building’s design and construction. Implemented throughout North America, LEED’s scope has expanded over the years, but is still not applicable to large infrastructure projects. For use with the LGSWWTP, LEED would be applied only to the Operations and Maintenance Building and surrounding landscape. Despite this, the project would still benefit from a widely recognized and well-trusted rating system that is familiar to consultants, many project owners, builders, and much of the public. The LGSWWTP project’s schedule will result in the work being governed by the upcoming LEED V4: Building Design and Construction (BD+C) (LEED V4), which will be released in Canada in 2014 or 2015. The main changes in this upcoming version are in the shifting of focus from prescriptive ratings to performance-based solutions
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Performance Indicators
through the use of more holistic evaluations for materials, and by placing more emphasis on water and energy metering. This shift of emphasis towards rewarding long-term performance means that LEED is becoming more aligned with the traditional role of a KPI, so with a judicious choice of targeted credits, will provide a solid set of metrics by which to evaluate the Operations and Maintenance Building. The preliminary LEED scorecard, attached in the Green Rating Systems TM in Appendix 13B, indicates that the Operations and Maintenance Building could target Gold certification. The project’s progressive approach to water management and energy-use reduction results in target point levels very close to Platinum. Additionally, it is likely that as the project achieves greater design resolution, the IDT will also identify additional innovative measures that could increase the score. Although not applicable for the infrastructure portion of the LGSWWTP, achievement of LEED certification for the Operations and Maintenance Building will provide Metro Vancouver with a readily understood marketing and assessment tool. LEED is well-established and will be easily understood by the IDT, contractors, and the public. It is a rating system that will provide more specific details for establishing exceptional indoor air quality, implementing life-cycle analyses, and creating material specifications that reflect the most current standards in green technology. LEED will also assess the project for its already established aggressive approach to reducing energy use and potable water consumption. Pursuing LEED certification is a low-risk, high-reward strategy for increasing the project’s green profile, integrating additional sustainable strategies, and accessing progressive information about new environmental performance benchmarks.
13.6.3
Envision 2.0
The Envision Sustainable Infrastructure Rating System was created specifically to evaluate infrastructure projects that are pursuing higher ecological performance targets. It is an extensive rating system, with more than 500 points available in five different categories. The Envision system has the potential to dovetail neatly into the benchmarking work already done on the LGSWWTP project as part of the Indicative Design, while creating expanded social and ecological metrics to align the project with stakeholder sustainability targets. Despite the growing interest in Envision from the infrastructure and architecture industries, the rating system is still in its infancy. If the LGSWWTP were to register the project with Envision, there would be a small education component required for contractors, consultants, and the public to become familiar with the system, compared to a more established rating system, such as LEED. The rating system has a range of achievement levels, with restorative design and construction practices ranking the highest, and industry standard practices ranking the lowest. The preliminary scorecard completed for the LGSWWTP indicates that the project could target a Gold certification level. Many Envision credits are similar in scope to those of LEED V4 and SITES, with a focus on energy-use reduction, material responsibility, site selection, and innovation. Because the rating system is still in its infancy, and because the system is performance based, rather than prescription based, some point tallies will also not be determined until final life-cycle, energy, or water audits are conducted. The system does offer a comprehensive set of KPIs to assess the project. While each of the assessed rating systems has some level of applicability to the scale and scope of a large infrastructure project, Envision is the most holistic tool for evaluating the entirety of the LGSWWTP project. The credits available within the Envision rating system contain a fundamental alignment with Metro Vancouver’s project objectives. Envision’s credit metrics align extremely well with Metro Vancouver’s Integrated Solid Waste and Resource Management Plan, and will also tie into their Air Quality Management Plan and Regional Growth Strategy. The Envision rating system could evaluate, grade, and give recognition to this project’s integrated approach to design.
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Performance Indicators
13.6.4
Conclusion
The IDT recommends that Metro Vancouver pursue LEED certification for the project’s Operations and Maintenance Building and surrounding public outdoor spaces. Additionally, the IDT recommends that Metro Vancouver continue to consider Envision as a comprehensive assessment tool for the next phases of the project, and that ultimately, Metro Vancouver consider Envision certification. Using an established environmental rating system as a set of KPIs will allow the IDT to gauge the LGSWWTP project’s comparative ecological footprint, assess its technical performance, and determine its contribution to the community. Environmental rating systems go far beyond what is typically provided with an infrastructure project’s KPIs, by providing exhaustive accompanying written guidelines, educational tools, and technical support to project teams at every phase of their project. These systems’ guidelines, credits, and accompanying point rankings are created by leaders in their respective fields, and are typically vetted first through industry reviews and then by pilot projects. The use of one or more of these environmental rating systems as a set of KPIs is recommended for the LGSWWTP.
13.7
Building Performance
13.7.1
Introduction
The objective of this section is to present an overview of building performance strategies for the Operations and Maintenance Building, and an associated list of sustainable KPIs for the LGSWWTP facility that align with Metro Vancouver’s and the North Shore municipalities’ environmental goals. The overriding principle guiding Metro Vancouver’s Integrated Solid Waste and Resource Management Plan is the avoidance of waste through an aggressive waste-reduction campaign, and through the recovery of materials and energy from the waste that remains. Furthermore, they have established that any new infrastructure projects must be resilient, be adaptable to climate change, lessen the region’s dependence on nonrenewable energy sources, and protect the environment. To support these goals, the LGSWWTP IDT has incorporated a wide range of strategies, and is proposing many more be incorporated into later phases of design. The LGSWWTP project captures valuable materials to be repurposed for fuel, water, fertilizer, and heat, helping Metro Vancouver, and all its member municipalities, in reducing energy costs, carbon footprints, potable water use, and environmental impact. The Indicative Design is aggressively targeting dramatically reduced energy and potable water consumption, it is advancing concepts of lifecycle thinking, and it is poised to become an example for restorative community design. The sustainable building performance strategies identified in this section are divided into five distinct categories, each of which is introduced with explanatory text that outlines proposed green design strategies. As the project moves forward, the IDT recommends that this substantive list of KPIs be adopted, ideally through registration with their related Green Building Rating System, to strengthen the project’s commitment to ecological and social health.
13.7.2
Sustainable Strategies
13.7.2.1
Sustainable Sites and Community Enhancement
The project’s sustainable site strategies revolve around rehabilitating an existing site that is devoid of any significant ecological habitat, is contributing to the urban heat island effect, and provides little community value. One of the most significant contributions that the project will be making is the transformation of this neglected site into one that contributes to the socioeconomic vitality and attractiveness of the community for both work and life.
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The landscape at the eastern end of the project will provide a native, temperate rainforest habitat that will both help to moderate heat gain on the building’s eastern facade and will introduce biodiversity to the site. This area will serve as a place of refuge from the industrial neighbours, a welcoming entrance to the facility, and a hub for community education and outreach efforts. A proposed green roof over the majority of the facility’s roof mitigates the heat island effect and provides potential habitat area. These strategies, combined with efforts to minimize paved-surface parking areas and reduce light pollution, will create an integrated landscape that supports a healthy neighbourhood and will increase ecological values on the site. The following are KPI categories for Sustainable Sites and Community Enhancement. A more detailed description of each item can be found in the Building Performance TM in Appendix 13C. • • • • • • • • •
Bicycle Facilities (LEED V4) Reduced Parking Footprint (LEED V4) Site Development: Protect or Restore Habitat (LEED V4) Open Space (LEED V4) Heat Island Reduction (LEED V4) Light Pollution Reduction (LEED V4) Minimize Noise and Vibration (Envision) Improve Community Mobility and Access (Envision) Improve Site Accessibility, Safety & Wayfinding (Envision)
13.7.2.2
Water Conservation and Reuse
As a project that revolves around the necessary processing of massive quantities of wastewater, the importance of creating an exemplary model for water conservation has been a driving factor for the IDT’s approach to integrating sustainable technologies. The first, and most effective, strategy for modelling exemplary water conservation strategies is to dramatically reduce the amount of potable water used throughout the facility. Low-flow or waterless fixtures are being specified where possible, and the landscape is designed to require no permanent irrigation systems. Once the use of water has been reduced as far as possible, the next conservation strategy is to use reclaimed water for the majority of plant use. Sources of reclaimed water will be filtered wastewater effluent and stormwater. An education program will help visitors understand the interconnectedness of water systems from water processing operations, through to the interpretative aquatic landscape, and the green, water-conserving Operations and Maintenance Building. By reducing demands on the region’s potable water supply, and lowering the quantities of water discharge, the project directly advances Metro Vancouver’s mandate to sustainably use water resources. The following are KPI categories for Water Conservation and Reuse. A more detailed description of each item can be found in the Building Performance TM in Appendix 13C. • • • •
Manage Stormwater (Envision) Prevent Surface and Groundwater Contamination (Envision) Reduce Potable Water Consumption (LEED V4 + Envision) Water Metering (LEED V4)
13.7.2.3
Climate and Energy
The IDT has taken a ‘whole systems’ approach to energy and emissions savings with the LGSWWTP to optimize synergies and recover energy from the waste stream for use in the building and in the community. The project’s progressive energy reclamation strategies, combined with passive design techniques and efficient HVAC systems, will provide significant energy conserving measures. Effluent-to-water heat pumps, supplying both heating and cooling, will be used to provide 90 percent of the annual energy required for the Operation and Maintenance Building. Radiant slabs will maintain an even space temperature of 15°C, with supplemental heating and cooling
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Performance Indicators
from radiant panels provided to meet desired room temperatures. To augment this efficient energy system, passive design strategies will include the use of high-performance glass and the strategic use of architectural shading devices on all facades. Despite these comprehensive systems, the IDT recognizes that user behaviour remains a primary factor in energy performance. Commissioning and advanced monitoring feedback will help the energy systems achieve and maintain a high level of performance over the life of the project. The following are KPI categories for Climate and Energy. A more detailed description of each item can be found in the Building Performance TM in Appendix 13C. • • • • • •
Enhanced Commissioning (LEED V4) Optimize Energy Performance (LEED V4) Advanced Energy Metering (LEED V4) Demand Response (LEED V4) Renewable Energy Production (LEED V4 + Envision) Enhanced Refrigeration Management (LEED V4)
13.7.2.4
Material Procurement and Building Life Cycle
There remains in current design and construction practice a pressing need to reduce the large amounts of energy associated with the extraction, processing, manufacturing, and transport of materials and components. The consumption of natural resources greatly contributes to GHG emissions, congestion, and environmental pollution and degradation. This project is designed to reduce the total consumption of construction and repair material required over the project's full life cycle. Materials specified were carefully selected for their durability and contribution to reducing net embodied energy over the project’s lifespan. Concrete was chosen for its durability, heating and cooling properties, and local availability. Many other building materials will be required to have a publicly available, critically reviewed, life-cycle assessment or an International Organization for Standardization (ISO)-conforming Environmental Product Declaration so that their environmental, social, and economic impacts are aligned with Metro Vancouver’s sustainability goals. Additionally, a growing concern with the chemical components of some products has resulted in the specification of products that disclose their ingredients. The following are KPI categories for Material Procurement and Building Life Cycle. A more detailed description of each item can be found in the Building Performance TM in Appendix 13C. • • • •
Support Sustainable Procurement Practices (LEED V4 + Envision) Use Recycled Materials (LEED V4 + Envision) Use Regional Materials (LEED V4 + Envision) Divert Waste from Landfills (Envision)
13.7.2.5
Indoor Quality of Life
The performance of the occupied spaces inside all of the LGSWWTP is a critical component to occupants’ safety, health, and productivity. In particular, the Operations and Maintenance Building will focus on the major conditions that must be present to create robust, healthy spaces; and to help improve employee productivity, well-being, and comfort. The strategies recommended are to specify interior construction and finish materials that will not off-gas, and include high standards of care regarding installation and handling of mechanical equipment; and to include long-term plans for occupant comfort feedback regarding acoustics, lighting, ventilation, and air quality.
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The following are KPI categories for Indoor Quality of Life. A more detailed description of each item can be found in the Building Performance TM in Appendix 13C. • • • • • • • • •
Minimum Indoor Air Quality Performance (LEED V4) Environmental Tobacco Smoke Control (LEED V4) Low-Emitting Materials (LEED V4) Construction Indoor Air Quality Management Plan (LEED V4) Indoor Air Quality Assessment (LEED V4) Thermal Comfort (LEED V4) Daylight (LEED V4) Quality Views (LEED V4) Acoustic Performance (LEED V4)
13.7.3
Conclusion
The sustainable design strategies in place to achieve optimal performance, and the methodology for measuring the success of those strategies, were strategically developed to provide a durable, low-maintenance, restorative facility to Metro Vancouver and the residents of the North Shore. The IDT recommends using these sustainable KPIs to provide accountability for the project’s sustainability agenda, and to assure adherence to this agenda for the lifetime of the LGSWWTP. The KPIs should be formally adopted into the next phase of the project through certification with a green rating system. This will help incorporate rigorous, thorough sustainable performance concepts into early editions of specifications and drawings. A separate Green Rating Systems TM (Appendix 13B) provides detailed reviews and recommendations for applicable rating systems.
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Construction Sequencing and Site Development Phasing
14.
Construction Sequencing and Site Development Phasing
14.1
Section Description
Construction of the LGSWWTP will pose many unique challenges due to the scale of the project, proximity of the Norgate community, restricted access to the site, and space constraints on the site itself. This section discusses considerations related to constructing sequencing and includes the following topics: • • • • • • •
Contract packaging Site security and access Site offices, laydown areas, and warehousing Excavation spoils and dewatering Delivery of concrete and reinforcing steel Neighbours and nuisance issues Project schedule
An image showing an aerial photograph of the site and summarizing key construction considerations is provided in Figure 14-1.
Figure 14-1. Issues Map
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Construction Sequencing and Site Development Phasing
14.2
Contract Packaging
The construction of LGSWWTP and associated infrastructure upgrades will include at least three construction packages: • • •
Contract 1 – LGSWWTP Contract 2 – Conveyance Upgrades Contract 3 – Deconstruction of Existing LGWWTP
Consideration may be given to including an early works construction package to allow any required ground improvements to be completed in advance of the main LGSWWTP construction contract (Contract 1). This approach would allow construction of the main LGSWWTP contract to be accelerated, if desired by Metro Vancouver. Also, the Conveyance Upgrades (Contract 2) may be split into additional contracts once the scope of work and alignments are finalized. The rationale for parceling the LGSWWTP into a single construction contract is due to onsite space constraints and the fact that the vertical nature of the project does not lend itself to having multiple general contractors on the site at the same time. The construction value of Contract 1, although significant, is within the capabilities of the construction industry in Metro Vancouver, and a competitive pricing environment is expected. The preferred model for delivering Contract 1 will be confirmed by Metro Vancouver in early 2014. Equipment prepurchase contracts may be a consideration for Contract 1; however, that will be confirmed in early 2014, together with Metro Vancouver’s preferred delivery model. The required Conveyance Upgrades (Contract 2) are essentially independent of construction activities on the LGSWWTP site and the construction trades required are different than those required in the plant; hence, the rationale for including this work as a separate construction package(s). This construction package(s) will be delivered using the conventional design-bid-build (DBB) delivery model. The deconstruction of the existing LGWWTP (Contract 3) will occur sometime after the new LGSWWTP is commissioned and put into service. Also, the trades required for this work will be different than the trades required for the plant work. The separation in time, area, and trade requirements provide the rationale for separating this work into a separate contract. This construction package will be delivered using an RFP process.
14.3
Site Security and Access
The proposed site for the new LGSWWTP is bounded by 1st St. on the north, Pemberton Avenue on the east, CN railway lines to the south, and Philip Avenue on the west. The site is approximately 400-m long by 100-m wide at the west, tapering to 60-m wide at the eastern end, with a surface area of about 3 hectares. The existing site is relatively level, and ground elevations range from 2.6 to 3.0 m. The DNV intends to construct a new vehicle overpass at Philip Avenue over the railway lines to provide better access from 1st St. to businesses in the Port of Metro Vancouver. DNV also plans to close Pemberton Avenue immediately south of 1st St. (north of the railway lines) and provide access only for oversize vehicles unable to use the overpass and emergency vehicles. Presently, the LGSWWTP site is secured with fencing, which will need to be maintained or replaced, as required during construction. Multiple access gates will need to be provided at the northern and eastern sides of the site to suit construction staging. Access will not be available on the western side of the site at Philip Avenue, as the overpass will be constructed and in service by the time LGSWWTP is under construction. There will be conflicts with traffic on 1st St. and construction traffic entering the site, especially before and after shift work at nearby businesses (including Fibreco Export Inc., Seaspan, and Kinder Morgan). An option to reduce
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conflicts during peak traffic is to re-direct traffic along Welch Street temporarily during the peak traffic flow Monday through Friday, and this should be reviewed in further detail with DNV. As construction progresses, there will be limited space for trucks to place concrete at higher storeys of the LGSWWTP and deliver equipment and supplies to the site; therefore, the possibility of closing one lane on 1st St. should be reviewed with DNV. Also, construction will be required along 1st St. to upgrade the NVI and install conveyance infrastructure from west of the site and a pipeline to the existing outfall near the Lions Gate Bridge. It may be necessary to close 1st St. at times when the new conveyance infrastructure is under construction, while providing temporary access to the business on the northern side of 1st St.
14.4
Site Offices, Laydown Areas, and Warehousing
Staffing levels at peak construction may approach 400 to 500 workers, while major concrete pours are still underway and mechanical/electrical trades are mobilizing. Onsite management staff requirements will be in excess of 50 people throughout most of the construction and commissioning periods, and includes the contractor, consultant, and Metro Vancouver. Areas required for offices, meetings, and lunchrooms will become an issue as construction progresses. An offsite project office near the construction site could be rented for the duration of the construction period and could be used by the contractor, consultant, and Metro Vancouver. As construction progresses, it may be possible to move management staff from site trailers used in the initial phases of construction to other finished or partially finished areas, such as space available below the primary clarifiers or within the bioreactors and secondary clarifiers. Parking requirements for staff will also become an issue as construction progresses and parking areas need to be identified. Early in construction, there will be parking areas available onsite and along 1st St. and McKeen Avenue; however, as construction progresses, additional parking will be required. If additional space cannot be located near the site, it may be necessary to find additional space offsite and shuttle staff to and from the site. There will be significant volumes of deliveries to the site beyond concrete, including reinforcing steel, piping, valves, HVAC and electrical equipment, and a range of other supplies and equipment. Staging the delivery of this material and equipment will become critical, and leasing an offsite warehouse or equipment laydown area should be considered. Double-handling equipment may become unavoidable. Identifying office space and warehousing options prior to tendering construction of LGSWWTP will reduce risk and should be considered by Metro Vancouver.
14.5
Excavation Spoils and Dewatering
The site-wide estimate for excavation spoils is approximately 90,000 m3. The majority of this material will be excavated materials from grade down to elevation -1.5 m to allow the construction of a mud mat and the raft foundation for the plant. Some of this material will be contaminated, so will need to be identified prior to construction, appropriate occupational health and safety protocols will need to be followed during excavation and construction activities, and spoils managed at an approved facility during construction. There are a few deeper excavations for the influent sewer, influent pumping station, digesters, RSS pumping station, and effluent line that will require careful sequencing. Identifying the correct sequence for these excavations and the concrete forming, and placing the foundations is critical to the schedule. Also, trains running along the railway lines south may impact both slope stability during the excavations and shoring requirements, so should be evaluated during subsequent stages of design development. The number of trucks and trailers required to remove 90,000 m3 of excavated materials is approximately 6,000 trips, or equivalent to 100 trips per day (one truck every 6 minutes) for 3 months early in the construction
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schedule. Reviewing the feasibility of using rail or barging for relocation of the excavated materials may offer some advantages, but the logistics of loading and unloading the cars/barges at the disposal site needs to be considered. This option may also require the construction of a rail spur into the site or refurbishing the existing tracks. Groundwater levels are expected to be about 1.2 to 1.9 m below existing ground surface, and the level is expected to fluctuate with changes in precipitation and sea level. As the foundation elevations for most structures included in the Indicative Design of LGSWWTP are below the groundwater level, dewatering will be required. It is expected that all groundwater extracted from the site during dewatering activities will require treatment prior to discharge, and additional cutoff walls along the southern property boundary may be warranted to prevent ingress of contaminated water from offsite. A cutoff wall was installed along the southeastern property boundary to prevent ingress of contaminated water from offsite.
14.6
Delivery of Concrete and Reinforcing Steel
Onsite access roads will need to be constructed early in the construction schedule to facilitate access for concrete pump trucks and reinforcing steel deliveries. These roads will be re-graded and re-surfaced at the end of the construction period to suit Indicative Design requirements. The pace of concrete and reinforcement steel deliveries will be significant during the first 18 to 24 months of construction. The estimate for concrete placed on this project is approximately 75,000 to 85,000 m3. Larger concrete pours could involve placing approximately 1,000 m3/d of concrete, which would involve the coordination of up to 125 concrete trucks at a rate of 12 trucks per hour and multiple concrete pumps.
14.7
Neighbours and Nuisance Issues
All construction projects present the potential for nuisance impacts to the public. Ideally, there should not be any significant noise, dust, or vibration nuisances for neighbouring property owners. All of the adjacent properties in the vicinity of the LGSWWTP are zoned for industrial or commercial uses. Although there are no residential uses in the immediate vicinity of the proposed construction, the Norgate residential neighbourhood lies on the northern side of the Spirit Trail and Welch Street. This neighbourhood could be impacted during construction activities, and measures will be required to mitigate construction impacts. If deep pile foundations or other ground improvement methods that have similar offsite impacts are used, noise and vibration will be a concern, and measures to mitigate these impacts will need to be reviewed. A test pile program could be performed to provide clarity on issues associated with advancing piles through the upper granular layers below the site, as well as assess the practicality and benefit of noise mitigation measures. Vibration would also be of concern for settlement at adjacent buildings and the railway line to the south. Preconstruction surveys of these structures should be completed prior to construction activities. There may be requirements for shoring along the southern and western sides of the site to mitigate any issues with settlement at the railway lines and the overpass piles, and ground improvement infrastructure. There will be significant truck traffic added to the current vehicle traffic levels. Engine emissions will be greater than current background levels at the site; however, these emissions are temporary only during the construction period. There should not be any significant dust issues during construction. Dust generation during excavation and hauling can be managed using water suppression. The use of smoke eaters is recommended to capture any smoke generated during welding onsite. Separate to the construction of the new plant, the upgrades for the conveyance lines will be completed by the time the plant is ready for startup testing. There will be significant traffic issues associated with this work between the new plant site and the existing plant site.
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14.8
Project Schedule
14.8.1
Schedule Milestones
The early stages of the LGSWWTP project schedule are dependent on what delivery model is selected by Metro Vancouver, and this decision is expected in early 2014. A summary project schedule illustrating the main milestones is shown in Figure 14-2. The commencement of detailed design for LGSWWTP is scheduled to start in late 2014 and construction procurement in late 2016/early 2017. Construction and commissioning will commence in 2017 and finish at the end of 2020.
Figure 14-2. Summary Project Schedule There is some slack time in the schedule for construction of the conveyance upgrades, and these upgrades will need to be complete and operational before the Owner Commissioning phase of Contract 1. The project schedule shows this work being complete at the end of 2019. Decommissioning of the existing LGWWTP is scheduled to occur in 2021 once LGSWWTP is operational.
14.8.2
Construction Scheduling Considerations
Construction sequencing and scheduling is more critical to this project due to the constrained and vertical layout of LGSWWTP. Similarly, site access and site circulation of construction traffic for deliveries is critical for allowing construction to proceed as efficiently as possible. The outline construction phases are as follows: • • • • • • • •
Ground improvements Excavation Structural slabs Structural concrete Equipment installation: process, HVAC, electrical, piping, ducting, cable trays, and cable pulls Building finishing: roofs, doors, stairs, painting, coatings, and architectural finishes Conveyance tie-ins Startup, testing, and commissioning
There is overlap between all of these major phases, and the construction sequence will need to be developed to minimize critical path activities and maximize parallel activities to reduce schedule risk.
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14.8.3
Construction Sequencing
The first major construction activity will be ground improvements required for structures. This activity may take up to 6 to 12 months to complete once the ground improvement program is finalized. This activity is likely to overlap with excavation to install the mud mat. Consideration for constructing site access roads at this point or after the raft foundation is poured needs to be reviewed for correct timing. Once the mud mat is complete, forming and rebar placement for the raft foundation will commence. Sequencing this work so that multiple crews work in different areas across site will maximize progress. The foundation for the inlet pumping station, digesters, and RSS pumping station require deeper excavation and foundations slabs. There could be crews working on the solids facility building, primary clarifiers, bioreactors, and secondary clarifiers at the same time. Generally, there will be more activity on the western side of site, which will then move east towards the Operations and Maintenance Building for each phase of construction. Once these areas are complete, the ancillary buildings, digesters, and Operations and Maintenance Building could be completed. These activities may take up to 24 months to complete. The installation of the influent sewer and effluent line tie-ins to and from 1st St. should be completed early and be backfilled to allow construction access around the buildings. Due to the amount of equipment required in the Solids Building, this building should be prioritized for completion early in the schedule to allow equipment installation to be accelerated. There will need to be laydown areas for pipefitters, electricians, and sheet metal subtrades. These areas will be located within the plant itself. The pipefitters will have onsite welding shops that will need to be properly ventilated. These activities could take up to 18 months to complete. Startup and testing of equipment could overlap with equipment installation and finishing trades as work progresses in other buildings. Owner commissioning by Metro Vancouver will require substantial completion of LGSWWTP, including the Operations and Maintenance Building and conveyance infrastructure. These activities may take up to 12 months to complete. Final grading and landscaping for the plant could be completed during the owner commissioning phase.
14.8.4
Use of Precast Concrete Members or Structural Steel Construction
Some of the buildings or areas in the plant lend themselves to non-cast-in-place concrete construction methods that may reduce the amount of onsite construction activities. This allows the fabrication of components to occur in parallel and offsite, while concrete construction activities proceed onsite. Prefabricated building components could then be delivered to site for final erection and finishing.
14.8.5
Use of Construction Cranes
Construction cranes will be used for moving material (concrete and rebar), as well as forms and construction equipment around site and between levels. This will increase productivity due to the width of the buildings and the multi-storey layout. There will be more than one crane and multiple work crews onsite to meet the tight construction schedule. One tower crane located on the northern side of the Solids Building would support construction activities on the western side of the site. A second crane located on the southern side of the bioreactors and secondary clarifiers would support construction activities on the central portion of the site. A third crane located on the northern side of the Operations and Maintenance Building would support construction activities on the eastern side of the site.
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15.
Operations Plan
15.1
Section Description
This section outlines the O&M and laboratory requirements of the new LGSWWTP and the staffing levels needed to meet these requirements. The new LGSWWTP will employ a high level of automation and will be integrated into Metro Vancouver’s existing CDAC system. Plant staffing levels and O&M requirements are expected to be similar to the Lulu Island WWTP, with additional staffing required for new unit processes and the vertical- rather than campus-style layout of LGSWWTP. The following supporting document is included in the Appendixes volume: Appendix 15 – Operations Plan Technical Brief.
15.2
Staffing Requirements
Staffing levels for LGSWWTP were estimated using a guide originally developed by the U.S. Environmental Protection Agency (USEPA) in 1973, Estimating Staff for Municipal Wastewater Treatment Facilities, which was updated in 2008 to reflect advances in treatment processes and automation. The guide estimates staffing levels based on treatment processes, number of process trains, level of automation, laboratory requirements, and auxiliary processes. The initial staffing estimate for LGSWWTP is approximately 50,000 staff hours. Using 1,500 productive hours per staff member provides 33 full-time equivalents (FTEs), and including supervisory and administration staff, the total staffing complement at the LGSWWTP is estimated to be between 33 and 36 FTEs. A more refined estimate of staffing levels for LGSWWTP is 31 FTE. The proposed level of O&M staff is less than that developed using the guide owing to the high level of automation that will be employed at LGSWWTP. The proposed staffing level has an allowance for an increased level of effort for maintenance due to the vertical layout of the plant. This estimate does not include corporate Human Resources, Occupational Health and Safety, Training, CDAC, or Information Technology/Security support, nor subcontracted janitorial or landscaping services. Lulu Island WWTP uses a one-plus shift for plant staffing, and a typical schedule is one shift Monday through Friday, with on-call coverage for the off-hours and the weekend. A similar staffing concept is envisaged for LGSWWTP.
15.3
Operations, Maintenance, and Laboratory Requirements
LGSWWTP will be a Class IV WWTP, and the Chief Operators with Direct Responsible Charge will be Class IV Operators. At the existing LGWWTP, four staff are currently Level IV Operators, including supervisory staff. Operations activities at LGSWWTP will continue with the current operations plan of the existing LGWWTP. Daily operator tasks will include the following: • • • • • • • •
Process equipment monitoring and control (process watch duties) Interpreting test results and optimizing processes Troubleshooting Maintaining Operations logbooks Inspecting equipment Conducting polymer makeup duties Maintaining general housekeeping and washdown Coordinating with maintenance activities
All preventative maintenance tasks will be performed onsite, including lubrication, changing of seals and gaskets, instrumentation calibration, exercising valves, standby and electrical equipment inspection, and other like activities. Some major overhaul maintenance may be performed offsite due to size of equipment or specialist requirements for the maintenance activities. These activities include major overhauls on influent pumps, centrifuges, and process
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Operations Plan
air blowers and gas compressors. The majority of the remaining large equipment can be overhauled in situ, such as the screens, boilers, and UV reactors. Major tank refurbishments and capital upgrades will be performed by subcontractors and budgeted for in the annual maintenance work plans. This work will be managed by the plant superintendent/maintenance supervisor. The following O&M activities at the existing LGWWTP are typically subcontracted by Metro Vancouver, and a similar approach is envisaged for LGSWWTP: •
Boiler maintenance and inspection
•
Janitorial services
•
Landscaping services
•
Crane and hoist maintenance and inspection services
•
Maintenance and inspection services for other equipment items such, as roll-up doors, high-voltage equipment, fire extinguishers, and HVAC systems
The following items are identified as new O&M activities that will be required for LGSWWTP: •
UV disinfection reactor maintenance, including lamp sleeve cleaning, lamp replacement, and ballast replacement. This activity could be subcontracted for the first 2 years of operation to allow the O&M staff to gain the knowledge required to perform this activity in-house.
•
Activated carbon media replacement. This activity could be subcontracted to the activated carbon supplier.
•
Centrifuge maintenance, including lubrication, belt tensioning, and replacement of worn components. These activities will be performed in-house. Major overhaul activities could be subcontracted to a specialist shop approved by the vendor to do the refurbishment work.
•
Passenger and freight elevator maintenance and inspection. For regulatory compliance, these activities will be subcontracted to the elevator vendor for certification.
Laboratory staff are responsible for sample collection and preparation, analysis, data certification and QC, and sample preservation for shipping to other laboratories. The onsite laboratory at LGSWWTP will be used for compliance monitoring and process optimization. Laboratory activities will include physical tests, such as pH and temperature; and suspended solids, alkalinity, and some organic analysis, such as COD. BOD, nitrogen species, and metals samples will be collected and transferred to the Annacis Island WWTP Process Laboratory for analysis, and coliform samples will be collected and transferred to Metro Vancouver’s microbiology laboratory.
15.4
Training Needs
Metro Vancouver O&M staff are familiar with most of the proposed treatment processes and equipment that will be included in LGSWWTP. There are three parallel paths for meeting operations training requirements within Metro Vancouver, as follows: •
Environmental Operators Certification Program (EOCP) training to become certified WWTP Operators
•
Training for familiarity with corporate processes and policies, including: − Metro Vancouver’s in-house training modules and reference materials − e-learning modules − Field guide (knowledge check) modules − Maintenance task analyses (MTA) modules
•
Power Engineer Certification for Boiler Operation
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Operations Plan
Figure 15-1 provides a summary overview schedule for the various components of training required for the new LGSWWTP. Training Requirements
2015
2016
2017
2018
2019
2020
Plant In-service Date Detailed Design Tender and Construction EOCP WWTP Level IV Certification E-learning Modules Overview E-learning Modules Site-specific Field Guides Vendor Equipment Training Maintenance Task Analysis Boiler Power Engineer
Figure 15-1. LGSWWTP Training Schedule Overview
15.5
Plant Commissioning and Handover
This section describes the plant commissioning and handover phases for the LGSWWTP, using a traditional Design-Bid-Build (DBB) approach. The approach would be different for a DBFOM or DB model. Regardless of procurement method, during design and construction, the contractor will be responsible for creating a commissioning plan with the engineering consultant and Metro Vancouver, and identifying roles and responsibilities of all parties.
15.5.1
System Testing
The LGSWWTP will be categorized into systems and subsystems for testing and commissioning. The systems to be tested include: • • • • • • •
Liquid Process Stream Solid Process Stream and Gas Handling Odour Control System Chemical Addition Facilities Building Mechanical Electrical Instrumentation and Controls (I&C) (CDAC system)
15.5.2
Testing Sequence
Systems/subsystems within a WWTP are not necessarily dependent on others. Therefore, some systems/ subsystems can be fully tested and commissioned independent of others. For example, polymer systems can be tested and commissioned independently of sludge thickening and dewatering equipment, but polymer is required for conditioning the sludge and proving out the sludge thickening and dewatering systems. When systems/ subsystems are dependent on others, generally, testing should commence from downstream to upstream. The testing and commissioning sequence of the major systems is as follows:
456928_WBG103013092847VBC
15-3
Operations Plan
1. 2. 3. 4. 5. 6. 7.
Temporary or Permanent Power Odour Control Stream Liquid Process Stream Chemical Addition Facilities Solid Process Stream and Gas Handling Building Mechanical I&C (CDAC system)
15.5.3
Plant Commissioning Planning
The new LGSWWTP will be tested and commissioned according to Metro Vancouver’s standard testing and commissioning requirements, including: • • •
Pre-operational Checkout Equipment and System Performance Testing Owner Commissioning
Overall, the testing and commissioning period is expected to last 12 to 18 months, which allows 6 months for Pre-operational Checkout, 4 to 6 months for Equipment and System Performance Testing, and 3 to 6 months for Owner Commissioning.
15.5.4
Staff Transition
Ultimately, staff at LGWWTP will move to LGSWWTP. However, staff will be required at both facilities in the interim period during functional and operational testing and commissioning and for a period of time once LGWWTP is taken out of service before it is demolished. To the extent possible, it would be beneficial to embed existing staff as part of the plant commissioning team to gain operational knowledge that comes from testing and commissioning new equipment, and participate in training and preparation of facility documents. In order to cover the staffing gap created by operating both plants during the transition period, Metro Vancouver should hire operators on a temporary basis to operate the existing plant while existing staff rotates through the plant commissioning team at LGSWWTP. There is a requirement to increase the overall staff complement at LGWWTP, and the transition period would provide an opportunity to assess temporary hires for moving to the new plant on a full-time basis. Existing operations supervisors and senior operators will need to provide supervision of new staff to continue to operate the existing plant while the new plant comes online. Owner commissioning will also have additional staffing requirements due to increased daily coverage during commissioning. The plant will require 24-hour operating staffing coverage and increased laboratory staffing for the first few months to ensure the process is optimized and effluent criteria are met.
15.5.5
Plant Commissioning Team
Metro Vancouver will be responsible for meeting the requirements of the OC for LGSWWTP; therefore, will be required to have Level IV operators at the new plant as soon as it becomes operational. The plant commissioning team will include Metro Vancouver O&M staff to allow handover to certified operators, as required by the OC. Once LGSWWTP is ready for owner commissioning, Metro Vancouver will take the lead in commissioning. The contractor will provide support for correcting deficiencies or maintaining any equipment or areas still under their responsibility. The engineering team will monitor the correction of the deficiencies, and manage the contractor and equipment vendors to verify they are providing support to the plant commissioning team. The engineering team will also provide direction and support to the commissioning team. Consideration should be given to contracting an operations specialist with experience in commissioning large WWTPs to serve as Commissioning Manager or Deputy Commissioning Manager to help lead the plant commissioning team. Figure 15-2 illustrates a preliminary organization chart for the plant commissioning team.
15-4
456928_WBG103013092847VBC
Operations Plan
The CDAC configuration, process, and CDAC startup testing and commissioning; optimization; and integration requires careful consideration for LGSWWTP. Metro Vancouver’s Wastewater Treatment CDAC is a highly customized system and beyond what many ‘boilerplate’ configurations in industry are familiar with. Close coordination, including embedding CDAC configuration resources in the design team and use of a CDAC auxiliary team, is warranted. In addition to the commissioning activities, there is significant documentation that needs to be prepared for this project. This documentation, including MTAs, elearning modules, asset attribute data, and maintenance manuals, will be required before the commissioning team is fully chartered. O&M Documentation eLearning MTA’s Asset Attribute Data O&M Documents
Commissioning Manager MV Operations Specialist Deputy Commissioning Manager MV Operations Supervisor
MV Operations Team CDAC’s Leader WWT Foreman Senior Operators Operators Trades Foreman Maintenance Mechanic Electrician Instrument Tech Laboratory Superintendent Laboratory Staf f
Engineer Team Construction Manager Senior Process Engineer Senior EIC Engineer Discipline Leads
MV Senior Project Manager MV Lions Gate Plant Superintendent MV Lions Gate Maintenance Supervisor
Contractor Team Lead Foreman Electrician Pipef itter Instrumentation Tech Labourer
Figure 15-2. Plant Commissioning Team Organization Chart
15.6
Plant Layout
The plant building layout is approximately 320-m long from west to east, and 80-m wide on the western side of the site, tapering to approximately 35-m wide at the Operations and Maintenance Building on the eastern side of the site, as depicted in Figure 15-3. The influent pump station, headworks, and solids handling facilities, including digestion, are located on the western side of the site. The liquid stream flows from west to east across the site, and includes primary clarifiers, bioreactors, and secondary clarifiers. The treated wastewater then flows back west to the UV reactors before entering the effluent conduit that flows to the existing outfall. The PGH Building is located in the centre of site near the southern property boundary. This will be the location of the main power incoming feeders, backup generators, and boilers. HVAC systems are distributed throughout the plant, and heating will be provided by a centralized hydronic system. Odour control equipment is located on the roof of the solids handling and primary clarifier buildings. The site equipment and spare parts stores will be located under the odour control biotowers adjacent to the PGH Building. Laydown areas have been included immediately to the east of the UV Disinfection Building and to the west of the access passageway underneath the primary clarifiers.
456928_WBG103013092847VBC
15-5
Operations Plan
Figure 15-3. New LGSWWTP Site Layout
15.7
Traffic Circulation
The site circulation for traffic consists of a perimeter road along the southern and western sides of site, as shown in Figure 15-4. All vehicular traffic, including staff, chemical deliveries, biosolids haulers, contractors, and external maintenance contractors, will access the site from the security entrance gate at the foot of Pemberton Avenue, move along the southern side road around the perimeter of the plant, and exit at the 1st St. security exit gate. Staff parking will be located along the southern perimeter road adjacent to the secondary clarifiers. Public and visitor parking will be along 1st St. and at the foot of Pemberton Avenue. Deliveries of chemicals and materials will be received at the entrance gate (on Pemberton Avenue) and then be directed to the appropriate location in the plant for unloading. There is a shipping and receiving area located in the Operations and Maintenance Building for office deliveries and sample shipment. There is a loading dock located at the Stores for material and spare parts deliveries. The entrance at the Solids Building will be used for chemical deliveries. Trucks will deliver and remove screenings and grit bins, as well as recycle bins.
15.8
Third-party Access
The Indicative Design includes provision for contractor and public access to the roof and contractor access to the heat pumps in the Energy Centre. In the next stage of design development, consideration will need to be given to the logistics for entering and exiting buildings, maintaining security of Metro Vancouver’s assets and providing after hour access for contractors. There should be direct access to the Energy Centre from outside the Operations and Maintenance Building to allow after hour access to respond to equipment alarms and maintenance requirements associated with the heat pumps and other equipment. Security requirements will include closed circuit television, monitored access points, and emergency egress passageways. Metro Vancouver policies, protocols, and legal requirements will need to be adapted for the specific third-party access agreements.
15-6
456928_WBG103013092847VBC
Operations Plan
Figure 15-4. Site Circulation at the New LGSWWTP
15.9
Lifting and Maintenance Strategy
The lifting and maintenance strategy outlines access and facilities required for maintenance requiring lifting operations for process equipment and material. The guiding principles for the strategy are as follows: •
The lifting/handling of equipment and materials during construction and initial installation do not form part of this strategy. The rated lifting capacities will not be exceeded under any circumstances.
•
The majority of equipment is unlikely to require lifting operations for general maintenance, such as greasing, filter changes, cleaning, and similar activities.
•
The majority of equipment is unlikely to require complete removal during its working life.
•
Lifting equipment will be used for all plant items heavier than 25 kg and for items less than 25 kg where location constraints or nature of the equipment could result in any manual lifting being deemed unsafe.
•
In areas where there are numerous pieces of equipment, a common lifting device, such as a gantry crane, is provided as the most suitable lifting equipment.
•
Where common lifting facilities pass over expansion joints, spliced joints to crane rails and runway beams will be designed into the installation to allow up to 15 mm of movement without affecting the operation of the lifting unit or its ability to travel the full length of the rails or beams without jamming.
•
Safe person-lifting apparatus to be incorporated into tank access/hatch design and included as part of the lifting equipment provided. Safe working area around hatches to be provided with items such as guard rails and tie-off points.
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15-7
Operations Plan
Due to the various locations and nature of plant equipment or materials, various types of lifting facilities are required. The use of bridge cranes, gantry cranes, jib cranes, monorails, and truck-mounted cranes have been identified for each piece of equipment and material handling. The use of forklifts and pallet jacks are also identified.
15-8
456928_WBG103013092847VBC
Cost Estimates
16.
Cost Estimates
16.1
Section Description
This section summarizes capital, construction cash flow projections, and O&M cost estimates for LGSWWTP, based on the Indicative Design described in this report. The following supporting documents are included in the Appendixes volume: 1. Appendix 16A – Indicative Design Estimate #1 2. Appendix 16B – Lions Gate Secondary Wastewater Treatment Plant – Project Definition, Preliminary O&M Cost Estimate (2020 Dollars)
16.2
Capital Costs
The new LGSWWTP is required to be operational by December 31, 2020, with construction expected to commence in 2016. A capital cost estimated was prepared by BTY Group (BTY), with input from various members of the IDT. BTY’s report is included in Appendix 16A, and a breakdown of the capital costs is presented in Table 16-1. The costs shown in Table 16-1 were escalated to represent expected market conditions in 2018, which is the anticipated mid-point of construction. Table 16-1. Capital Costs Cost ($) Component
Treatment Plant
Land Cost
Existing Plant Decommissioning
Conveyance
Total
0
0
0
0
374,300,000
10,800,000
32,500,000
417,600,000
Professional Fees
56,200,000
1,600,000
4,900,000
62,700,000
Management, Overhead, and Utilities
20,100,000
500,000
1,700,000
22,300,000
0
0
0
0
Escalation
70,300,000
2,600,000
6,100,000
79,000,000
Contingencies
99,100,000
4,500,000
14,800,000
118,400,000
620,000,000
20,000,000
60,000,000
700,000,000
Construction
Taxes
Escalated Total Project Cost
16.3
Construction Cash Flow Projections
Cumulative monthly cash flow projections for the project are shown in Figure 16-1, based on capital costs presented in Table 16-1.
16.4
Annual Operating Costs
The annual O&M costs for LGSWWTP are estimated to be $10.8 million, as summarized in Table 16-2. The costs shown in Table 16-2 were escalated to represent expected market conditions at the end of 2020. A more detailed breakdown of the O&M estimate is provided in Appendix 16B.
456928_WBG103013092847VBC
16-1
Cost Estimates
Figure 16-1. Cumulative Construction Cash Flow Projections
Table 16-2. Annual Operations and Maintenance Costs Component
16-2
Cost ($M)
Staffing, Technical Support, and Administration
3.3
Utilities
2.1
Consumables
0.7
Biosolids Beneficial Use
1.5
Annual Asset Repair and Replacement Reserve
3.1
Other
0.1
Total
10.8
456928_WBG103013092847VBC
References
17.
References
7group and Bill Reed. 2009. The Integrative Design Guide to Green Building. Washington, DC: U.S. Green Building Council. AECOM. 2013. “NWWBI Database.” National Water & Wastewater Benchmarking Initiative. http://www.nationalbenchmarking.ca/index.htm. Accessed December 18, 2013. American Water Works Association (AWWA). 2005. Fiberglass Pipe Design. BC Ministry of the Environment (MoE). 2004. Lions Gate Wastewater Treatment Plant, Operational Certificate ME-00030. BC Ministry of Environment (MoE). 2010. “Site Profile Freeze and Release Provisions.” 37 Facts on Contaminated Sites. Version 2. June. http://www.env.gov.bc.ca/epd/remediation/fact_sheets/pdf/fs37.pdf. Accessed March 10, 2014. BC Ministry of Environment (MoE). 2011. Certificate of Compliance – 1311, 1321, 1350. West 1st St., North Vancouver, BC. Site ID: 9769. March 23. BC Ministry of Environment (MoE). 2013. B.C. Best Practices Methodology for Quantifying Greenhouse Gas Emissions. BRC Acoustics & Audiovisual Design. 2012. Baseline Sound Analysis. December 17. Canadian Council of Ministers of the Environment (CCME). 2009. Canada-wide Strategy for the Management of Municipal Wastewater Effluent. February 14. http://www.ccme.ca/assets/pdf/cda_wide_strategy_mwwe_final_e.pdf. Accessed December 4, 2013. Clemen, R.T. 1991. Making Hard Decisions: An Introduction to Decision Analysis. Belmont: Duxbury Press. Concert Realty Services Ltd. (Concert). 2013. An Evolving Vision for the Future of Harbourside. http://harboursidewaterfront.com/. Accessed December 2, 2013. District of North Vancouver (DNV). 2011. Official Community Plan. Environment Canada. 2004. Guideline for the Release of Ammonia Dissolved in Water Found in Wastewater Effluents. December 4. Environment Canada. 2013. Vancouver Wharves climate station. 1971-2000 climate normals database. Golder Associates (Golder). 2013. Lions Gate Secondary Wastewater Treatment Plant, Geotechnical Design Brief. December 18. Government of British Columbia (BC Gov). 1991. Ecosystems of British Columbia. Greater Vancouver Sewage and Drainage District (GVS&DD). 1997. 1995 Wastewater Inventory. Gregory, R., L. Failing, M. Harstone, G. Long, T. McDaniels, and D. Ohlson. 2012. Structured Decision-making: A Practical Guide to Environmental Management Choices. New York: Wiley-Blackwell. Kerr Wood Leidal Associates Ltd. (KWL). 2012. District of North Vancouver – Creek Hydrology, Floodplain Mapping and Bridge Hydraulic Assessment (Draft Report). Lions Gate Public Advisory Committee (LGPAC). 2013. Community Values and Interests for the Design of the Lions Gate Secondary Wastewater Treatment Plant. October 21.
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17-1
References
Metro Vancouver. 2003. Seismic-Design Criteria Standard. No. Cr-02-02-DS-GEN-00100-2003, Revision C. Metro Vancouver. 2009. Metro 2040 – Shaping Our Future. Metro Vancouver. 2010. Integrated Liquid Waste and Resource Management Plan. Metro Vancouver. 2011. Metro Vancouver Drinking Water Management Plan. June. http://www.metrovancouver.org/about/publications/Publications/DWMP-2011.pdf. Accessed November 22, 2013. Metro Vancouver. 2013. Engagement and Consultation Results: Project Definition Phase for Lions Gate Secondary Wastewater Treatment Plant. October 23. National Research Council Canada (NRCC). 2010. User’s Guide – NBC 2010 Structural Commentaries. Piteau Associates (Piteau). 2010. Confirmation of Remediation – Former North Vancouver Freight Shed and Passenger Station 1311, 1321 and 1350 West 1st Street North Vancouver, B.C. February. Province of British Columbia (BC). 2008. Living Water Smart – BC’s Water Plan. Sources Archaeological & Heritage Consultants (Sources). 2013. Archeological Summary Letter Report. November. Stantec Consultants Ltd. (Stantec). 2005. Iona Island and Lions Gate WWTP Summary Report. Final Report. Project No. RFP 03-005. August. SYLVIS. 2013. The Biosolids Emissions Assessment Model (BEAM): A Method for Determining Greenhouse Gas Emissions from Canadian Biosolids Management Practices. Prepared for Canadian Council of Ministers of the Environment. http://www.ccme.ca/assets/pdf/beam_final_report_1432.pdf. Accessed December 18, 2013. U.S. Environmental Protection Agency (USEPA). 1973. Estimating Staff for Municipal Wastewater Treatment Facilities. Vancouver Sun. 2013. “$3.3-billion contract for Coast Guard ships will bring up to 1,000 jobs to Vancouver Shipyards.” October 7. http://www.vancouversun.com/news/billion+contract+Coast+Guard+ships+will+bring+jobs+Vancouver+Shipyards/9 006862/story.html. Accessed December 19, 2013. Von Winterfeldt, D., and W. Edwards. 1986. Decision Analysis and Behavioural Research. Cambridge, UK: Cambridge University Press. Water Board of Sydney. 1993. Energy/Greenhouse Life Cycle Analysis. The Clean Waterways Program. Australia
17-2
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